Attachment D - Appendix K - Local Transportation Analysis — San Marcos City Council, July 23, 2024 (part 1 of 2)

Appendix K
Local Transportation Analysis

LOCAL TRANSPORTATION ANALYSIS

PACIFIC PROJECT
San Marcos, California
February 16, 2023
LLG Ref. 3-20-3279
Prepared by: Under the Supervision of:

Román Lopez, PTP John Boarman, P.E.

Senior Transportation Planner Principal
&
Alejandra Alonso
Transportation Engineer I

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
i

EXECUTIVE SUMMARY
Linscott, Law & Greenspan, Engineers (LLG) has prepared the following Local Transportation Analysis (LTA) to determine and ev aluate the potential effects to the local roadway system due to the proposed Pacific project (proposed Project). The Project site is located at the northwest corner of the Linda Vista Drive / Las Posas Road intersection in the City of San Marcos. The Project site is currently undeveloped.

The Project consists of 449 resi dential units, including a mix of apartments within a five-story podium building, th ree-story rowhomes, three-st ory villas, and affo rdable flats within a four-story building on approximately 15.09 acres within the 33.2-acre Project site. The Project proposes a General Plan Amendment, Rezo ne, Specific Plan, Tentativ e Map, and Mult i-Family Site Development Plan. The General Plan Amendment and Rezone would change the General Plan designation and Zoning from Industrial (I) to Specific Pl an Area (SPA).

The Project is calculated to generate a total of 2,694 ADT with 216 AM peak hour trips (43 inbound / 173 outbound) and 242 PM peak hour trips (169 inbound and 73 outbound).

While Level of Service (LOS) analysis is not used to determine CEQA significance, the intersection and segment analysis provided in this study shows th at the Project will have a substantial effect on study area facilities, including two (2) study area intersections and one (1) study area street segment, according to the City of San Marcos LOS Standard s. Roadway improvements are identified for each location that will increase performance to acceptable and/or pre-project conditions.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
ii

TABLE OF CONTENTS

SECTION PAGE

1.0 Introduction ................................................................................................................................ 1

2.0 Project Description .................................................................................................................... 2

2.1 Project Location .................................................................................................................. 2

2.2 Project Description .............................................................................................................. 2

3.0 Existing Conditions .................................................................................................................... 7

3.1 Existing Street Network ...................................................................................................... 8

3.2 Existing Traffic Volumes .................................................................................................... 9

3.2.1 Data Collection ....................................................................................................... 9

3.2.2 COVID-19 Restrictions/Limitations ....................................................................... 9

3.2.3 Traffic Volume Adjustment .................................................................................. 10

4.0 Local Transportation Analysis Approach and Methodology .............................................. 14

4.1 Study Scenarios ................................................................................................................. 14

4.2 Methodology ..................................................................................................................... 14

4.2.1 Intersections .......................................................................................................... 14

4.2.2 Street Segments ..................................................................................................... 15

4.3 Level of Service Standards ............................................................................................... 15

5.0 Analysis of Existing Conditions .............................................................................................. 16

5.1 Peak Hour Intersection Levels of Service ......................................................................... 16

5.1.1 Intersection LOS ................................................................................................... 16

5.1.2 Intersection Queuing ............................................................................................. 16

5.2 Daily Street Segment Levels of Service ........................................................................... 16

6.0 Near-Term (Interim Year 2025) Conditions ......................................................................... 22

6.1 Network Conditions .......................................................................................................... 22

6.2 Near-Term (Interim Year 2025) Traffic Volumes ............................................................ 22

7.0 Trip Generation/Distribution/Assignment ............................................................................ 24

7.1 Trip Generation ................................................................................................................. 24

7.1.1 Trip Rates .............................................................................................................. 24

7.1.2 Project Trips .......................................................................................................... 24

7.2 Trip Distribution and Assignment .................................................................................... 25

8.0 Analysis of Near-Term Scenarios ........................................................................................... 31

8.1 Near-Term Without Project .............................................................................................. 31

8.1.1 Intersection Analysis ............................................................................................. 31

8.1.2 Intersection Queuing ............................................................................................. 31

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
iii

8.1.3 Segment Operations .............................................................................................. 32

8.2 Near-Term + Project ......................................................................................................... 32

8.2.1 Intersection Analysis ............................................................................................. 32

8.2.2 Intersection Queuing ............................................................................................. 32

8.2.3 Segment Operations .............................................................................................. 33

9.0 Horizon Year (Year 2050) Conditions ................................................................................... 39

9.1 Horizon Year (Year 2050) Network Conditions ............................................................... 39

9.2 Horizon Year (Year 2050) Traffic Volumes ..................................................................... 39

10.0 Analysis of Horizon Year Scenarios ....................................................................................... 42

10.1 Long-Term Without Project .............................................................................................. 42

10.1.1 Intersection Analysis ............................................................................................. 42

10.1.2 Intersection Queuing ............................................................................................. 42

10.1.3 Segment Operations .............................................................................................. 43

10.2 Long-Term + Project ........................................................................................................ 43

10.2.1 Intersection Analysis ............................................................................................. 43

10.2.2 Intersection Queuing ............................................................................................. 43

10.2.3 Segment Operations .............................................................................................. 44

11.0 Site Access, On-Site Circulation, and Parking ...................................................................... 50

11.1 Site Access ........................................................................................................................ 50

11.2 On-Site Circulation ........................................................................................................... 50

11.3 Parking .............................................................................................................................. 50

12.0 Active Transportation Review ................................................................................................ 51

12.1 Existing Bicycle Network ................................................................................................. 51

12.2 Proposed Bicycle Network ............................................................................................... 51

12.3 Existing Pedestrian Conditions ......................................................................................... 51

12.4 Proposed Pedestrian Conditions ....................................................................................... 52

12.5 Existing Transit Conditions .............................................................................................. 52

12.6 Recommendations ............................................................................................................. 53

13.0 Conclusions ............................................................................................................................... 56

13.1 Active Transportation Recommendations ......................................................................... 56

13.2 Site Access Recommendations ......................................................................................... 56

13.3 Intersection and Roadway Operations Analysis Results .................................................. 56

13.4 Intersection and Roadway Improvements ......................................................................... 57

13.5 Traffic Signal Warrants ..................................................................................................... 65

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
iv

APPENDICES

APPENDIX
A. Intersection and Segment Count Sheets

1. Year 2021 Counts

2. Year 2017 Counts
B. Scoping Memo and City Review
C. City of San Marcos Roadway Classification Table
D. Existing Analysis Worksheets
E. Existing Queueing Analysis Worksheets
F. K&D Factors Definitions
G. Near-Term Analysis Worksheets
H. Near-Term Queueing Analysis Worksheets
I. Near-Term + Project Analysis Worksheets
J. Near-Term + Project Queueing Analysis Worksheets
K. Long-Term Analysis Worksheets
L. Long-Term Queueing Analysis Worksheets
M. Long-Term + Project Analysis Worksheets
N. Long-Term + Project Queueing Analysis Worksheets
O. Near-Term + Project & Long-Term + Project Improvements Analysis Worksheets P. Signal Warrant Worksheets

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
v

LIST OF FIGURES
SECTION—F IGURE # P AGE
Figure 2–1 Vicinity Map ................................................................................................................... 4 Figure 2–2 Project Area Map ............................................................................................................ 5 Figure 2–3 Project Site Plan .............................................................................................................. 6 Figure 3–1 Existing Conditions Diagram ........................................................................................ 12 Figure 3–2 Existing Traffic Volumes .............................................................................................. 13 Figure 6–1 Near-Term without Project Traffic Volumes ................................................................ 23 Figure 7–1a Project Traffic Distribution ....................................................................................... 26 Figure 7–1b Project Driveway Traffic Distribution ...................................................................... 27 Figure 7–2a Project Traffic Volumes ............................................................................................ 28 Figure 7–2b Project Driveway Traffic Volumes ........................................................................... 29 Figure 7–3 Near-Term + Project Traffic Volumes .......................................................................... 30 Figure 9–1 Long-Term without Project Traffic Volumes ............................................................... 40 Figure 9–2 Long-Term + Project Traffic Volumes ......................................................................... 41 Figure 12–1 Bicycle Network ........................................................................................................ 54 Figure 12–2 Pedestrian Network ................................................................................................... 55

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
vi

LIST OF TABLES
SECTION—T ABLE # P AGE
Table 3–1 Existing Traffic Volumes ................................................................................................... 11 Table 5–1a Existing Intersection Operations ...................................................................................... 18 Table 5–1b Existing Intersection Queuing ......................................................................................... 19 Table 5–2 Existing Street Segment Operations .................................................................................. 21 Table 7–1 Project Trip Generation ..................................................................................................... 24 Table 8–1a Near-Term Intersection Operations ................................................................................. 34 Table 8–1b Near-Term Intersection Queuing ..................................................................................... 36 Table 8–2 Near-Term Street Segment Operations .............................................................................. 38 Table 10–1a Long-Term Intersection Operations ............................................................................... 45 Table 10–1b Long-Term Intersection Queuing .................................................................................. 47 Table 10–2 Long-Term Street Segment Operations ........................................................................... 49 Table 13–1 Near-Term Post Improvement Intersection Analysis ...................................................... 60 Table 13–2 Long-Term Post Improvement Intersection Analysis ...................................................... 61 Table 13–3 Post-Improvement Queuing: Las Posas Rd / La Mirada Dr ............................................ 62 Table 13–4 Near-Term Post-Improvement Street Segment Operations ............................................. 63 Table 13–5 Long-Term Post-Improvement Street Segment Operations ............................................ 64 Table 13–6 Warrant 3: Peak Hour – Near-Term with Project Linda Vista Drive / S. Pacific Street . 66

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
1 LOCAL TRANSPORTATION ANALYSIS

PACIFIC PROJECT
San Marcos, California
February 16, 2023

1.0 INTRODUCTION
Linscott, Law & Greenspan, Engineers (LLG) has prepared the following Local Transportation Analysis (LTA) for the proposed Pacific project (pr oposed Project) located at the northwest corner of the Linda Vista Drive / Las Posas Road intersection in the City of San Marcos.

Transportation impact analyses within the City of San Marcos includes two sets of requirements:
CEQA Analysis primarily consisting of vehicle miles traveled (VMT) analysis. Non-CEQA Local Transportation Analysis to evaluate the effects of a development project on the circulation network.

CEQA VMT analysis is provided under separate cover.

The following items are included in this transportation study:
Project Description
Existing Conditions Discussion
Local Transportation Analysis Approach and Methodology Analysis of Existing Conditions
Near-Term Conditions Discussion
Trip Generation, Distribution, and Assignment
Analysis of Near-Term Scenarios
Long-Term Conditions Discussion
Analysis of Long-Term Scenarios
Site Access, Circulation, and Parking Review
Active Transportation Review
Conclusions

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
2 2.0 PROJECT DESCRIPTION

2.1 Project Location
The 33.2-acre project site is an infi ll site located in the western po rtion of the City of San Marcos (City), at the northwest corner of Las Posas Road and Linda Vista Drive, and comprises Assessor’s Parcel Numbers (APNs) 219-222-01, 219-222- 02, 219-222-03, and 219-222-04. La Mirada Road abuts the site’s northern boundary, while South Pacific Street abuts the property’s western boundary.

The Grand Plaza shopping center is located directly across Las Posas Road to the east. Light industrial uses are adjace nt to the sites northern, southern, and western boundary, and Bradley Park is located across from the site’s southwestern corn er. Single- and multi-family residential uses are located to the west and south of Bradley Park.

Figure 2–1 shows the vicinity map. Figure 2–2 shows a more detailed project area map.

2.2 Project Description
The project consists of 449 residential units, incl uding a mix of apartments, rowhomes, villas, and affordable flats on approximately 15.09 acres of th e 33.2-acre project site. Proposed residential units would include a mix of apartments within a fi ve-story podium buildi ng, three-story rowhomes, three-story villas, and affordable flats within a four-sto ry building. The projec t includes a total of 927 parking spaces and 134,985 square feet of common open space area. 68 of the 449 total units (15 percent of the total) would be designated as deed-restricted affordable units (alternatively, the project reserves the option to contribute to the affordable housing fund by paying the in-lieu fee).

The proposed project also includes landscaping, bio -retention areas, and circ ulation improvements.

The remaining approximately 17.94 acres of the 33.2-acre project site would be preserved and restored as open space and habitat area. The proposed project would have a density of approximately

13.5 dwelling units per acre, including the open space and habitat area.

The project proposes a General Pl an Amendment, Rezone, Specific Plan, Tentative Map, and Multi- Family Site Development Plan. The General Plan Amendment and Rezone would change the General Plan designation and Zoning from Industrial (I) to Specific Plan Area (SPA). The Specific Plan has been prepared with the intent to prov ide a comprehensive plan to ensure the efficient development of a new residentia l community. The Specific Plan se rves as both a policy document and a regulatory document for the systematic implementation of the policies and goals of the General Plan. The Tentative Map presents specific lot configurations for the site. The Multi-Family Site Development Plan will config ure the site for multi -family dwelling units, street configuration, infrastructure, recreational open space, and private open space.

As part of the project, additi onal pedestrian connectivity would be provided along three of the adjacent street frontages. The project would provide a 6-foot sidewalk a nd Class II buffered bike lane along the project’s frontage on Pacific Stree t; the project would provide a 12-foot urban trail (shared use path) along the proj ect’s frontage on Linda Vista Driv e; and the project would also provide a 12-foot urban trail (sha red use path) along the project’s frontage on La Mirada Drive. In addition to the proposed sidewalk and trail connections, the project would add a bus stop and shelter with a bus turnout along South Las Posas Road adj acent to the development area and would install a

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
3 4-way traffic signal at the inters ection of Linda Vista Drive and P acific Street. Furthermore, the project would upsize approximately 1,458-feet of existing water pipe from 8-inches to 12-inches and would convert approximately 1,400-feet of existi ng overhead power lines to underground along La Mirada.

The proposed project would be acc essible from three points on La Mirada Drive, one emergency access-only point on South Las Posas Road, and tw o access points on Linda Vista Drive. The three access points on La Mirada Drive would serve th e residences of the rowhomes, villas, and apartments, and the two access points on Linda Vi sta drive would serve the residences of the affordable flats.

Figure 2–3 shows the conceptual site plan for the Project.

Vicinity Map

Figure 2-1
N:\3279\Figure
Date: 4/8/2021
Time: 1:38 PM
Esri, HERE, Garmin, USGS, NGA, EPA, USDA, NPS
Project Site

Project Area Map

Figure 2-2

SPacificSt
La
MiradaDr
S Las Posas
Rd
GrandA v
e
Via Vera Cruz
Linda
Vista D
r
S Ranc
ho Santa Fe R
d
Project
Site
Maxar
N:\3279\Figure
Date: 4/19/2021
Time: 10:52 AM
k

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
7 3.0 EXISTING CONDITIONS
Effective evaluation of the tra ffic impacts associated with th e proposed project requires an understanding of the existing transporta tion system within the project area. Figure 3–1 shows an existing conditions diagram, incl uding signalized inters ections and lane configurations. The study area includes the following intersec tions and street segments based on the anticipated distribution of the project traffic:

Intersections

1. Las Posas Road / SR-78 WB Ramps

2. Las Posas Road / Grand Avenue

3. Via Vera Cruz / Grand Avenue / SR-78 EB Ramps

4. Pacific Street / La Mirada Drive

5. Las Posas Road / La Mirada Drive

6. Rancho Santa Fe Road / Linda Vista Drive

7. Pacific Street / Linda Vista Drive

8. Las Posas Road / Linda Vista Drive

9. Pacific Street / San Marcos Blvd

10. Las Posas Road / San Marcos Blvd

Segments
Las Posas Road

1. Descanso Avenue to SR-78 WB Ramps

2. SR-78 WB Ramps to Grand Avenue

3. Grand Avenue to La Mirada Drive

4. La Mirada Drive to Linda Vista Drive

5. Linda Vista Drive to San Marcos Blvd
Pacific Street

6. La Mirada Drive to Linda Vista Drive

7. Linda Vista Drive to San Marcos Blvd
La Mirada Drive

8. Pacific Street to Las Posas Road
Linda Vista Drive

9. Rancho Santa Fe Road to Pacific Street

10. Pacific Street to Las Posas Road

11. Las Posas Road to Via Vera Cruz
San Marcos Boulevard

12. Pacific Street to Las Posas Road

13. Las Posas Road to Via Vera Cruz

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
8 The following Project driveways are also included in the evaluation:

Project Driveways
A. La Mirada Drive / Project Driveway (west)
B. La Mirada Drive / Project Driveway (central)
C. La Mirada Drive / Project Driveway (east)
D. Linda Vista Drive / Project Driveway (west)
E. Linda Vista Drive / Project Driveway (east)

3.1 Existing Street Network
The principal roadways in the project study area are described briefly below. Roadway classification was determined from a review of the City of San Marcos Mobility Element and information gathered from field observations.

Las Posas Road is currently constructed as a 6-lane divided roadway between the SR-78 westbound ramps and Grand Avenue, a 5-lane divided roadway between Grand Avenue and La Mirada Drive, a 4-lane divided roadway between La Mirada Driv e and Linda Vista Drive, and a 4-lane undivided roadway with a two-way left-turn (TWLT) lane between Linda Vista Drive and San Marcos Boulevard. The posted speed limit is 45 mph. On-street parking is prohi bited. Class II bike lanes are provided. Las Posas Road is classified as a 4- Lane+ Arterial between SR-78 westbound ramps and San Marcos Boulevard.

Grand Avenue is constructed as a 4-lane undivided ro adway with a TWLT lane between Via Vera Cruz and Rancho Santa Fe Road. The posted speed limit is 40 mph. On-stree t parking is prohibited.

Only 350’ of Class II bike la nes are provided on both sides of the roadway. Grand Avenue is classified as a 4-lane Arterial between Via Vera Cruz and Rancho Santa Fe Road.

Via Vera Cruz is constructed as a 4-lane roadway be tween Grand Avenue and Linda Vista Drive with a TWLT lane or turn pocke ts depending on the location. The posted speed limit is 40 mph between Grand Avenue & San Marcos Boulevard. On -street parking is prohi bited. Class II bike lanes are provided. Via Vera Cruz is classified as a 4-lane Arteri al between Grand Avenue and San Marcos Boulevard.

Pacific Street is constructed as a 2-lane undivided road way for its entire le ngth from San Marcos Boulevard to north of Grand Avenue. The poste d speed limit is 35 mph. On-street parking is generally allowed on both sides of the street. Sidewalks are generally not provided on Pacific Street within the study area and ther e are no bicycle facilities. Pacific Stre et is classified as a Major Road between Grand Avenue and San Marcos Boulevard.

La Mirada Drive is constructed as a 2-lane undivided roadway between Rancho Santa Fe Road and Las Posas Road. On-street parking is generally al lowed on both sides of the street. The posted speed limit is 35 mph. Sidewalks are generally not provided on La Mirada Drive within the study and there

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
9 are no bicycle facilities. La Mira da Drive is classified as a Ma jor Road between Rancho Santa Fe Road and Las Posas Road.

Rancho Santa Fe Road is currently constructed as a 4 to 6-lane divided roadway with left turn pockets lanes between Grand Avenue and San Marc os Boulevard. The posted speed limit is 40 mph.

On-street parking is prohibited. Class II bike lane s are provided. Rancho Santa Fe Road is classified as a 6-lane Arterial between Grand Avenue and W. San Marcos Boulevard.

Linda Vista Drive is currently constructed as a 3-lane undivided ro adway with a TWLT lane between Rancho Santa Fe Road and Las Posas Ro ad and a 4-lane undivided roadway between Las Posas Road and Via Vera Cruz. The posted speed limit is 40 mph. On-stree t parking is generally provided between Rancho Santa Fe Road and Las Posas Road. Class II Bike lanes are only provided between Rancho Santa Fe Road and Pacific Street on the north side of Li nda Vista Drive. Linda Vista Drive is classified as a 4-lane Arterial between Rancho Santa Fe and Las Posas Road.

San Marcos Boulevard is constructed as a 4-lane divided roadway between Pacific Street and Via Vera Cruz. The posted speed limit is 45 mph. On-street parking is prohibited. Class II bike lanes are provided between Pacific Street and Grand Avenue. San Marcos Boulevard is classified as a Multi- way Boulevard between Pacific Street and Via Vera Cruz.

3.2 Existing Traffic Volumes

3.2.1 Data Collection
Traffic volumes at Intersections 1-3 were availa ble from the City of San Marcos General Plan Existing Conditions Report. These data were collected during the week of March 2 through March 6, 2020, when schools were in session and represent th e latest available data prior to significant coronavirus (COVID-19) pandemic-related activity restrictions. These volumes were used directly as the existing baseline.

For the remainder of the study area, additiona l traffic counts were conducted in March 2021.

Average daily traffic volumes (ADTs) counts were conducted on March 24-25, 2021. Counts at the remaining study intersections, incl uding bicycle and pedestrian c ounts, were conducted on March 23, 2021 between 7:00-9:00 AM and 4:00-6:00 PM.

Although traffic volumes had recovered somewhat fr om the lowest levels in 2020, counts in March 2021 remained artificially depressed due to restrictions and limitations on business, school, and other activities associated with COVID-19.

3.2.2 COVID-19 Restrictions/Limitations
The following conditions are noted with respect to activity in and around the study area at the time of count collection.

San Marcos Unified School District secondary st udents returned to campuses beginning March 23, 2021. San Marcos High School is located approximately ½ mile from the sout heastern edge of the project study area and c ontributes to traffic volumes to porti ons of the study area. This partial reopening is captured in the March 23 and March 25, 2021 traffic counts.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
10 Palomar College is located just beyond the northern edge of the project study area and contributes to traffic volumes to portions of the study area. Most courses during the Spring 2021 semester beginning February 1, 2021 remained online alth ough a limited number of programs provided face- to-face courses and limited on-cam pus student service were available. This limited activity is captured in the March 2021 traffic counts.

As of March 2021, retail and restaurants at Grand Plaza, located opposite South Las Posas Road from the Project site, (as well as elsewhere) were allowed to operate with restrictions on normal capacity.

3.2.3 Traffic Volume Adjustment
Therefore, March 2021 counts were compared to traf fic data collected prior to 2020. Overall, March 2021 traffic volumes were consisten tly lower when compared to th e most recently available pre- pandemic traffic counts by a range of 5% to 40%, depending on the location. Th e weighted average through the project study area was calculated to be 28% below pre-pandemic conditions.

March 2021 traffic counts were ad justed upward to take account of the reduced traffic levels on a location-specific basis similar to future traffic volume fo recasting using ADT volumes and the existing (pre-COVID) relationship between ADT and peak hour volumes. Where pre-COVID ADT volumes were not available, the observed percent change for the adjacent segment along the same corridor was used. For a limited number of streets where neither condition was met, the average for the overall study area (28% above March 2021 counts) was used in the forecast.

Pre-COVID traffic data were available for the major roadways in the study area including Las Posas Road, Linda Vista Drive, and San Marcos Boulev ard. The study area average was applied only to a limited number of lower-volume roadways such as Pacific Street and La Mirada Drive where comparable pre-COVID data were not available.

The adjusted existing baseline traffic volumes we re checked for consistenc y between intersections where no driveways or roadways exist between intersections. Particular attention was paid to adjusting traffic volumes to balance with the counts collected in March 2020, where available.

Table 3–1 summarizes the Existing ADTs, after adjustment.

Figure 3–2 shows the Existing daily traffic volumes, after adjustment. Appendix A contains both the current count sheets and pre-COVID counts used for adjustment.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
11 TABLE 3–1

EXISTING TRAFFIC VOLUMES
Street Segment ADT a Date b
Las Posas Road

1. Descanso Avenue to SR-78 WB Ramps 38,300 March 25, 2021

2. SR-78 WB Ramps to Grand Avenue 43,600 March 25, 2021

3. Grand Avenue to La Mirada Drive 15,400 March 25, 2021

4. La Mirada Drive to Linda Vista Drive 14,500 March 25, 2021

5. Linda Vista Drive to San Marcos Boulevard 11,400 March 25, 2021 Pacific Street

6. La Mirada Drive to Linda Vista Drive 4,800 March 24, 2021

7. Linda Vista Drive to San Marcos Boulevard 4,500 March 24, 2021 La Mirada Drive

8. Pacific Street to Las Posas Road 3,600 March 24, 2021 Linda Vista Drive

9. Rancho Santa Fe Road to Pacific Street 12,600 March 24, 2021

10. Pacific Street to Las Posas Road 9,200 March 24, 2021

11. Las Posas Road to Via Vera Cruz 6,500 March 25, 2021 San Marcos Boulevard

12. Pacific Street to Las Posas Road 39,600 March 25, 2021

13. Las Posas Road to Via Vera Cruz 35,400 March 25, 2021 Footnotes:
a. Average Daily Traffic Volumes (rounded up to the nearest 100). b. Counts collected in March 2021 were adjusted based on comparison with pre-COVID traffic data as described in Section 3.2. The adjusted volumes are shown in this table.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
14 4.0 LOCAL TRANSPORTATION ANALYSIS APPROACH AND METHODOLOGY A local transportation analysis is required for projects generating more than 1,000 daily vehicle trips or more than 100 peak hour vehicle trips (if consiste nt with the latest versi on of the City’s General Plan) or generating at least 500 da ily vehicle trips or at least 50 peak hour vehicle trips if inconsistent with the City’s latest General Plan.

The Project is estimated to generate 2,694 ADT (see Section 8.1 ) and is part of a proposed amendment to the City’s General Plan. Therefore, a local transportation analysis is required.

A scoping memo was prepared and reviewed by City staff. The draft scoping memo and City review comments are included in Appendix B.

4.1 Study Scenarios
Existing Conditions are adjusted to account the effects of the COVID-19 pandemic as described in Section 3.2.
Near-Term (Interim Year) Conditions are based on the SANDAG pre-established interim year scenario closest to the project’s anticipated opening year. Near-Term (Interim Year) Plus Project Conditions include project-generated traffic added to interim year volumes.
Horizon Year Conditions based on the Regional Transportation Plan (RTP) year, currently 2050.
Horizon Year Plus Project Conditions include project-generated traffic added to horizon year traffic volumes.

4.2 Methodology
Level of service (LOS) is the term used to denote the different operating conditions which occur on a given roadway segment under various traffic volume loads. It is a qualita tive measure used to describe a quantitative analysis taking into acc ount factors such as roadway geometries, signal phasing, speed, travel delay, freedom to maneuver, a nd safety. Level of service provides an index to the operational qualities of a roadway segment or an intersection. Level of service de signations range from A to F, with LOS A representing the best operating c onditions and LOS F representing the worst operating conditions. Level of service designation is reported differently for signalized and unsignalized intersections, as well as for roadway segments.

4.2.1 Intersections
Signalized intersections were analyzed under AM and PM peak hour conditions. Average vehicle delay was determined utilizing the me thodology found in Ch apter 19 of the Highway Capacity Manual 6th Edition (HCM 6), with the assistance of the Synchro 10 computer software. The delay values (represented in seconds) were qualified with a corresponding intersection Level of Service (LOS).

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
15 Unsignalized intersections were analyzed under AM and PM peak hour conditions. Average vehicle delay and Levels of Service (LOS ) was determined based upon the procedures found in Chapter 20 and Chapter 21 of the HCM 6 with the assistance of the Synchro 10 computer software.

4.2.2 Street Segments
Street segment analysis is based upon the comparison of dail y traffic volumes (ADTs) to the City of San Marcos’s Roadway Classification, Level of Service, and ADT Table . This table provides segment capacities for different street classi fications, based on traffi c volumes and roadway characteristics. The City of San Marcos’s Roadway Classification, Level of Service, and ADT Table is attached in Appendix C.

4.3 Level of Service Standards
The City of San Marcos strives to maintain in tersection and roadway segm ent operations based on LOS standards outlined in the General Plan Mobility Element. If the addition of the traffic generated from a proposed project results in any one of th e following, improvements should be identified to increase performance to acceptable or pre-project conditions under each scenario:
Triggers an intersection operating at acceptabl e LOS to operate at unacceptable LOS and increases the delay by more than 2.0 seconds.
Increases the delay for a study intersection that is already operating at unacceptable LOS by more than 2.0 seconds.
Triggers a roadway segment operating at acceptable LOS to operate at unacceptable LOS and increases the volume/capacity (V/C) ratio by more than 0.02. Increases the V/C ratio for a study roadwa y segment that is al ready operating at unacceptable LOS by more than 0.02.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
16 5.0 ANALYSIS OF EXISTING CONDITIONS

5.1 Peak Hour Intersection Levels of Service

5.1.1 Intersection LOS
Table 5–1a summarizes the peak hour intersection operatio ns under Existing conditions. As seen in Table 5–1a, the following study intersections are calculated to currently operate at LOS F:
Intersection #3. Via Vera Cruz / Grand Ave nue / SR-78 EB Ramps (LOS F/E during the AM/PM peak hours)
Intersection #7. Pacific Street / Linda Vista Drive (LOS F during the PM peak hour)

Appendix D contains the Existing intersection analysis worksheets.

5.1.2 Intersection Queuing
Table 5–1b presents the existing 95th percentile peak hour queue lengths for intersection turn pockets where the Project adds traffic within the study area. As shown in Table 5–1b, all existing peak hour queues are contained within existing turn pockets except for:
Intersection #1. La Posas Road / SR-78 Westbound Ramps – o Westbound left-turn (AM peak hour)
o Northbound left-turn (PM peak hour)
Intersection #3. Via Vera Cruz / SR-78 Eastbound Ramps – o Southbound right-turn (AM/PM peak hour)
o Eastbound left-turn (AM/PM peak hour)
Intersection #5. Las Posas Road / La Mirada Drive –
o Eastbound left-turn (PM peak hour)
Intersection #8. Las Posas Road / Linda Vista Drive – o Eastbound left-turn (PM peak hour)
Intersection #10. Las Posas Road / San Marcos Boulevard – o Southbound right-turn (AM/PM peak hour)
o Eastbound left-turn (AM/PM peak hour)
Appendix E contains the Existing queueing analysis worksheets.

5.2 Daily Street Segment Levels of Service
Table 5–2 summarizes the segment operations unde r Existing conditions. As seen in Table 5–2, the following study segments are calculated to currently operate at LOS E:

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
17 Segment #12. San Marcos Boulevard: Pacific Street to Las Posas Road (LOS E) Segment #13. San Marcos Boulevard: Las Posas Road to Via Vera Cruz (LOS E)

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
18 TABLE 5–1A

EXISTING INTERSECTION OPERATIONS
Intersection Control
Type
Peak
Hour
Existing
Delaya LOS b

1. Las Posas Rd / SR-78 WB Ramps Signal AM 34.4 C
PM 15.6 B

2. Las Posas Rd / Grand Ave Signal AM 32.2 C
PM 42.8 D

3. Via Vera Cruz / Grand Ave / SR-78 EB
Ramps Signal
AM >80.0 F
PM 66.8 E

4. Pacific St / La Mirada Dr AWSC c AM 9.0 A
PM 10.7 B

5. Las Posas Rd / La Mirada Dr Signal AM 17.9 B
PM 39.7 D

6. Rancho Santa Fe Rd / Linda Vista Dr Signal AM 36.1 D PM 49.1 D

7. Pacific St / Linda Vista Dr AWSC AM 14.8 B
PM 66.9 F

8. Las Posas Rd / Linda Vista Dr Signal AM 29.9 C
PM 42.9 D

9. Pacific St / San Marcos Blvd Signal AM 7.9 A
PM 9.3 A

10. Las Posas Rd / San Marcos Blvd Signal AM 34.7 C
PM 33.5 C
Footnotes:
a. Average delay expressed in seconds per vehicle.
b. Level of Service.
c. AWSC = All-Way Stop Controlled intersection.

SIGNALIZED UNSIGNALIZED

DELAY/LOS THRESHOLDS DELAY/LOS THRESHOLDS
Delay LOS Delay LOS

0.0 10.0 A 0.0 10.0 A

10.1 to 20.0 B 10.1 to 15.0 B

20.1 to 35.0 C 15.1 to 25.0 C

35.1 to 55.0 D 25.1 to 35.0 D

55.1 to 80.0 E 35.1 to 50.0 E
80.1 F 50.1 F

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
19 TABLE 5–1B

EXISTING INTERSECTION QUEUING
Intersection Movement Storage
(ft)
Peak
Hour
Existing
Queue (ft) a

1. Las Posas Rd / SR-78 WB
Ramps
WBL 340
AM 464
PM 176
NBL 300 AM 190
PM 303

2. Las Posas Rd / Grand Ave WBL 200
AM 57
PM 37

3. Via Vera Cruz / SR-78 EB
Ramps
SBR 220
AM 964
PM 752
EBL 140
AM 150
PM 234

5. Las Posas Rd / La Mirada
Dr
NBL 250
AM 34
PM 57
EBL 110
AM 59
PM 199
EBR 110
AM 0
PM 0

8. Las Posas Rd / Linda Vista
Dr
SBL 130
AM 97
PM 95
NBL 240
AM 104
PM 109
EBL 170
AM 168
PM 392

9. Pacific St / San Marcos
Blvd EBL 240
AM 49
PM 91
Continued on Next Page

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
20 TABLE 5–1B

EXISTING INTERSECTION QUEUING
Intersection Movement Storage
(ft)
Peak
Hour
Existing
Queue (ft) a
Continued from Previous Page

10. Las Posas Rd / San Marcos
Blvd
SBR 240 AM 299
PM 413
SBL 240 AM 85
PM 145
NBL 670
AM 17
PM 47
EBR 240
AM 411
PM 679
Footnotes:
a. 95th percentile queue length.

General Notes:
BOLD indicates queue is calculated to exceed available storage. Ft = Feet
SBR = Direction/Turn Lane; e.g. southbound right-turn lane.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
21 TABLE 5–2

EXISTING STREET SEGMENT OPERATIONS
Street Segment Cl assification Capacity
(LOS E) a ADT b LOS c V/C d
Las Posas Road

1. Descanso Ave to SR-78 WB Ramps 6-Lane Prime Arterial 60,000 38,300 C 0.638

2. SR-78 WB Ramps to Grand Ave 6-Lane Prime Arterial 60,000 43,600 C 0.727

3. Grand Ave to La Mirada Dr 4-Lane Major Arterial 40,000 15,400 B 0.385

4. La Mirada Dr to Linda Vista Dr 4-Lane Major Arterial 40,000 14,500 A 0.363

5. Linda Vista Dr to San Marcos Blvd 4-Lane Secondary
Arterial 30,000 11,400 B 0.380
Pacific Street

6. La Mirada Dr to Linda Vista Dr 2-Lane Collector
(Commercial/Industrial) 8,000 4,800 C 0.600

7. Linda Vista Dr to San Marcos Blvd 2-Lane Collector
(Commercial/Industrial) 8,000 4,500 C 0.563
La Mirada Drive

8. Pacific St to Las Posas Rd 2-Lane Collector
(Commercial/Industrial) 8,000 3,600 B 0.450
Linda Vista Drive

9. Rancho Santa Fe Rd to Pacific St
2-Lane Collector
(Continuous TWLTL) 15,000 12,600 D 0.840

10. Pacific St to Las Posas Rd
4-Lane Secondary
Arterial 30,000 9,200 A 0.307

11. Las Posas Rd to Via Vera Cruz
4-Lane Collector
(No TWLTL) 15,000 6,500 B 0.433
San Marcos Boulevard

12. Pacific St to Las Posas Rd 4-Lane Major Arterial 40,000 39,600 E 0.990

13. Las Posas Rd to Via Vera Cruz 4-Lane Major Arterial 40,000 35,400 E 0.885 Footnotes:
a. Capacities based on based on the City of San Marcos’ Roadway Classifications, Capacity, and LOS (see Appendix C). b. Average Daily Traffic Volumes.
c. Level of Service.
d. Volume to Capacity.
e. Two-Way Left-Turn Lane

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
22 6.0 NEAR-TERM (INTERIM YEAR 2025) CONDITIONS
This section describes Near-Term (Interim Y ear 2025) roadway network and traffic volume conditions. Year 2025 was selected based on SANDAG’s pre-established interim year scenarios, as the closest the opening year of the proposed Project.

6.1 Network Conditions
Within the study area, the existing st reet system as illustrated in Figure 3–1 is assumed for Near- Term (Interim Year 2025) conditions with no notable improvements. Adjacent to the study area, the following network change is assumed to be complete by Year 2025:
Extension of Discovery Street , from Bent Avenue/Craven Road to Twin Oaks Valley Road (four-lane arterial)
This network change is included in the SANDAG Year 2025 interim year scenario model. Per the City of San Marcos Capital Improvement Program, this capital improvement project is funded with target completion in Fall 2023.

However, it should be noted that based on a co mparison of base year and Year 2025 forecast volumes, this roadway extension affects traffic volumes on existing portions of Discovery Street and Craven Road but does not substantially affect traffic patterns within the study area.

6.2 Near-Term (Interim Year 2025) Traffic Volumes
To forecast future traffic volumes for Near -Term (Interim Year 2025) conditions, the SANDAG Series 14 Model was utilized. The forecasted ADT vol umes were then used to calculate peak hour volumes based partially on the existing relationship between ADT and peak hour volumes.

Several other traffic engineering pr inciples and factors such as the K-factor (the proportion of daily volume that occurs during the peak period) and D-factor (the direc tional split of the traffic volumes) were also considered in the forecast analysis (see Appendix F for definitions). The forecast volumes were also checked for consistency between inte rsections, where no driveways or roadways exist between intersections, and were compared to existing volumes for accuracy.

Figure 6–1 illustrates the peak hour and ADT segment volumes under the Near-Term scenario.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
24 7.0 TRIP GENERATION/DISTRIBUTION/ASSIGNMENT
As described in Section 2.2 , the proposed Project would provide a maximum of 449 residential dwelling units.

The following is a discussion of the traffic expected to be generated by the Project.

7.1 Trip Generation

7.1.1 Trip Rates
Trip generation for Project mult i-family housing was estimated using trip rates from SANDAG’s (Not So) Brief Guide of Vehicular Traffic Gene ration Rates for the San Di ego Region, April 2002 .

The trip generation rate for “Apartment (or any multi-family units more than 20 DU/acre)” was used based on the proposed density.

SANDAG provides for a 5% da ily trip reduction for la nd uses with transit access or near transit stations accessible within ¼ mile. The site is located adjacent to transit service with stops located near both the north and south ends of the site along Las Posas Road. The Project will also upgrade the existing stop along its frontage w ith enhanced amenities and includ e clear and direct access to bus stops in the site design. To provide a conserva tive analysis, however, no transit trip reduction was applied to the trip generation for this analysis.

7.1.2 Project Trips
Table 7–1 tabulates the total Project traffic generation. The Project is calculated to generate a total of 2,694 ADT with 216 AM peak hour trips (43 i nbound / 173 outbound) and 242 PM peak hour trips (169 inbound and 73 outbound).

TABLE 7–1

PROJECT TRIP GENERATION
Land Use Size
Daily Trip Ends
(ADTs) AM Peak Hour PM Peak Hour
Rate a ADT Rate In:Out
Split
Volume
Rate In:Out
Split
Volume
In Out Total In Out Total
Apartments
(multi-family
> 20 du/acre)
449 DU 6/DU 2,694 8% 20:80 43 173 216 9% 70:30 169 73 242 Footnotes:
a. Trip generation rate from SANDAG’s (Not So) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, April 2002 (“SANDAG Brief Guide”).

General Note:
DU = Dwelling Unit

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
25 7.2 Trip Distribution and Assignment
The traffic generated by the Project was distributed and assigned based on anticipated traffic patterns to and from the site and the Project site’s proximity to state hi ghways and arterials. Figure 7–1a shows the Project traffic distribution.

The Project will be served by three driveways lo cated on La Mirada Drive, and one driveway on Linda Vista Drive. All driveways are assumed to provide full turning m ovements. An emergency- only access is proposed on Las Posas Road; no day-to -day Project traffic was distributed to this driveway.

The split of Project traffic among each driveway was determined based on the number of dwelling units served by each access point. Figure 8–1b shows the Project driveway traffic distribution to provide additional clarity on the loca l distribution of trips on the str eets immediately adjacent to the Project site. Project traffic was assigned using this distributio n and the trip generation in Table 7–1.

Figures 7–2a & 7–2b show the overall and driveway Project traffic volumes. Figure 7–3 shows the Near-Term + Project traffic volumes.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
31 8.0 ANALYSIS OF NEAR-TERM SCENARIOS
The following section presents th e analysis of study area intersections and st reet segments under Near-Term conditions without and with the Project.

8.1 Near-Term Without Project

8.1.1 Intersection Analysis
Table 8–1a summarizes the intersection operations unde r the Near-Term without Project condition.

As seen in Table 8–1a, the following study intersections are calculated to operate at LOS F:
Intersection #3. Via Vera Cruz / Grand Ave nue / SR-78 EB Ramps (LOS F/E during the AM/PM peak hours)
Intersection #7. Pacific Street / Linda Vista Drive (LOS F during the PM peak hour) Appendix G contains the Near-Term without Project intersection analysis calculation worksheets.

8.1.2 Intersection Queuing
Table 8–1b presents the 95th percentile peak hour queue lengths for intersection turn pockets where the Project adds traffic within the study area for the Near-Ter m with Project condition. As shown in Table 8–1b , all Near-Term without Project peak hour queues are contained w ithin existing turn pockets except for:
Intersection #1. La Posas Road / SR-78 Westbound Ramps – o Westbound left-turn (AM peak hour)
Intersection #3. Via Vera Cruz / SR-78 Eastbound Ramps – o Southbound right-turn (AM/PM peak hour)
o Eastbound left-turn (AM/PM peak hour)
Intersection #5. Las Posas Road / La Mirada Drive –
o Eastbound left-turn (PM peak hour)
Intersection #8. Las Posas Road / Linda Vista Drive – o Eastbound left-turn (AM/PM peak hour)
Intersection #10. Las Posas Road / San Marcos Boulevard – o Southbound right-turn (AM/PM peak hour)
o Eastbound left-turn (AM/PM peak hour)
Appendix H contains the Near-Term without Project queueing analysis worksheets.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
32 8.1.3 Segment Operations
Table 8–2 summarizes the segment operations under th e Near-Term without Project condition. As seen in Table 8–2, the following study segments are calculated to operate at LOS E or F:
Segment #9. Linda Vista Drive: Rancho Santa Fe to Pacific Street (LOS E) Segment #12. San Marcos Boulevard: Pacific Street to Las Posas Road (LOS F) Segment #13. San Marcos Boulevard: Las Posas Road to Via Vera Cruz (LOS E)

8.2 Near-Term + Project

8.2.1 Intersection Analysis
Table 8–1a summarizes the intersecti on operations under the Near-T erm + Project condition. As seen in Table 8–1a , with the addition of Project traffi c, the following study intersections are calculated to continue to operate at LOS F:
Intersection #3. Via Vera Cruz / Grand Av enue / SR-78 EB Ramps (LOS F during the AM/PM peak hours)
Intersection #7. Pacific Street / Linda Vista Drive (LOS F during the PM peak hour) Based on the established Level of Service Standards outlined in Section 4.3, the Project is calculated to result in a substantial effect to both the above-listed intersections.

Roadway improvements to address these Level of Service deficiencies are proposed and analyzed in Section 15.0.

Appendix I contains the Near-Term + Project intersection analysis calculation worksheets.

8.2.2 Intersection Queuing
Table 8–1b presents the 95th percentile peak hour queue lengths for intersection turn pockets where the Project adds traffic within the study area for the Near-Term + Project condition. As shown in Table 8–1b, all Project driveways operat e with minimal queui ng. For off-site intersections, all near- term peak hour queues, with the addition of Project traffic, are contained within existing turn pockets except for:
Intersection #1. La Posas Road / SR-78 Westbound Ramps – o Westbound left-turn (AM peak hour)
Intersection #3. Via Vera Cruz / SR-78 Eastbound Ramps – o Southbound right-turn (AM/PM peak hour)
o Eastbound left-turn (AM/PM peak hour)
Intersection #5. Las Posas Road / La Mirada Drive –
o Eastbound left-turn (AM/PM peak hour)
Intersection #8. Las Posas Road / Linda Vista Drive –

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
33 o Eastbound left-turn (AM/PM peak hour)
Intersection #10. Las Posas Road / San Marcos Boulevard – o Southbound right-turn (AM/PM peak hour)
o Eastbound left-turn (AM/PM peak hour)
The maximum queue increase due to the Project is 98 feet at the eastbound left turn from La Mirada Drive to Las Posas Road during the AM peak hour. This is the only location/peak hour where the Project causes a queueing deficiency. Appendix J contains the Near-Term + Project queueing analysis worksheets.

8.2.3 Segment Operations
Table 8–2 summarizes the segment operati ons under the Near-Term + Project condition. As seen in Table 8–2 , with the addition of Project traffic, the following study se gments are calculated to continue to operate at LOS E or F:
Segment #9. Linda Vista Drive: Rancho Santa Fe to Pacific Street (LOS E) Segment #12. San Marcos Boulevard: Pacific Street to Las Posas Road (LOS F) Segment #13. San Marcos Boulevard: Las Posas Road to Via Vera Cruz (LOS E) The Project-related increase in V/C ratio for each of the above-listed st reet segments already operating at unacceptable LOS is less than the thre shold of 0.02. The Project is not calculated to result in substantial effects to the study segments and no improvements are required.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
34 TABLE 8–1A

NEAR-TERM INTERSECTION OPERATIONS
Intersection Control
Type
Peak
Hour
Near-Term
Without Project
Near-Term
+ Project ǻc Substantial
Effect?
Delay a LOS b Delay LOS

1. Las Posas Rd / SR-78 WB
Ramps Signal AM 35.5 D 37.7 D 2.2 No
PM 15.7 B 16.8 B 1.1 No

2. Las Posas Rd / Grand Ave Signal AM 33.0 C 33.1 C 0.1 No PM 45.2 D 46.0 D 0.8 No

3. Via Vera Cruz / Grand Ave /
SR-78 EB Ramps Signal AM >80.0 F >80.0 F >2.0 Yes
PM 79.4 E >80.0 F >2.0 Yes

4. Pacific St / La Mirada Dr AWSC AM 9.4 A 9.7 A 0.3 No PM 11.3 B 11.5 B 0.2 No

5. Las Posas Rd / La Mirada Dr Signal AM 18.4 B 21.2 C 2.8 No PM 46.0 D 51.2 D 5.2 No

6. Rancho Santa Fe Rd / Linda
Vista Dr Signal AM 37.8 D 38.2 D 0.4 No
PM 52.6 D 52.9 D 0.3 No

7. Pacific St / Linda Vista Dr AWSC d AM 17.5 C 18.8 C 1.3 No PM >50.0 F >50.0 F >2.0 Yes

8. Las Posas Rd / Linda Vista Dr Signal AM 30.5 C 32.8 C 2.3 No PM 45.8 D 48.0 D 2.2 No

9. Pacific St / San Marcos Blvd Signal AM 25.7 C 26.2 C 0.5 No PM 31.9 C 32.6 C 0.7 No

10. Las Posas Rd / San Marcos
Blvd Signal AM 35.0 C 35.6 D 0.6 No
PM 39.5 D 41.0 D 1.5 No
A. Project Driveway (W) / La
Mirada Dr MSSC e AM — — 9.2 A — No
PM — — 10.4 B — No
B. Project Driveway (M) / La
Mirada Dr MSSC AM — — 9.3 A — No
PM — — 10.5 B — No
C. Project Driveway (E) / La
Mirada Dr MSSC AM — — 9.7 A — No
PM — — 10.7 B — No
Continued on Next Page

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
35 TABLE 8–1A

NEAR-TERM INTERSECTION OPERATIONS
Intersection Control
Type
Peak
Hour
Near-Term
Without Project
Near-Term
+ Project ǻc Substantial
Effect?
Delay a LOS b Delay LOS
Continued from Previous Page
D. Project Driveway (W) / Linda
Vista Dr MSSC AM — — 14.5 B — No
PM — — 17.0 C — No
E. Project Driveway (E) / Linda
Vista Dr MSSC AM — — 12.7 B — No
PM — — 10.9 B — No
Footnotes:
a. Average delay expressed in seconds per vehicle.
b. Level of Service.
c. ǻGHQRWHVWKHLQFUHDVHLQGHOD\GXHWRProject.
d. AWSC = All-Way Stop Controlled intersection. Average delay reported. e. MSSC = Minor Street Stop Controlled intersection. Worst left turn delay reported.

SIGNALIZED UNSIGNALIZED

DELAY/LOS THRESHOLDS DELAY/LOS THRESHOLDS
Delay LOS Delay LOS

0.0 10.0 A 0.0 10.0 A

10.1 to 20.0 B 10.1 to 15.0 B

20.1 to 35.0 C 15.1 to 25.0 C

35.1 to 55.0 D 25.1 to 35.0 D

55.1 to 80.0 E 35.1 to 50.0 E
80.1 F 50.1 F

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
36 TABLE 8–1B

NEAR-TERM INTERSECTION QUEUING
Intersection Movement Storage
(ft)
Peak
Hour
Near-Term without
Project
Near-Term +
Project
Queue (ft) a Queue (ft) a

1. Las Posas Rd / SR-78 WB
Ramps
WBL 340
AM 470 480
PM 176 201
NBL 300
AM 178 237
PM 284 294

2. Las Posas Rd / Grand Ave WBL 200
AM 57 61
PM 37 60

3. Via Vera Cruz / SR-78 EB
Ramps
SBR 220
AM 1,052 1,066
PM 842 892
EBL 140
AM 152 163
PM 262 270

5. Las Posas Rd / La Mirada
Dr
NBL 250
AM 37 54
PM 61 173
EBL 110
AM 59 157
PM 211 267
EBR 110
AM 0 0
PM 0 0

8. Las Posas Rd / Linda Vista
Dr
SBL 130
AM 104 127
PM 103 116
NBL 240
AM 121 128
PM 135 162
EBL 170
AM 176 199
PM 419 429

9. Pacific St / San Marcos
Blvd EBL 240
AM 53 56
PM 100 121
Continued on Next Page

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
37 TABLE 8–1B

NEAR-TERM INTERSECTION QUEUING
Intersection Movement Storage
(ft)
Peak
Hour
Near-Term without
Project
Near-Term +
Project
Queue (ft) a Queue (ft) a
Continued from Previous Page

10. Las Posas Rd / San Marcos
Blvd
SBR 240 AM 422 422
PM 584 597
SBL 240 AM 104 147
PM 183 203
NBL 670
AM 31 38
PM 51 55
EBR 240
AM 578 588
PM 760 799
A. La Mirada Dr / Project
Driveway (W) WBL 345 b AM — 7
PM — 29
B. La Mirada Dr / Project
Driveway (M) WBL 370 b AM — 13
PM — 31
C. La Mirada Dr / Project
Driveway (E) WBL 130 b AM — 11
PM — 33
D. Linda Vista Dr / Project
Driveway (W) EBL 640 b AM — 8
PM — 8
Footnotes:
a. 95th percentile queue length.
b. Storage shown at this location is distance to upstream project driveway or public street.

General Notes:
BOLD indicates queue is calculated to exceed available storage. Ft = Feet
SBR = Direction/Turn Lane; e.g. southbound right-turn lane.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
38 TABLE 8–2

NEAR-TERM STREET SEGMENT OPERATIONS
Street Segment Capacity
(LOS E) a
Near-Term Without
Project Near-Term + Project
ǻe Substantial
Effect? ADT b LOS c V/C d ADT LOS V/C
Las Posas Road

1. Descanso Ave to SR-78 WB
Ramps 60,000 39,320 C 0.655 39,590 C 0.660 0.005 No

2. SR-78 WB Ramps to Grand
Ave 60,000 44,360 C 0.739 45,101 C 0.752 0.0013 No

3. Grand Ave to La Mirada Dr 40,000 15,800 B 0.395 17,013 B 0.425 0.030 No

4. La Mirada Dr to Linda Vista
Dr 40,000 14,860 A 0.372 15,857 B 0.396 0.024 No

5. Linda Vista Dr to San Marcos
Blvd 30,000 11,840 B 0.395 12,649 B 0.422 0.027 No
Pacific Street

6. La Mirada Dr to Linda Vista
Dr 8,000 5,560 D 0.695 6,018 D 0.752 0.057 No

7. Linda Vista Dr to San Marcos
Blvd 8,000 4,500 C 0.563 4,635 C 0.579 0.016 No
La Mirada Drive

8. Pacific St to Las Posas Rd 8,000 3,600 C 0.450 5,028 D 0.629 0.179 No Linda Vista Drive

9. Rancho Santa Fe Rd to Pacific
St 15,000 13,620 E 0.908 13,890 E 0.926 0.018 No

10. Pacific St to Las Posas Rd 30,000 9,470 A 0.316 9,928 A 0.331 0.015 No

11. Las Posas Rd to Via Vera Cruz 15,000 6,680 B 0.445 6,950 B 0.463 0.018 No San Marcos Boulevard

12. Pacific St to Las Posas Rd 40,000 41,600 F 1.040 41,870 F 1.047 0.007 No

13. Las Posas Rd to Via Vera Cruz 40,000 37,580 E 0.940 38,119 E 0.953 0.013 No Footnotes:
a. Capacities based on City of San Marcos’s Roadway Classification Table b. Average Daily Traffic Volumes.
c. Level of Service.
d. Volume to Capacity.
e. ǻGHQRWHVDProject-induced increase in the Volume to Capacity (V/C) ratio.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
39 9.0 HORIZON YEAR (YEAR 2050) CONDITIONS

9.1 Horizon Year (Year 2050) Network Conditions
The Year 2050 street network in the SANDAG Series 14 forecast model includes changes to the roadway system in the vicinity of the study area including the planned extension of McMahr Road between San Marcos Boulevard and Discovery Street.

For the purposes of this traffic study, this netw ork addition is assumed in the long-term traffic volumes forecast but no changes to the study area roadway geometry or intersection control as shown in Figure 3–1, were assumed.

9.2 Horizon Year (Year 2050) Traffic Volumes
To forecast future traffic volumes for Horizon Year (Year 2050) conditions, the SANDAG Series 14 Model was utilized. The forecasted ADT volumes we re then used to calculate peak hour volumes based partially on the existing relationship between ADT and peak hour volumes.

Several other traffic engineering pr inciples and factors such as the K-factor (the proportion of daily volume that occurs during the peak period) and D-factor (the direc tional split of the traffic volumes) were also considered in the forecast analysis (see Appendix E for definitions). The forecast volumes were also checked for consistency between inte rsections, where no driveways or roadways exist between intersections, and were compared to existing volumes for accuracy.

As noted in the previous section, completion of the extension of McMahr Road between San Marcos Boulevard and Discovery Street was assumed in the traffic vol ume forecast. Traffic volumes associated with the Project as described in Se ction 7.0 were added to Year 2050 baseline traffic volumes to arrive at Year 2050 + Project traffic.

Figure 9–1 shows the Horizon Year (Year 2050) without Project traffic volumes. Figure 9–2 shows the Horizon Year (Year 2050) + Project traffic volumes.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
42 10.0 ANALYSIS OF HORIZON YEAR SCENARIOS

10.1 Long-Term Without Project

10.1.1 Intersection Analysis
Table 10–1a summarizes the intersection operations under the Long-Term without Project conditions. As seen in Table 10–1a , the following study intersections are calculated to operate at LOS E or F:
Intersection #2. Las Posas Road / Grand Avenue (LOS E during the PM peak hour) Intersection #3. Via Vera Cruz / Grand Ave nue / SR-78 EB Ramps (LOS F during the AM/PM peak hours)
Intersection #6. Rancho Santa Fe Road / Lind a Vista Drive (LOS E during the PM peak hour)
Intersection #7. Pacific Street / Linda Vista Drive (LOS F during the PM peak hour) Intersection #10. Las Posas Road / San Marcos Boulevard (LOS E during the PM peak hour) Appendix K contains the Long-Term without Project intersection analysis calculation worksheets.

10.1.2 Intersection Queuing
Table 10–1b presents the 95th percentile peak hour queue lengths for intersection turn pockets where the Project adds traffic within the study area for the Long-Term without Project condition. As shown in Table 10–1b, all Long-Term without Project peak hour queues are contained within existing turn pockets except for:
Intersection #1. La Posas Road / SR-78 Westbound Ramps – o Westbound left-turn (AM peak hour)
Intersection #3. Via Vera Cruz / SR-78 Eastbound Ramps – o Southbound right-turn (AM/PM peak hour)
o Eastbound left-turn (AM/PM peak hour)
Intersection #5. Las Posas Road / La Mirada Drive –
o Eastbound left-turn (PM peak hour)
Intersection #8. Las Posas Road / Linda Vista Drive – o Southbound left-turn (PM peak hour)
o Eastbound left-turn (AM/PM peak hour)
Intersection #10. Las Posas Road / San Marcos Boulevard – o Southbound right-turn (AM/PM peak hour)
o Southbound left-turn (PM peak hour)

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
43 o Eastbound left-turn (AM/PM peak hour)
Appendix L contains the Long-Term without Project queueing analysis worksheets.

10.1.3 Segment Operations
Table 10–2 summarizes the segment operations under the Long-Term without Project condition. As seen in Table 10–2, the following study segments are calculated to operate at LOS E or F:
Segment #6. Pacific Street: La Mirada Drive to Linda Vista Drive (LOS E) Segment #9. Linda Vista Drive: Rancho Santa Fe Road to Pacific Street (LOS E) Segment #12. San Marcos Boulevard: Pacific Street to Las Posas Road (LOS F) Segment #13. San Marcos Boulevard: Las Posas Road to Via Vera Cruz (LOS F)

10.2 Long-Term + Project

10.2.1 Intersection Analysis
Table 10–1a summarizes the intersection operations unde r the Long-Term + Pr oject condition. As seen in Table 10–1a , with the addition of Project traffic, the following study intersections are calculated to continue to operate at LOS E or F:
Intersection #2. Las Posas Road / Grand Avenue (LOS E during the PM peak hour) Intersection #3. Via Vera Cruz / Grand Av enue / SR-78 EB Ramps (LOS F during the AM/PM peak hours)
Intersection #6. Rancho Santa Fe Road / Lind a Vista Drive (LOS E during the PM peak hour)
Intersection #7. Pacific Street / Linda Vista Drive (LOS F during the PM peak hour) Intersection #10. Las Posas Road / San Marcos Boulevard (LOS E during the PM peak hour)

Based on the established Level of Service Standards outlined in Section 4.3, the Project is calculated to result in a substantial effect to the two (2) bolded intersections above. The Project-related change in delay at the remaining intersections is below the threshold of 2.0 seconds.

Roadway improvements to address these Level of Service deficiencies are proposed and analyzed in Section 15.0.

Appendix M contains the Long-Term + Project intersection analysis calculation worksheets.

10.2.2 Intersection Queuing
Table 10–1b presents the 95th percentile peak hour queue lengths for intersection turn pockets where the Project adds traffic within the study area for the Long-Term + Project condition. As shown in Table 10–1b , all Project driveways operate with minima l queuing. For off-site intersections, all Long-Term + Project peak hour queues are contained within existing turn pockets except for:
Intersection #1. La Posas Road / SR-78 Westbound Ramps – o Westbound left-turn (AM peak hour)

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
44 Intersection #3. Via Vera Cruz / SR-78 Eastbound Ramps – o Southbound right-turn (AM/PM peak hour)
o Eastbound left-turn (AM/PM peak hour)
Intersection #5. Las Posas Road / La Mirada Drive –
o Eastbound left-turn (AM/PM peak hour)
Intersection #8. Las Posas Road / Linda Vista Drive – o Southbound left-turn (AM/PM peak hour)
o Eastbound left-turn (AM/PM peak hour)
Intersection #10. Las Posas Road / San Marcos Boulevard – o Southbound right-turn (AM/PM peak hour)
o Southbound left-turn (PM peak hour)
o Eastbound left-turn (AM/PM peak hour)
The maximum queue increase due to the Project is 98 feet at the eastbound left turn from La Mirada Drive to Las Posas Road during the AM peak hour. This is the only location/peak hour where the Project causes a queueing deficiency. Appendix N contains the Long-Term + Project queueing analysis worksheets.

10.2.3 Segment Operations
Table 10–2 summarizes the segment operations under the Long-Term + Project condition. As seen in Table 10–2 , with the addition of Project traffic, th e following study segments are calculated to continue to operate at LOS E or F:
Segment #6. Pacific Street: La Mirada Drive to Linda Vista Drive (LOS F) Segment #9. Linda Vista Drive: Rancho Santa Fe Road to Pacific Street (LOS F) Segment #12. San Marcos Boulevard: Pacific Street to Las Posas Road (LOS F) Segment #13. San Marcos Boulevard: Las Posas Road to Via Vera Cruz (LOS F) Based on the established Level of Service Standards outlined in Section 4.3, the Project is calculated to result in substa ntial effects to the one (1) study segment bolded and underlined above. The Project-related increase in V/C ratio at the rema ining segments operating at LOS E or F is below

0.02. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
45 TABLE 10–1A

LONG-TERM INTERSECTION OPERATIONS
Intersection Control
Type
Peak
Hour
Long-Term
Without Project
Long-Term
+ Project ǻc Substantial
Effect?
Delay a LOS b Delay LOS

1. Las Posas Rd / SR-78 WB
Ramps Signal AM 41.5 D 44.6 D 3.1 No
PM 17.9 B 19.3 B 1.4 No

2. Las Posas Rd / Grand Ave Signal AM 35.7 D 35.7 D 0.0 No PM 59.8 E 61.2 E 1.4 No

3. Via Vera Cruz / Grand Ave /
SR-78 EB Ramps Signal AM >80.0 F >80.0 F >2.0 Yes
PM >80.0 F >80.0 F >2.0 Yes

4. Pacific St / La Mirada Dr AWSC AM 9.5 A 9.9 A 0.4 No PM 11.7 B 12.0 B 0.3 No

5. Las Posas Rd / La Mirada Dr Signal AM 19.9 B 22.8 C 2.9 No PM 50.0 D 54.1 D 4.1 No

6. Rancho Santa Fe Rd / Linda
Vista Dr Signal AM 39.0 D 39.5 D 0.5 No
PM 55.9 E 56.2 E 0.3 No

7. Pacific St / Linda Vista Dr AWSC d AM 20.6 C 21.8 C 1.2 No PM >50.0 F >50.0 F >2.0 Yes

8. Las Posas Rd / Linda Vista Dr Signal AM 35.8 D 38.6 D 2.8 No PM 49.9 D 54.3 D 4.4 No

9. Pacific St / San Marcos Blvd Signal AM 41.4 D 43.6 D 2.2 No PM 47.8 D 49.4 D 1.6 No

10. Las Posas Rd / San Marcos
Blvd Signal AM 53.5 D 54.2 D 0.7 No
PM 65.7 E 67.2 E 1.5 No
A. Project Driveway (W) / La
Mirada Dr MSSC e AM — — 9.3 A — No
PM — — 10.7 B — No
B. Project Driveway (M) / La
Mirada Dr MSSC AM — — 9.4 A — No
PM — — 10.7 B — No
C. Project Driveway (E) / La
Mirada Dr MSSC AM — — 9.7 A — No
PM — — 10.9 B — No
Continued on Next Page

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
46 TABLE 10–1A

LONG-TERM INTERSECTION OPERATIONS
Intersection Control
Type
Peak
Hour
Long-Term
Without Project
Long-Term
+ Project ǻc Substantial
Effect?
Delay a LOS b Delay LOS
Continued from Previous Page
D. Project Driveway (W) / Linda
Vista Dr MSSC AM — — 23.5 C — No
PM — — 19.6 C — No
E. Project Driveway (E) / Linda
Vista Dr MSSC AM — — 13.9 B — No
PM — — 11.5 B — No
Footnotes:
a. Average delay expressed in seconds per vehicle.
b. Level of Service.
c. ǻGHQRWHVWKHLQFUHDVHLQGHOD\GXHWRProject.
d. AWSC = All-Way Stop Controlled intersection.

SIGNALIZED UNSIGNALIZED

DELAY/LOS THRESHOLDS DELAY/LOS THRESHOLDS
Delay LOS Delay LOS

0.0 10.0 A 0.0 10.0 A

10.1 to 20.0 B 10.1 to 15.0 B

20.1 to 35.0 C 15.1 to 25.0 C

35.1 to 55.0 D 25.1 to 35.0 D

55.1 to 80.0 E 35.1 to 50.0 E
80.1 F 50.1 F

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
47 TABLE 10–1B

LONG-TERM INTERSECTION QUEUING
Intersection Movement Storage
(ft)
Peak
Hour
Long-Term without
Project
Long-Term +
Project
Queue (ft) a Queue (ft) a

1. Las Posas Rd / SR-78 WB
Ramps
WBL 340
AM 506 513
PM 196 222
NBL 300
AM 213 275
PM 283 291

2. Las Posas Rd / Grand Ave WBL 200
AM 70 71
PM 51 79

3. Via Vera Cruz / SR-78 EB
Ramps
SBR 220
AM 1,229 1,242
PM 999 1,048
EBL 140
AM 164 179
PM 299 271

5. Las Posas Rd / La Mirada
Dr
NBL 250
AM 37 54
PM 75 181
EBL 110
AM 59 157
PM 251 313
EBR 110
AM 0 0
PM 0 0

8. Las Posas Rd / Linda Vista
Dr
SBL 130
AM 121 147
PM 154 167
NBL 240
AM 163 168
PM 209 234
EBL 170
AM 214 236
PM 492 522

9. Pacific St / San Marcos
Blvd EBL 240
AM 75 78
PM 174 191
Continued on Next Page

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
48 TABLE 10–1B

LONG-TERM INTERSECTION QUEUING
Intersection Movement Storage
(ft)
Peak
Hour
Long-Term without
Project
Long-Term +
Project
Queue (ft) a Queue (ft) a
Continued from Previous Page

10. Las Posas Road / San
Marcos Blvd
SBR 240 AM 528 555
PM 656 667
SBL 240 AM 156 203
PM 324 359
NBL 670
AM 48 48
PM 67 106
EBR 240
AM 691 701
PM 760 799
A. La Mirada Dr / Project
Driveway (W) WBL 345 b AM — 11
PM — 31
B. La Mirada Dr / Project
Driveway (M) WBL 370 b AM — 10
PM — 27
C. La Mirada Dr / Project
Driveway (E) WBL 130 b AM — 11
PM — 31
D. Linda Vista Dr / Project
Driveway (W) EBL 640 b AM — 10
PM — 12
Footnotes:
a. 95th percentile queue length.
b. Storage shown at this location is distance to upstream project driveway or public street.

General Notes:
BOLD indicates queue is calculated to exceed available storage. Ft = Feet
SBR = Direction/Turn Lane, e.g., southbound right-turn lane.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
49 TABLE 10–2

LONG-TERM STREET SEGMENT OPERATIONS
Street Segment Capacity
(LOS E) a
Long-Term without
Project Long-Term + Project
ǻe Substantial
Effect?
ADTb LOS c V/C d ADT LOS V/C
Las Posas Road

1. Descanso Ave to SR-78
WB Ramps 60,000 43,160 C 0.719 43,430 C 0.724 0.005 No

2. SR-78 WB Ramps to
Grand Ave 60,000 48,380 C 0.806 49,121 C 0.819 0.013 No

3. Grand Ave to La Mirada
Dr 40,000 18,900 B 0.473 20,113 B 0.503 0.030 No

4. La Mirada Dr to Linda
Vista Dr 40,000 17,490 B 0.437 18,487 B 0.462 0.025 No

5. Linda Vista Dr to San
Marcos Blvd 30,000 15,580 C 0.519 16,389 C 0.546 0.027 No Pacific Street

6. La Mirada Dr to Linda
Vista Dr 8,000 7,790 E 0.974 8,248 F 1.031 0.057 Yes

7. Linda Vista Dr to San
Marcos Blvd 8,000 4,840 C 0.605 4,975 C 0.622 0.017 No
La Mirada Drive

8. Pacific St to Las Posas Rd 8,000 4,030 C 0.504 5,458 D 0.682 0.178 No Linda Vista Drive

9. Rancho Santa Fe Rd to
Pacific St 15,000 14,990 E 0.999 15,260 F 1.017 0.018 No

10. Pacific St to Las Posas Rd 30,000 10,990 B 0.366 11,448 B 0.382 0.016 No

11. Las Posas Rd to Via Vera
Cruz 15,000 9,400 C 0.627 9,670 C 0.645 0.018 No
San Marcos Boulevard

12. Pacific St to Las Posas Rd 40,000 42,330 F 1.058 42,600 F 1.065 0.007 No

13. Las Posas Rd to Via Vera
Cruz 40,000 43,080 F 1.077 43,619 F 1.090 0.013 No
Footnotes:
a. Capacity based on roadway classification operating at LOS E. b. Average Daily Traffic.
c. Level of Service.
d. Volume to Capacity.
e. ǻGHQRWHVDProject-induced increase in the Volume to Capacity (V/C) ratio.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
50 11.0 SITE ACCESS, ON-SITE CIRCULATION, AND PARKING

11.1 Site Access
Site access, based on the Project’ s conceptual site plan (see Figure 2–3 ), will be from driveways located on La Mirada Drive, Las Posas Ro ad, and Linda Vista Drive. The following recommendations and requirements with respect to site access are noted:
All access points shall provide adequate driveway sight distance. Driveway sight distance for each access point is shown to be adequate as illustrated on the Project’s Tentative Map. Any driveways located on La Mira da Drive or Linda Vista Drive should be located as far from Las Posas Road as practically allowable with other site constraints. The easterly driveway on Linda Vista Drive shou ld be limited to right turns only given its proximity to Las Posas Road. The analysis presented in this re port assumes that the easterly driveway on Linda Vista Drive is limited to right turns. The easterly driveway on La Mirada Drive may provide full access turning movements if queued vehicles at Las Posas Road do not inte rfere with access. Impr ovements are proposed in Section 13.4 to provide additional capacity and st orage area to left turns from eastbound La Mirada Drive to Las Posas Road, thus min imizing queues and potential interference with any Project driveways.
If appropriate, driveways to Las Posas Road shou ld be limited to right turns only. The sole access point on Las Posas Road is proposed to be emergency-access only. Provide a two-way left-turn lane on La Mirada Drive, between Pacific Street and Las Posas Road, to facilitate turning movements to/from Project driveways.

11.2 On-Site Circulation
The Project will provide adequate on-site circul ation for passenger vehicles, heavy vehicles, bicyclists and pedestrians and any issues identif ied should be addressed in the site design and improvements.

11.3 Parking
The Project is required to provide 633 parking spaces and will provide 927 off-street parking spaces, which exceeds the requirement.

Parking requirements were calc ulated under the Density Bonus Law, Government Code section 65915 at a rate of 1 space/unit fo r studio or one-bedroom units, 1.5 spaces/unit for two- or three- bedroom units, and 2.5 spaces/unit for four-bedroom units.

LLG completed a detailed Project Parking Assessment, provided under separate cover.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
51 12.0 ACTIVE TRANSPORTATION REVIEW

12.1 Existing Bicycle Network
Currently, Class II bike lanes are provided on the following study street segments:
Las Posas Road, from SR-78 to San Marcos Boulevard (both sides) Grand Avenue, from Rancho Santa Fe Road to Las Posas Road (both sides); Linda Vista Drive, from Rancho Santa Fe Road to Pacific Street (north side); and San Marcos Boulevard, from Pacific Street to Via Vera Cruz (both sides).

Figure 12–1 illustrates the existing bicycle network. No other bicycle facilities are currently constructed within the study area.

12.2 Proposed Bicycle Network
In the City of San Marcos Bicycle and Pedestrian Master Plan, bike facilities are recommended in the following study street segments:

Las Posas Road, from Linda Vista Drive to San Marcos Boulevard (Class I: Shared Use Path) Linda Vista Drive, from Rancho Santa Fe Road to Las Posas Road (Class I: Shared Use Path) Linda Vista Drive, from Las Posas Road to Grand Avenue (Class II: Bike Lane)

12.3 Existing Pedestrian Conditions
Pedestrian sidewalks are generally provided throughout the study area, except for:
La Mirada Drive, from Rancho Santa Fe Road to Las Posas Road (both sides) Pacific Street, from Grand Avenue to San Marcos Boulevard (both sides) Linda Vista Drive, from Rancho Santa Fe Road to Las Posas Road (north side) Pedestrian crossings are provided in all directions at the intersecti ons of S. Rancho Santa Fe Road / Linda Vista Drive, Las Posas Road / La Mirada Drive, Las Posas Road / Linda Vista Drive and Las Posas Road / San Marcos Boulevard. Pedestrian crossings are prohibited at the following locations:
Las Posas Road / SR-78 WB Ramps (across the north and south legs) Las Posas Road / Grand Avenue (across the north leg)
Grand Avenue / Via Vera Cruz / SR-78 EB Ramps (across the north, east, and west legs) San Marcos Boulevard / Pacific Street (across the east leg) Figure 12–2 illustrates the existing pedestrian network.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
52 12.4 Proposed Pedestrian Conditions
The City of San Marcos Bicycle and Pedestrian Master Plan notes the same missing sidewalks in the study area on La Mirada Drive, Pacific St reet, and Linda Vista Drive as described in Section

12.3. La Mirada Drive and Pacific Street are considered “Collector” routes in the Bicycle and Pedestrian Master Plan. Collector sidewalks are typically along roads that support institutional, industrial, open space, agricultural, or low density residential with limited lateral access a nd low pedestrian levels.

According to the Bicycle and Pedestrian Master Plan , Collector sidewalks typically warrant the “basic level” sidewalk treatment adequate to provide the minimum level of safety, connectivity, access, and walkability, though special circumstances may warrant enhanced treatments.

Linda Vista Drive is considered an “Arterial” route in the Bicycle and Pedestrian Master Plan .

Arterial sidewalks are typically along roads that s upport moderate density business and shopping districts with moderate pedestri an levels. Arterial sidewalks typically warrant the “enhanced” walkway treatment level according to the Bicycle and Pedestrian Master Plan , which may include features such as street trees or other buffer between the sidewa lk and vehicle lanes, among other treatments.

12.5 Existing Transit Conditions
Transit service is provided to the project area via NCTD bus routes 347 and 445.

Route 347 provides bus service between Cal State Sa n Marcos and Palomar College, with stops within the study area along San Marcos Boulevard, Via Vera Cruz, and Las Posas Road. This route provides a direct connection to Palomar College Station with tr ansfers to SPRINTER, Route 304, and Route 305 bus service. The route operates h ourly between the hours of 5:00AM and 8:00PM, Monday through Friday, and between 7:30AM and 7:30PM on Saturday.

Route 445 provides bus service between Palomar College and Carlsbad Poinsettia Station with stops within the study area along Las Posas Road and San Marcos Boulevard. This route provides a direct connection to Palomar College Station with tr ansfers to SPRINTER, Route 304, and Route 305 bus service, and to Poinsettia Station with transfer s to COASTER service. The route operates hourly between the hours of 6:30AM and 5:00PM, Monday th rough Friday. This r oute is not operation during the weekends.

The project site is located with in ¼ mile walking distance, dependi ng on ultimate pedestrian site access, from two stop pairs serving both Route 347 and Route 445 located along Las Posas Road.

The closest bus stops to the projec t site are located near the inters ection of Las Posas Road / La Mirada Drive and the intersection of Las Posas Road / Linda Vista Drive on bot h sides of the street.

The project site is also approximately one mile walking or biking distance from Palomar College Station.

At the intersection of Las Posas Road / La Mirada Drive, the bus stop in the northbound direction provides route signage, rout e designations, seating with shade, and a trash receptacle and in the southbound direction the stop provides route signage only. At the intersection of Las Posas Road / Linda Vista Drive, the bus st op in the northbound direction pr ovides route signage, route

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
53 designation, seating with shade, and a trash receptacle and in the southbound direc tion it provides route signage only.

12.6 Recommendations
The Project will implement the following active transportation improvements:
Provide a 6’ sidewalk and Class II buffered bike lane along the Projec t’s frontage on Pacific Street.
Provide a 12’ urban trail (shared use path) along the Project’s frontage on Linda Vista Drive. Provide a 12’ urban trail (shared use path) along the Project’s frontage on La Mirada Drive. Provide transit stop amenities including, at a minimum bench, shelter, and trash can at the southbound stop at the intersection of Las Posa s Road / La Mirada Drive located on the southwest corner of the intersection. Provide a bus turnout for this stop along the Project frontage.

Bicycle Network

Figure 12-1

SPacificSt
La
Mira
daD r
Descanso Av
e
SL a sP o s a sR
d
NLasPosasRd
GrandAve
Via Vera Cruz
SB entA ve
Linda Vista Dr
W San Marcos Blvd
SRanchoSantaFeRd
1 2
3 4
5 6
7 8
9 10
Project
Site
x78
N:\3279\Figure
Date: 4/19/2021
Time: 11:23 AM
k
Study intersection
Project site
Bike Lane (Class II)
#

Pedestrian Network

Figure 12-2

SPacificSt
La Mirada D
r
Descanso Ave
SL
asP
osasRd
GrandA ve
Discovery St
NLasPosasRd
GrandAve
SBentAve
ViaVeraCruz
Linda V
ista Dr
W Missio
nR d
SRanchoSantaFeRd
W San Marcos Blvd
1 2
3 4
5 6
7 8
9 10
Project
Site
x78
N:\3279\Figure
Date: 4/19/2021
Time: 11:24 AM
k
Maxar
! !
H
H
H
H
H
H
H
H
H
H
H
H
H
H
H
H
H
H
H
H
H
H
H
H

H
H
H
H

T T T T T
TTTTT
dd
dd d
dG
dddd ddG
dd
ddd
d G T

I
T

I
dd
dd d
dG
T

I
T

I
TTTTT

T T T T T
dd
dd d
dG
dd
ddd
d G
dd
dd d
dG
dd
ddd
d G
dd
dd d
dG
TTTTT
dddd ddGdddd ddG
TTTTT
dd
dd d
dG
dd
dd d
dG dd
dd d
dGdd
dd d
dG dd
dd d
dG
dd
ddd
d G
dd
dd d
dG
dddd ddG
dddddd G

Grand Ave
Grand Ave
SR78 WB
Ramps
La Mirada Dr
Linda
Visa Dr
Linda Visa Dr
W San
Marcos
Blvd
La Mirada Dr
Linda Visa Dr
W San
Marcos
Blvd
N Los
Posas Rd
N Los Posas Rd
S Rancho
Santa Fe Rd
Pacific St
Pacific St
S Los
Posas Rd
S Los
Posas Rd
S Los
Posas Rd
SR78 EB
Ramps
Via Vera
Cruz
S Pacific Dr
1 2
3 4
8 7
6 5
9 10
Study intersection High visibility crosswalk
Project site Ped crossing prohibited
ADA tactile paving Missing sidewalk
Standard crosswalk Recommended sidewalks
#

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
56 13.0 CONCLUSIONS

13.1 Active Transportation Recommendations
The following active transportation improvements are recommended as described in Section 12.6:
Provide a 6’ sidewalk and Class II buffered bike lane along th e Project’s frontage on Pacific Street.
Provide a 12’ urban trail (shared use path) along the Project’s frontage on Linda Vista Drive. Provide a 12’ urban trail (shared use path) along the Project’s frontage on La Mirada Drive. Provide transit stop amenities including bench, shelter, and trash can at the southbound stop at the intersection of Las Posas Road / La Mi rada Drive located on the southwest corner of the intersection. Provide a bus turnout for this stop along the Project frontage.

13.2 Site Access Recommendations
The following recommendations, as discussed in Section 11.0 are made with respect to site access for the future site development:
All access points shall provide adequate driveway sight distance. Driveway sight distance for each access point is shown to be adequate as illustrated on the Project’s Tentative Map. Any driveways located on La Mira da Drive or Linda Vista Drive should be located as far from Las Posas Road as practically allowable with other site constraints. The easterly driveway on Linda Vista Drive shou ld be limited to right turns only given its proximity to Las Posas Road. Th e analysis presented in this report assumes that the easterly driveway on Linda Vista Drive is limited to right turns. The easterly driveway on La Mirada Drive ma y provide full access turning movements if queued vehicles at Las Posas Road do not inte rfere with access. Improvements are proposed in Section 13.4 to provide additional capacity and stor age area to left turns from eastbound La Mirada Drive to Las Posas Road, thus minimizing queues and potential interference with any Project driveways.
If appropriate, driveways to Las Posas Road should be limited to right turns only. Provide a two-way left-turn lane on La Mirada Drive, between Pacific Street and Las Posas Road, to facilitate turning movements to/from Project driveways.

13.3 Intersection and Roadway Operations Analysis Results The intersection and segment analysis provided in th is study shows that the following facilities are calculated to operate at unacceptable LOS with a subs tantial effect due to tr affic generated from the Project:

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
57 Intersections
The intersection analysis provided in this study shows that the following intersections are calculated to operate at unacceptable LOS with a substantial effect due to traffic generated from the Project:
Intersection #3. Via Vera Cruz / Grand Avenue / SR-78 EB Ramps (Near-Term & Long Term)
Intersection #7. Pacific Street / Linda Vista Drive (Near-Term & Long Term) Additionally, the 95 th percentile vehicular queues are calcul ated to exceed existing turn pocket storage due to Project traffic at the following locations:
Intersection #5. Las Posas Road / La Mirada Drive – Eastbound left-turn, AM peak hour (Near-Term & Long-Term)
Street Segments
The segment analysis provi ded in this study shows that the follow ing street segments are calculated to operate at unacceptable LOS with a substantial effect due to traffic generated from the Project:
Segment #6. Pacific Street: La Mirada Drive to Linda Vista Drive (Long-Term only)

13.4 Intersection and Roadway Improvements
The following roadway improvements if implemented would increase performance to acceptable or pre-Project conditions under each scenario.

1. Intersection #3. Via Vera Cruz / Grand Avenue / SR-78 EB Ramps – Provide a fair share contribution for a dedicated southbound right turn lane on the SR-78 eastbound off-ramp.

Given that this intersection operates at LOS E or worse under existing conditions and the deficiency is not directly caused by the Project, a fair share contribution is appropriate.

With the construction of a dedicated southbound right-turn lane, the intersection is calculated to operate at substantially better than pre- Project conditions in both Near- Term and Long- Term scenarios as shown in Table 13–1 and Table 13–2.

Appendix O contains the Near-Term + Project and Long-Term + Project Improvements Intersection Analysis worksheets for all intersection improvements discussed in this section.

The Project fair share is 7.1% based on the Project traffic at Intersection #3, as shown in the formula below.

Project Traffic
=
35 = 7.1% (Buildout with Project
Traffic – Existing Traffic) (2,405 – 1,914)

2. Intersection #5. Las Posas Road / La Mirada Drive – Restripe the eastbound (La Mirada Drive) intersection approach to provide tw o (2) left turn lanes and one (1) shared through/right-turn lane and provide necessary signal modifications to accommodate new

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
58 striping. This improvement will provide additional capacity and storage area for left turning traffic which will reduce queues and, in conjunction with the recommended two-way left turn lane on La Mirada Drive, improve accessibility for existing and proposed Project driveways.

The overall intersection LOS will continue to be acceptable LOS D or better in both Near- Term and Long-Term scenarios as shown in Table 13–1 and Table 13–2 . Table 13–3 provides the Near-Term and Long-Term queue analysis illustrating the reduced queues provided by this improvement.

Post-improvement queueing worksheets are also provided in Appendix O.

3. Intersection #7. Pacific St reet / Linda Vista Drive – Provide a traffic signal with the following lane geometry:
Southbound – one left turn lane, one shared through/right turn lane Westbound – one left turn lane, one shared through/right turn lane Northbound – one left turn lane, one through lane, one right turn lane Eastbound – one left turn lane, one through lane, one right turn lane The traffic signal should provide protected left-turn phasing fo r all approaches. The traffic signal would provide LOS C or better operatio ns under Near-Term with Project and Long- Term with Project conditions as shown in Table 13–1 and Table 13–2.

A signal warrant evaluation for this intersection is provided in Section 13.5.

4. Intersection #8. Las Posas Road / Linda Vista Drive
This intersection operates at acceptable LOS D or better with the additi on of Project traffic and does not require improvements to enhance the LOS. However, in conjunction with the Urban Trail to be provided on Linda Vista Drive and to align with the proposed cross-section of Linda Vista Drive between Pacific Street and Las Posas Road the existing shared through/right-turn lane on the westbound approach will be converted to right turn only. The curb along the southwest corner of the inte rsection will also be revised to improve intersection alignment. This entails removal of the existin g eastbound right-turn lane. No changes will be made to the southbound or northbound approaches. The following lane geometry is proposed:
Southbound – one shared through/right-turn lane, one through lane, one left-turn lane Westbound – one right-turn lane, one through lane, one left-turn lane Northbound – one shared through/right-turn lane, one through lane, one left-turn lane Eastbound – one shared through/right-turn lane, one through lane, one left-turn lane Tables 13–1 & 13–2 also show Near-Term and Long-Te rm intersection operations for Las Posas Road / Linda Vista Drive under the proposed conditions. As shown in Tables 13–1 &

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
59 13–2, this intersection would continue to opera te at acceptable LOS D or better under the proposed conditions including Project traffic.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
60 TABLE 13–1

NEAR-TERM POST IMPROVEMENT INTERSECTION ANALYSIS
Intersection Control
Type
Peak
Hour
Near-Term
Without Project
Near-Term +
Project
Near-Term +
Project +
Improvements
Delaya LOS b Delay LOS Delay LOS

3. Via Vera Cruz / Grand
Ave / SR-78 EB Ramps Signal
AM 181.9 F 185.1 F 69.7 E
PM 79.4 E 86.1 F 54.6 D

5. Las Posas Rd / La Mirada
Dr Signal
AM 18.4 B 21.2 C 21.0 C
PM 46.0 D 51.2 D 41.9 D

7. Pacific St. / Linda Vista
Dr
AWSC c
/Signal
AM 17.5 C 18.8 C 17.9 B
PM 91.3 F 99.3 F 19.9 B

8. Las Posas Rd / Linda
Vista Dr Signal
AM 30.5 C 32.8 C 33.7 C
PM 45.8 D 48.0 D 49.0 D
Footnotes:
a. Average delay expressed in seconds per vehicle.
b. Level of Service.
c. All-Way Stop Control. Average delay reported.

General Notes:
Italics indicates intersection control type with improvements.

SIGNALIZED UNSIGNALIZED

DELAY/LOS THRESHOLDS DELAY/LOS THRESHOLDS
Delay LOS Delay LOS

0.0 10.0 A 0.0 10.0 A

10.1 to 20.0 B 10.1 to 15.0 B

20.1 to 35.0 C 15.1 to 25.0 C

35.1 to 55.0 D 25.1 to 35.0 D

55.1 to 80.0 E 35.1 to 50.0 E
80.1 F 50.1 F

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
61 TABLE 13–2

LONG-TERM POST IMPROVEMENT INTERSECTION ANALYSIS
Intersection Control
Type
Peak
Hour
Long-Term
Without Project
Long-Term
+ Project
Long-Term +
Project +
Improvements
Delaya LOS b Delay LOS Delay LOS

3. Via Vera Cruz / Grand
Ave / SR-78 EB Ramps Signal
AM 229.3 F 232.0 F 87.8 F
PM 103.0 F 110.4 F 63.6 E

5. Las Posas Rd / La Mirada
Dr Signal
AM 19.9 B 22.8 C 22.7 C
PM 50.0 D 54.1 D 44.4 D

7. Pacific St. / Linda Vista
Dr
AWSC c
/Signal
AM 20.6 C 21.8 C 19.7 B
PM 125.8 F 131.1 F 22.0 C

8. Las Posas Rd / Linda
Vista Dr Signal
AM 35.8 D 38.6 D 40.1 D
PM 49.9 D 54.3 D 54.6 D
Footnotes:
a. Average delay expressed in seconds per vehicle.
b. Level of Service.
c. All-Way Stop Control. Average delay reported.

General Notes:
Italics indicates intersection control type with improvements.

SIGNALIZED UNSIGNALIZED

DELAY/LOS THRESHOLDS DELAY/LOS THRESHOLDS
Delay LOS Delay LOS

0.0 10.0 A 0.0 10.0 A

10.1 to 20.0 B 10.1 to 15.0 B

20.1 to 35.0 C 15.1 to 25.0 C

35.1 to 55.0 D 25.1 to 35.0 D

55.1 to 80.0 E 35.1 to 50.0 E
80.1 F 50.1 F

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
62 TABLE 13–3
POST-IMPROVEMENT QUEUING: LAS POSAS RD / LA MIRADA DR
Intersection Movement
Peak
Hour
Near-Term +
Project +
Improvement
Long-Term +
Project +
Improvements
Queue (ft) a Queue (ft) a

5. Las Posas Rd / La Mirada
Dr
EBL AM 62 62
PM 96 113
EBT/R AM 40 43
PM 81 109
Footnotes:
a. 95th percentile queue length.

General Notes:
Ft = Feet
SBR = Direction/Turn Lane, e.g., southbound right-turn lane.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
63 5. Street Segment #6. Pacific Street: La Mirada Drive to Linda Vista Drive – Intersections operations are generally the c ontrolling factor for roadway segment operations. With the provision of the proposed improvements at the in tersection of Pacific Street and Linda Vista Drive described in this secti on, intersections at both ends of this roadway segment would operate at acceptable LOS C or better during the AM/PM peak hours. Therefore, provision of intersection improvements at Pacific Street and Linda Vista Drive will adequately address the calculated segment LOS deficiency.

6. Street Segment #10. Linda Vista Drive: Pacific Street to Las Posas Road – Provision of the proposed active transportation improvements will reduce the number of westbound travel lanes from two to one. Notwithstanding this re duction in vehicular ca pacity, this street segment is calculated to continue to operate at acceptable LOS D or better under Near-Term conditions and Long-Term future conditions as shown in Table 13–4 and Table 13–5.

TABLE 13–4

NEAR-TERM POST-IMPROVEMENT STREET SEGMENT OPERATIONS
Street Segment Capacity
(LOS E) a
Near-Term Without
Project Near-Term + Project Near-Term+ Project
+ Improvements
ADTb LOS c V/C d ADT LOS V/C LOS V/C
Linda Vista Drive
Pacific St to Las
Posas Rd
30,000/
15,000 9,470 A 0.316 9,928 A 0.331 C 0.662
Footnotes:
a. Capacity based on roadway classification operating at LOS E. b. Average Daily Traffic.
c. Level of Service.
d. Volume to Capacity.

General Notes:
Italics indicates street segment capacity with proposed improvements.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
64 TABLE 13–5

LONG-TERM POST-IMPROVEMENT STREET SEGMENT OPERATIONS
Street Segment Capacity
(LOS E) a
Long-Term Without
Project Long-Term + Project Long-Term+ Project
+ Improvements
ADTb LOS c V/C d ADT LOS V/C LOS V/C
Linda Vista Drive
Pacific St to Las
Posas Rd
30,000 /
15,000 10,990 B 0.366 11,448 B 0.382 D 0.763
Footnotes:
a. Capacity based on roadway classification operating at LOS E. b. Average Daily Traffic.
c. Level of Service.
d. Volume to Capacity.

General Notes:
Italics indicates street segment capacity with proposed improvements.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
65 13.5 Traffic Signal Warrants
Based on the analysis shown in Table 8–1, the Linda Vista Drive / South Pacific Street intersection is calculated to operate at LOS F in Near-Term conditions with the addi tion of Project traffic.

Installation of a traffic signal and associated improvements to improve intersection delay and LOS to pre-Project or better co nditions are proposed in Section 13.4 of this report. Tr affic signal warrant analysis has been completed to determine if a si gnal would be warranted at that intersection under future conditions.

Warrants were prepared for the Near-Term with Project scenarios. As outlined in Chapter 4C, “Traffic Control Signal Needs St udies,” of the 2014 California Ma nual on Uniform Traffic Control Devices (California MUTCD), the peak hour warrant (Warrant 3) was analyzed.

The existing lane configurations at Linda Vista Drive / South Pacific Street are as follows:
South Pacific Street (southbound): 1 shared left/thru/right-turn lane Linda Vista Drive (westbound): 1 left turn lane, 1 thru lane, 1 right turn lane South Pacific Street (northbound): 1 shared left/thru/right-turn lane Linda Vista Drive (eastbound): 1 left turn lane, 1 thru lane, 1 right turn lane Note that the above lane conf igurations are existing and do not reflect proposed improvements discussed in Section 13.4. Linda Vista Drive (west / east) is the major street at this location.

Warrant 3 consists of two categories. The need for a traffic shall be considered if the criteria in either of the two categories are met. Category A requires three (3) conditions to be met for the same one (1) hour of an average day: 1) mi nor street delay exceeding four (4) vehicle-hours, 2) minor street volume exceeding 100 vehicles pe r hour, and 3) total entering volum e at the inters ection exceeding 800 vehicles. Category B plots the AM and PM entering volumes on a linear graphic (Figure 4C-3 of the MUTCD) to determine if the volumes exceed the allowable thresholds. For the signal warrant to be met, either Category A or B must be satisfied.

Table 13–6 below illustrates the two categories and summarize results for the Linda Vista Drive / South Pacific Street intersection under Near-Term with Project scenarios.

Appendix P contains the complete details of the warrant analysis including Figure 4C-4.

As shown in the table below, both Category A and Category B are satisfied under the Near-Term with Project scenario.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
66 TABLE 13–6
WARRANT 3: PEAK HOUR – NEAR-TERM WITH PROJECT
LINDA VISTA DRIVE / S. PACIFIC STREET
Warrant 3 – Peak Hour Category A or Category B Satisfied * Yes 9 No

Category A
(All Parts 1, 2, and 3 below must be satisfied)
Satisfied * Yes 9 No

1. The total delay experienced for traf fic on one minor-street approach controlled by a STOP sign equals or exceeds four vehicle-hours for a one-lane approach and five vehicl e-hours for a two-lane approach; AND

Yes 9 No

2. The volume on the same-minor str eet approach equals or exceeds 100 vph for one moving lane of traffic or 150 vph for two moving lanes; AND

Yes 9 No

3. The entering volume serviced during the hour equals or exceeds 800 vph for the intersections with four or more approaches or 650 vehicles per hour for intersections with three approaches.

Yes 9 No

Category B Satisfied * Yes 9 No

Approach Lanes One Two Warrant Volume AM PM
Both Approaches -Major Street X See Figure 4C-4 below 755 1,296 Highest Approach -Minor Street X See Figure 4C-4 below 297 317 The plotted point falls above the applicable curve on Figure 4C-4. Yes 9 No

TECHNICAL APPENDICES – LTA

PACIFIC PROJECT
San Marcos, California
February 16, 2023

LLG Ref. 3-20-3279

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project

APPENDIX A

INTERSECTION AND SEGMENT COUNT SHEETS

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project

1. YEAR 2021 COUNTS
Location: File Name:

Intersection: Project:

Date of Count:

Left Thru Right Left Thru Right Left T hru Right Left Thru Right Total 7:00 0 152 43 92 0 44 23 68 0 0 0 0 422
7:15 0 174 60 79 4 36 34 73 0 0 0 0 460
7:30 0 203 64 67 0 32 34 70 0 0 0 0 470
7:45 0 217 59 108 0 23 29 104 4 0 0 0 544
8:00 0 167 55 119 2 40 34 98 0 0 0 0 515
8:15 0 199 56 116 0 32 36 112 0 0 0 0 551
8:30 0 179 68 96 0 40 39 104 0 0 0 0 526
8:45 0 148 58 77 1 33 52 103 0 0 0 0 472
Total 0 1439 463 754 7 280 281 732 4 0 0 0 3960
Approach% - 75.7 24.3 72.4 0.7 26.9 27.6 72.0 0.4 - - - Total% - 36.3 11.7 19.0 0.2 7.1 7.1 18.5 0.1 - - -
AM Intersection Peak Hour:

Volume - 762 238 439 2 135 138 418 4 - - - 2,136 Approach% - 76.2 23.8 76.2 0.3 23.4 24.6 74.6 0.7 - - - Total% - 35.7 11.1 20.6 0.1 6.3 6.5 19.6 0.2 - - - PHF 0.91 0.89 0.95 #DIV/0! 0.97
Left Thru Right Left Thru Right Left T hru Right Left Thru Right Total 16:00 0 155 83 81 0 32 107 231 0 0 0 0 689
16:15 0 167 71 66 0 44 103 238 0 0 0 0 689
16:30 0 155 72 63 1 42 115 267 0 0 0 0 715
16:45 0 164 59 64 0 64 96 243 0 0 0 0 690
17:00 0 191 65 68 0 44 85 266 0 0 0 0 719
17:15 0 169 53 81 0 45 95 286 0 0 0 0 729
17:30 0 140 68 64 1 72 98 259 0 0 0 0 702
17:45 0 135 51 58 0 50 84 230 0 0 0 0 608
Total 0 1276 522 545 2 393 783 2020 0 0 0 0 5541
Approach% - 71.0 29.0 58.0 0.2 41.8 27.9 72.1 - - - -
Total% - 23.0 9.4 9.8 0.0 7.1 14.1 36.5 - - - -
PM Intersection Peak Hour:

Volume - 679 249 276 1 195 391 1,062 - - - - 2,853 Approach% - 73.2 26.8 58.5 0.2 41.3 26.9 73.1 - - - - Total% - 23.8 8.7 9.7 0.0 6.8 13.7 37.2 - - - - PHF 0.91 0.92 0.95 #DIV/0! 0.98
,,QWHUVHFWLRQ7XUQLQJ0RYHPHQW3HDN+RXU9HKLFOH&RXQW AM
Tuesday, March 23, 2021
PM
N. Las Posas Road SR-78 Off Ramp N. Las Posas Road
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | #01 ITM-21-012-01
North Las Posas Road & SR-78 WB Ramps LLG Ref. 3-20-3279 Westbound Northbound Eastbound
San Marcos-Upham Pacific
N. Las Posas Road
Southbound
SR-78 On Ramp
Southbound
Westbound
SR-78 Off Ramp
Northbound
N. Las Posas Road
Eastbound
SR-78 On Ramp
07:45 to 08:45
16:30 to 17:30

Location: File Name:

Intersection: Project:

Date of Count:

B-Left B-Thru B-Right B-Left B-T hru B-Right B-Left B-Thru B-Ri ght B-Left B-Thru B-Right Bicycle 7 : 0 0 000 000 000 000 0
7 : 1 5 000 000 000 000 0
7 : 3 0 010 000 010 000 2
7 : 4 5 010 000 000 000 1
8 : 0 0 010 000 000 000 1
8 : 1 5 000 000 010 000 1
8 : 3 0 000 000 000 000 0
8 : 4 5 000 000 000 000 0
Ped Total
B i k e T o t a l 030 000 020 000 5
B-Left B-Thru B-Right B-Left B-T hru B-Right B-Left B-Thru B-Ri ght B-Left B-Thru B-Right Bicycle 1 6 : 0 0 000 000 000 000 0
1 6 : 1 5 000 000 010 000 1
1 6 : 3 0 000 000 010 000 1
1 6 : 4 5 010 000 000 000 1
1 7 : 0 0 000 000 000 000 0
1 7 : 1 5 000 000 000 000 0
1 7 : 3 0 000 000 000 000 0
1 7 : 4 5 000 000 000 000 0
Ped Total
B i k e T o t a l 010 000 020 000 3
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | ,,QWHUVHFWLRQ7XUQLQJ0RYHPHQW%LF\FOH 3HGHVWULDQ&RXQW 0 4 0 0
3 0 0
180
PM
N. Las Posas Road SR-78 Off Ramp N. Las Posas Road SR-78 On Ramp 0 0 0 1
0 3 0 1
0 4 0 0
0 TotalsSouthbound Westbound Northbound
0 0
0 0 0 4
0 0
00 4
0 0
0 Eastbound
0 0
0 0
0 0
0 SR-78 On Ramp
Eastbound
Ped
2 1
0 Totals
2 Ped
1 0
11 0
0 Ped
0 0
Ped
0 SR-78 Off Ramp
Southbound
0 0
0 0
0 0
N. Las Posas Road
0 N. Las Posas Road
Northbound
Ped
0 0
0 0
Westbound
Ped
0 1 0 0 1
Ped
0 0 0 0 0
AM
Tuesday, March 23, 2021 San Marcos-Upham Pacific
Ped Ped Ped
16 0 2
0 1 0 0 1
4 4
3 4
#01 ITM-21-012-01
North Las Posas Road & SR-78 WB Ramps LLG Ref. 3-20-3279 1 Location: File Name:

Intersection: Project:

Date of Count:

SR-78 On Ramp 0 / 0
N. Las Posas Road
AM: 138 418 4 2
PM: 391 1062 0 2
N. Las Posas Road
AM: 3 238 762 0
PM: 1 249 679 0
0 / 0 SR-78 Off Ramp
4 / 2
PM: 0 0 0 0
AM: 0 0 0 0 Time Period
AM = 07:45 to 08:45
PM = 16:30 to 17:30
0 / 16
AM: 439 2 135 0
PM: 276 1 195 0
,,QWHUVHFWLRQQ7XUQLQJJ0RYHPHQWW3HDNN+RXUU6XPPDU\ #01 ITM-21-012-01
North Las Posas Road & SR-78 WB Ramps LLG Ref. 3-20-3279 Tuesday, March 23, 2021 San Marcos-Upham Pacific
N
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | N

Location: File Name:

Intersection: Project:

Date of Count:

Left Thru Right Left Thru Right Left T hru Right Left Thru Right Total 7:00 66 104 64 12 22 54 0 27 13 12 17 0 391
7:15 78 120 53 5 17 65 2 43 16 15 24 4 442
7:30 85 112 85 10 17 61 2 44 16 14 31 1 478
7:45 79 130 113 22 31 74 5 43 21 19 27 1 565
8:00 68 111 94 7 16 68 5 38 25 21 30 7 490
8:15 63 129 79 5 20 81 1 47 20 26 37 6 514
8:30 89 111 66 8 21 90 8 43 19 23 40 9 527
8:45 79 90 51 12 18 78 4 57 21 18 39 2 469
Total 607 907 605 81 162 571 27 342 151 148 245 30 3876 Approach% 28.6 42.8 28.6 10.0 19. 9 70.1 5.2 65.8 29.0 35.0 57.9 7.1 Total% 15.7 23.4 15.6 2.1 4.2 14.7 0.7 8.8 3.9 3.8 6.3 0.8 AM Intersection Peak Hour:

Volume 299 481 352 42 88 313 19 171 85 89 134 23 2,096 Approach% 26.4 42.5 31.1 9.5 19.9 70.7 6.9 62.2 30.9 36.2 54.5 9.3 Total% 14.3 22.9 16.8 2.0 4.2 14.9 0.9 8.2 4.1 4.2 6.4 1.1 PHF 0.88 0.87 0.98 0.85 0.93
Left Thru Right Left Thru Right Left T hru Right Left Thru Right Total 16:00 66 88 49 9 28 140 4 149 37 49 99 15 733
16:15 73 108 52 6 29 140 6 145 29 49 82 5 724
16:30 68 95 53 15 26 155 10 136 32 81 75 11 757
16:45 70 93 45 13 25 134 10 139 27 61 98 12 727
17:00 79 102 49 9 33 118 8 166 28 64 81 5 742
17:15 69 142 46 9 26 156 4 159 49 73 70 2 805
17:30 79 83 46 11 26 158 4 137 48 51 73 5 721
17:45 69 94 36 20 32 114 3 119 33 55 39 3 617
Total 573 805 376 92 225 1115 49 1150 283 483 617 58 5826 Approach% 32.7 45.9 21.4 6.4 15.7 77.9 3.3 77.6 19.1 41.7 53.3 5.0 Total% 9.8 13.8 6.5 1.6 3.9 19.1 0.8 19.7 4.9 8.3 10.6 1.0 PM Intersection Peak Hour:

Volume 286 432 193 46 110 563 32 600 136 279 324 30 3,031 Approach% 31.4 47.4 21.2 6.4 15.3 78.3 4.2 78.1 17.7 44.1 51.2 4.7 Total% 9.4 14.3 6.4 1.5 3.6 18.6 1.1 19.8 4.5 9.2 10.7 1.0 PHF 0.89 0.92 0.91 0.93 0.94
,,QWHUVHFWLRQ7XUQLQJ0RYHPHQW3HDN+RXU9HKLFOH&RXQW AM
Tuesday, March 23, 2021
PM
S. Las Posas Road Grand Avenue S. Las Posas Road
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | #02 ITM-21-012-02
South Las Posas Road & Grand Avenue LLG Ref. 3-20-3279
Westbound Northbound Eastbound
San Marcos-Upham Pacific
S. Las Posas Road
Southbound
Grand Avenue
Southbound
Westbound
Grand Avenue
Northbound
S. Las Posas Road
Eastbound
Grand Avenue
07:45 to 08:45
16:30 to 17:30

Location: File Name:

Intersection: Project:

Date of Count:

B-Left B-Thru B-Right B-Left B-T hru B-Right B-Left B-Thru B-Ri ght B-Left B-Thru B-Right Bicycle 7 : 0 0 000 000 000 000 0
7 : 1 5 000 000 000 000 0
7 : 3 0 000 000 000 100 1
7 : 4 5 110 000 000 000 2
8 : 0 0 000 000 000 000 0
8 : 1 5 000 000 000 000 0
8 : 3 0 000 000 000 000 0
8 : 4 5 000 000 000 000 0
Ped Total
B i k e T o t a l 110 000 000 100 3
B-Left B-Thru B-Right B-Left B-T hru B-Right B-Left B-Thru B-Ri ght B-Left B-Thru B-Right Bicycle 1 6 : 0 0 000 000 000 000 0
1 6 : 1 5 000 000 000 000 0
1 6 : 3 0 000 000 000 000 0
1 6 : 4 5 000 000 000 000 0
1 7 : 0 0 000 000 010 000 1
1 7 : 1 5 000 000 001 000 1
1 7 : 3 0 000 000 000 000 0
1 7 : 4 5 000 000 000 000 0
Ped Total
B i k e T o t a l 000 000 011 000 2
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | ,,QWHUVHFWLRQ7XUQLQJ0RYHPHQW%LF\FOH 3HGHVWULDQ&RXQW 0 3 0 0
2 1 0
250
PM
S. Las Posas Road Grand Avenue S. Las Posas Road Grand Avenue 0 1 2 0
0 2 0 0
0 6 1 0
0 TotalsSouthbound Westbound Northbound
1 0
0 1 8 3
1 0
00 12
0 0
0 Eastbound
0 1
1 3
0 1
3 Grand Avenue
Eastbound
Ped
2 0
0 Totals
3 Ped
4 0
00 0
0 Ped
0 0
Ped
0 Grand Avenue
Southbound
0 0
0 0
0 0
S. Las Posas Road
0 S. Las Posas Road
Northbound
Ped
1 3
0 0
Westbound
Ped
0 4 0 0 4
Ped
0 0 0 0 0
AM
Tuesday, March 23, 2021 San Marcos-Upham Pacific
Ped Ped Ped
19 6 0
0 1 2 0 3
2 7
3 3
#02 ITM-21-012-02
South Las Posas Road & Grand Avenue LLG Ref. 3-20-3279
3 Location: File Name:

Intersection: Project:

Date of Count:

Grand Avenue 8 / 6
S. Las Posas Road
AM: 19 171 85 0
PM: 32 600 136 2
S. Las Posas Road
AM: 2 352 481 299
PM: 0 193 432 286
0 / 0 Grand Avenue
3 / 0
PM: 279 324 30 0
AM: 89 134 23 1 Time Period
AM = 07:45 to 08:45
PM = 16:30 to 17:30
1 / 19
AM: 42 88 313 0
PM: 46 110 563 0
,,QWHUVHFWLRQQ7XUQLQJJ0RYHPHQWW3HDNN+RXUU6XPPDU\ #02 ITM-21-012-02
South Las Posas Road & Grand Avenue LLG Ref. 3-20-3279
Tuesday, March 23, 2021 San Marcos-Upham Pacific
N
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | N

Location: File Name:

Intersection: Project:

Date of Count:

Left Thru Right Left Thru Right Left T hru Right Left Thru Right Total 7:00 18 28 59 5 14 1 17 8 0 65 16 11 242
7:15 12 39 57 5 9 0 19 9 0 80 21 18 269
7:30 8 56 49 0 21 1 21 11 0 86 18 23 294
7:45 19 69 82 7 20 1 26 4 3 74 14 28 347
8:00 18 54 52 5 21 1 32 15 1 69 19 21 308
8:15 12 80 66 5 22 1 26 9 3 81 10 29 344
8:30 17 50 54 4 25 4 34 14 1 83 28 28 342
8:45 23 58 58 9 23 4 33 13 4 69 33 30 357
Total 127 434 477 40 155 13 208 83 12 607 159 188 2503
Approach% 12.2 41.8 46.0 19.2 74. 5 6.3 68.6 27.4 4.0 63.6 16.7 19.7 Total% 5.1 17.3 19.1 1.6 6.2 0.5 8.3 3.3 0.5 24.3 6.4 7.5 AM Intersection Peak Hour:

Volume 70 242 230 23 91 10 125 51 9 302 90 108 1,351 Approach% 12.9 44.6 42.4 18.5 73.4 8.1 67.6 27.6 4.9 60.4 18.0 21.6 Total% 5.2 17.9 17.0 1.7 6.7 0.7 9.3 3.8 0.7 22.4 6.7 8.0 PHF 0.86 0.86 0.93 0.90 0.95
Left Thru Right Left Thru Right Left T hru Right Left Thru Right Total 16:00 30 50 62 14 79 3 64 41 9 112 59 32 555
16:15 59 75 71 12 72 3 49 38 14 71 58 35 557
16:30 40 84 73 14 61 1 61 26 12 101 51 24 548
16:45 33 70 75 12 51 2 65 45 14 96 59 32 554
17:00 21 59 60 17 54 4 61 54 3 94 50 48 525
17:15 28 72 70 11 63 4 45 32 10 92 49 33 509
17:30 29 55 82 9 67 1 42 43 6 87 48 33 502
17:45 13 54 66 10 51 0 47 31 10 61 45 20 408
Total 253 519 559 99 498 18 434 310 78 714 419 257 4158 Approach% 19.0 39.0 42.0 16.1 81. 0 2.9 52.8 37.7 9.5 51.4 30.1 18.5 Total% 6.1 12.5 13.4 2.4 12.0 0.4 10.4 7.5 1.9 17.2 10.1 6.2 PM Intersection Peak Hour:

Volume 162 279 281 52 263 9 239 150 49 380 227 123 2,214 Approach% 22.4 38.6 38.9 16.0 81.2 2.8 54.6 34.2 11.2 52.1 31.1 16.8 Total% 7.3 12.6 12.7 2.3 11.9 0.4 10.8 6.8 2.2 17.2 10.3 5.6 PHF 0.88 0.84 0.88 0.90 0.99
,,QWHUVHFWLRQ7XUQLQJ0RYHPHQW3HDN+RXU9HKLFOH&RXQW AM
Tuesday, March 23, 2021
PM
SR-78 EB Ramps Grand Avenue Via Vera Cruz
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | #03 ITM-21-012-03
SR-78 EB Ramps / Via Vera Cruz & Grand Avenue LLG Ref. 3-20-3279 Westbound Northbound Eastbound
San Marcos-Upham Pacific
SR-78 EB Ramps
Southbound
Grand Avenue
Southbound
Westbound
Grand Avenue
Northbound
Via Vera Cruz
Eastbound
Grand Avenue
08:00 to 09:00
16:00 to 17:00

Location: File Name:

Intersection: Project:

Date of Count:

B-Left B-Thru B-Right B-Left B-T hru B-Right B-Left B-Thru B-Ri ght B-Left B-Thru B-Right Bicycle 7 : 0 0 000 000 000 000 0
7 : 1 5 000 000 000 000 0
7 : 3 0 000 000 000 000 0
7 : 4 5 000 000 000 000 0
8 : 0 0 000 000 000 000 0
8 : 1 5 000 000 000 000 0
8 : 3 0 000 000 000 000 0
8 : 4 5 000 000 000 000 0
Ped Total
B i k e T o t a l 000 000 000 000 0
B-Left B-Thru B-Right B-Left B-T hru B-Right B-Left B-Thru B-Ri ght B-Left B-Thru B-Right Bicycle 1 6 : 0 0 000 000 000 000 0
1 6 : 1 5 000 000 000 000 0
1 6 : 3 0 000 000 000 000 0
1 6 : 4 5 000 000 000 000 0
1 7 : 0 0 000 000 000 000 0
1 7 : 1 5 000 000 000 000 0
1 7 : 3 0 000 000 000 000 0
1 7 : 4 5 000 000 000 000 0
Ped Total
B i k e T o t a l 000 000 000 000 0
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | ,,QWHUVHFWLRQ7XUQLQJ0RYHPHQW%LF\FOH 3HGHVWULDQ&RXQW 0 0 1 0
0 1 0
61 PM
SR-78 EB Ramps Grand Avenue Via Vera Cruz Grand Avenue
0 0 0 0
0 0 0 0
0 0 2 0
0 TotalsSouthbound Westbound Northbound
1 0
0 0 4 0
0 0
00 4
0 1
0 Eastbound
0 0
1 1
0 1
1 Grand Avenue
Eastbound
Ped
0 0
0 Totals
0 Ped
1 0
00 0
0 Ped
0 0
Ped
0 Grand Avenue
Southbound
0 0
0 0
0 0
SR-78 EB Ramps
0 Via Vera Cruz
Northbound
Ped
0 1
0 0
Westbound
Ped
0 0 0 0 0
Ped
0 0 1 0 1
AM
Tuesday, March 23, 2021 San Marcos-Upham Pacific
Ped Ped Ped
0 5 0
1 0 0 0 1
0 2
1 1
#03 ITM-21-012-03
SR-78 EB Ramps / Via Vera Cruz & Grand Avenue LLG Ref. 3-20-3279 0 Location: File Name:

Intersection: Project:

Date of Count:

Grand Avenue 4 / 5
Via Vera Cruz
AM: 125 51 9 0
PM: 239 150 49 0
SR-78 EB Ramps
AM: 0 230 242 70
PM: 0 281 279 162
0 / 1 Grand Avenue
0 / 0
PM: 380 227 123 0
AM: 302 90 108 0 Time Period
AM = 08:00 to 09:00
PM = 16:00 to 17:00
0 / 0
AM: 23 91 10 0
PM: 52 263 9 0
,,QWHUVHFWLRQQ7XUQLQJJ0RYHPHQWW3HDNN+RXUU6XPPDU\ #03 ITM-21-012-03
SR-78 EB Ramps / Via Vera Cruz & Grand Avenue LLG Ref. 3-20-3279 Tuesday, March 23, 2021 San Marcos-Upham Pacific
N
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | N

Location: File Name:

Intersection: Project:

Date of Count:

Left Thru Right Left Thru Right Left T hru Right Left Thru Right Total 7:00 1 34 3 6 2 0 1 7 2 1 3 6 66
7:15 0 18 2 7 6 1 4 11 1 3 5 5 63
7:30 3 18 5 5 10 3 1 8 2 2 4 3 64
7:45 0 40 3 10 12 2 3 10 1 2 9 6 98
8:00 3 25 4 10 7 5 4 21 8 1 8 6 102
8:15 1 27 3 7 7 3 4 13 8 2 4 4 83
8:30 1 19 1 8 8 5 3 10 6 1 8 1 71
8:45 4 15 1 8 11 5 2 16 2 3 3 8 78
Total 13 196 22 61 63 24 22 96 30 15 44 39 625
Approach% 5.6 84.8 9.5 41.2 42.6 16. 2 14.9 64.9 20.3 15.3 44.9 39.8 Total% 2.1 31.4 3.5 9.8 10.1 3.8 3.5 15.4 4.8 2.4 7.0 6.2 AM Intersection Peak Hour:

Volume 5 111 11 35 34 15 14 54 23 6 29 17 354 Approach% 3.9 87.4 8.7 41.7 40.5 17.9 15.4 59.3 25.3 11.5 55.8 32.7 Total% 1.4 31.4 3.1 9.9 9.6 4.2 4.0 15.3 6.5 1.7 8.2 4.8 PHF 0.74 0.88 0.69 0.76 0.87
Left Thru Right Left Thru Right Left T hru Right Left Thru Right Total 16:00 2 16 3 11 17 2 4 36 17 4 20 6 138
16:15 5 13 2 3 16 3 3 36 18 8 26 7 140
16:30 1 15 5 8 13 2 5 49 17 5 19 6 145
16:45 5 17 1 5 14 0 4 28 6 4 28 4 116
17:00 2 8 1 9 16 6 3 35 20 6 25 4 135
17:15 2 15 3 19 24 6 3 30 14 7 26 4 153
17:30 2 19 0 9 12 2 3 42 11 4 16 3 123
17:45 0 14 0 6 8 2 3 29 10 2 20 6 100
Total 19 117 15 70 120 23 28 285 113 40 180 40 1050
Approach% 12.6 77.5 9.9 32.9 56.3 10.8 6.6 66.9 26.5 15.4 69.2 15.4 Total% 1.8 11.1 1.4 6.7 11.4 2.2 2.7 27.1 10.8 3.8 17.1 3.8 PM Intersection Peak Hour:

Volume 10 55 10 41 67 14 15 142 57 22 98 18 549 Approach% 13.3 73.3 13.3 33.6 54.9 11.5 7.0 66.4 26.6 15.9 71.0 13.0 Total% 1.8 10.0 1.8 7.5 12.2 2.6 2.7 25.9 10.4 4.0 17.9 3.3 PHF 0.82 0.62 0.75 0.93 0.90
,,QWHUVHFWLRQ7XUQLQJ0RYHPHQW3HDN+RXU9HKLFOH&RXQW AM
Tuesday, March 23, 2021
PM
S. Pacific Street La Mirada Drive S. Pacific Street
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | #04 ITM-21-012-04
South Pacific Street & La Mirada Drive LLG Ref. 3-20-3279 Westbound Northbound Eastbound
San Marcos-Upham Pacific
S. Pacific Street
Southbound
La Mirada Drive
Southbound
Westbound
La Mirada Drive
Northbound
S. Pacific Street
Eastbound
La Mirada Drive
07:45 to 08:45
16:30 to 17:30

Location: File Name:

Intersection: Project:

Date of Count:

B-Left B-Thru B-Right B-Left B-T hru B-Right B-Left B-Thru B-Ri ght B-Left B-Thru B-Right Bicycle 7 : 0 0 000 000 000 000 0
7 : 1 5 000 000 000 000 0
7 : 3 0 000 000 000 000 0
7 : 4 5 000 000 000 000 0
8 : 0 0 000 000 000 000 0
8 : 1 5 000 000 000 000 0
8 : 3 0 000 000 000 000 0
8 : 4 5 000 000 000 000 0
Ped Total
B i k e T o t a l 000 000 000 000 0
B-Left B-Thru B-Right B-Left B-T hru B-Right B-Left B-Thru B-Ri ght B-Left B-Thru B-Right Bicycle 1 6 : 0 0 000 000 000 000 0
1 6 : 1 5 000 000 000 000 0
1 6 : 3 0 000 000 000 000 0
1 6 : 4 5 000 000 100 000 1
1 7 : 0 0 000 000 000 000 0
1 7 : 1 5 000 000 000 000 0
1 7 : 3 0 000 000 000 010 1
1 7 : 4 5 010 000 000 000 1
Ped Total
B i k e T o t a l 010 000 100 010 3
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | ,,QWHUVHFWLRQ7XUQLQJ0RYHPHQW%LF\FOH 3HGHVWULDQ&RXQW 0 0 0 2
0 0 0
40 PM
S. Pacific Street La Mirada Drive S. Pacific Street La Mirada Drive 0 0 0 0
0 0 1 0
0 0 0 0
0 TotalsSouthbound Westbound Northbound
0 0
0 0 1 0
0 0
00 1
0 0
0 Eastbound
0 0
0 0
0 0
0 La Mirada Drive
Eastbound
Ped
0 0
0 Totals
1 Ped
0 0
00 0
0 Ped
0 0
Ped
0 La Mirada Drive
Southbound
0 0
0 0
0 0
S. Pacific Street
0 S. Pacific Street
Northbound
Ped
1 0
0 0
Westbound
Ped
0 0 0 0 0
Ped
0 0 0 1 1
AM
Tuesday, March 23, 2021 San Marcos-Upham Pacific
Ped Ped Ped
0 1 3
0 0 0 0 0
1 0
0 2
#04 ITM-21-012-04
South Pacific Street & La Mirada Drive LLG Ref. 3-20-3279 0 Location: File Name:

Intersection: Project:

Date of Count:

La Mirada Drive 1 / 1
S. Pacific Street
AM: 14 54 23 0
PM: 15 142 57 1
S. Pacific Street
AM: 0 11 111 5
PM: 1 10 55 10
0 / 0 La Mirada Drive
0 / 3
PM: 22 98 18 1
AM: 6 29 17 0 Time Period
AM = 07:45 to 08:45
PM = 16:30 to 17:30
0 / 0
AM: 35 34 15 0
PM: 41 67 14 0
,,QWHUVHFWLRQQ7XUQLQJJ0RYHPHQWW3HDNN+RXUU6XPPDU\ #04 ITM-21-012-04
South Pacific Street & La Mirada Drive LLG Ref. 3-20-3279 Tuesday, March 23, 2021 San Marcos-Upham Pacific
N
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | N

Location: File Name:

Intersection: Project:

Date of Count:

Left Thru Right Left Thru Right Left T hru Right Left Thru Right Total 7:00 16 93 10 3 3 2 1 29 3 5 3 1 169
7:15 18 99 12 7 4 2 0 38 5 4 2 2 193
7:30 7 93 13 8 5 6 2 39 2 3 2 1 181
7:45 7 115 23 2 2 6 4 46 4 6 3 2 220
8:00 20 99 15 4 3 12 1 37 4 9 3 3 210
8:15 24 110 10 4 2 3 3 45 9 7 2 1 220
8:30 25 86 13 2 4 6 5 29 6 9 3 2 190
8:45 22 65 18 2 3 6 1 42 9 8 3 1 180
Total 139 760 114 32 26 43 17 305 42 51 21 13 1563
Approach% 13.7 75.0 11.3 31.7 25.7 42.6 4.7 83.8 11.5 60.0 24.7 15.3 Total% 8.9 48.6 7.3 2.0 1.7 2.8 1.1 19.5 2.7 3.3 1.3 0.8 AM Intersection Peak Hour:

Volume 76 410 61 12 11 27 13 157 23 31 11 8 840 Approach% 13.9 75.0 11.2 24.0 22.0 54.0 6.7 81.3 11.9 62.0 22.0 16.0 Total% 9.0 48.8 7.3 1.4 1.3 3.2 1.5 18.7 2.7 3.7 1.3 1.0 PHF 0.94 0.66 0.85 0.83 0.95
Left Thru Right Left Thru Right Left T hru Right Left Thru Right Total 16:00 47 61 10 27 14 38 3 106 13 30 9 5 363
16:15 39 80 10 14 11 32 3 87 11 25 15 5 332
16:30 37 99 7 26 9 35 3 105 14 20 7 6 368
16:45 39 66 18 18 13 41 5 92 9 25 7 5 338
17:00 38 76 22 35 10 51 8 99 18 25 6 1 389
17:15 44 87 23 19 7 45 8 102 18 29 15 15 412
17:30 31 60 12 26 6 37 1 94 19 18 9 6 319
17:45 27 72 8 29 7 40 1 69 14 18 6 8 299
Total 302 601 110 194 77 319 32 754 116 190 74 51 2820
Approach% 29.8 59.3 10.9 32.9 13.1 54.1 3.5 83.6 12.9 60.3 23.5 16.2 Total% 10.7 21.3 3.9 6.9 2.7 11.3 1.1 26.7 4.1 6.7 2.6 1.8 PM Intersection Peak Hour:

Volume 158 328 70 98 39 172 24 398 59 99 35 27 1,507 Approach% 28.4 59.0 12.6 31.7 12.6 55.7 5.0 82.7 12.3 61.5 21.7 16.8 Total% 10.5 21.8 4.6 6.5 2.6 11.4 1.6 26.4 3.9 6.6 2.3 1.8 PHF 0.90 0.80 0.94 0.68 0.91
,,QWHUVHFWLRQ7XUQLQJ0RYHPHQW3HDN+RXU9HKLFOH&RXQW AM
Tuesday, March 23, 2021
PM
S. Las Posas Road Shopping Center Drwy S. Las Posas Road Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | #05 ITM-21-012-05
South Las Posas Road & La Mirada Drive LLG Ref. 3-20-3279 Westbound Northbound Eastbound
San Marcos-Upham Pacific
S. Las Posas Road
Southbound
La Mirada Drive
Southbound
Westbound
Shopping Center Drwy
Northbound
S. Las Posas Road
Eastbound
La Mirada Drive
07:45 to 08:45
16:30 to 17:30

Location: File Name:

Intersection: Project:

Date of Count:

B-Left B-Thru B-Right B-Left B-T hru B-Right B-Left B-Thru B-Ri ght B-Left B-Thru B-Right Bicycle 7 : 0 0 000 000 000 000 0
7 : 1 5 000 000 000 000 0
7 : 3 0 000 000 000 000 0
7 : 4 5 000 000 000 000 0
8 : 0 0 000 000 000 000 0
8 : 1 5 000 000 000 000 0
8 : 3 0 000 000 000 000 0
8 : 4 5 000 000 000 000 0
Ped Total
B i k e T o t a l 000 000 000 000 0
B-Left B-Thru B-Right B-Left B-T hru B-Right B-Left B-Thru B-Ri ght B-Left B-Thru B-Right Bicycle 1 6 : 0 0 000 000 000 000 0
1 6 : 1 5 000 000 000 000 0
1 6 : 3 0 000 000 000 000 0
1 6 : 4 5 000 000 000 000 0
1 7 : 0 0 000 000 000 000 0
1 7 : 1 5 000 000 000 000 0
1 7 : 3 0 000 000 000 000 0
1 7 : 4 5 000 000 000 000 0
Ped Total
B i k e T o t a l 000 000 000 000 0
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | ,,QWHUVHFWLRQ7XUQLQJ0RYHPHQW%LF\FOH 3HGHVWULDQ&RXQW 1 0 0 0
0 0 0
51 PM
S. Las Posas Road Shopping Center Drwy S. Las Posas Road La Mirada Drive 0 0 0 0
0 1 0 0
0 1 0 0
0 TotalsSouthbound Westbound Northbound
3 0
3 3 1 1
0 0
12 8
0 0
0 Eastbound
0 1
0 0
0 0
1 La Mirada Drive
Eastbound
Ped
1 0
0 Totals
2 Ped
2 0
00 0
0 Ped
0 0
Ped
0 Shopping Center Drwy
Southbound
0 0
1 1
0 0
S. Las Posas Road
0 S. Las Posas Road
Northbound
Ped
1 0
0 0
Westbound
Ped
0 1 1 0 2
Ped
0 0 0 0 0
AM
Tuesday, March 23, 2021 San Marcos-Upham Pacific
Ped Ped Ped
3 1 0
0 0 0 0 0
1 1
0 1
#05 ITM-21-012-05
South Las Posas Road & La Mirada Drive LLG Ref. 3-20-3279 0 Location: File Name:

Intersection: Project:

Date of Count:

La Mirada Drive 1 / 1
S. Las Posas Road
AM: 13 157 23 0
PM: 24 398 59 0
S. Las Posas Road
AM: 0 61 410 76
PM: 0 70 328 158
3 / 1 Shopping Center Drwy
1 / 0
PM: 99 35 27 0
AM: 31 11 8 0 Time Period
AM = 07:45 to 08:45
PM = 16:30 to 17:30
3 / 3
AM: 12 11 27 0
PM: 98 39 172 0
,,QWHUVHFWLRQQ7XUQLQJJ0RYHPHQWW3HDNN+RXUU6XPPDU\ #05 ITM-21-012-05
South Las Posas Road & La Mirada Drive LLG Ref. 3-20-3279 Tuesday, March 23, 2021 San Marcos-Upham Pacific
N
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | N

Location: File Name:

Intersection: Project:

Date of Count:

Left Thru Right Left Thru Right Left T hru Right Left Thru Right Total 7:00 26 152 56 30 38 8 12 79 13 17 19 11 461
7:15 10 204 56 25 27 10 8 112 12 19 10 6 499
7:30 19 190 47 33 29 9 12 142 25 20 15 21 562
7:45 12 244 69 30 45 14 24 137 38 21 15 10 659
8:00 14 219 51 41 42 18 14 124 39 26 22 17 627
8:15 13 196 40 51 50 19 18 154 36 19 16 16 628
8:30 10 177 40 30 30 12 12 113 16 22 19 8 489
8:45 38 218 45 23 22 11 4 123 37 24 18 9 572
Total 142 1600 404 263 283 101 104 984 216 168 134 98 4497 Approach% 6.6 74.6 18.8 40.6 43.7 15.6 8.0 75.5 16.6 42.0 33.5 24.5 Total% 3.2 35.6 9.0 5.8 6.3 2.2 2.3 21.9 4.8 3.7 3.0 2.2 AM Intersection Peak Hour:

Volume 58 849 207 155 166 60 68 557 138 86 68 64 2,476 Approach% 5.2 76.2 18.6 40.7 43.6 15.7 8.9 73.0 18.1 39.4 31.2 29.4 Total% 2.3 34.3 8.4 6.3 6.7 2.4 2.7 22.5 5.6 3.5 2.7 2.6 PHF 0.86 0.79 0.92 0.84 0.69
Left Thru Right Left Thru Right Left T hru Right Left Thru Right Total 16:00 18 134 18 47 27 18 18 241 77 76 100 15 789
16:15 15 225 43 31 22 19 19 254 64 39 83 13 827
16:30 13 165 29 51 21 11 18 222 64 95 114 14 817
16:45 21 153 22 38 37 10 24 231 58 67 72 11 744
17:00 16 122 23 47 24 11 18 242 49 63 83 22 720
17:15 18 156 20 60 28 14 20 206 42 59 87 15 725
17:30 14 184 21 51 22 8 26 235 57 46 50 14 728
17:45 17 160 26 32 25 8 23 200 38 44 40 13 626
Total 132 1299 202 357 206 99 166 1831 449 489 629 117 5976 Approach% 8.1 79.5 12.4 53.9 31. 1 15.0 6.8 74.9 18.4 39.6 50.9 9.5 Total% 2.2 21.7 3.4 6.0 3.4 1.7 2.8 30.6 7.5 8.2 10.5 2.0 PM Intersection Peak Hour:

Volume 67 677 112 167 107 58 79 948 263 277 369 53 3,177 Approach% 7.8 79.1 13.1 50.3 32.2 17.5 6.1 73.5 20.4 39.6 52.8 7.6 Total% 2.1 21.3 3.5 5.3 3.4 1.8 2.5 29.8 8.3 8.7 11.6 1.7 PHF 0.76 0.90 0.96 0.78 0.96
16:00 to 17:00
#06 ITM-21-012-06
South Rancho Santa Fe Road & Linda Vista Drive LLG Ref. 3-20-3279 Westbound Northbound Eastbound
San Marcos-Upham Pacific
S.Rancho Santa Fe Rd
Southbound
Linda Vista Drive
Southbound
Westbound
Linda Vista Drive
Northbound
S.Rancho Santa Fe Rd
Eastbound
Linda Vista Drive
07:30 to 08:30
AM
Tuesday, March 23, 2021
PM
S.Rancho Santa Fe Rd Linda Vista Drive S.Rancho Santa Fe Rd Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | ,,QWHUVHFWLRQ7XUQLQJ0RYHPHQW3HDN+RXU9HKLFOH&RXQW

Location: File Name:

Intersection: Project:

Date of Count:

B-Left B-Thru B-Right B-Left B-T hru B-Right B-Left B-Thru B-Ri ght B-Left B-Thru B-Right Bicycle 7 : 0 0 000 000 000 000 0
7 : 1 5 000 000 000 000 0
7 : 3 0 000 000 000 000 0
7 : 4 5 000 000 000 000 0
8 : 0 0 000 000 000 000 0
8 : 1 5 000 000 000 000 0
8 : 3 0 000 000 000 000 0
8 : 4 5 000 000 000 000 0
Ped Total
B i k e T o t a l 000 000 000 000 0
B-Left B-Thru B-Right B-Left B-T hru B-Right B-Left B-Thru B-Ri ght B-Left B-Thru B-Right Bicycle 1 6 : 0 0 000 000 000 000 0
1 6 : 1 5 000 000 000 000 0
1 6 : 3 0 000 000 000 000 0
1 6 : 4 5 000 000 000 000 0
1 7 : 0 0 000 000 000 000 0
1 7 : 1 5 000 000 000 000 0
1 7 : 3 0 000 000 010 000 1
1 7 : 4 5 000 200 000 000 2
Ped Total
B i k e T o t a l 000 200 010 000 3
4 10 15
0 0 3 4 7
5 1
0 4
#06 ITM-21-012-06
South Rancho Santa Fe Road & Linda Vista Drive LLG Ref. 3-20-3279 5 4 3 0 1 8
Ped
3 0 2 2 7
AM
Tuesday, March 23, 2021 San Marcos-Upham Pacific
Ped Ped Ped Ped
0 0
Ped
0 Linda Vista Drive
Southbound
1 1
0 0
0 0
S.Rancho Santa Fe Rd
0 S.Rancho Santa Fe Rd
Northbound
Ped
0 0
0 0
Westbound
Ped
0 0
3 1
0 9
3 Linda Vista Drive
Eastbound
Ped
0 0
5 Totals
0 Ped
0 5
54 5
2 TotalsSouthbound Westbound Northbound
0 0
0 2 4 16
0 0
00 22
0 0
0 Eastbound
8 PM
S.Rancho Santa Fe Rd Linda Vista Drive S.Rancho Santa Fe Rd Linda Vista Drive 0 0 3 2
0 1 2 2
0 0 0 1
0 1 0 0 3
0 0 0
37 ,,QWHUVHFWLRQ7XUQLQJ0RYHPHQW%LF\FOH 3HGHVWULDQ&RXQW Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 |

Location: File Name:

Intersection: Project:

Date of Count:

Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | South Rancho Santa Fe Road & Linda Vista Drive LLG Ref. 3-20-3279 Tuesday, March 23, 2021 San Marcos-Upham Pacific
N
,,QWHUVHFWLRQQ7XUQLQJJ0RYHPHQWW3HDNN+RXUU6XPPDU\ #06 ITM-21-012-06
16 / 15
PM: 277 369 53 0
AM: 86 68 64 0 Time Period
AM = 07:30 to 08:30
PM = 16:00 to 17:00
2 / 4
AM: 155 166 60 0
PM: 167 107 58 2
S.Rancho Santa Fe Rd
AM: 0 207 849 58
PM: 0 112 677 67
0 / 8 Linda Vista Drive
Linda Vista Drive 4 / 10
S.Rancho Santa Fe Rd
AM: 68 557 138 0
PM: 79 948 263 1
N

Location: File Name:

Intersection: Project:

Date of Count:

Volume 58 849 207 155 166 60 68 557 138 86 68 64 2,476 Approach% 5.2 76.2 18.6 40.7 43.6 15.7 8.9 73.0 18.1 39.4 31.2 29.4 Total% 2.3 34.3 8.4 6.3 6.7 2.4 2.7 22.5 5.6 3.5 2.7 2.6 PHF 0.86 0.79 0.92 0.84 0.94
Left Thru Right Left Thru Right Left T hru Right Left Thru Right Total 16:00 18 134 18 47 27 18 18 241 77 76 100 15 789
16:15 15 225 43 31 22 19 19 254 64 39 83 13 827
16:30 13 165 29 51 21 11 18 222 64 95 114 14 817
16:45 21 153 22 38 37 10 24 231 58 67 72 11 744
17:00 16 122 23 47 24 11 18 242 49 63 83 22 720
17:15 18 156 20 60 28 14 20 206 42 59 87 15 725
17:30 14 184 21 51 22 8 26 235 57 46 50 14 728
17:45 17 160 26 32 25 8 23 200 38 44 40 13 626
Total 132 1299 202 357 206 99 166 1831 449 489 629 117 5976 Approach% 8.1 79.5 12.4 53.9 31. 1 15.0 6.8 74.9 18.4 39.6 50.9 9.5 Total% 2.2 21.7 3.4 6.0 3.4 1.7 2.8 30.6 7.5 8.2 10.5 2.0 PM Intersection Peak Hour:

Volume 67 677 112 167 107 58 79 948 263 277 369 53 3,177 Approach% 7.8 79.1 13.1 50.3 32.2 17.5 6.1 73.5 20.4 39.6 52.8 7.6 Total% 2.1 21.3 3.5 5.3 3.4 1.8 2.5 29.8 8.3 8.7 11.6 1.7 PHF 0.76 0.90 0.96 0.78 0.96
,,QWHUVHFWLRQ7XUQLQJ0RYHPHQW3HDN+RXU9HKLFOH&RXQW AM
Tuesday, March 23, 2021
PM
S.Rancho Santa Fe Rd Linda Vista Drive S.Rancho Santa Fe Rd Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | #06 ITM-21-012-06R
South Rancho Santa Fe Road & Linda Vista Drive LLG Ref. 3-20-3279 Westbound Northbound Eastbound
San Marcos-Upham Pacific
S.Rancho Santa Fe Rd
Southbound
Linda Vista Drive
Southbound
Westbound
Linda Vista Drive
Northbound
S.Rancho Santa Fe Rd
Eastbound
Linda Vista Drive
07:30 to 08:30
16:00 to 17:00

Location: File Name:

Intersection: Project:

Date of Count:

B-Left B-Thru B-Right B-Left B-T hru B-Right B-Left B-Thru B-Ri ght B-Left B-Thru B-Right Bicycle 7 : 0 0 000 000 000 000 0
7 : 1 5 000 000 000 000 0
7 : 3 0 000 000 000 000 0
7 : 4 5 000 000 000 000 0
8 : 0 0 000 000 000 000 0
8 : 1 5 000 000 000 000 0
8 : 3 0 000 000 000 000 0
8 : 4 5 000 000 000 000 0
Ped Total
B i k e T o t a l 000 000 000 000 0
B-Left B-Thru B-Right B-Left B-T hru B-Right B-Left B-Thru B-Ri ght B-Left B-Thru B-Right Bicycle 1 6 : 0 0 000 000 000 000 0
1 6 : 1 5 000 000 000 000 0
1 6 : 3 0 000 000 000 000 0
1 6 : 4 5 000 000 000 000 0
1 7 : 0 0 000 000 000 000 0
1 7 : 1 5 000 000 000 000 0
1 7 : 3 0 000 000 010 000 1
1 7 : 4 5 000 200 000 000 2
Ped Total
B i k e T o t a l 000 200 010 000 3
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | ,,QWHUVHFWLRQ7XUQLQJ0RYHPHQW%LF\FOH 3HGHVWULDQ&RXQW 1 0 0 3
0 0 0
378
PM
S.Rancho Santa Fe Rd Linda Vista Drive S.Rancho Santa Fe Rd Linda Vista Drive 0 0 3 2
0 1 2 2
0 0 0 1
0 TotalsSouthbound Westbound Northbound
0 0
0 2 4 16
0 0
00 22
0 0
0 Eastbound
0 0
3 1
0 9
3 Linda Vista Drive
Eastbound
Ped
0 0
5 Totals
0 Ped
0 5
54 5
2 Ped
0 0
Ped
0 Linda Vista Drive
Southbound
1 1
0 0
0 0
S.Rancho Santa Fe Rd
0 S.Rancho Santa Fe Rd
Northbound
Ped
0 0
0 0
Westbound
Ped
4 3 0 1 8
Ped
3 0 2 2 7
AM
Tuesday, March 23, 2021 San Marcos-Upham Pacific
Ped Ped Ped
4 10 15
0 0 3 4 7
5 1
0 4
#06 ITM-21-012-06R
South Rancho Santa Fe Road & Linda Vista Drive LLG Ref. 3-20-3279 5 Location: File Name:

Intersection: Project:

Date of Count:

Linda Vista Drive 4 / 10
S.Rancho Santa Fe Rd
AM: 68 557 138 0
PM: 79 948 263 1
S.Rancho Santa Fe Rd
AM: 0 207 849 58
PM: 0 112 677 67
0 / 8 Linda Vista Drive
16 / 15
PM: 277 369 53 0
AM: 86 68 64 0 Time Period
AM = 07:30 to 08:30
PM = 16:00 to 17:00
2 / 4
AM: 155 166 60 0
PM: 167 107 58 2
,,QWHUVHFWLRQQ7XUQLQJJ0RYHPHQWW3HDNN+RXUU6XPPDU\ #06 ITM-21-012-06R
South Rancho Santa Fe Road & Linda Vista Drive LLG Ref. 3-20-3279 Tuesday, March 23, 2021 San Marcos-Upham Pacific
N
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | N

Location: File Name:

Intersection: Project:

Date of Count:

Left Thru Right Left Thru Right Left T hru Right Left Thru Right Total 7:00 3 10 20 3 53 0 1 2 5 9 27 5 138
7:15 0 9 20 4 45 3 3 2 1 6 22 6 121
7:30 1 4 14 4 42 5 2 2 3 4 36 5 122
7:45 3 16 34 8 63 2 2 4 0 12 42 2 188
8:00 4 14 22 6 54 7 4 10 2 16 43 2 184
8:15 1 8 9 3 84 3 7 5 2 15 39 5 181
8:30 0 7 19 2 50 4 4 1 3 12 28 5 135
8:45 3 6 19 2 37 5 1 4 2 13 45 5 142
Total 15 74 157 32 428 29 24 30 18 87 282 35 1211
Approach% 6.1 30.1 63.8 6.5 87.5 5 .9 33.3 41.7 25.0 21.5 69.8 8.7 Total% 1.2 6.1 13.0 2.6 35.3 2.4 2.0 2.5 1.5 7.2 23.3 2.9 AM Intersection Peak Hour:

Volume 8 45 84 19 251 16 17 20 7 55 152 14 688 Approach% 5.8 32.8 61.3 6.6 87.8 5.6 38.6 45.5 15.9 24.9 68.8 6.3 Total% 1.2 6.5 12.2 2.8 36.5 2.3 2.5 2.9 1.0 8.0 22.1 2.0 PHF 0.65 0.79 0.69 0.91 0.93
Left Thru Right Left Thru Right Left T hru Right Left Thru Right Total 16:00 2 14 16 8 48 3 8 10 5 35 144 9 302
16:15 4 3 12 4 49 4 7 14 8 35 131 3 274
16:30 3 6 20 3 55 5 4 15 5 43 128 11 298
16:45 3 7 16 7 61 3 12 7 9 35 106 11 277
17:00 3 12 20 1 53 5 2 15 5 39 103 9 267
17:15 4 9 26 4 54 5 7 12 7 33 97 5 263
17:30 2 10 19 1 47 3 9 17 5 33 86 9 241
17:45 2 11 15 6 42 2 11 10 6 23 58 15 201
Total 23 72 144 34 409 30 60 100 50 276 853 72 2123
Approach% 9.6 30.1 60.3 7.2 86.5 6 .3 28.6 47.6 23.8 23.0 71.0 6.0 Total% 1.1 3.4 6.8 1.6 19.3 1.4 2.8 4.7 2.4 13.0 40.2 3.4 PM Intersection Peak Hour:

Volume 12 30 64 22 213 15 31 46 27 148 509 34 1,151 Approach% 11.3 28.3 60.4 8.8 85.2 6.0 29.8 44.2 26.0 21.4 73.7 4.9 Total% 1.0 2.6 5.6 1.9 18.5 1.3 2.7 4.0 2.3 12.9 44.2 3.0 PHF 0.83 0.88 0.90 0.92 0.95
16:00 to 17:00
#07 ITM-21-012-07
South Pacific Street & Linda Vista Drive LLG Ref. 3-20-3279 Westbound Northbound Eastbound
San Marcos-Upham Pacific
S. Pacific Street
Southbound
Linda Vista Drive
Southbound
Westbound
Linda Vista Drive
Northbound
S. Pacific Street
Eastbound
Linda Vista Drive
07:45 to 08:45
AM
Tuesday, March 23, 2021
PM
S. Pacific Street Linda Vista Drive S. Pacific Street
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | ,,QWHUVHFWLRQ7XUQLQJ0RYHPHQW3HDN+RXU9HKLFOH&RXQW

Location: File Name:

Intersection: Project:

Date of Count:

B-Left B-Thru B-Right B-Left B-T hru B-Right B-Left B-Thru B-Ri ght B-Left B-Thru B-Right Bicycle 7 : 0 0 000 000 000 000 0
7 : 1 5 000 000 000 000 0
7 : 3 0 000 000 000 000 0
7 : 4 5 000 000 000 000 0
8 : 0 0 000 000 000 000 0
8 : 1 5 000 000 000 000 0
8 : 3 0 000 000 000 000 0
8 : 4 5 000 000 000 000 0
Ped Total
B i k e T o t a l 000 000 000 000 0
B-Left B-Thru B-Right B-Left B-T hru B-Right B-Left B-Thru B-Ri ght B-Left B-Thru B-Right Bicycle 1 6 : 0 0 000 000 000 000 0
1 6 : 1 5 000 000 001 001 2
1 6 : 3 0 000 000 000 001 1
1 6 : 4 5 000 000 100 000 1
1 7 : 0 0 000 000 000 000 0
1 7 : 1 5 000 000 000 000 0
1 7 : 3 0 000 000 000 000 0
1 7 : 4 5 001 000 000 000 1
Ped Total
B i k e T o t a l 001 000 101 002 5
1 7 1
0 1 0 0 1
0 1
3 5
#07 ITM-21-012-07
South Pacific Street & Linda Vista Drive LLG Ref. 3-20-3279 0 0 0 0 0 0
Ped
0 0 0 0 0
AM
Tuesday, March 23, 2021 San Marcos-Upham Pacific
Ped Ped Ped Ped
0 0
Ped
0 Linda Vista Drive
Southbound
0 0
0 0
0 0
S. Pacific Street
0 S. Pacific Street
Northbound
Ped
0 0
1 0
Westbound
Ped
0 0
0 0
0 0
0 Linda Vista Drive
Eastbound
Ped
0 0
0 Totals
0 Ped
0 1
11 0
0 TotalsSouthbound Westbound Northbound
0 0
0 0 1 1
0 0
00 2
0 0
0 Eastbound
1 PM
S. Pacific Street Linda Vista Drive S. Pacific Street Linda Vista Drive 0 0 0 0
0 0 0 0
0 0 1 0
0 1 0 3 1
0 3 0
10 ,,QWHUVHFWLRQ7XUQLQJ0RYHPHQW%LF\FOH 3HGHVWULDQ&RXQW Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 |

Location: File Name:

Intersection: Project:

Date of Count:

Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | South Pacific Street & Linda Vista Drive LLG Ref. 3-20-3279 Tuesday, March 23, 2021 San Marcos-Upham Pacific
N
,,QWHUVHFWLRQQ7XUQLQJJ0RYHPHQWW3HDNN+RXUU6XPPDU\ #07 ITM-21-012-07
1 / 1
PM: 148 509 34 2
AM: 55 152 14 0 Time Period
AM = 07:45 to 08:45
PM = 16:00 to 17:00
0 / 1
AM: 19 251 16 0
PM: 22 213 15 0
S. Pacific Street
AM: 0 84 45 8
PM: 1 64 30 12
0 / 1 Linda Vista Drive
Linda Vista Drive 1 / 7
S. Pacific Street
AM: 17 20 7 0
PM: 31 46 27 2
N

Location: File Name:

Intersection: Project:

Date of Count:

Left Thru Right Left Thru Right Left T hru Right Left Thru Right Total 7:00 2 59 39 0 13 1 4 21 1 14 14 5 173
7:15 5 63 35 2 17 3 4 27 1 12 12 5 186
7:30 7 60 37 2 15 2 3 25 1 20 17 2 191
7:45 14 62 46 1 29 6 9 33 1 19 25 5 250
8:00 5 62 39 1 24 6 4 23 1 19 26 13 223
8:15 10 49 50 2 20 5 20 26 2 23 25 5 237
8:30 6 50 41 1 21 3 9 37 3 16 19 3 209
8:45 5 36 18 2 12 9 3 33 1 17 19 6 161
Total 54 441 305 11 151 35 56 225 11 140 157 44 1630
Approach% 6.8 55.1 38.1 5.6 76.6 17.8 19.2 77.1 3.8 41.1 46.0 12.9 Total% 3.3 27.1 18.7 0.7 9.3 2.1 3.4 13.8 0.7 8.6 9.6 2.7 AM Intersection Peak Hour:

Volume 35 223 176 5 94 20 42 119 7 77 95 26 919 Approach% 8.1 51.4 40.6 4.2 79.0 16.8 25.0 70.8 4.2 38.9 48.0 13.1 Total% 3.8 24.3 19.2 0.5 10.2 2.2 4.6 12.9 0.8 8.4 10.3 2.8 PHF 0.89 0.83 0.86 0.85 0.92
Left Thru Right Left Thru Right Left T hru Right Left Thru Right Total 16:00 8 60 32 2 18 9 8 62 1 61 80 11 352
16:15 6 63 20 1 21 14 10 46 1 59 78 9 328
16:30 6 92 31 0 21 14 6 68 5 51 82 13 389
16:45 7 63 36 3 28 13 9 64 1 51 57 10 342
17:00 7 76 28 2 23 17 7 70 0 56 45 9 340
17:15 11 84 26 3 27 16 8 67 1 51 58 12 364
17:30 9 55 29 0 18 13 7 61 3 44 40 7 286
17:45 12 76 25 4 18 9 7 59 1 26 40 6 283
Total 66 569 227 15 174 105 62 497 13 399 480 77 2684
Approach% 7.7 66.0 26.3 5.1 59.2 35.7 10.8 86.9 2.3 41.7 50.2 8.1 Total% 2.5 21.2 8.5 0.6 6.5 3.9 2.3 18.5 0.5 14.9 17.9 2.9 PM Intersection Peak Hour:

Volume 31 315 121 8 99 60 30 269 7 209 242 44 1,435 Approach% 6.6 67.5 25.9 4.8 59.3 35.9 9.8 87.9 2.3 42.2 48.9 8.9 Total% 2.2 22.0 8.4 0.6 6.9 4.2 2.1 18.7 0.5 14.6 16.9 3.1 PHF 0.91 0.91 0.97 0.85 0.92
,,QWHUVHFWLRQ7XUQLQJ0RYHPHQW3HDN+RXU9HKLFOH&RXQW AM
Tuesday, March 23, 2021
PM
S. Las Posas Road Linda Vista Drive S. Las Posas Road
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | #08 ITM-21-012-08
South Las Posas Road & Linda Vista Drive LLG Ref. 3-20-3279 Westbound Northbound Eastbound
San Marcos-Upham Pacific
S. Las Posas Road
Southbound
Linda Vista Drive
Southbound
Westbound
Linda Vista Drive
Northbound
S. Las Posas Road
Eastbound
Linda Vista Drive
07:45 to 08:45
16:30 to 17:30

Location: File Name:

Intersection: Project:

Date of Count:

B-Left B-Thru B-Right B-Left B-T hru B-Right B-Left B-Thru B-Ri ght B-Left B-Thru B-Right Bicycle 7 : 0 0 000 000 000 000 0
7 : 1 5 000 000 000 000 0
7 : 3 0 100 000 000 000 1
7 : 4 5 000 000 000 000 0
8 : 0 0 010 000 010 000 2
8 : 1 5 000 000 010 000 1
8 : 3 0 000 000 000 000 0
8 : 4 5 000 000 000 000 0
Ped Total
B i k e T o t a l 110 000 020 000 4
B-Left B-Thru B-Right B-Left B-T hru B-Right B-Left B-Thru B-Ri ght B-Left B-Thru B-Right Bicycle 1 6 : 0 0 000 000 000 000 0
1 6 : 1 5 010 000 010 000 2
1 6 : 3 0 000 000 000 000 0
1 6 : 4 5 000 000 000 000 0
1 7 : 0 0 010 000 000 000 1
1 7 : 1 5 000 000 010 000 1
1 7 : 3 0 000 000 000 000 0
1 7 : 4 5 000 000 000 000 0
Ped Total
B i k e T o t a l 020 000 020 000 4
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | ,,QWHUVHFWLRQ7XUQLQJ0RYHPHQW%LF\FOH 3HGHVWULDQ&RXQW 0 0 0 0
0 1 0
83 PM
S. Las Posas Road Linda Vista Drive S. Las Posas Road Linda Vista Drive 0 0 0 0
1 0 0 0
1 2 0 0
0 TotalsSouthbound Westbound Northbound
0 2
0 2 1 3
0 0
00 6
1 0
1 Eastbound
0 0
0 0
0 0
1 Linda Vista Drive
Eastbound
Ped
2 1
0 Totals
2 Ped
1 0
00 0
0 Ped
0 0
Ped
0 Linda Vista Drive
Southbound
0 0
0 1
0 0
S. Las Posas Road
0 S. Las Posas Road
Northbound
Ped
0 0
0 0
Westbound
Ped
1 0 0 1 2
Ped
0 0 0 0 0
AM
Tuesday, March 23, 2021 San Marcos-Upham Pacific
Ped Ped Ped
2 2 1
0 0 1 0 1
1 3
1 0
#08 ITM-21-012-08
South Las Posas Road & Linda Vista Drive LLG Ref. 3-20-3279 0 Location: File Name:

Intersection: Project:

Date of Count:

Linda Vista Drive 1 / 2
S. Las Posas Road
AM: 42 119 7 2
PM: 30 269 7 2
S. Las Posas Road
AM: 2 176 223 35
PM: 2 121 315 31
0 / 3 Linda Vista Drive
3 / 1
PM: 209 242 44 0
AM: 77 95 26 0 Time Period
AM = 07:45 to 08:45
PM = 16:30 to 17:30
2 / 2
AM: 5 94 20 0
PM: 8 99 60 0
,,QWHUVHFWLRQQ7XUQLQJJ0RYHPHQWW3HDNN+RXUU6XPPDU\ #08 ITM-21-012-08
South Las Posas Road & Linda Vista Drive LLG Ref. 3-20-3279 Tuesday, March 23, 2021 San Marcos-Upham Pacific
N
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | N

Location: File Name:

Intersection: Project:

Date of Count:

Left Thru Right Left Thru Right Left T hru Right Left Thru Right Total 7:00 8 1 3 0 321 5 0 0 0 2 149 0 489
7:15 2 0 6 0 364 6 0 0 0 3 163 0 544
7:30 4 0 0 0 342 2 0 0 0 5 175 0 528
7:45 5 0 1 0 318 14 0 0 0 7 206 0 551
8:00 5 1 2 0 325 5 0 0 0 5 144 0 487
8:15 1 0 1 0 298 10 0 0 0 4 182 1 497
8:30 1 0 3 0 249 5 0 0 0 3 213 0 474
8:45 4 0 7 0 266 5 0 0 0 3 167 1 453
Total 30 2 23 0 2483 52 0 0 0 32 1399 2 4023
Approach% 54.5 3.6 41.8 - 97.9 2.1 - - - 2.2 97.6 0.1
Total% 0.7 0.0 0.6 - 61.7 1.3 - - - 0.8 34.8 0.0
AM Intersection Peak Hour:

Volume 19 1 10 - 1,345 27 - - - 17 693 - 2,112 Approach% 63.3 3.3 33.3 - 98.0 2.0 - - - 2.4 97.6 - Total% 0.9 0.0 0.5 - 63.7 1.3 - - - 0.8 32.8 - PHF 0.63 0.93 #DIV/0! 0.83 0.96
Left Thru Right Left Thru Right Left T hru Right Left Thru Right Total 16:00 17 0 9 0 232 4 0 0 0 1 301 1 565
16:15 11 0 3 0 243 9 0 0 0 12 308 2 588
16:30 6 1 8 0 242 8 0 0 0 11 293 0 569
16:45 8 1 3 0 257 11 0 0 0 11 302 0 593
17:00 11 1 3 0 240 13 0 0 0 7 309 1 585
17:15 10 0 4 0 258 9 0 0 0 15 293 0 589
17:30 6 3 6 0 265 4 0 0 0 9 280 3 576
17:45 5 1 6 0 265 4 0 0 0 9 283 0 573
Total 74 7 42 0 2002 62 0 0 0 75 2369 7 4638
Approach% 60.2 5.7 34.1 - 97.0 3.0 - - - 3.1 96.7 0.3
Total% 1.6 0.2 0.9 - 43.2 1.3 - - - 1.6 51.1 0.2
PM Intersection Peak Hour:

Volume 35 5 16 - 1,020 37 - - - 42 1,184 4 2,343 Approach% 62.5 8.9 28.6 - 96.5 3.5 - - - 3.4 96.3 0.3 Total% 1.5 0.2 0.7 - 43.5 1.6 - - - 1.8 50.5 0.2 PHF 0.93 0.98 #DIV/0! 0.97 0.99
16:45 to 17:45
#09 ITM-21-012-09
South Pacific Street & West San Marcos Boulevard LLG Ref. 3-20-3279 Westbound Northbound Eastbound
San Marcos-Upham Pacific
S. Pacific Street
Southbound
W. San Marcos Blvd
Southbound
Westbound
W. San Marcos Blvd
Northbound
S. Pacific Street
Eastbound
W. San Marcos Blvd
07:00 to 08:00
AM
Tuesday, March 23, 2021
PM
S. Pacific Street W. San Marcos Blvd S. Pacific Street
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | ,,QWHUVHFWLRQ7XUQLQJ0RYHPHQW3HDN+RXU9HKLFOH&RXQW

Location: File Name:

Intersection: Project:

Date of Count:

B-Left B-Thru B-Right B-Left B-T hru B-Right B-Left B-Thru B-Ri ght B-Left B-Thru B-Right Bicycle 7 : 0 0 000 000 000 000 0
7 : 1 5 000 000 000 010 1
7 : 3 0 000 010 000 000 1
7 : 4 5 000 000 000 000 0
8 : 0 0 000 010 000 010 2
8 : 1 5 000 000 000 000 0
8 : 3 0 000 000 000 000 0
8 : 4 5 000 000 000 000 0
Ped Total
B i k e T o t a l 000 020 000 020 4
B-Left B-Thru B-Right B-Left B-T hru B-Right B-Left B-Thru B-Ri ght B-Left B-Thru B-Right Bicycle 1 6 : 0 0 000 000 000 000 0
1 6 : 1 5 000 000 000 000 0
1 6 : 3 0 000 010 000 010 2
1 6 : 4 5 000 010 000 000 1
1 7 : 0 0 000 000 000 000 0
1 7 : 1 5 000 000 000 000 0
1 7 : 3 0 000 000 000 000 0
1 7 : 4 5 000 000 000 000 0
Ped Total
B i k e T o t a l 000 020 000 010 3
0 1 2
0 0 0 0 0
1 2
2 0
#09 ITM-21-012-09
South Pacific Street & West San Marcos Boulevard LLG Ref. 3-20-3279 1 0 0 0 0 0
Ped
1 0 0 1 2
AM
Tuesday, March 23, 2021 San Marcos-Upham Pacific
Ped Ped Ped Ped
0 0
Ped
3 W. San Marcos Blvd
Southbound
0 0
1 0
1 0
S. Pacific Street
0 S. Pacific Street
Northbound
Ped
1 0
0 0
Westbound
Ped
0 0
0 1
0 1
1 W. San Marcos Blvd
Eastbound
Ped
0 0
1 Totals
1 Ped
1 1
00 0
0 TotalsSouthbound Westbound Northbound
0 4
5 0 2 2
0 1
00 9
0 0
0 Eastbound
5 PM
S. Pacific Street W. San Marcos Blvd S. Pacific Street W. San Marcos Blvd 1 0 0 0
1 0 0 0
2 0 0 0
0 0 0 0 0
0 1 1
8 ,,QWHUVHFWLRQ7XUQLQJ0RYHPHQW%LF\FOH 3HGHVWULDQ&RXQW Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 |

Location: File Name:

Intersection: Project:

Date of Count:

Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | South Pacific Street & West San Marcos Boulevard LLG Ref. 3-20-3279 Tuesday, March 23, 2021 San Marcos-Upham Pacific
N
,,QWHUVHFWLRQQ7XUQLQJJ0RYHPHQWW3HDNN+RXUU6XPPDU\ #09 ITM-21-012-09
2 / 2
PM: 42 1184 4 1
AM: 17 693 0 2 Time Period
AM = 07:00 to 08:00
PM = 16:45 to 17:45
0 / 0
AM: 0 1345 27 2
PM: 0 1020 37 2
S. Pacific Street
AM: 0 10 1 19
PM: 0 16 5 35
5 / 5 W. San Marcos Blvd
W. San Marcos Blvd 2 / 1
S. Pacific Street
AM: 0 0 0 0
PM: 0 0 0 0
N

Location: File Name:

Intersection: Project:

Date of Count:

Left Thru Right Left Thru Right Left T hru Right Left Thru Right Total 7:00 4 5 42 3 308 16 5 1 2 15 130 0 531
7:15 6 4 52 6 297 10 5 3 2 18 140 6 549
7:30 3 8 46 4 298 8 3 5 2 22 157 6 562
7:45 3 4 59 4 250 8 6 4 3 26 166 8 541
8:00 7 9 51 4 311 7 4 1 4 19 133 2 552
8:15 8 2 31 2 232 13 2 4 5 27 157 5 488
8:30 11 3 41 8 226 14 2 2 3 25 176 3 514
8:45 7 7 35 8 218 11 4 2 1 21 151 1 466
Total 49 42 357 39 2140 87 31 22 22 173 1210 31 4203
Approach% 10.9 9.4 79.7 1.7 94.4 3 .8 41.3 29.3 29.3 12.2 85.6 2.2 Total% 1.2 1.0 8.5 0.9 50.9 2.1 0.7 0.5 0.5 4.1 28.8 0.7 AM Intersection Peak Hour:

Volume 19 25 208 18 1,156 33 18 13 11 85 596 22 2,204 Approach% 7.5 9.9 82.5 1.5 95.8 2.7 42.9 31.0 26.2 12.1 84.8 3.1 Total% 0.9 1.1 9.4 0.8 52.5 1.5 0.8 0.6 0.5 3.9 27.0 1.0 PHF 0.94 0.94 0.81 0.88 0.98
Left Thru Right Left Thru Right Left T hru Right Left Thru Right Total 16:00 14 3 46 4 187 12 2 1 7 46 252 3 577
16:15 20 7 48 9 206 10 4 2 1 43 253 4 607
16:30 26 8 59 7 198 15 9 2 5 33 266 4 632
16:45 16 2 52 6 186 24 2 5 3 39 249 3 587
17:00 9 6 56 5 202 20 2 7 4 37 265 8 621
17:15 16 9 71 5 205 29 2 1 3 39 249 8 637
17:30 12 1 45 6 213 13 4 4 0 41 256 3 598
17:45 12 3 62 8 197 12 3 1 1 54 229 4 586
Total 125 39 439 50 1594 135 28 23 24 332 2019 37 4845
Approach% 20.7 6.5 72.8 2.8 89.6 7 .6 37.3 30.7 32.0 13.9 84.5 1.5 Total% 2.6 0.8 9.1 1.0 32.9 2.8 0.6 0.5 0.5 6.9 41.7 0.8 PM Intersection Peak Hour:

Volume 67 25 238 23 791 88 15 15 15 148 1,029 23 2,477 Approach% 20.3 7.6 72.1 2.5 87.7 9.8 33.3 33.3 33.3 12.3 85.8 1.9 Total% 2.7 1.0 9.6 0.9 31.9 3.6 0.6 0.6 0.6 6.0 41.5 0.9 PHF 0.86 0.94 0.70 0.97 0.97
16:30 to 17:30
#10 ITM-21-012-10
South Las Posas Rd / McMahr Rd & West San Marcos Blvd LLG Ref. 3-20-3279 Westbound Northbound Eastbound
San Marcos-Upham Pacific
S.Las Posas Road
Southbound
W. San Marcos Blvd
Southbound
Westbound
W. San Marcos Blvd
Northbound
McMahr Road
Eastbound
W. San Marcos Blvd
07:15 to 08:15
AM
Tuesday, March 23, 2021
PM
S.Las Posas Road W. San Marcos Blvd McMahr Road
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | ,,QWHUVHFWLRQ7XUQLQJ0RYHPHQW3HDN+RXU9HKLFOH&RXQW

Location: File Name:

Intersection: Project:

Date of Count:

B-Left B-Thru B-Right B-Left B-T hru B-Right B-Left B-Thru B-Ri ght B-Left B-Thru B-Right Bicycle 7 : 0 0 000 000 000 000 0
7 : 1 5 000 000 000 000 0
7 : 3 0 000 000 000 000 0
7 : 4 5 000 000 000 000 0
8 : 0 0 000 000 020 000 2
8 : 1 5 000 000 000 000 0
8 : 3 0 000 000 000 000 0
8 : 4 5 000 000 000 000 0
Ped Total
B i k e T o t a l 000 000 020 000 2
B-Left B-Thru B-Right B-Left B-T hru B-Right B-Left B-Thru B-Ri ght B-Left B-Thru B-Right Bicycle 1 6 : 0 0 000 000 000 000 0
1 6 : 1 5 010 000 000 020 3
1 6 : 3 0 000 000 000 000 0
1 6 : 4 5 000 000 000 000 0
1 7 : 0 0 000 000 000 000 0
1 7 : 1 5 000 000 000 000 0
1 7 : 3 0 000 000 000 000 0
1 7 : 4 5 000 000 000 000 0
Ped Total
B i k e T o t a l 010 000 000 020 3
0 1 2
0 0 0 0 0
0 1
2 2
#10 ITM-21-012-10
South Las Posas Rd / McMahr Rd & West San Marcos Blvd LLG Ref. 3-20-3279 4 0 0 0 0 0
Ped
0 0 1 0 1
AM
Tuesday, March 23, 2021 San Marcos-Upham Pacific
Ped Ped Ped Ped
0 0
Ped
3 W. San Marcos Blvd
Southbound
0 0
0 0
0 1
S.Las Posas Road
0 McMahr Road
Northbound
Ped
0 0
0 0
Westbound
Ped
0 0
0 0
0 0
1 W. San Marcos Blvd
Eastbound
Ped
2 0
0 Totals
2 Ped
0 0
00 0
0 TotalsSouthbound Westbound Northbound
1 3
4 0 1 2
0 0
00 7
0 1
0 Eastbound
7 PM
S.Las Posas Road W. San Marcos Blvd McMahr Road W. San Marcos Blvd 2 0 0 2
0 0 0 0
1 0 0 0
2 2 0 0 0
0 0 0
10 ,,QWHUVHFWLRQ7XUQLQJ0RYHPHQW%LF\FOH 3HGHVWULDQ&RXQW Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 |

Location: File Name:

Intersection: Project:

Date of Count:

Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | South Las Posas Rd / McMahr Rd & West San Marcos Blvd LLG Ref. 3-20-3279 Tuesday, March 23, 2021 San Marcos-Upham Pacific
N
,,QWHUVHFWLRQQ7XUQLQJJ0RYHPHQWW3HDNN+RXUU6XPPDU\ #10 ITM-21-012-10
2 / 2
PM: 148 1029 23 2
AM: 85 596 22 0 Time Period
AM = 07:15 to 08:15
PM = 16:30 to 17:30
0 / 0
AM: 18 1156 33 0
PM: 23 791 88 0
S.Las Posas Road
AM: 0 208 25 19
PM: 1 238 25 67
4 / 7 W. San Marcos Blvd
W. San Marcos Blvd 1 / 1
McMahr Road
AM: 18 13 11 2
PM: 15 15 15 0
N

Location: #A Las Posas Road, between Descanso Avenue and SR-78 WB Ramps Date: Thursday, March 25, 2021 Total Daily Volume: Description: Total Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 144 100 109 130 251 515 1017 1573 1673 1462 1459 1626 1826 1825 1940 2232 2306 2264 1669 1143 853 552 384 265 48 26 26 28 75 67 206 313 419 358 357 379 454 451 442 515 546 557 486 344 241 143 93 78 27 24 30 26 43 103 222 367 425 401 333 381 469 437 500 566 566 571 439 296 227 163 100 81 43 24 23 34 56 156 249 445 400 317 390 429 452 468 423 580 593 593 390 252 209 129 87 55 26 26 30 42 77 189 340 448 429 386 379 437 451 469 575 571 601 543 354 251 176 117 104 51 Date: Thursday, March 25, 2021 Total Daily Volume: Description: Northbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 97 43 62 78 126 172 368 560 652 546 683 740 898 921 1034 1237 1365 1346 950 645 499 350 216 155 33 13 19 16 50 24 84 118 152 134 159 165 199 231 240 295 325 317 279 191 145 102 46 54 21 10 16 15 21 43 73 125 160 135 156 178 242 222 239 303 325 344 260 158 129 95 58 37 25 5 11 20 21 44 84 158 173 132 186 194 226 234 222 327 346 375 229 142 119 86 49 32 18 15 16 27 34 61 127 159 167 145 182 203 231 234 333 312 369 310 182 154 106 67 63 32 Date: Thursday, March 25, 2021 Total Daily Volume: Description: Southbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 47 57 47 52 125 343 649 1013 1021 916 776 886 928 904 906 995 941 918 719 498 354 202 168 110 15 13 7 12 25 43 122 195 267 224 198 214 255 220 202 220 221 240 207 153 96 41 47 24 6 14 14 11 22 60 149 242 265 266 177 203 227 215 261 263 241 227 179 138 98 68 42 44 18 19 12 14 35 112 165 287 227 185 204 235 226 234 201 253 247 218 161 110 90 43 38 23 8 11 14 15 43 128 213 289 262 241 197 234 220 235 242 259 232 233 172 97 70 50 41 19 13575
Report Generated by "Count Data" all rights reserved
Linscott, Law & Greenspan, Engineers
4542 Ruffner Street, Suite 100, San Diego, CA 92111
Average Daily Traffic
27318
13743
Location: #B Las Posas Road, between SR-78 WB Ramps and Grand Avenue Date: Thursday, March 25, 2021 Total Daily Volume: Description: Total Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 133 84 112 134 264 619 1128 1726 1851 1507 1729 1988 2239 2198 2379 2614 2688 2445 1786 1270 906 587 372 255 40 18 29 24 60 85 211 350 467 359 356 457 570 548 537 638 663 648 498 398 262 173 97 79 26 18 35 26 51 131 259 379 480 409 401 508 544 521 624 654 652 617 501 322 232 164 91 65 32 24 26 46 61 168 291 480 462 338 502 467 547 582 577 672 692 611 405 283 228 138 88 68 35 24 22 38 92 235 367 517 442 401 470 556 578 547 641 650 681 569 382 267 184 112 96 43 Date: Thursday, March 25, 2021 Total Daily Volume: Description: Northbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 89 33 45 76 97 111 331 564 679 617 815 990 1139 1175 1357 1588 1763 1562 1098 758 565 384 247 164 29 9 13 15 38 16 63 113 156 159 152 228 269 304 284 397 435 429 326 239 174 120 68 51 22 6 9 12 18 28 88 123 176 152 179 277 290 285 330 400 410 409 319 190 136 103 61 41 20 8 13 28 16 26 85 158 179 147 252 232 282 306 343 429 464 398 240 161 137 92 56 46 18 10 10 21 25 41 95 170 168 159 232 253 298 280 400 362 454 326 213 168 118 69 62 26 Date: Thursday, March 25, 2021 Total Daily Volume: Description: Southbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 44 51 67 58 167 508 797 1162 1172 890 914 998 1100 1023 1022 1026 925 883 688 512 341 203 125 91 11 9 16 9 22 69 148 237 311 200 204 229 301 244 253 241 228 219 172 159 88 53 29 28 4 12 26 14 33 103 171 256 304 257 222 231 254 236 294 254 242 208 182 132 96 61 30 24 12 16 13 18 45 142 206 322 283 191 250 235 265 276 234 243 228 213 165 122 91 46 32 22 17 14 12 17 67 194 272 347 274 242 238 303 280 267 241 288 227 243 169 99 66 43 34 17 14767
Report Generated by "Count Data" all rights reserved
Linscott, Law & Greenspan, Engineers
4542 Ruffner Street, Suite 100, San Diego, CA 92111
Average Daily Traffic
31014
16247
Location: #C Las Posas Road, between Grand Avenue and La Miranda Drive Date: Thursday, March 25, 2021 Total Daily Volume: Description: Total Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 94 51 34 62 95 296 479 663 751 678 791 920 1045 987 1082 1151 1218 1014 834 599 466 368 241 156 35 9 11 10 18 44 90 123 191 170 178 228 298 237 266 279 281 286 235 183 110 121 54 40 17 13 10 10 13 70 110 177 185 179 194 236 238 253 287 300 322 250 221 169 135 98 54 33 20 14 8 22 36 83 117 185 190 147 213 221 259 256 247 270 297 239 189 134 112 87 66 57 22 15 5 20 28 99 162 178 185 182 206 235 250 241 282 302 318 239 189 113 109 62 67 26 Date: Thursday, March 25, 2021 Total Daily Volume: Description: Northbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 71 22 16 31 25 38 98 162 228 253 300 409 480 468 579 643 738 570 455 343 303 270 184 128 2 837883 2 1 2 8 5 4 6 8 6 2 1 0 5 1 3 3 1 1 0 1 3 2 1 6 7 1 7 0 1 7 9 1 3 4 1 0 6 6 4 9 0 4 2 31 1 585338 2 5 4 3 6 0 6 4 6 8 1 1 4 1 0 5 1 2 3 1 5 3 1 7 0 2 0 3 1 3 6 1 1 7 1 0 1 9 6 6 5 4 2 26 16 4 3 11 13 13 22 44 61 59 92 107 118 129 132 154 181 137 104 71 69 65 52 49 12 7 1 9 1 14 30 47 53 62 78 83 124 106 162 152 184 118 100 65 74 50 48 22 Date: Thursday, March 25, 2021 Total Daily Volume: Description: Southbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 23 29 18 31 70 258 381 501 523 425 491 511 565 519 503 508 480 444 379 256 163 98 57 28 7 6 4 2 10 41 69 95 137 102 116 123 165 127 134 112 111 107 101 77 46 31 12 9 2 5 5 7 10 62 85 134 125 115 126 122 133 130 134 130 119 114 104 68 39 33 12 7 4 10 5 11 23 70 95 141 129 88 121 114 141 127 115 116 116 102 85 63 43 22 14 8 10 8 4 11 27 85 132 131 132 120 128 152 126 135 120 150 134 121 89 48 35 12 19 4 7261
Report Generated by "Count Data" all rights reserved
Linscott, Law & Greenspan, Engineers
4542 Ruffner Street, Suite 100, San Diego, CA 92111
Average Daily Traffic
14075
6814
Location: #D Las Posas Road, between La Miranda Drive and Linda Vista Drive Date: Thursday, March 25, 2021 Total Daily Volume: Description: Total Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 80 52 27 52 81 194 394 580 647 607 666 696 791 793 863 940 922 788 655 445 383 294 213 138 28 10 10 10 17 31 69 108 159 158 157 196 198 187 221 244 209 201 187 143 90 101 42 37 15 13 8 9 14 38 90 154 159 171 138 154 179 203 221 232 231 201 172 121 112 77 47 32 16 15 7 18 31 52 109 152 176 136 183 165 217 205 179 233 230 199 151 106 82 60 64 47 21 14 2 15 19 73 126 166 153 142 188 181 197 198 242 231 252 187 145 75 99 56 60 22 Date: Thursday, March 25, 2021 Total Daily Volume: Description: Northbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 63 21 13 27 26 28 75 155 231 238 293 313 365 370 443 507 541 429 352 240 248 210 161 113 2 426892 1 2 2 9 5 1 6 0 6 9 9 6 8 5 8 8 1 0 6 1 3 7 1 2 8 1 1 4 1 0 0 7 8 4 8 7 3 3 3 28 1 585236 1 7 3 8 6 2 6 9 5 5 6 8 8 6 9 6 1 1 6 1 2 9 1 3 2 1 1 2 9 4 6 3 7 7 4 9 3 7 27 13 6 2 9 12 11 19 41 60 61 86 77 101 97 89 124 135 109 86 61 56 47 50 39 1 150829 2 7 4 7 5 8 4 8 8 3 7 2 9 3 8 9 1 3 2 1 1 7 1 4 6 9 4 7 2 3 8 6 7 4 1 4 1 19 Date: Thursday, March 25, 2021 Total Daily Volume: Description: Southbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 17 31 14 25 55 166 319 425 416 369 373 383 426 423 420 433 381 359 303 205 135 84 52 25 4 8 4 2 8 29 57 79 108 98 88 100 113 99 115 107 81 87 87 65 42 28 9 9 0 5 3 7 11 32 73 116 97 102 83 86 93 107 105 103 99 89 78 58 35 28 10 5 3 9 5 9 19 41 90 111 116 75 97 88 116 108 90 109 95 90 65 45 26 13 14 8 10 9 2 7 17 64 99 119 95 94 105 109 104 109 110 114 106 93 73 37 32 15 19 3 5839
Report Generated by "Count Data" all rights reserved
Linscott, Law & Greenspan, Engineers
4542 Ruffner Street, Suite 100, San Diego, CA 92111
Average Daily Traffic
11301
5462
Location: #E Las Posas Road, between Linda Vista Drive and San Marcos Boulevard Date: Thursday, March 25, 2021 Total Daily Volume: Description: Total Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 49 36 25 34 59 117 214 387 372 396 452 505 560 549 509 545 510 500 478 339 226 168 115 66 19 12 4 3 15 13 39 68 86 100 104 128 127 150 137 131 124 109 138 103 63 61 31 23 14 4 7 12 14 30 57 98 84 111 115 128 144 128 122 129 126 122 120 102 68 39 18 14 11 11 10 11 17 31 60 109 97 89 111 113 158 125 105 136 136 133 109 72 46 39 27 17 5 9 4 8 13 43 58 112 105 96 122 136 131 146 145 149 124 136 111 62 49 29 39 12 Date: Thursday, March 25, 2021 Total Daily Volume: Description: Northbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 6 6 3 3 7 31 60 125 150 157 209 216 264 243 222 238 253 242 229 151 70 27 7 7 230112 1 0 2 7 2 9 4 2 5 4 6 2 6 0 6 5 6 8 6 3 7 2 5 3 6 6 4 7 2 7 1 31 5 321007 1 3 2 8 3 7 3 6 4 7 5 1 6 9 6 4 5 5 6 3 5 5 6 1 6 4 4 1 2 351 1 0 1 1 2 4 12 14 31 40 44 51 47 77 52 41 53 65 67 56 38 9 6 2 1 1 0 1 0 2 10 23 39 44 35 57 56 58 62 58 59 61 61 43 25 11 3 3 0 Date: Thursday, March 25, 2021 Total Daily Volume: Description: Southbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 43 30 22 31 52 86 154 262 222 239 243 289 296 306 287 307 257 258 249 188 156 141 108 59 1 7 9 4 21 41 12 94 15 75 85 06 66 78 56 96 85 25 67 25 63 64 83 01 8 11 2 6 12 14 23 44 70 47 75 68 77 75 64 67 66 71 61 56 61 45 34 17 13 11 10 9 9 13 19 46 78 57 45 60 66 81 73 64 83 71 66 53 34 37 33 25 16 4 9 3 8 11 33 35 73 61 61 65 80 73 84 87 90 63 75 68 37 38 26 36 12 4285
Report Generated by "Count Data" all rights reserved
Linscott, Law & Greenspan, Engineers
4542 Ruffner Street, Suite 100, San Diego, CA 92111
Average Daily Traffic
7211
2926
Location: #F Pacific Street, between La Miranda Drive and Linda Vista Drive Date: Wednesday, March 24, 2021 Total Daily Volume: Description: Total Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 13 12 19 17 21 54 148 214 235 185 202 262 257 244 294 308 348 284 156 125 127 122 69 24 539336 3 0 5 1 6 1 4 5 5 3 5 9 6 8 4 8 5 7 6 3 1 1 1 9 1 4 2 3 5 3 1 3 2 2 3 7 1 1 5 6 2 10 20 53 60 50 46 63 55 53 67 78 78 90 35 31 30 33 23 4 4 3 2 6 10 20 43 49 66 49 47 76 62 72 89 91 84 58 43 38 34 28 13 4 3 5 3 2 6 18 55 61 48 41 56 64 72 71 81 76 75 45 36 21 32 29 10 9 Date: Wednesday, March 24, 2021 Total Daily Volume: Description: Northbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 12 11 10 9 10 9 37 68 84 85 102 122 115 122 161 167 249 163 89 64 89 106 61 20 4351205 1 9 2 4 2 2 2 9 3 0 3 7 2 7 2 4 3 5 8 7 6 0 2 7 2 0 1 4 2 8 2 1 5 1114034 1 8 1 8 2 0 2 7 2 9 1 9 2 2 3 1 4 3 5 5 4 5 1 8 1 3 2 0 2 7 1 9 4 422474 1 3 1 3 2 2 2 5 2 2 2 9 2 8 3 8 5 8 4 9 5 8 3 6 2 9 2 4 2 9 2 3 1 2 4 352012 1 5 1 8 2 0 1 8 2 4 3 4 3 1 3 5 4 8 4 0 4 9 2 2 1 57 2 6 2 89 7 Date: Wednesday, March 24, 2021 Total Daily Volume: Description: Southbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 1 1 9 8 11 45 111 146 151 100 100 140 142 122 133 141 99 121 67 61 38 16 8 4 104216 2 5 3 2 3 7 2 3 2 4 2 9 3 1 2 1 3 3 2 8 2 4 3 1 1 5 1 5 1 7422 004227 1 6 3 5 4 2 3 0 1 9 3 4 3 6 3 1 3 6 3 5 2 3 4 5 1 7 1 8 1 0640 0 1 0 2 3 16 30 36 44 24 25 47 34 34 31 42 26 22 14 14 5 5 1 0 0 0 1 2 5 16 40 43 28 23 32 30 41 36 33 36 26 23 21 14 6 1 1 2 1775
Report Generated by "Count Data" all rights reserved
Linscott, Law & Greenspan, Engineers
4542 Ruffner Street, Suite 100, San Diego, CA 92111
Average Daily Traffic
3740
1965
Location: # G Pacific Street, between Linda Vista Drive and San Marcos Boulevard Date: Wednesday, March 24, 2021 Total Daily Volume: Description: Total Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 119 42 33 38 22 49 74 108 115 109 91 201 198 147 167 172 177 127 123 87 392 405 297 188 42 10 12 7 8 15 24 15 27 28 23 49 58 30 36 46 56 37 36 29 19 116 89 66 34 9 4 12 1 4 11 31 24 22 21 48 43 33 42 41 44 33 26 18 111 108 76 39 20 13 7 10 4 19 14 15 38 28 21 58 44 48 50 43 43 34 32 22 131 87 73 43 23 10 10 9 9 11 25 47 26 31 26 46 53 36 39 42 34 23 29 18 131 94 59 40 Date: Wednesday, March 24, 2021 Total Daily Volume: Description: Northbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 116 39 30 33 9 13 25 28 50 51 40 111 102 84 87 94 102 72 69 49 363 390 287 181 4 2 91 2 6 7 41 1 11 41 21 22 72 81 62 12 73 42 82 01 9 9 1 1 18 7 63 32 9 2 10 0 0 3 11 11 8 8 32 24 15 17 26 25 14 11 13 104 103 72 38 2 0 1 1692554 1 7 1 48 3 1 2 5 3 4 2 8 2 2 2 1 2 0 2 0 1 1 1 2 3 8 4 7 1 42 22 10 10 8 0 4 6 12 8 17 12 21 25 19 21 19 22 10 18 6 127 92 57 38 Date: Wednesday, March 24, 2021 Total Daily Volume: Description: Southbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 3 3 3 5 13 36 49 80 65 58 51 90 96 63 80 78 75 55 54 38 29 15 10 7 0 1 0 1 1 11 13 14 13 16 11 22 30 14 15 19 22 9 16 10 10 5 2 3 2022148 2 0 1 3 1 4 1 3 1 6 1 9 1 8 2 5 1 5 1 9 1 9 1 557541 0 2 1 1 21 4 91 12 11 41 32 71 91 42 22 12 21 41 21 1 8 3 2 1 100197 1 9 3 5 1 8 1 4 1 4 2 5 2 8 1 7 1 8 2 3 1 2 1 3 1 1 1 24222 1056
Report Generated by "Count Data" all rights reserved
Linscott, Law & Greenspan, Engineers
4542 Ruffner Street, Suite 100, San Diego, CA 92111
Average Daily Traffic
3481
2425
Location: #H La Miranda Drive, between Pacific Street and Las Posas Road Date: Wednesday, March 24, 2021 Total Daily Volume: Description: Total Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 7 3 5 8 8 75 97 130 148 119 136 183 215 164 211 259 268 262 115 146 79 73 30 14 4 1 0 1 0 10 20 42 37 22 32 49 48 16 47 51 76 77 32 33 19 19 11 4 0 1 2 0 3 13 23 17 47 33 32 44 55 40 37 60 76 98 26 58 22 36 11 7 2 0 2 5 0 22 22 23 36 27 28 49 57 45 68 63 64 50 36 31 19 15 5 1 1 1 1 2 5 30 32 48 28 37 44 41 55 63 59 85 52 37 21 24 19 3 3 2 Date: Wednesday, March 24, 2021 Total Daily Volume: Description: Eastbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 6 2 3 4 3 24 46 62 51 55 55 80 90 101 91 148 179 149 56 71 40 52 23 11 410104 1 2 3 0 1 7 1 2 1 9 1 9 1 9 2 5 2 4 3 1 5 3 3 7 2 1 1 39 1 09 4 000014 1 47 1 798 1 6 2 4 2 7 1 2 3 2 5 5 6 88 3 4 1 1 2 88 5 202205 1 259 1 3 1 0 2 1 2 4 1 9 2 6 3 7 4 2 3 0 2 1 1 99 1 14 1 0 1 1 1 2 11 8 20 8 21 18 24 23 30 29 48 29 14 6 5 11 3 2 1 Date: Wednesday, March 24, 2021 Total Daily Volume: Description: Westbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 1 1 2 4 5 51 51 68 97 64 81 103 125 63 120 111 89 113 59 75 39 21 7 3 0000068 1 2 2 0 1 0 1 3 3 0 2 9 - 9 2 3 2 0 2 3 4 0 1 1 2 0 1 0920 0120299 1 0 3 0 2 4 2 4 2 8 3 1 1 3 2 5 2 8 2 1 3 0 1 8 2 4 1 1832 0 0 0 3 0 17 10 18 27 14 18 28 33 26 42 26 22 20 15 12 10 4 1 0 1 0 0 1 3 19 24 28 20 16 26 17 32 33 30 37 23 23 15 19 8 0 1 1 1353
Report Generated by "Count Data" all rights reserved
Linscott, Law & Greenspan, Engineers
4542 Ruffner Street, Suite 100, San Diego, CA 92111
Average Daily Traffic
2755
1402
Location: #I Linda Vista Drive, between Rancho Santa Fe Road and Pacific Street Date: Wednesday, March 24, 2021 Total Daily Volume: Description: Total Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 22 15 13 25 35 140 360 569 651 511 502 667 721 651 827 891 1061 799 475 349 224 135 99 56 9 1 5 1 5 15 66 142 170 114 127 143 181 167 169 204 324 219 148 96 66 49 38 19 5 3 0 9 3 21 70 129 176 126 111 169 197 157 200 224 245 229 140 99 50 32 20 10 6 7 5 4 10 44 96 146 158 124 125 182 173 170 219 230 280 203 97 86 59 24 22 15 2 4 3 11 17 60 128 152 147 147 139 173 170 157 239 233 212 148 90 68 49 30 19 12 Date: Wednesday, March 24, 2021 Total Daily Volume: Description: Eastbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 12 9 10 15 14 50 111 229 275 247 253 310 367 326 498 560 751 529 282 199 122 65 51 37 414029 2 3 5 9 6 0 5 2 6 4 6 2 1 0 5 8 8 9 3 1 2 3 2 4 7 1 5 0 9 9 5 4 3 0 2 2 1 6 12 410719 2 3 5 4 8 0 5 6 6 0 8 3 1 0 0 6 6 1 1 1 1 3 8 1 6 6 1 4 6 8 4 5 1 2 7 1 5 1 3 7 3 5 3 2 4 15 32 62 60 61 52 83 85 89 139 136 200 135 51 49 34 10 14 9 1 2 3 6 7 17 33 54 75 78 77 82 77 83 155 163 138 98 48 45 31 18 8 9 Date: Wednesday, March 24, 2021 Total Daily Volume: Description: Westbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 10 6 3 10 21 90 249 340 376 264 249 357 354 325 329 331 310 270 193 150 102 70 48 19 501136 4 3 8 3 1 1 0 6 2 6 3 8 1 7 6 7 9 7 6 8 1 7 7 6 9 4 9 4 2 3 6 2 7 2 27 1 2 0 2 2 12 47 75 96 70 51 86 97 91 89 86 79 83 56 48 23 17 7 3 3 2 2 2 6 29 64 84 98 63 73 99 88 81 80 94 80 68 46 37 25 14 8 6 1 2 0 5 10 43 95 98 72 69 62 91 93 74 84 70 74 50 42 23 18 12 11 3 4476
Report Generated by "Count Data" all rights reserved
Linscott, Law & Greenspan, Engineers
4542 Ruffner Street, Suite 100, San Diego, CA 92111
Average Daily Traffic
9798
5322
Location: #J Linda Vista Drive, between Pacific Street and Las Posas Road Date: Wednesday, March 24, 2021 Total Daily Volume: Description: Total Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 113 33 25 46 44 138 263 392 496 408 421 547 585 495 663 701 815 606 391 252 446 377 295 189 39 5 10 5 14 11 51 88 131 105 98 124 153 126 140 157 232 174 115 75 46 121 89 65 33 11 2 16 3 17 43 86 130 97 101 129 154 117 166 184 207 161 117 79 116 97 70 41 20 9 4 9 11 53 66 96 117 100 106 156 159 131 169 190 202 151 82 53 148 74 71 41 21 8 9 16 16 57 103 122 118 106 116 138 119 121 188 170 174 120 77 45 136 85 65 42 Date: Wednesday, March 24, 2021 Total Daily Volume: Description: Eastbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 104 27 24 35 15 39 80 141 211 205 232 279 326 274 414 459 570 406 235 157 360 334 263 182 37 5 10 3 9 5 19 30 54 48 52 58 89 70 85 98 167 116 71 44 23 104 76 64 31 9 2 14 2 4 10 28 62 43 56 67 88 57 99 120 137 106 73 54 93 85 65 38 17 7 4 6 2 14 20 37 35 48 49 82 86 75 102 124 150 102 42 30 121 65 66 40 19 6 8 12 2 16 31 46 60 66 75 72 63 72 128 117 116 82 49 29 123 80 56 40 Date: Wednesday, March 24, 2021 Total Daily Volume: Description: Westbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 9 6 1 11 29 99 183 251 285 203 189 268 259 221 249 242 245 200 156 95 86 43 32 7 200256 3 2 5 8 7 7 5 7 4 6 6 6 6 4 5 6 5 5 5 9 6 5 5 8 4 4 3 1 2 3 1 7 1 31 2 2 0 2 1 13 33 58 68 54 45 62 66 60 67 64 70 55 44 25 23 12 5 3 3 2 0 3 9 39 46 59 82 52 57 74 73 56 67 66 52 49 40 23 27 9 5 1 2 2 1 4 14 41 72 76 58 40 41 66 56 49 60 53 58 38 28 16 13 5 9 2 3369
Report Generated by "Count Data" all rights reserved
Linscott, Law & Greenspan, Engineers
4542 Ruffner Street, Suite 100, San Diego, CA 92111
Average Daily Traffic
8741
5372
Location: #K Linda Vista Drive, between Las Posas Road and Via Vera Cruz Date: Thursday, March 25, 2021 Total Daily Volume: Description: Total Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 40 14 7 13 17 78 136 251 267 213 244 282 331 317 375 437 542 383 236 119 152 110 66 42 16 7 1 6 1 13 21 40 75 49 63 63 92 79 62 99 135 106 71 42 25 38 24 10 1 043135 4 7 6 3 7 2 6 0 5 6 7 6 9 2 9 1 7 8 9 1 1 2 7 1 0 7 7 2 3 5 3 7 3 8 1 3 9 8 2 0 2 6 25 25 60 72 53 67 77 78 82 126 133 132 95 50 27 39 21 17 15 6 1 3 4 7 35 43 88 48 51 58 66 69 65 109 114 148 75 43 15 51 13 12 8 Date: Thursday, March 25, 2021 Total Daily Volume: Description: Eastbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 25 13 7 7 12 24 42 112 128 113 143 148 181 178 246 277 371 252 150 73 114 91 58 31 8612147 1 7 3 6 2 8 4 2 3 9 5 3 4 2 3 2 6 9 9 4 7 0 3 8 2 6 1 4 2 9 1 9 9 743121 1 6 2 3 3 4 2 5 2 8 3 6 4 4 5 2 4 4 5 5 9 1 7 3 5 4 2 0 2 8 3 3 1 2 5 520037 1 0 3 2 3 5 3 4 3 9 3 8 4 2 5 0 8 5 8 2 9 0 5 4 3 5 1 7 3 1 1 9 1 5 13 5 1 3 4 61 2 94 02 32 63 43 54 23 48 57 19 65 52 31 04 11 01 2 4 Date: Thursday, March 25, 2021 Total Daily Volume: Description: Westbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 15 1 0 6 5 54 94 139 139 100 101 134 150 139 129 160 171 131 86 46 38 19 8 11 810409 1 4 2 3 3 9 2 1 2 1 2 4 3 9 3 7 3 0 3 0 4 1 3 6 3 3 1 6 1 1951 300014 3 1 4 0 3 8 3 5 2 8 4 0 4 8 3 9 3 4 3 6 3 6 3 4 1 8 1 59514 3 0 0 2 3 18 15 28 37 19 28 39 36 32 41 51 42 41 15 10 8 2 2 2 1 0 0 0 1 23 34 48 25 25 24 31 27 31 24 43 52 20 20 5 10 3 0 4 1876
Report Generated by "Count Data" all rights reserved
Linscott, Law & Greenspan, Engineers
4542 Ruffner Street, Suite 100, San Diego, CA 92111
Average Daily Traffic
4672
2796
Location: #L San Marcos Boulevard, between Pacific Street and Las Posas Road Date: Thursday, March 25, 2021 Total Daily Volume: Description: Total Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 75 82 70 107 334 972 1482 2122 1967 1830 1865 1928 2084 2207 2212 2236 2154 2232 1837 1377 905 704 411 241 20 28 17 16 43 130 275 460 445 443 443 486 539 501 582 541 485 577 505 396 280 193 108 78 17 12 20 25 44 216 321 518 526 436 461 455 473 558 537 552 532 569 519 353 236 154 115 58 22 26 17 35 105 298 416 608 492 460 463 511 560 554 561 588 554 558 424 321 192 192 89 53 16 16 16 31 142 328 470 536 504 491 498 476 512 594 532 555 583 528 389 307 197 165 99 52 Date: Thursday, March 25, 2021 Total Daily Volume: Description: Eastbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 14 11 8 2 31 193 481 757 843 820 932 948 1084 1126 1162 1234 1198 1247 1010 741 481 339 177 119 5 5 3 2 2 26 94 158 155 189 228 232 276 256 296 307 282 324 272 210 140 83 42 36 0 0 5 0 0 50 112 188 264 189 231 212 259 297 290 312 287 340 306 205 135 74 53 33 3 4 0 0 11 48 120 217 192 220 211 258 286 282 291 306 305 295 258 161 108 95 38 27 6 2 0 0 18 69 155 194 232 222 262 246 263 291 285 309 324 288 174 165 98 87 44 23 Date: Thursday, March 25, 2021 Total Daily Volume: Description: Westbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 61 71 62 105 303 779 1001 1365 1124 1010 933 980 1000 1081 1050 1002 956 985 827 636 424 365 234 122 15 23 14 14 41 104 181 302 290 254 215 254 263 245 286 234 203 253 233 186 140 110 66 42 17 12 15 25 44 166 209 330 262 247 230 243 214 261 247 240 245 229 213 148 101 80 62 25 19 22 17 35 94 250 296 391 300 240 252 253 274 272 270 282 249 263 166 160 84 97 51 26 10 14 16 31 124 259 315 342 272 269 236 230 249 303 247 246 259 240 215 142 99 78 55 29 16476
Report Generated by "Count Data" all rights reserved
Linscott, Law & Greenspan, Engineers
4542 Ruffner Street, Suite 100, San Diego, CA 92111
Average Daily Traffic
31434
14958
Location: #M San Marcos Boulevard, between Las Posas Road and Via Vera Cruz Date: Thursday, March 25, 2021 Total Daily Volume: Description: Total Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 89 67 68 114 333 911 1409 1931 1773 1695 1699 1811 1855 2021 2072 2046 2001 2103 1672 1350 780 532 329 166 20 22 15 13 39 112 278 421 387 403 397 434 454 450 527 503 471 551 449 372 288 157 98 58 25 15 15 32 38 208 307 469 485 425 419 451 428 521 516 495 481 530 464 347 160 116 86 40 28 18 16 35 109 291 377 548 450 413 434 455 493 503 516 542 498 537 383 322 145 148 70 35 16 12 22 34 147 300 447 493 451 454 449 471 480 547 513 506 551 485 376 309 187 111 75 33 Date: Thursday, March 25, 2021 Total Daily Volume: Description: Eastbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 33 12 14 18 48 177 450 655 740 758 852 891 956 1041 1106 1152 1077 1150 913 682 217 75 62 40 9 5 4 1 6 23 97 138 141 177 204 215 249 241 278 284 258 300 241 189 129 26 18 11 9 1 4 7 5 46 102 155 222 201 207 213 220 271 273 288 268 312 267 203 27 16 12 10 10 3 3 5 15 43 116 192 169 184 212 233 250 271 274 285 266 276 220 144 30 19 16 14 5 3 3 5 22 65 135 170 208 196 229 230 237 258 281 295 285 262 185 146 31 14 16 5 Date: Thursday, March 25, 2021 Total Daily Volume: Description: Westbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 56 55 54 96 285 734 959 1276 1033 937 847 920 899 980 966 894 924 953 759 668 563 457 267 126 11 17 11 12 33 89 181 283 246 226 193 219 205 209 249 219 213 251 208 183 159 131 80 47 16 14 11 25 33 162 205 314 263 224 212 238 208 250 243 207 213 218 197 144 133 100 74 30 18 15 13 30 94 248 261 356 281 229 222 222 243 232 242 257 232 261 163 178 115 129 54 21 11 9 19 29 125 235 312 323 243 258 220 241 243 289 232 211 266 223 191 163 156 97 59 28 15708
Report Generated by "Count Data" all rights reserved
Linscott, Law & Greenspan, Engineers
4542 Ruffner Street, Suite 100, San Diego, CA 92111
Average Daily Traffic
28827
13119

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project

2. YEAR 2017 COUNTS

)+,+X
.B03461X/?:C;2X
WX
.B03461X-65<0:X

B
@.3B!/;B
!00)AB'BB
B!B
.)3)+!B'B

)44

7X
4 4
4
AX

X4#44 /4

FX

)4 4
4
B!<B5<!<B'BBB.<<.54B'B
DXX

#4 %4"4 HX
XHX
4 04 4 K
X#4 .4

##
#

X 4 4 4

4,4
4 44

X
)4 .4
%&4)4 4 #4
B
@.4B!/;B
!00)AB'BB
"4B!9$5;B
0?'B

&#4%4 04 4

JX#X.4 %4%4

# #

X

NX
DX

X

X
K
X

#

#!#

4 4 424 4 4)4

4 )4 )4

44

B!<B5<!<B'BB9#3'B ?*B

#"#

QX
P

X

X
A

8X

XX
%4)4 4
)4 4

X

%4 4#4
B
@.3B!/;B
!00)AB'BBB
59')4B(B
DX
X#44
4 4%4

.4

7X
.4 !4
4%#4 AXX%4 04

#
#

#
#
#

97X

X
X
)4#44 4 14%4

X
%$ 4)4 4
4#

B!3B!9$5<B
0>'BB.<<.53B'B

X

(

X
I/4
#4
JX
#
4
K
X

#
#

X

X 44
4%

X

44 .4
4

B!3$,5B
!3=!B)B'BB
B
B!17B

X14 4 4
O
XJX#X%44 04

##

/4)4

4 4

J&

44 #44

B
B!28BB9!4'B ?*B
%+%4%(4
RMX44
%(4

#"#
QX
.$,0!3'B'5;)B!4%-B'BB
59')3B'B

X
)44

#4
3$4

(

X
%4

A8X

#
#

X EX#4

X

X
'%#44

*4
55'0!4'B/@ABB
B.<<.54B'B

%4/4 4%

)4 444 4

# #
#

X

X

XX
DX

X
(X
K
X

-4 "4 .4%4 . &#4

.4 4
%4

B!4$,5B
!3=!B)B'B

44.4

4 4 14

## #

7 X
X @X
NXX

4

B B!4

#4.4 4"4404

B
B!27BB!4B!9&5<B
0?'B

>XX
SX

X

## #

QX
XX

X!X

144 .4
TXUX
4 44%4

B!4%-5B
!4=!B)B'BB B;;54B'B
(
X
A=*X

#
#

X
'X
/4 /4

GXXXX

#4 4

4 %4

59'!-0B'BBB363=*0B'B
'X
X
/ 4
)44#4#4
4

K
X%4%#4%4!4 "4
#
#
##

7X LXX

X 04 14
MX

NX 4

%4

#4 !4

"4

B!;B5;!;B'BB
B!27B

)4
DX
X14 4#4 X "4

GX4

)4
4

)4
B!27BB!4B!:$5<B
0?'B
4 % /4

%4)414 4

#"#
VX
"X(

#"#

X

NX
!

#"# ##
#
#
#

#

# ##

#

##

Turn Count Summary
Accurate Video Counts Inc
[email protected]
(619) 987-5136
@
/
/
/
/
/
0/0
213 / 143
4 / 1
606 / 253
/
/
0 / 0
0 / 0
0 / 0
0/0
//
/
/
/
42 425353
1,300
0 1,089
0 SR 78 WB Ramps Las Posas Road
Tuesday, November 28, 2017
LV/CD
Sunny
17-0786
73 00
409
2,305
0 181
1,059
0 81 3
PHF

0.90 0.97
SR 78 WB Ramps
SR 78 WB Ramps
Las Posas Road
Las Posas Road
Location:

Date of Count:

Analysts:

Weather:

AVC Proj No:
02 Time Period
7:30 AM - 8:30 AM
5:00 PM - 6:00 PM
00 www.accuratevideocounts.com P.O. Box 261425 San Diego CA 92196 Vehicular Count
Accurate Video Counts Inc
[email protected]
(619) 987-5136
Location: @
Right Thru Left Right Thru Left Right Thru Left Right Thru Left TOTAL 7:00 AM 6 8 2 0 1 05 319 50 1 4 4 3 50 0 0 597
7:15 AM 9 9 2 6 5 03 209 90 2 1 8 3 00 0 0 743
7:30 AM 88 231 0 86 0 168 0 297 30 0 0 0 900
7:45 AM 93 311 0 46 0 129 0 341 50 0 0 0 970
8:00 AM 90 222 0 46 3 131 0 194 55 0 0 0 741
8:15 AM 82 325 0 35 1 178 0 227 46 0 0 0 894
8:30 AM 86 225 0 32 0 174 0 283 48 0 0 0 848
8:45 AM 63 272 0 53 1 110 0 255 52 0 0 0 806
Total 669 2,052 0 383 6 1,084 0 1,959 346 0 0 0 6,499
Intersection PHF : 0.90
Right Thru Left Right Thru Left Right Thru Left Right Thru Left Volume 353 1,089 0 213 4 606 0 1,059 181 0 0 0 3,505
PHF 0.95 0.84 ##### 0.62 0.33 0.85 ##### 0.78 0.82 ##### ##### ##### 0.90 Movement PHF 0.90
Right Thru Left Right Thru Left Right Thru Left Right Thru Left TOTAL 4:00 PM 169 258 0 45 0 121 0 416 142 0 0 0 1,151
4:15 PM 117 319 0 51 0 100 0 476 106 0 0 0 1,169
4:30 PM 115 296 0 39 0 86 0 499 127 0 0 0 1,162
4:45 PM 7 7 3 2 7 03 505 60 5 6 5 8 60 0 0 1,146
5:00 PM 107 286 0 40 1 74 0 559 103 0 0 0 1,170
5:15 PM 123 346 0 37 0 51 0 600 94 0 0 0 1,251
5:30 PM 120 311 0 25 0 66 0 591 99 0 0 0 1,212
5:45 PM 75 357 0 41 0 62 0 555 113 0 0 0 1,203
Total 903 2500 0 313 1 616 0 4,261 870 0 0 0 9,464
Intersection PHF : 0.97
Right Thru Left Right Thru Left Right Thru Left Right Thru Left Volume 425 1300 0 143 1 253 0 2305 409 0 0 0 4836
PHF 0.86 0.91 ##### 0.872 0.25 0.855 ##### 0.96 0.905 ##### ##### ##### 0.97 Movement PHF 0.97

AM Intersection Peak Hour :

AM Period (7:00 AM - 9:00 AM)
Eastbound Southbound Westbound
SR 78 WB Ramps
7:30 AM - 8:30 AM
Las Posas Road
Northbound

0.92 0.86 0.98 #DIV/0!
Southbound Westbound Northbound Eastbound
PM Intersection Peak Hour :

PM Period (4:00 PM - 6:00 PM)
TOTAL
TOTAL Southbound Westbound Northbound Eastbound
Eastbound

0.89 0.81 0.79 #DIV/0!
5:00 PM - 6:00 PM
Southbound Westbound Northbound
www.accuratevideocounts.com P.O. Box 261425 San Diego CA 92196 Turn Count Summary
Accurate Video Counts Inc
[email protected]
(619) 987-5136
@
/
/
/
/
/
1/0
597 / 1,003
288 / 197
133 / 103
/
/
177 / 469
379 / 623
18 / 39
0/1
//
/
/
/
21 230534
894
398
804
357
Grand Avenue Las Posas Road
Tuesday, November 28, 2017
LV/CD
Sunny
17-0786
82 24
66 1,161
212
15 470
70 10 9
PHF

0.96 0.99
Grand Avenue
Grand Avenue
Las Posas Road
Las Posas Road
Location:

Date of Count:

Analysts:

Weather:

AVC Proj No:
22 Time Period
7:45 AM - 8:45 AM
4:30 PM - 5:30 PM
00 www.accuratevideocounts.com P.O. Box 261425 San Diego CA 92196 Vehicular Count
Accurate Video Counts Inc
[email protected]
(619) 987-5136
Location: @
Right Thru Left Right Thru Left Right Thru Left Right Thru Left TOTAL 7:00 AM 85 121 90 106 81 20 10 46 0 4 34 27 624
7:15 AM 82 196 86 160 60 14 16 54 6 7 27 34 742
7:30 AM 107 205 87 197 33 28 30 82 1 2 44 48 864
7:45 AM 139 205 96 209 24 40 19 129 5 6 49 53 974
8:00 AM 105 173 75 118 125 27 14 99 6 6 113 32 893
8:15 AM 182 226 95 119 48 43 16 110 2 2 117 44 1,004
8:30 AM 108 200 91 151 91 23 21 132 2 4 100 48 971
8:45 AM 91 193 98 152 81 21 32 119 3 6 86 36 918
Total 899 1,519 718 1,212 543 216 158 771 25 37 570 322 6,990 Intersection PHF : 0.96
Right Thru Left Right Thru Left Right Thru Left Right Thru Left Volume 534 804 357 597 288 133 70 470 15 18 379 177 3,842 PHF 0.73 0.89 0.93 0.71 0.58 0.77 0.83 0.89 0.63 0.75 0.81 0.83 0.96 Movement PHF 0.96
Right Thru Left Right Thru Left Right Thru Left Right Thru Left TOTAL 4:00 PM 68 198 113 202 40 26 88 245 14 19 136 111 1,260 4:15 PM 80 228 111 198 64 30 57 272 12 10 126 112 1,300 4:30 PM 56 221 105 234 61 14 57 299 13 8 165 93 1,326
4:45 PM 65 204 114 251 73 29 53 286 16 4 143 114 1,352
5:00 PM 58 208 94 265 53 31 56 267 21 18 160 130 1,361
5:15 PM 51 261 85 253 10 29 46 309 16 9 155 132 1,356
5:30 PM 48 230 99 289 24 36 48 295 12 2 111 106 1,300
5:45 PM 56 257 106 254 36 24 52 286 13 5 67 128 1,284
Total 482 1807 827 1,946 361 219 457 2,259 117 75 1,063 926 10,539 Intersection PHF : 0.99
Right Thru Left Right Thru Left Right Thru Left Right Thru Left Volume 230 894 398 1003 197 103 212 1161 66 39 623 469 5395 PHF 0.88 0.856 0.873 0.946 0.675 0.831 0.93 0.939 0.786 0.542 0.944 0.888 0.99 Movement PHF 0.99

AM Intersection Peak Hour :

AM Period (7:00 AM - 9:00 AM)
Eastbound Southbound Westbound
Grand Avenue
7:45 AM - 8:45 AM
Las Posas Road
Northbound

0.96 0.92 0.97 0.92
Southbound Westbound Northbound Eastbound
PM Intersection Peak Hour :

PM Period (4:00 PM - 6:00 PM)
TOTAL
TOTAL Southbound Westbound Northbound Eastbound
Eastbound

0.84 0.93 0.90 0.88
4:30 PM - 5:30 PM
Southbound Westbound Northbound
www.accuratevideocounts.com P.O. Box 261425 San Diego CA 92196 Turn Count Summary
Accurate Video Counts Inc
[email protected]
(619) 987-5136
@
/
/
/
/
/
0/0
46 / 64
172 / 142
12 / 18
/
/
102 / 238
133 / 386
34 / 71
0/1
//
/
/
/
Linda Vista Drive
Linda Vista Drive
Las Posas Road
Las Posas Road
Location:

Date of Count:

Analysts:

Weather:

AVC Proj No:
25 Time Period
8:00 AM - 9:00 AM
5:00 PM - 6:00 PM
01 13
PHF

0.93 0.93
50 21
55 648
21 47
261
21 00
143314
447
47 370
54 Linda Vista Drive Las Posas Road
Tuesday, November 28, 2017
LV/CD
Sunny
17-0786
www.accuratevideocounts.com P.O. Box 261425 San Diego CA 92196 Vehicular Count
Accurate Video Counts Inc
[email protected]
(619) 987-5136
Location: @
Right Thru Left Right Thru Left Right Thru Left Right Thru Left TOTAL 7:00 AM 5 7 5 5 32 1 6 11 2 8 16 1 7 1 9 206
7:15 AM 6 0 9 0 64 3 3 20 4 1 23 2 0 1 3 274
7:30 AM 6 5 8 8 51 5 4 01 4 4 85 3 1 3 6 338
7:45 AM 7 9 7 7 1 155 40 47 9 1 334 0 3 2 397
8:00 AM 6 8 1 1 4 1 21 25 2 1 2 6 01 5 4 2 01 4 374
8:15 AM 87 97 9 7 46 4 4 55 10 9 39 27 394
8:30 AM 89 68 16 9 31 1 8 71 9 11 32 30 375
8:45 AM 70 91 17 18 43 6 7 75 13 10 42 31 423
Total 575 680 79 58 329 15 27 453 71 51 241 202 2,781
Intersection PHF : 0.93
Right Thru Left Right Thru Left Right Thru Left Right Thru Left Volume 314 370 54 46 172 12 21 261 47 34 133 102 1,566
PHF 0.88 0.81 0.79 0.64 0.83 0.50 0.66 0.87 0.78 0.77 0.79 0.82 0.93 Movement PHF 0.93
Right Thru Left Right Thru Left Right Thru Left Right Thru Left TOTAL 4:00 PM 3 7 1 0 7 2 22 33 2 2 41 4 49 1 28 04 8 520
4:15 PM 3 1 1 0 1 1 22 33 1 5 61 3 6 1 3 61 0 4 4 6 514 4:30 PM 37 126 12 20 29 4 9 146 19 12 97 53 564
4:45 PM 44 103 8 20 49 6 3 147 16 13 104 60 573
5:00 PM 45 106 12 21 40 7 4 115 8 9 91 58 516
5:15 PM 27 123 10 20 27 1 6 210 15 23 98 53 613
5:30 PM 31 86 21 18 43 4 5 144 25 20 89 59 545
5:45 PM 40 132 4 5 32 6 6 179 7 19 108 68 606
Total 292 884 101 150 283 35 43 1,221 112 114 771 445 4,451 Intersection PHF : 0.93
Right Thru Left Right Thru Left Right Thru Left Right Thru Left Volume 143 447 47 64 142 18 21 648 55 71 386 238 2280
PHF 0.79 0.847 0.56 0.762 0.826 0.643 0.875 0.771 0.55 0.772 0.894 0.875 0.93 Movement PHF 0.93

PM Period (4:00 PM - 6:00 PM)
TOTAL
TOTAL Southbound Westbound Northbound Eastbound
Eastbound

0.95 0.86 0.87 0.81
5:00 PM - 6:00 PM
Southbound Westbound Northbound

0.90 0.82 0.78 0.89
Southbound Westbound Northbound Eastbound
PM Intersection Peak Hour :

AM Intersection Peak Hour :

AM Period (7:00 AM - 9:00 AM)
Eastbound Southbound Westbound
Linda Vista Drive
8:00 AM - 9:00 AM
Las Posas Road
Northbound
www.accuratevideocounts.com P.O. Box 261425 San Diego CA 92196 Turn Count Summary
Accurate Video Counts Inc
[email protected]
(619) 987-5136
@
/
/
/
/
/
0/1
16 / 32
132 / 106
10 / 16
/
/
26 / 87
103 / 289
64 / 127
0/1
//
/
/
/
01 2168
536
33 295
10 Linda Vista Drive Via Vera Cruz
Tuesday, November 28, 2017
LV/CD
Sunny
17-0786
00 01
63 372
14 75
191
6 00
PHF

0.91 0.95
Linda Vista Drive
Linda Vista Drive
Via Vera Cruz
Via Vera Cruz
Location:

Date of Count:

Analysts:

Weather:

AVC Proj No:
10 Time Period
8:00 AM - 9:00 AM
4:30 PM - 5:30 PM
10 www.accuratevideocounts.com P.O. Box 261425 San Diego CA 92196 Vehicular Count
Accurate Video Counts Inc
[email protected]
(619) 987-5136
Location: @
Right Thru Left Right Thru Left Right Thru Left Right Thru Left TOTAL 7:00 AM 75 28 52 21 22 45 31 12 142
7:15 AM 12 46 2 4 35 5 0 23 12 3 11 2 155
7:30 AM 65 04 33 74 03 8 1 962 12 190
7:45 AM 97 51 44 11 34 3 2 2 1 9 2 55 248
8:00 AM 16 64 2 4 44 3 0 45 16 10 14 6 224
8:15 AM 15 71 0 4 35 3 1 47 19 19 24 5 243
8:30 AM 98 03 42 32 25 6 2 2 1 6 3 36 256
8:45 AM 28 80 5 4 30 2 3 43 18 19 32 9 273
Total 102 518 25 32 267 21 11 319 133 95 171 37 1,731
Intersection PHF : 0.91
Right Thru Left Right Thru Left Right Thru Left Right Thru Left Volume 68 295 10 16 132 10 6 191 75 64 103 26 996
PHF 0.61 0.92 0.50 1.00 0.75 0.83 0.50 0.85 0.85 0.84 0.78 0.72 0.91 Movement PHF 0.91
Right Thru Left Right Thru Left Right Thru Left Right Thru Left TOTAL 4:00 PM 11 115 8 6 16 3 11 107 18 27 79 23 424
4:15 PM 7 96 7 13 18 3 6 68 13 28 74 23 356
4:30 PM 3 133 9 9 30 3 4 104 15 24 81 23 438
4:45 PM 7 139 3 10 32 6 5 100 20 31 70 17 440
5:00 PM 6 140 15 11 28 3 2 83 15 36 80 29 448
5:15 PM 5 124 6 2 16 4 3 85 13 36 58 18 370
5:30 PM 7 9 5 4 6 3 2 2 5 8 21 52 65 31 1 338
5:45 PM 8 9 5 4 4 2 6 1 3 6 61 22 87 01 8 335
Total 54 937 56 61 198 25 39 695 121 236 565 162 3,149
Intersection PHF : 0.95
Right Thru Left Right Thru Left Right Thru Left Right Thru Left Volume 21 536 33 32 106 16 14 372 63 127 289 87 1696
PHF 0.75 0.957 0.55 0.727 0.828 0.667 0.7 0.894 0.788 0.882 0.892 0.75 0.95 Movement PHF 0.95

AM Intersection Peak Hour :

AM Period (7:00 AM - 9:00 AM)
Eastbound Southbound Westbound
Linda Vista Drive
8:00 AM - 9:00 AM
Via Vera Cruz
Northbound

0.92 0.80 0.90 0.87
Southbound Westbound Northbound Eastbound
PM Intersection Peak Hour :

PM Period (4:00 PM - 6:00 PM)
TOTAL
TOTAL Southbound Westbound Northbound Eastbound
Eastbound

0.83 0.77 0.85 0.80
4:30 PM - 5:30 PM
Southbound Westbound Northbound
www.accuratevideocounts.com P.O. Box 261425 San Diego CA 92196 Turn Count Summary
Accurate Video Counts Inc
[email protected]
(619) 987-5136
@
/
/
/
/
/
0/1
88 / 104
1,334 / 1,219
50 / 83
/
/
264 / 491
1,028 / 1,393
30 / 35
0/6
//
/
/
/
10 553329
25 81
14 50
San Marcos Boulevard Las Posas Road
Tuesday, November 28, 2017
LV/CD
Sunny
17-0786
30 41
28 26
11 21
21 16
61 PHF

0.96 0.96
San Marcos Boulevard
San Marcos Boulevard
Las Posas Road
Las Posas Road
Location:

Date of Count:

Analysts:

Weather:

AVC Proj No:
01 Time Period
7:45 AM - 8:45 AM
5:00 PM - 6:00 PM
50 www.accuratevideocounts.com P.O. Box 261425 San Diego CA 92196 Vehicular Count
Accurate Video Counts Inc
[email protected]
(619) 987-5136
Location: @
Right Thru Left Right Thru Left Right Thru Left Right Thru Left TOTAL 7:00 AM 56 7 3 5 358 5 8 3 10 11 187 30 683
7:15 AM 73 8 5 8 401 5 2 11 6 3 162 26 710
7:30 AM 78 4 9 15 337 4 1 1 4 4 222 44 723
7:45 AM 64 1 5 21 331 5 5 7 4 10 282 70 805
8:00 AM 119 5 8 23 344 8 5 6 4 10 245 70 847
8:15 AM 77 5 15 19 372 16 3 4 3 6 247 54 821
8:30 AM 69 3 22 25 287 21 3 4 10 4 254 70 772
8:45 AM 71 6 17 17 296 12 2 8 4 6 264 74 777
Total 607 39 84 133 2,726 76 29 44 45 54 1,863 438 6,138 Intersection PHF : 0.96
Right Thru Left Right Thru Left Right Thru Left Right Thru Left Volume 329 14 50 88 1,334 50 16 21 21 30 1,028 264 3,245 PHF 0.69 0.70 0.57 0.88 0.90 0.60 0.80 0.75 0.53 0.75 0.91 0.94 0.96 Movement PHF 0.96
Right Thru Left Right Thru Left Right Thru Left Right Thru Left TOTAL 4:00 PM 95 5 30 41 298 18 10 12 6 9 311 102 937
4:15 PM 138 4 9 40 245 9 7 7 7 12 321 121 920
4:30 PM 157 5 11 19 276 13 10 6 7 11 295 148 958
4:45 PM 139 12 15 18 279 8 5 10 11 8 312 138 955
5:00 PM 185 6 11 26 318 15 3 6 7 10 356 116 1,059
5:15 PM 152 4 28 33 285 22 5 6 5 8 308 166 1,022
5:30 PM 81 7 16 23 311 17 2 8 5 12 345 92 919
5:45 PM 135 8 26 22 305 29 1 6 11 5 384 117 1,049
Total 1082 51 146 222 2,317 131 43 61 59 75 2,632 1,000 7,819 Intersection PHF : 0.96
Right Thru Left Right Thru Left Right Thru Left Right Thru Left Volume 553 25 81 104 1219 83 11 26 28 35 1393 491 4049
PHF 0.75 0.781 0.723 0.788 0.958 0.716 0.55 0.813 0.636 0.729 0.907 0.739 0.96 Movement PHF 0.96

AM Intersection Peak Hour :

AM Period (7:00 AM - 9:00 AM)
Eastbound Southbound Westbound
San Marcos Boulevard
7:45 AM - 8:45 AM
Las Posas Road
Northbound

0.82 0.98 0.90 0.95
Southbound Westbound Northbound Eastbound
PM Intersection Peak Hour :

PM Period (4:00 PM - 6:00 PM)
TOTAL
TOTAL Southbound Westbound Northbound Eastbound
Eastbound

0.74 0.90 0.85 0.91
5:00 PM - 6:00 PM
Southbound Westbound Northbound
www.accuratevideocounts.com P.O. Box 261425 San Diego CA 92196 24 Hour Segment Count
Accurate Video Counts Inc
[email protected]
(619) 987-5136
NB SB Total NB SB Total
12:00 AM - 1:00 AM 102 43 145 12:00 PM - 1:00 PM 1,391 1,520 2,911 1:00 AM - 2:00 AM 54 23 77 1:00 PM - 2:00 PM 1,316 1,330 2,646 2:00 AM - 3:00 AM 33 32 65 2:00 PM - 3:00 PM 1,493 1,590 3,083 3:00 AM - 4:00 AM 26 130 156 3:00 PM - 4:00 PM 1,898 1,473 3,371 4:00 AM - 5:00 AM 59 192 251 4:00 PM - 5:00 PM 2,417 1,563 3,980 5:00 AM - 6:00 AM 119 614 733 5:00 PM - 6:00 PM 2,714 1,553 4,267 6:00 AM - 7:00 AM 384 1,084 1,468 6:00 PM - 7:00 PM 1,469 1,013 2,482 7:00 AM - 8:00 AM 1,145 1,499 2,644 7:00 PM - 8:00 PM 1,005 840 1,845 8:00 AM - 9:00 AM 1,160 1,637 2,797 8:00 PM - 9:00 PM 809 695 1,504 9:00 AM - 10:00 AM 911 1,327 2,238 9:00 PM - 10:00 PM 627 588 1,215 10:00 AM - 11:00 AM 1,007 1,211 2,218 10:00 PM - 11:00 PM 333 175 508 11:00 AM - 12:00 PM 1,148 1,486 2634 11:00 PM - 12:00 AM 190 92 282 6,148 9,278 15,426 15,662 12,432 28,094
NB Volume 21,810 SB Volume 21,71024-Hour 24-Hour
Weather: Sunny
AVC Proj. No: 17-0786
24 Hour Segment Volume 43,520
Total
Time Hourly Volume
Total
Time Hourly Volume
Analysts: DASH
Orientation: North-South
Location:

Date of Count: Tuesday, November 28, 2017
A. Las Posas Road between SR 78 Ramps & Grand Avenue
0 500
1,000
1,500
2,000
2,500
3,000
3,500
4,000
4,500
5,000
12:00 AM 2:00 AM 4:00 AM 6:00 AM 8:00 AM 10:00 AM 12:00 PM 2:00 PM 4:00 PM 6:00 PM 8:00 PM 10:00 PM NB SB Total
7:00 - 9:00 4:00 - 6:00
www.accuratevideocounts.com P.O. Box 261425 San Diego CA 92196 12/3/2017 24 Hour Segment Count
Accurate Video Counts Inc
[email protected]
(619) 987-5136
NB SB Total NB SB Total
12:00 AM - 1:00 AM 40 21 61 12:00 PM - 1:00 PM 502 541 1,043 1:00 AM - 2:00 AM 16 12 28 1:00 PM - 2:00 PM 531 540 1,071 2:00 AM - 3:00 AM 8 11 19 2:00 PM - 3:00 PM 522 646 1,168 3:00 AM - 4:00 AM 8 56 64 3:00 PM - 4:00 PM 734 620 1,354 4:00 AM - 5:00 AM 13 62 75 4:00 PM - 5:00 PM 776 584 1,360 5:00 AM - 6:00 AM 47 200 247 5:00 PM - 6:00 PM 700 508 1,208 6:00 AM - 7:00 AM 124 393 517 6:00 PM - 7:00 PM 527 415 942 7:00 AM - 8:00 AM 297 593 890 7:00 PM - 8:00 PM 319 304 623 8:00 AM - 9:00 AM 383 700 1,083 8:00 PM - 9:00 PM 231 236 467 9:00 AM - 10:00 AM 317 486 803 9:00 PM - 10:00 PM 170 210 380 10:00 AM - 11:00 AM 329 447 776 10:00 PM - 11:00 PM 82 60 142 11:00 AM - 12:00 PM 420 541 961 11:00 PM - 12:00 AM 64 45 109 2,002 3,522 5,524 5,158 4,709 9,867
NB Volume 7,160 SB Volume 8,231
Time Hourly Volume
Analysts: DASH
Orientation: North-South
Location:

Date of Count: Tuesday, November 28, 2017
B. Las Posas Road between Grand Avenue & Linda Vista Drive 24-Hour 24-Hour
Weather: Sunny
AVC Proj. No: 17-0786
24 Hour Segment Volume 15,391
Total
Time Hourly Volume
Total
0 200
400
600
800
1,000
1,200
1,400
1,600
12:00 AM 2:00 AM 4:00 AM 6:00 AM 8:00 AM 10:00 AM 12:00 PM 2:00 PM 4:00 PM 6:00 PM 8:00 PM 10:00 PM NB SB Total
7:00 - 9:00 4:00 - 6:00
www.accuratevideocounts.com P.O. Box 261425 San Diego CA 92196 12/3/2017 24 Hour Segment Count
Accurate Video Counts Inc
[email protected]
(619) 987-5136
NB SB Total NB SB Total
12:00 AM - 1:00 AM 32 18 50 12:00 PM - 1:00 PM 385 413 798 1:00 AM - 2:00 AM 14 11 25 1:00 PM - 2:00 PM 382 413 795 2:00 AM - 3:00 AM 3 5 8 2:00 PM - 3:00 PM 392 457 849
3:00 AM - 4:00 AM 5 44 49 3:00 PM - 4:00 PM 559 476 1,035 4:00 AM - 5:00 AM 14 50 64 4:00 PM - 5:00 PM 575 422 997 5:00 AM - 6:00 AM 43 117 160 5:00 PM - 6:00 PM 516 418 934 6:00 AM - 7:00 AM 99 212 311 6:00 PM - 7:00 PM 407 330 737 7:00 AM - 8:00 AM 225 306 531 7:00 PM - 8:00 PM 235 247 482 8:00 AM - 9:00 AM 319 369 688 8:00 PM - 9:00 PM 190 212 402 9:00 AM - 10:00 AM 248 333 581 9:00 PM - 10:00 PM 116 186 302 10:00 AM - 11:00 AM 272 320 592 10:00 PM - 11:00 PM 53 56 109 11:00 AM - 12:00 PM 325 419 744 11:00 PM - 12:00 AM 42 36 78 1,599 2,204 3,803 3,852 3,666 7,518
NB Volume 5,451 SB Volume 5,870
Time Hourly Volume
Analysts: DASH
Orientation: North-South
Location:

Date of Count: Tuesday, November 28, 2017
C. Las Posas Road between Linda Vista Drive & San Marcos Boulevard 24-Hour 24-Hour
Weather: Sunny
AVC Proj. No: 17-0786
24 Hour Segment Volume 11,321
Total
Time Hourly Volume
Total
0 200
400
600
800
1,000
1,200
12:00 AM 2:00 AM 4:00 AM 6:00 AM 8:00 AM 10:00 AM 12:00 PM 2:00 PM 4:00 PM 6:00 PM 8:00 PM 10:00 PM NB SB Total
7:00 - 9:00 4:00 - 6:00
www.accuratevideocounts.com P.O. Box 261425 San Diego CA 92196 12/3/2017 24 Hour Segment Count
Accurate Video Counts Inc
[email protected]
(619) 987-5136
EB WB Total EB WB Total
12:00 AM - 1:00 AM 13 11 24 12:00 PM - 1:00 PM 310 275 585 1:00 AM - 2:00 AM 7 6 13 1:00 PM - 2:00 PM 274 309 583
2:00 AM - 3:00 AM 8 8 16 2:00 PM - 3:00 PM 351 353 704
3:00 AM - 4:00 AM 17 18 35 3:00 PM - 4:00 PM 448 294 742 4:00 AM - 5:00 AM 16 35 51 4:00 PM - 5:00 PM 635 347 982 5:00 AM - 6:00 AM 41 115 156 5:00 PM - 6:00 PM 695 340 1,035 6:00 AM - 7:00 AM 94 272 366 6:00 PM - 7:00 PM 275 187 462 7:00 AM - 8:00 AM 225 442 667 7:00 PM - 8:00 PM 110 122 232 8:00 AM - 9:00 AM 269 533 802 8:00 PM - 9:00 PM 65 94 159 9:00 AM - 10:00 AM 214 249 463 9:00 PM - 10:00 PM 36 75 111 10:00 AM - 11:00 AM 203 221 424 10:00 PM - 11:00 PM 24 29 53 11:00 AM - 12:00 PM 179 252 431 11:00 PM - 12:00 AM 14 29 43 1,286 2,162 3,448 3,237 2,454 5,691
EB Volume 4,523 WB Volume 4,616
Time Hourly Volume
Analysts: DASH
Orientation: East-West
Location:

Date of Count: Tuesday, November 28, 2017
L. Linda Vista Drive between Pacific Street & Las Posas Road 24-Hour 24-Hour
Weather: Sunny
AVC Proj. No: 17-0786
24 Hour Segment Volume 9,139
Total
Time Hourly Volume
Total
0 200
400
600
800
1,000
1,200
12:00 AM 2:00 AM 4:00 AM 6:00 AM 8:00 AM 10:00 AM 12:00 PM 2:00 PM 4:00 PM 6:00 PM 8:00 PM 10:00 PM EB WB Total
7:00 - 9:00 4:00 - 6:00
www.accuratevideocounts.com P.O. Box 261425 San Diego CA 92196 12/3/2017 24 Hour Segment Count
Accurate Video Counts Inc
[email protected]
(619) 987-5136
EB WB Total EB WB Total
12:00 AM - 1:00 AM 7 16 23 12:00 PM - 1:00 PM 139 351 490 1:00 AM - 2:00 AM 0 13 13 1:00 PM - 2:00 PM 97 310 407
2:00 AM - 3:00 AM 2 4 6 2:00 PM - 3:00 PM 193 344 537
3:00 AM - 4:00 AM 2 12 14 3:00 PM - 4:00 PM 244 398 642 4:00 AM - 5:00 AM 2 32 34 4:00 PM - 5:00 PM 461 244 705 5:00 AM - 6:00 AM 10 107 117 5:00 PM - 6:00 PM 454 224 678 6:00 AM - 7:00 AM 15 179 194 6:00 PM - 7:00 PM 115 222 337 7:00 AM - 8:00 AM 139 172 311 7:00 PM - 8:00 PM 49 134 183 8:00 AM - 9:00 AM 208 230 438 8:00 PM - 9:00 PM 28 90 118 9:00 AM - 10:00 AM 99 255 354 9:00 PM - 10:00 PM 26 24 50 10:00 AM - 11:00 AM 93 214 307 10:00 PM - 11:00 PM 9 13 22 11:00 AM - 12:00 PM 123 313 436 11:00 PM - 12:00 AM 4 6 10 700 1,547 2,247 1,819 2,360 4,179
EB Volume 2,519 WB Volume 3,90724-Hour 24-Hour
Weather: Sunny
AVC Proj. No: 17-0786
24 Hour Segment Volume 6,426
Total
Time Hourly Volume
Total
Time Hourly Volume
Analysts: DASH
Orientation: East-West
Location:

Date of Count: Tuesday, November 28, 2017
M. Linda Vista Drive between Las Posas Road & Via Vera Cruz 0 100
200
300
400
500
600
700
800
12:00 AM 2:00 AM 4:00 AM 6:00 AM 8:00 AM 10:00 AM 12:00 PM 2:00 PM 4:00 PM 6:00 PM 8:00 PM 10:00 PM EB WB Total
7:00 - 9:00 4:00 - 6:00
www.accuratevideocounts.com P.O. Box 261425 San Diego CA 92196 12/3/2017 24 Hour Segment Count
Accurate Video Counts Inc
[email protected]
(619) 987-5136
EB WB Total EB WB Total
12:00 AM - 1:00 AM 3 3 6 12:00 PM - 1:00 PM 147 133 280 1:00 AM - 2:00 AM 0 1 1 1:00 PM - 2:00 PM 133 129 262
2:00 AM - 3:00 AM 2 1 3 2:00 PM - 3:00 PM 222 110 332
3:00 AM - 4:00 AM 1 3 4 3:00 PM - 4:00 PM 275 134 409
4:00 AM - 5:00 AM 4 21 25 4:00 PM - 5:00 PM 362 129 491 5:00 AM - 6:00 AM 15 56 71 5:00 PM - 6:00 PM 277 115 392 6:00 AM - 7:00 AM 40 92 132 6:00 PM - 7:00 PM 135 65 200 7:00 AM - 8:00 AM 88 171 259 7:00 PM - 8:00 PM 79 44 123 8:00 AM - 9:00 AM 106 148 254 8:00 PM - 9:00 PM 40 31 71 9:00 AM - 10:00 AM 95 100 195 9:00 PM - 10:00 PM 27 16 43 10:00 AM - 11:00 AM 94 103 197 10:00 PM - 11:00 PM 11 11 22 11:00 AM - 12:00 PM 142 106 248 11:00 PM - 12:00 AM 8 8 16 590 805 1,395 1,716 925 2,641
EB Volume 2,306 WB Volume 1,730
Time Hourly Volume
Analysts: DASH
Orientation: East-West
Location:

Date of Count: Tuesday, November 28, 2017
N. Linda Vista Drive between Via Vera Cruz & Bent Avenue 24-Hour 24-Hour
Weather: Sunny
AVC Proj. No: 17-0786
24 Hour Segment Volume 4,036
Total
Time Hourly Volume
Total
0 100
200
300
400
500
600
12:00 AM 2:00 AM 4:00 AM 6:00 AM 8:00 AM 10:00 AM 12:00 PM 2:00 PM 4:00 PM 6:00 PM 8:00 PM 10:00 PM EB WB Total
7:00 - 9:00 4:00 - 6:00
www.accuratevideocounts.com P.O. Box 261425 San Diego CA 92196 12/3/2017 24 Hour Segment Count
Accurate Video Counts Inc
[email protected]
(619) 987-5136
EB WB Total EB WB Total
12:00 AM - 1:00 AM 115 98 213 12:00 PM - 1:00 PM 1,280 1,172 2,452 1:00 AM - 2:00 AM 52 53 105 1:00 PM - 2:00 PM 1,246 1,199 2,445 2:00 AM - 3:00 AM 58 55 113 2:00 PM - 3:00 PM 1,548 1,309 2,857 3:00 AM - 4:00 AM 45 174 219 3:00 PM - 4:00 PM 1,723 1,226 2,949 4:00 AM - 5:00 AM 119 310 429 4:00 PM - 5:00 PM 1,561 1,118 2,679 5:00 AM - 6:00 AM 253 1,041 1,294 5:00 PM - 6:00 PM 1,610 1,270 2,880 6:00 AM - 7:00 AM 623 1,306 1,929 6:00 PM - 7:00 PM 1,337 1,055 2,392 7:00 AM - 8:00 AM 1,005 1,353 2,358 7:00 PM - 8:00 PM 838 755 1,593 8:00 AM - 9:00 AM 1,275 1,570 2,845 8:00 PM - 9:00 PM 627 618 1,245 9:00 AM - 10:00 AM 950 1,158 2,108 9:00 PM - 10:00 PM 442 518 960 10:00 AM - 11:00 AM 1,036 1,084 2,120 10:00 PM - 11:00 PM 309 255 564 11:00 AM - 12:00 PM 1,186 1,201 2387 11:00 PM - 12:00 AM 247 148 395 6,717 9,403 16,120 12,768 10,643 23,411
EB Volume 19,485 WB Volume 20,04624-Hour 24-Hour
Weather: Sunny
AVC Proj. No: 17-0786
24 Hour Segment Volume 39,531
Total
Time Hourly Volume
Total
Time Hourly Volume
Analysts: DASH
Orientation: East-West
Location:

Date of Count: Tuesday, November 28, 2017
O. San Marcos Boulevard west of Las Posas Road
0 500
1,000
1,500
2,000
2,500
3,000
3,500
12:00 AM 2:00 AM 4:00 AM 6:00 AM 8:00 AM 10:00 AM 12:00 PM 2:00 PM 4:00 PM 6:00 PM 8:00 PM 10:00 PM EB WB Total
7:00 - 9:00 4:00 - 6:00
www.accuratevideocounts.com P.O. Box 261425 San Diego CA 92196 12/3/2017 24 Hour Segment Count
Accurate Video Counts Inc
[email protected]
(619) 987-5136
EB WB Total EB WB Total
12:00 AM - 1:00 AM 108 94 202 12:00 PM - 1:00 PM 1,090 998 2,088 1:00 AM - 2:00 AM 57 52 109 1:00 PM - 2:00 PM 1,060 998 2,058 2:00 AM - 3:00 AM 54 47 101 2:00 PM - 3:00 PM 1,459 1,010 2,469 3:00 AM - 4:00 AM 42 137 179 3:00 PM - 4:00 PM 1,609 956 2,565 4:00 AM - 5:00 AM 109 269 378 4:00 PM - 5:00 PM 1,336 1,264 2,600 5:00 AM - 6:00 AM 244 904 1,148 5:00 PM - 6:00 PM 1,485 1,406 2,891 6:00 AM - 7:00 AM 552 1,116 1,668 6:00 PM - 7:00 PM 1,155 934 2,089 7:00 AM - 8:00 AM 891 1,495 2,386 7:00 PM - 8:00 PM 761 662 1,423 8:00 AM - 9:00 AM 1,085 1,440 2,525 8:00 PM - 9:00 PM 588 488 1,076 9:00 AM - 10:00 AM 836 976 1,812 9:00 PM - 10:00 PM 429 372 801 10:00 AM - 11:00 AM 889 911 1,800 10:00 PM - 11:00 PM 302 216 518 11:00 AM - 12:00 PM 997 1,046 2043 11:00 PM - 12:00 AM 249 135 384 5,864 8,487 14,351 11,523 9,439 20,962
EB Volume 17,387 WB Volume 17,92624-Hour 24-Hour
Weather: Sunny
AVC Proj. No: 17-0786
24 Hour Segment Volume 35,313
Total
Time Hourly Volume
Total
Time Hourly Volume
Analysts: DASH
Orientation: East-West
Location:

Date of Count: Tuesday, November 28, 2017
P. San Marcos Boulevard between Las Posas Road & Via Vera Cruz 0 500
1,000
1,500
2,000
2,500
3,000
3,500
12:00 AM 2:00 AM 4:00 AM 6:00 AM 8:00 AM 10:00 AM 12:00 PM 2:00 PM 4:00 PM 6:00 PM 8:00 PM 10:00 PM EB WB Total
7:00 - 9:00 4:00 - 6:00
www.accuratevideocounts.com P.O. Box 261425 San Diego CA 92196 12/3/2017

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project

APPENDIX B

SCOPING MEMO AND CITY REVIEW

March 4, 2021

Mr. Nicholas Abboud
City of San Marcos
City Traffic Engineer

LLG Reference: 3-20-3279

Subject: Pacific Project – Transportation Impact Analysis Scoping Letter San Marcos, CA

Dear Nicholas:

This letter has been prepared to provide information to initiate the Transportation Analysis Scoping process with the City of San Marcos for the Pacific project. The intent of this letter is to provide the City with the necessary information such that key assumptions can be verified and utilized in the Transportation Analysis documents.

ROJECT LOCATION
The Project site is comprised of fo ur parcels, APN’s 219-222-01, 02, 03, 04. The Pacific site is approximately 33.2-acres and is located in the northwest corner of Las Posas Road and Linda Vista Drive. La Mirada Road abuts the sites northern boundary and Pacific Street abuts th e property’s western boundary. The Grand Plaza shopping center is located directly across Las Posas Drive. Light indus trial uses are adjacent to the sites northern, southern, and western boundary. Bradley park is located across from the sites southwestern corner.

The land is currently zoned I ndustrial (I) with a maximum Floor Area Ratio of 0.50.

According to the City of San Marcos Munici pal Code the Industria l land use zone is intended to provide a setting for the full range of indoor manufacturing, distribution, warehousing, processing, and general service uses that are adequately served by vehicular arterials a nd utilities. Industries that use hazardous materials, require heavy equipment, and/or that generate sustained noise levels are deemed appropriate for this Zone, a nd may be permitted according to the standards of this chapter. The I Zone is intended to implem ent and be consistent with the Industrial land use designation of the General Plan.

PROJECT DESCRIPTION
The GPA/Rezone proposes to use the 0.5 In dustrial FAR as a guide to determining site coverage. Usin g this methodology, a rezone of the 33-acre property to Residential 3 (R-3-6) equates to 16.5-acr es of the 33-acre property creating a maximum density of 30.0 dwe lling units per-acre and pr oviding for a maximum of 495 residential dwelling units. This density would be consistent with the City of

N:\3279\Scoping\Scoping Memo.3279.doc
San Marcos General Plan Land Use of Residentia l 3 (R-3-6). The City of San Marcos defines this designation as “to provide for higher-de nsity multifamily attached homes such as apartments, rowhouses, townhomes, motorcourts, a nd condominiums at a density of twenty (20) to thirty (30) dwelling units per acre (du/ac). The R-3-6 Zone is intended to implement and be consistent with the Medium Hi gh Density Residential (MHDR) land use designation of the General Plan.” The Medium High Density Resi dential zoning (MHDR) cl assification provides for a density of 20.1-30.0 dwelling units per ac re. This target density would net a maximum of 495 dwelling units.

This process requires a Genera l Plan Amendment from Industri al (I) to Medium High Density Residential (MHDR) and a Rezone of parcels 21 9-22-01, 02, 03, and 04 Industrial (I) General Plan Land Use designation to a Residential 3 (R-3-6) land us e designation to provide for a Medium High Density Residential multi-family zone for a maximum of 495 dwelling units and with a maximum density of 30 dwelling units per-acre.

PROJECT TRIP GENERATION
Project vehicle trips were estimated using SANDAG’s (Not So) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, April 2002.

Table A tabulates the total Project traffic generati on. As shown, the Project is calculated to generate 2,970 Average Daily Tr ips (ADT) with 238 AM peak hour trips (48 in/ 190 out) and 267 PM peak hour trips (187 in/ 80 out).

TABLE A

PROJECT TRIP GENERATION
Land Use Size
Daily Trip Ends
(ADTs) AM Peak Hour PM Peak Hour
Ratea Volume % of
ADT
In:Out Volume % of
ADT
In:Out Volume
Split In Out Split In Out
Apartment
(multi-family> 20 du/acre) 495 DU 6 /DU 2,970 8% 20:80 48 190 9% 70:30 187 80 Footnotes:
a. Rate is based on SANDAG’s (Not So) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, April 2002 General Note:
x DU = Dwelling Unit

VMT BASED TRANSPORTATION ANALYSIS
In compliance with Senate Bill 743 (SB 743) and th e City of San Marcos Transportation Impact Analysis Guidelines (dated November 2020), the proposed project will evalua te transportation impacts under the California Environmental Quality Act (CEQA) using a Vehicle Miles Traveled (VMT) metric, pursuant to direction from the G overnor’s Office of Planning and Research (OPR) in December 2018 (Technical Advisory on Evaluating Transportation Impacts in CEQA).

The VMT metric is required by the state as of July 1, 2020.

N:\3279\Scoping\Scoping Memo.3279.doc
The project is also required to evaluate the effe cts of a development proj ect on mobility, access, circulation, and related safety elements under a Local Transportation Analysis (LTA) per the same guidelines.

VMT SCREENING
Based on the City of San Marcos Transportation Impact Analysis Guidelines, the requirement to prepare a detailed transportation VMT analysis applies to all land development projects except for those that meet at least one of the provided screening criteria . A project that meets at least one of the screening criteria lis ted below would be considered to have a less-than-significant impact due to the project or location characteristics.

1. Small Residential and Employment Projects (less than 110 daily vehicle trips)

2. Affordable Housing – 100% deed restricted affordable housing

3. Local Serving Retail and Public Facilities – 50,000 sf or less gross floor area

4. Adjacency to High Quality Transit – ½ mile walkshed

5. Map-Based Screening – Areas that generate VMT below City thresholds For land use projects with a mixed -use component, each use in the project (e.g., residential, office, and retail) should be analyzed separately, taking internalization of the trips into account.

Screening criteria 1-4 are not applicable base d on the Project’s location, land uses, and size.

Criteria 5 – Map-Based Screening would be applicable, however, the use of the SANDAG online VMT mapping tool is limited to projects gene rating fewer than 2,400 daily vehicle trips and since the Project will exceed 2,400 trips, a SANDAG travel demand m odel is required. The Project’s VMT/resident will be determined using the SANDAG travel demand model, assuming the Project can be accurately represented in the model.

OCAL TRANSPORTATION ANALYSIS SCREENING
Based on the guidelines, a Local Transportation Analysis (LTA) is required for all projects generating more than 1,000 daily vehicle trips or more than 100 peak hour vehicle trips, if consistent with the current General Plan. If not consistent with the General Plan, then an LTA is required at 500 ADT or 50 peak hour trips.

The Project includes a General Plan Amendm ent (GPA), but an LTA would be required regardless based on the Project’s trip generation.

TUDY AREA
The following intersections and street segments are recommended to be included in the analysis:

Intersections

1. Pacific Street / La Mirada Drive

2. Las Posas Road / La Mirada Drive

3. Las Posas Road / Linda Vista Drive

4. Pacific Street / Linda Vista Drive

N:\3279\Scoping\Scoping Memo.3279.doc
Project Driveways

5. Project Driveway / La Mirada Drive
Roadway Segments
Las Posas Road

1. Grand Avenue to La Mirada Drive

2. La Mirada Drive to Linda Vista Drive

3. Linda Vista Drive to San Marcos Blvd
Linda Vista Drive

4. Pacific Street to Las Posas Road

5. Las Posas Road to Via Vera Cruz

STUDY SCENARIOS
The following study scenarios are proposed based on the guidelines. Existing Conditions
Interim Year 2025 Conditions
Interim Year 2025 Plus Project Conditions
Horizon Year 2050 Conditions
Horizon Year 2050 Plus Project Conditions

EXISTING TRAFFIC DATA
LLG proposes to collect new AM/PM peak hour traf fic counts at all study area intersections as well as 24-hour ADT counts on all study area street segments.

LLG has historical (Year 2017, pre-COVID) traffic counts at the intersection of Las Posas Road / Linda Vista Drive, as well as all five (5) proposed study area street segments.

The current count data will be validated base d on comparison between current and pre-COVID count data.

OTHER PROPOSED ANALYSES
In addition to LOS, the following analyses will be provided per the guidelines:
Site Access and On-Site Circulation
Driveway Sight Distance
Parking
Queueing

PEDESTRIAN, BICYCLE, AND TRANSIT
A review of the existing pedestrian, bicycle, and transit conditions will be conducted. The project’s effect on existing and proposed pedestrian and bicycle facilities and transit system will

N:\3279\Scoping\Scoping Memo.3279.doc
be reviewed. Pedestrian and bicycle data will be provided at each study intersection. A section on what the project will construct to improve those modes will be provided.

Linscott, Law & Greenspan, Engineers

Walter Musial, P.E. Roman Lopez, PTP
Principal Transportation Planner III
California Registration:

From: Jason Greminger
To: Roman Lopez
Cc: Greg Waite
Subject: FW: Upham
Date: Thursday, March 18, 2021 10:56:32 AM
Roman,

Got some info for you on the traffic scope below.

Thanks

Jason Greminger

Project Manager, CCI
Cell: (619) 944-1198
Office: (760) 471-2365
www.cciconnect.com

From: Quezada, Jonathan <[email protected]>
Sent: Thursday, March 18, 2021 10:21 AM
To: Jason Greminger <[email protected]>
Cc: Kellar, Stephanie <[email protected]>; Farace, Joseph <[email protected]> Subject: RE: Upham

Good morning Jason,

Please see our traffic department comments on the traffic scoping for the Upham Development:

The main comment is on the study area. LLG recommends studying only those 4 intersections that abut the property (Las Posas/Linda Vista, Las Posas /La Mirada, Pacific /Linda Vista & Pacific /La Mirada). City of San Marcos Traffic Engineering requests that LLG add the following intersections (and connecting segments) to the traffic study scope, especially that most experience difficulties of failing right now and any additional traffic would cause more disruption:

Las Posas Rd/Grand Av
Grand Av/VVC
Las Posas Rd/SR-78 WB ramps
Las Posas Rd/SMB
Pacific St/SMB
Linda Vista Dr/RSF

Let me know if you need additional clarifications.

Thanks,

JONATHAN QUEZADA, MPA, E.I.T.| Assistant Engineer - Land Development City of San Marcos | 1 Civic Center Drive, San Marcos CA 92069 T: (760) 744-1050 x3216 | | C: (760) 310-6203
[email protected] | www.san-marcos.net
Discover San Marcos on social media:

Facebook | Twitter | Instagram | LinkedIn | YouTube At the City of San Marcos, the health and safety of our community is our top priority. For real-time updates about the City’s response to COVID-19, visit www.san-marcos.net/covid19.

Please be advised that City Hall is closed on Fridays until further notice.

CITY STAFF IS PRESENTLY TELE-COMMUTING, RESPONDING TO VOICEMAIL AND EMAILS DURING REGULAR BUSINESS HOURS. VISIT OUR WEBSITE FOR VIRTUAL SERVICES: https://www.san- marcos.net/departments

From: Farace, Joseph <[email protected]>
Sent: Thursday, March 18, 2021 10:11 AM
To: Quezada, Jonathan <[email protected]>
Cc: Kellar, Stephanie <[email protected]>
Subject: FW: Upham

Hi Jonathan – please see Jason’s inquiry below. I was hoping you might be able to help with his questions. I did see the information come in from Nic Sunday night. Not sure if this was forward to the Upham traffic consultant. Thanks

Joseph Farace | Planning Manager
City of San Marcos | 1 Civic Center Drive, San Marcos CA 92069 T: (760) 744-1050 x3248
[email protected] | www.san-marcos.net

At the current time, public counters at City Hall and Public Works are open from 10:00 am to 2:00 pm. The City remains open for virtual business via email and phone from 7:30 am to 5:30 pm on Monday through Thursday and closed every Friday. Please refer to the City's website (www.san-marcos.net) for contact information by Department. For real-time updates about the City’s response to COVID-19, visit www.san-marcos.net/covid19.

City offices are closed every Friday, click here to view the scheduled closures.

Discover San Marcos on social media:

Facebook
| Twitter | Instagram | LinkedIn | YouTube

At the City of San Marcos, the health and safety of our community is our top priority. For real-time updates about the City’s response to COVID-19, visit www.san-marcos.net/covid19.

From: Jason Greminger <[email protected]>
Sent: Thursday, March 18, 2021 9:54 AM
To: Farace, Joseph <[email protected]>
Subject: Upham

CAUTION: This email originated from outside of the organization. Do not click links or open attachments unless you recognize the sender and know the content is safe.

Hi Joe,

I’ve got the CAP complete and we’re ready to submit. Please let me know when I can meet you at the counter to drop off the package.

On a similar note, we’re trying to get our traffic counts set up next week and we’re stuck trying to get the ROW permit issued from the traffic engineer’s. They’re asking what permit this is for. We also haven’t heard back from them on any additional segments or intersections they’d like studied.

Do you have an idea of who the engineer will be for this GPA/RZ? I’d like to give them a call to see if I can answer their questions.

Thanks

Jason Greminger

Project Manager, CCI
Cell: (619) 944-1198
Office: (760) 471-2365
www.cciconnect.com

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project

APPENDIX C

CITY OF SAN MARCOS ROADWAY CLASSIFICATION TABLE

LOS A LOS B LOS C LOS D LOS E
Existing Roadway Classifications / Standards
Prime Arterial 7 to 8 lanes 29,200 40,800 58,300 64,200 70,000 Prime Arterial 6 lanes 25,000 35,000 50,000 55,000 60,000 Major Arterial 5 lanes 18,000 25,000 35,000 40,000 45,000 Major Arterial 4 lanes 15,000 21,000 30,000 35,000 40,000 Secondary Arterial 5 lanes 12,500 17,500 25,000 31,300 37,500 Secondary Arterial 4 lanes 10,000 14,000 20,000 25,000 30,000 Secondary Arterial 3 lanes 7,500 10,500 15,000 18,000 22,500 Collector 2 lanes plus TWLTL 5,000 7,000 10,000 13,000 15,000 Collector 2 lanes 2,500 3,500 5,000 6,500 8,000
General Plan Complete Street Typology Standards
Arterial 8 lanes 29,200 40,800 58,300 64,200 70,000
Arterial 6 lanes 25,000 35,000 50,000 55,000 60,000
Arterial with Class II or
Class III Bike Lanes 4 lanes 15,000 21,000 30,000 35,000 40,000 Arterial with enhanced
Bike facilities 4 lanes 15,000 21,000 30,000 35,000 40,000 Multi-Way Boulevard 4 lanes for through trips, two
lanes for local serving trips
1 16,800 25,200 31,500 37,800 42,000
Industrial Collector 4 lanes 10,000 14,000 20,000 25,000 30,000 Collector & Main Street 2 lanes plus TWLTL 5,000 7,000 10,000 13,000 15,000 Collector & Main Street 2 lanes 2 2,500 3,000 5,000 6,500 8,000 Freeway Mixed-Flow Lane 3 - - 1,760 1,980 2,200
Freeway HOV Lanes 3 - - 1,440 1,620 1,800
Note: These are general capacities for planning purposes. Specific operational characteristics, such as signal coordination, can enhance operations significantly.

1. LOS thresholds were calculated based on V/C ratios of the daily threshold volumes for the corresponding roadway classification. Multi-way boulevard capacity assumes a similar capacity as a 4-lane arterial plus an additional 1,000 ADT capacity per lane for the local service roadway.

2. With fronting commercial or residential property

3. Per lane capacities presented.

Source: SANTEC/ITE Guidelines for Traffic Impact Studies in the San Diego Region, 2000.

Table 3.16-2
Daily Roadway Segment Capacity
Street Typology Typical Lane Configuration
Vehicular Level of Service

WWooooddllaannddPPkkwwyy
LLaa MMoorree ee RR ddWW
EE
BBaarrhhaamm
DDrr
DDeessccaannssooAAvvee
E Mission RdE Mission Rd
W Mission RdW Mission Rd
BB
oorrddeennRRdd
SSaann
EElliijjoo
RRdd
Fulton RdFulton Rd
Las Flores DrLas Flores Dr
Montiel RdMontiel Rd
SSmmiillaaxxRRdd
GGrraanndd
AAvvee
DDiissccoovveerryy
SStt
RRoosseeRRaanncchhRRdd
El Norte PkwyEl Norte Pkwy
BBoorrddeenn
RRdd
EEllffiinn FF oorreessttRRdd
Olive StOlive St
SS SSaannttaa FFeeAAvvee
NN LLaa ss PPoo ss aass RR dd
Vineyard RdVineyard Rd
NNTTwwiinnOOaakkssVVaalllleeyyRRdd
CCrraavveenn
RRdd
LLiinnddaaVViissttaaDDrr
WWooooddwwaarrddSStt
QQ uu ee ss tthhaa vv eenn
RRdd
NNoorrddaahhll
RRdd
LLaa
MM
oorreeeeRRddEE
DDeeeerrSSpprriinnggssRRdd
WWBBoorrddee nn RRdd
NN TTwwiinn OOaakkss VVaalllleeyy RRdd
Buena Creek RdBuena Creek Rd
SSLLaassPPoossaassRRdd
S Twin Oaks Valley RdS Twin Oaks Valley Rd
RRii cchhllaanndd RRdd
MM
eellrroossee
DDrr
Knoll RdKnoll Rd
Mulberry DrMulberry Dr
S Pacific StS Pacific St
CCoorroonnaaddoo HHiillll ss DD rr
S Bent AveS Bent Ave
RRoocckk
SSpprriinnggssRRdd
Knob Hill RdKnob Hill Rd
!"a$
A¸E
VV iiaa VV ee rr aa CC rruu zz VViiaaVVeerraaCCrruuzz
SSaann EElliijjoo RRdd
SSaannEElliijjooRRdd
WW
SSaann
MM
aarrccoossBBllvvdd
W San Marcos BlvdW San Marcos Blvd
WW
SSaann
MM
aarrccooss
BBllvvdd
S Rancho Santa Fe RdS Rancho Santa Fe Rd
LLaaMM
iirraaddaaDDrr
LLiinnddaa
VViissttaa
DDrr
NNTTwwiinnOOaakkssVVaalllleeyyRRdd
Mulberry DrMulberry Dr
BBeennnneettttAAvvee
RRaanncchheerroossRRdd
A¸E
A¸E
A¸E
!"a$
PalomarPalomarCollegeCollege
Cal StateCal StateUniversityUniversitySan MarcosSan Marcos DiscoveryDiscovery
LakeLake
Jack’sJack’s
PondPond
LakeLake
SanSan
MarcosMarcos
SouthSouth
LakeLake
CarlsbadCarlsbad
VistaVista
EscondidoEscondido
EscondidoEscondido
UnincorporatedUnincorporated
UnincorporatedUnincorporated
UnincorporatedUnincorporated
EncinitasEncinitas
SSaannMMaarrccoossCCrreeeekk
SSaann
MM
aarrccoossCCrreeeekk
SSaann
MMaarrccooss CCrreeeekk
TTwwiinnOOaakkssVVaalllleeyyCCrreeeekk
AAgguuaaHHeeddiioonnddaaCCrreeeekk
SSaann
MM
aarrccoossCCrreeeekk
!"a$
!"a$
!"a$
!"^$
!"^$
A¸E
EncinitasEncinitas
OceansideOceanside
CarlsbadCarlsbad
VistaVista
EscondidoEscondido
VistaVista
SanSan
MarcosMarcos

MOBILITY ELEMENT
FIGURE 3-1
City of San Marcos
Roadway
Classifications
Miles

10.50.250
33 Path: X:\Projects\GeneralPlan\Maps\DocumentMaps\GISMaps\Fig3-1_RoadwayClassificationSystemLegend.mxd Last Updated: 12/3/2012 Roadway Classifications Street Typology*San Marcos City Limits Sphere of Influence
Planning Area
Major Hydrologic Features
Creeks
Railroad
Freeway
Highway
Major Road
Minor Road
2 Lanes with Right-of-Way consistent with
County of San Diego’s General Plan
4 Lanes with Right-of-Way consistent with
County of San Diego’s General Plan
Arterial Enhanced
Complete Street
4 Lanes (Rural)
4 Lanes
4 Lanes +
Multi-Way Boulevard
6 Lanes
6 Lanes +
!! Arterial with Class II or III Bicycle Facilities
and Sidewalks
"" Arterial with Enhanced Bicycle/Pedestrian
Facilities
!! Multi-Way
* See the Street Design Manual for additional
street typology assignments
SOURCES OF DATA:

City of San Marcos 12/12
Ery ơort as n a to assr t accracy of t as an ata roiǢ orǡ so inforation ay not accrat or crrntǤ T City of San Marcos asss no rsonsiiity arisin fro s of tis inforation an incororats y rfrnc its iscair rarin t ac of any arrantisǡ tr rss or iiǡ concrnin t s of t saǤ For aitiona inforationǡ s t Discair of t Cityǯs sitǤ

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project

APPENDIX D

EXISTING ANALYSIS WORKSHEETS

Existing AM Pacific Project
1: Las Posas Rd & SR-78 WB On Ramp/SR-78 WB Off Ramp 05/18/2022 HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\1 Ex AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 554 3 171 149 907 0 0 1156 316 Future Volume (veh/h) 0 0 0 554 3 171 149 907 0 0 1156 316 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 375 277 176 154 935 0 0 1192 326
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 P e r c e n t H e a v y V e h , % 222220022
Cap, veh/h 410 246 156 182 3324 0 0 1988 544
Arrive On Green 0.23 0.23 0.23 0.20 1.00 0.00 0.00 0.50 0.50 Sat Flow, veh/h 1781 1069 679 1781 5274 0 0 4130 1083
Grp Volume(v), veh/h 375 0 453 154 935 0 0 1024 494
Grp Sat Flow(s),veh/h/ln 1781 0 1748 1781 1702 0 0 1702 1641 Q Serve(g_s), s 20.5 0.0 23.0 8.3 0.0 0.0 0.0 21.4 21.4 Cycle Q Clear(g_c), s 20.5 0.0 23.0 8.3 0.0 0.0 0.0 21.4 21.4 Prop In Lane 1.00 0.39 1.00 0.00 0.00 0.66
Lane Grp Cap(c), veh/h 410 0 402 182 3324 0 0 1708 823
V/C Ratio(X) 0.92 0.00 1.13 0.85 0.28 0.00 0.00 0.60 0.60 Avail Cap(c_a), veh/h 410 0 402 214 3324 0 0 1708 823
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.89 0.89 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 37.6 0.0 38.5 39.0 0.0 0.0 0.0 17.8 17.8 Incr Delay (d2), s/veh 24.4 0.0 84.0 20.8 0.2 0.0 0.0 1.6 3.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.6 0.0 19.0 4.2 0.1 0.0 0.0 7.9 8.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 62.0 0.0 122.5 59.8 0.2 0.0 0.0 19.3 21.0 L n G r p L O S EAFEAAABC
Approach Vol, veh/h 828 1089 1518
Approach Delay, s/veh 95.1 8.6 19.9
Approach LOS F A B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 71.9 14.9 57.0 28.1
Change Period (Y+Rc), s 6.8 * 4.7 6.8 5.1
Max Green Setting (Gmax), s 65.1 * 12 48.4 23.0
Max Q Clear Time (g_c+I1), s 2.0 10.3 23.4 25.0
Green Ext Time (p_c), s 4.4 0.1 7.2 0.0
Intersection Summary
HCM 6th Ctrl Delay 34.4
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Existing AM Pacific Project
2: Las Posas Rd & Grand Ave 05/18/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\1 Ex AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 158 178 22 87 169 582 23 320 80 353 661 681 Future Volume (veh/h) 158 178 22 87 169 582 23 320 80 353 661 681 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 170 191 24 94 182 626 25 344 86 380 711 732 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 308 474 59 149 269 993 62 1212 291 733 1677 871 Arrive On Green 0.09 0.15 0.15 0.03 0.05 0.05 0.04 0.29 0.29 0.07 0.16 0.16 Sat Flow, veh/h 3456 3170 392 1781 1870 2790 1781 4109 987 3456 3554 1545 Grp Volume(v), veh/h 170 106 109 94 182 626 25 283 147 380 711 732 Grp Sat Flow(s),veh/h/ln 1728 1777 1786 1781 1870 1395 1781 1702 1692 1728 1777 1545 Q Serve(g_s), s 4.7 5.4 5.5 5.2 9.6 4.2 1.4 6.4 6.7 10.6 18.1 39.4 Cycle Q Clear(g_c), s 4.7 5.4 5.5 5.2 9.6 4.2 1.4 6.4 6.7 10.6 18.1 39.4 Prop In Lane 1.00 0.22 1.00 1.00 1.00 0.58 1.00 1.00
Lane Grp Cap(c), veh/h 308 266 267 149 269 993 62 1004 499 733 1677 871 V/C Ratio(X) 0.55 0.40 0.41 0.63 0.68 0.63 0.40 0.28 0.30 0.52 0.42 0.84 Avail Cap(c_a), veh/h 328 382 384 169 402 1191 169 1004 499 733 1677 871 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 0.97 0.97 0.97 0.99 0.99 0.99 0.65 0.65 0.65 Uniform Delay (d), s/veh 43.6 38.5 38.5 47.1 45.3 11.3 47.2 27.1 27.2 41.6 29.9 29.2 Incr Delay (d2), s/veh 1.7 1.0 1.0 5.9 2.9 0.8 4.1 0.7 1.5 0.4 0.5 6.5 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 2.1 2.4 2.5 2.6 5.0 3.4 0.7 2.6 2.8 4.8 8.6 17.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.4 39.4 39.5 53.0 48.2 12.1 51.3 27.8 28.7 42.0 30.4 35.7 L n G r p L O S DDDDDBDCCDCD
Approach Vol, veh/h 385 902 455 1823
Approach Delay, s/veh 42.1 23.6 29.4 35.0
A p p r o a c h L O S DCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 27.7 36.0 14.8 21.5 10.0 53.7 15.4 20.9 Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5 6.5 6.5 Max Green Setting (Gmax), s 13.5 29.5 9.5 21.5 9.5 33.5 9.5 21.5 Max Q Clear Time (g_c+I1), s 12.6 8.7 7.2 7.5 3.4 41.4 6.7 11.6 Green Ext Time (p_c), s 0.1 2.4 0.0 0.9 0.0 0.0 0.1 2.8 Intersection Summary
HCM 6th Ctrl Delay 32.2
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Existing AM Pacific Project
3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 05/18/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\1 Ex AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 353 133 140 26 180 3 112 54 9 84 271 549 Future Volume (veh/h) 353 133 140 26 180 3 112 54 9 84 271 549 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 372 140 147 27 189 3 88 100 9 88 285 540 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 455 1124 672 103 1256 20 195 205 174 533 173 327 Arrive On Green 0.13 0.32 0.32 0.06 0.24 0.24 0.11 0.11 0.11 0.30 0.30 0.30 Sat Flow, veh/h 3456 3554 1575 1781 5178 82 1781 1870 1585 1781 578 1095 Grp Volume(v), veh/h 372 140 147 27 124 68 88 100 9 88 0 825 Grp Sat Flow(s),veh/h/ln 1728 1777 1575 1781 1702 1856 1781 1870 1585 1781 0 1673 Q Serve(g_s), s 10.5 2.8 5.9 1.4 2.9 2.9 4.6 5.0 0.5 3.6 0.0 29.9 Cycle Q Clear(g_c), s 10.5 2.8 5.9 1.4 2.9 2.9 4.6 5.0 0.5 3.6 0.0 29.9 Prop In Lane 1.00 1.00 1.00 0.04 1.00 1.00 1.00 0.65
Lane Grp Cap(c), veh/h 455 1124 672 103 826 450 195 205 174 533 0 500 V/C Ratio(X) 0.82 0.12 0.22 0.26 0.15 0.15 0.45 0.49 0.05 0.17 0.00 1.65 Avail Cap(c_a), veh/h 636 1124 672 196 826 450 196 206 174 533 0 500 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) 0.72 0.72 0.72 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 42.2 24.3 18.2 45.0 29.8 29.8 41.7 41.9 39.9 25.8 0.0 35.1 Incr Delay (d2), s/veh 4.2 0.2 0.5 0.5 0.4 0.7 0.6 0.7 0.0 0.1 0.0 300.9 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 4.7 1.2 2.7 0.7 1.2 1.4 2.1 2.3 0.2 1.5 0.0 53.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.4 24.5 18.7 45.5 30.1 30.5 42.3 42.6 39.9 25.9 0.0 336.0 L n G r p L O S DCBDCCDDDCAF
Approach Vol, veh/h 659 219 197 913
Approach Delay, s/veh 35.6 32.1 42.3 306.1
Approach LOS D C D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 10.5 38.4 35.0 17.9 31.1 16.1
Change Period (Y+Rc), s * 4.7 6.8 5.1 * 4.7 6.8 5.1
Max Green Setting (Gmax), s * 11 26.4 29.9 * 18 19.0 11.0 Max Q Clear Time (g_c+I1), s 3.4 7.9 31.9 12.5 4.9 7.0
Green Ext Time (p_c), s 0.0 0.8 0.0 0.7 0.6 0.2
Intersection Summary
HCM 6th Ctrl Delay 160.1
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Existing AM Pacific Project
4: Pacific St & La Mirada Dr 05/18/2022
HCM 6th AWSC Synchro 10 Report
N:\3279\Analysis\Synchro\1 Ex AM.syn
Intersection
Intersection Delay, s/veh 9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 37 22 45 44 19 18 69 30 6 142 14
Future Vol, veh/h 8 37 22 45 44 19 18 69 30 6 142 14
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 222222222222
M v m t F l o w 94 32 55 25 12 22 17 93 4 7 1 6 31 6
Number of Lanes 011011011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2222
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2222
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2222
HCM Control Delay 8.4 9.2 8.6 9.5

H C M L O S AAAA

Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 21% 0% 18% 0% 51% 0% 4% 0%
Vol Thru, % 79% 0% 82% 0% 49% 0% 96% 0%
Vol Right, % 0% 100% 0% 100% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 87 30 45 22 89 19 148 14
L T V o l 1 8080 4 5060
Through Vol 69 0 37 0 44 0 142 0
RT Vol 0 30 0 22 0 19 0 14
Lane Flow Rate 100 34 52 25 102 22 170 16
Geometry Grp 77777777
Degree of Util (X) 0.149 0.044 0.08 0.034 0.161 0.029 0.247 0.02 Departure Headway (Hd) 5.358 4.55 5.577 4.782 5.679 4.72 5.222 4.498 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 668 784 640 745 630 755 686 793
Service Time 3.104 2.295 3.33 2.535 3.429 2.47 2.965 2.24 HCM Lane V/C Ratio 0.15 0.043 0.081 0.034 0.162 0.029 0.248 0.02 HCM Control Delay 9 7.5 8.8 7.7 9.5 7.6 9.7 7.3
HCM Lane LOS AAAAAAAA
HCM 95th-tile Q 0.5 0.1 0.3 0.1 0.6 0.1 1 0.1
Existing AM Pacific Project
5: Las Posas Rd & La Mirada Dr 05/18/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\1 Ex AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 39 14 10 16 14 34 17 375 30 94 664 77 Future Volume (veh/h) 39 14 10 16 14 34 17 375 30 94 664 77 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 41 15 11 17 15 36 18 395 32 99 699 81 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 108 266 225 60 56 135 47 905 401 158 1017 118 Arrive On Green 0.06 0.14 0.14 0.03 0.12 0.12 0.03 0.25 0.25 0.09 0.32 0.32 Sat Flow, veh/h 1781 1870 1582 1781 486 1166 1781 3554 1576 1781 3208 371 Grp Volume(v), veh/h 41 15 11 17 0 51 18 395 32 99 387 393 Grp Sat Flow(s),veh/h/ln 1781 1870 1582 1781 0 1651 1781 1777 1576 1781 1777 1803 Q Serve(g_s), s 1.1 0.4 0.3 0.5 0.0 1.4 0.5 4.8 0.8 2.7 9.7 9.7 Cycle Q Clear(g_c), s 1.1 0.4 0.3 0.5 0.0 1.4 0.5 4.8 0.8 2.7 9.7 9.7 Prop In Lane 1.00 1.00 1.00 0.71 1.00 1.00 1.00 0.21
Lane Grp Cap(c), veh/h 108 266 225 60 0 191 47 905 401 158 563 571 V/C Ratio(X) 0.38 0.06 0.05 0.28 0.00 0.27 0.38 0.44 0.08 0.63 0.69 0.69 Avail Cap(c_a), veh/h 297 1174 993 297 0 1037 210 1708 757 367 1011 1026 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.0 18.9 18.9 24.0 0.0 20.6 24.4 15.9 14.5 22.4 15.2 15.2 Incr Delay (d2), s/veh 2.2 0.1 0.1 2.6 0.0 0.7 5.0 0.3 0.1 4.0 1.5 1.5 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 0.5 0.1 0.1 0.2 0.0 0.5 0.3 1.6 0.3 1.2 3.3 3.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.2 19.0 19.0 26.6 0.0 21.3 29.4 16.3 14.5 26.4 16.7 16.7 LnGrp LOS C B B C A C C B B C B B
Approach Vol, veh/h 67 68 445 879
Approach Delay, s/veh 22.8 22.6 16.7 17.8
Approach LOS C C B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.0 19.0 7.7 13.3 7.8 22.2 9.1 11.9 Change Period (Y+Rc), s 6.5 6.0 6.0 6.0 6.5 6.0 6.0 6.0 Max Green Setting (Gmax), s 10.5 24.5 8.5 32.0 6.0 29.0 8.5 32.0 Max Q Clear Time (g_c+I1), s 4.7 6.8 2.5 2.4 2.5 11.7 3.1 3.4 Green Ext Time (p_c), s 0.1 2.2 0.0 0.1 0.0 4.1 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 17.9
HCM 6th LOS B
Existing AM Pacific Project
6: S. Rancho Santa Fe Rd & Linda Vista Dr 05/18/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\1 Ex AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 110 87 82 198 212 77 87 712 176 74 1086 265 Future Volume (veh/h) 110 87 82 198 212 77 87 712 176 74 1086 265 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 113 90 85 204 219 79 90 734 181 76 1120 273 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 132 230 195 239 322 113 104 1924 857 97 1522 368 Arrive On Green 0.07 0.13 0.13 0.07 0.12 0.12 0.06 0.54 0.54 0.05 0.54 0.54 Sat Flow, veh/h 1781 1816 1537 3456 2580 904 1781 3554 1582 1781 2832 685 Grp Volume(v), veh/h 113 88 87 204 149 149 90 734 181 76 699 694 Grp Sat Flow(s),veh/h/ln 1781 1777 1576 1728 1777 1708 1781 1777 1582 1781 1777 1740 Q Serve(g_s), s 7.5 5.5 6.1 7.0 9.6 10.1 6.0 14.3 7.1 5.1 36.0 36.8 Cycle Q Clear(g_c), s 7.5 5.5 6.1 7.0 9.6 10.1 6.0 14.3 7.1 5.1 36.0 36.8 Prop In Lane 1.00 0.98 1.00 0.53 1.00 1.00 1.00 0.39
Lane Grp Cap(c), veh/h 132 225 200 239 222 213 104 1924 857 97 955 935 V/C Ratio(X) 0.86 0.39 0.44 0.85 0.67 0.70 0.87 0.38 0.21 0.78 0.73 0.74 Avail Cap(c_a), veh/h 132 492 436 239 489 470 104 1924 857 163 955 935 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.9 48.1 48.4 55.2 50.1 50.3 56.0 15.9 14.2 56.0 21.2 21.3 Incr Delay (d2), s/veh 39.0 1.1 1.5 24.6 3.5 4.1 48.9 0.6 0.6 12.8 4.9 5.3 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 4.8 2.5 2.5 3.9 4.5 4.5 4.1 5.9 2.7 2.6 15.7 15.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 93.9 49.2 49.9 79.9 53.6 54.5 104.9 16.5 14.8 68.8 26.1 26.6 LnGrp LOS F D D E D D F B B E C C
Approach Vol, veh/h 288 502 1005 1469
Approach Delay, s/veh 67.0 64.5 24.1 28.6
Approach LOS E E C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.5 71.0 14.8 21.7 13.0 70.5 15.0 21.5 Change Period (Y+Rc), s 6.0 * 6 6.5 6.5 6.0 * 6 6.1 6.5 Max Green Setting (Gmax), s 11.0 * 43 8.3 33.2 7.0 * 47 8.9 33.0 Max Q Clear Time (g_c+I1), s 7.1 16.3 9.0 8.1 8.0 38.8 9.5 12.1 Green Ext Time (p_c), s 0.0 6.3 0.0 1.0 0.0 5.2 0.0 1.7 Intersection Summary
HCM 6th Ctrl Delay 36.1
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Existing AM Pacific Project
7: Pacific St & Linda Vista Dr 05/18/2022
HCM 6th AWSC Synchro 10 Report
N:\3279\Analysis\Synchro\1 Ex AM.syn
Intersection
Intersection Delay, s/veh 14.8
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 71 205 18 23 350 20 22 26 9 10 58 108 Future Vol, veh/h 71 205 18 23 350 20 22 26 9 10 58 108 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles, % 222222222222
Mvmt Flow 76 220 19 25 376 22 24 28 10 11 62 116
Number of Lanes 111111011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3322
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2233
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2233
HCM Control Delay 12.6 18.9 10.9 10.8

HCM LOS B C B B

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 46% 0% 100% 0% 0% 100% 0% 0% 15% 0%
Vol Thru, % 54% 0% 0% 100% 0% 0% 100% 0% 85% 0%
Vol Right, % 0% 100% 0% 0% 100% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 48 9 71 205 18 23 350 20 68 108
LT Vol 22 0 71 0 0 23 0 0 10 0
Through Vol 26 0 0 205 0 0 350 0 58 0
R T V o l 0900 1 800 2 00 1 0 8
Lane Flow Rate 52 10 76 220 19 25 376 22 73 116
Geometry Grp 8888888888
Degree of Util (X) 0.108 0.018 0.148 0.397 0.031 0.046 0.653 0.033 0.143 0.202 Departure Headway (Hd) 7.514 6.58 6.997 6.491 5.783 6.749 6.244 5.537 7.026 6.251 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 474 540 511 551 615 529 576 643 508 570
Service Time 5.306 4.37 4.767 4.26 3.552 4.511 4.006 3.298 4.803 4.027 HCM Lane V/C Ratio 0.11 0.019 0.149 0.399 0.031 0.047 0.653 0.034 0.144 0.204 HCM Control Delay 11.2 9.5 11 13.5 8.7 9.8 20.1 8.5 11 10.6 HCM Lane LOS BABBAACABB
HCM 95th-tile Q 0.4 0.1 0.5 1.9 0.1 0.1 4.7 0.1 0.5 0.7 Existing AM Pacific Project
8: Las Posas Rd & Linda Vista Dr 05/18/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\1 Ex AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 106 137 37 12 175 47 60 267 25 58 332 321 Future Volume (veh/h) 106 137 37 12 175 47 60 267 25 58 332 321 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 114 147 40 13 188 51 65 287 27 62 357 345 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 142 539 240 49 277 73 89 1712 160 88 926 814 Arrive On Green 0.08 0.15 0.15 0.03 0.10 0.10 0.05 0.52 0.52 0.05 0.52 0.52 Sat Flow, veh/h 1781 3554 1582 1781 2780 735 1781 3281 306 1781 1777 1562 Grp Volume(v), veh/h 114 147 40 13 118 121 65 154 160 62 357 345 Grp Sat Flow(s),veh/h/ln 1781 1777 1582 1781 1777 1738 1781 1777 1810 1781 1777 1562 Q Serve(g_s), s 6.3 3.7 2.2 0.7 6.4 6.7 3.6 4.6 4.6 3.4 12.0 13.6 Cycle Q Clear(g_c), s 6.3 3.7 2.2 0.7 6.4 6.7 3.6 4.6 4.6 3.4 12.0 13.6 Prop In Lane 1.00 1.00 1.00 0.42 1.00 0.17 1.00 1.00
Lane Grp Cap(c), veh/h 142 539 240 49 177 173 89 927 944 88 926 814 V/C Ratio(X) 0.81 0.27 0.17 0.27 0.67 0.70 0.73 0.17 0.17 0.71 0.39 0.42 Avail Cap(c_a), veh/h 143 959 427 160 498 487 107 927 944 107 926 814 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0.96 Uniform Delay (d), s/veh 45.3 37.5 36.9 47.7 43.4 43.6 46.8 12.5 12.5 46.8 14.4 14.7 Incr Delay (d2), s/veh 27.5 0.3 0.3 2.9 4.3 5.0 18.1 0.4 0.4 14.6 1.2 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.8 1.6 0.9 0.4 3.0 3.1 2.0 1.7 1.8 1.8 4.7 4.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 72.8 37.8 37.2 50.6 47.8 48.6 64.9 12.9 12.9 61.4 15.5 16.3 L n G r p L O S EDDDDD EBBEBB
Approach Vol, veh/h 301 252 379 764
Approach Delay, s/veh 51.0 48.3 21.8 19.6
Approach LOS D D C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.4 58.7 8.7 21.2 11.5 58.6 13.9 16.0 Change Period (Y+Rc), s 6.5 6.5 6.0 6.0 6.5 6.5 6.0 6.0 Max Green Setting (Gmax), s 6.0 33.0 9.0 27.0 6.0 33.0 8.0 28.0 Max Q Clear Time (g_c+I1), s 5.4 6.6 2.7 5.7 5.6 15.6 8.3 8.7 Green Ext Time (p_c), s 0.0 1.6 0.0 0.9 0.0 3.9 0.0 1.2 Intersection Summary
HCM 6th Ctrl Delay 29.9
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Existing AM Pacific Project
9: Pacific St & San Marcos Blvd 05/18/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\1 Ex AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 22 1218 0 0 1737 35 0 0 0 35 1 13 Future Volume (veh/h) 22 1218 0 0 1737 35 0 0 0 35 1 13 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 23 1269 0 0 1809 36 0 0 0 36 1 14
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 54 2996 0 1 2717 54 0 106 90 133 3 89
Arrive On Green 0.03 0.84 0.00 0.00 0.76 0.76 0.00 0.00 0.00 0.06 0.06 0.06 Sat Flow, veh/h 1781 3647 0 1781 3562 71 0 1870 1585 1378 52 1570 Grp Volume(v), veh/h 23 1269 0 0 900 945 0 0 0 37 0 14
Grp Sat Flow(s),veh/h/ln 1781 1777 0 1781 1777 1856 0 1870 1585 1430 0 1570 Q Serve(g_s), s 1.6 11.3 0.0 0.0 31.6 32.0 0.0 0.0 0.0 3.2 0.0 1.1 Cycle Q Clear(g_c), s 1.6 11.3 0.0 0.0 31.6 32.0 0.0 0.0 0.0 3.2 0.0 1.1 Prop In Lane 1.00 0.00 1.00 0.04 0.00 1.00 0.97 1.00
Lane Grp Cap(c), veh/h 54 2996 0 1 1355 1415 0 106 90 136 0 89 V/C Ratio(X) 0.43 0.42 0.00 0.00 0.66 0.67 0.00 0.00 0.00 0.27 0.00 0.16 Avail Cap(c_a), veh/h 100 2996 0 69 1355 1415 0 361 306 330 0 303 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 0.64 0.64 0.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 61.9 2.5 0.0 0.0 7.4 7.5 0.0 0.0 0.0 59.3 0.0 58.3 Incr Delay (d2), s/veh 5.2 0.4 0.0 0.0 1.7 1.6 0.0 0.0 0.0 1.1 0.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 2.3 0.0 0.0 9.8 10.3 0.0 0.0 0.0 1.2 0.0 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.1 2.9 0.0 0.0 9.1 9.1 0.0 0.0 0.0 60.4 0.0 59.1 L n G r p L O S EAAAAAAAAEAE
Approach Vol, veh/h 1292 1845 0 51
Approach Delay, s/veh 4.1 9.1 0.0 60.1
Approach LOS A A E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 0.0 116.1 13.9 10.4 105.7 13.9 Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s 5.0 80.4 25.1 7.3 78.1 25.1 Max Q Clear Time (g_c+I1), s 0.0 13.3 5.2 3.6 34.0 0.0
Green Ext Time (p_c), s 0.0 12.0 0.1 0.0 20.2 0.0
Intersection Summary
HCM 6th Ctrl Delay 7.9
HCM 6th LOS A
Notes
User approved pedestrian interval to be less than phase max green.

Existing AM Pacific Project
10: Las Posas Rd & San Marcos Blvd 05/18/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\1 Ex AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 268 1030 33 53 1435 90 23 22 19 54 33 334 Future Volume (veh/h) 268 1030 33 53 1435 90 23 22 19 54 33 334 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 273 1051 34 54 1464 92 23 22 19 55 34 341 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 295 2232 72 69 1807 804 230 366 306 302 366 572 Arrive On Green 0.17 0.64 0.64 0.04 0.51 0.51 0.20 0.20 0.20 0.20 0.20 0.20 Sat Flow, veh/h 1781 3513 114 1781 3554 1581 1006 1870 1562 1366 1870 1580 Grp Volume(v), veh/h 273 532 553 54 1464 92 23 22 19 55 34 341 Grp Sat Flow(s),veh/h/ln 1781 1777 1850 1781 1777 1581 1006 1870 1562 1366 1870 1580 Q Serve(g_s), s 22.6 23.4 23.4 4.5 51.7 4.6 2.9 1.4 1.5 5.1 2.2 26.4 Cycle Q Clear(g_c), s 22.6 23.4 23.4 4.5 51.7 4.6 5.1 1.4 1.5 6.6 2.2 26.4 Prop In Lane 1.00 0.06 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 295 1129 1175 69 1807 804 230 366 306 302 366 572 V/C Ratio(X) 0.92 0.47 0.47 0.78 0.81 0.11 0.10 0.06 0.06 0.18 0.09 0.60 Avail Cap(c_a), veh/h 327 1129 1175 121 1807 804 268 436 365 358 443 637 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 61.6 14.2 14.2 71.4 30.8 19.2 51.5 49.1 49.1 51.7 49.4 39.0 Incr Delay (d2), s/veh 27.5 1.3 1.2 16.8 4.1 0.3 0.2 0.1 0.1 0.3 0.1 1.3 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 12.3 9.2 9.6 2.4 22.1 1.7 0.7 0.7 0.6 1.8 1.0 10.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 89.2 15.5 15.5 88.3 34.9 19.5 51.7 49.1 49.2 52.0 49.5 40.2 L n G r p L O S FBBFCBDDDDDD
Approach Vol, veh/h 1358 1610 64 430
Approach Delay, s/veh 30.3 35.8 50.1 42.5
A p p r o a c h L O S CDDD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 12.3 101.8 35.9 31.4 82.8 35.9 Change Period (Y+Rc), s 6.5 6.5 * 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s 10.2 85.3 * 36 27.5 68.0 35.0 Max Q Clear Time (g_c+I1), s 6.5 25.4 28.4 24.6 53.7 7.1 Green Ext Time (p_c), s 0.0 8.0 0.9 0.2 8.6 0.2
Intersection Summary
HCM 6th Ctrl Delay 34.7
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Existing PM Pacific Project
1: Las Posas Rd & SR-78 WB On Ramp/SR-78 WB Off Ramp 05/18/2022 HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\2 Ex PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 170 2 163 390 1870 0 0 896 366 Future Volume (veh/h) 0 0 0 170 2 163 390 1870 0 0 896 366 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 172 5 168 402 1928 0 0 924 377
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 P e r c e n t H e a v y V e h , % 222220022
Cap, veh/h 231 6 200 428 3892 0 0 1694 690
Arrive On Green 0.13 0.13 0.13 0.48 1.00 0.00 0.00 0.48 0.48 Sat Flow, veh/h 1781 46 1546 1781 5274 0 0 3704 1440
Grp Volume(v), veh/h 172 0 173 402 1928 0 0 890 411
Grp Sat Flow(s),veh/h/ln 1781 0 1592 1781 1702 0 0 1702 1571 Q Serve(g_s), s 10.2 0.0 11.7 23.5 0.0 0.0 0.0 20.3 20.3 Cycle Q Clear(g_c), s 10.2 0.0 11.7 23.5 0.0 0.0 0.0 20.3 20.3 Prop In Lane 1.00 0.97 1.00 0.00 0.00 0.92
Lane Grp Cap(c), veh/h 231 0 206 428 3892 0 0 1631 753
V/C Ratio(X) 0.75 0.00 0.84 0.94 0.50 0.00 0.00 0.55 0.55 Avail Cap(c_a), veh/h 338 0 302 588 3892 0 0 1631 753
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.39 0.39 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 46.1 0.0 46.7 27.8 0.0 0.0 0.0 20.2 20.2 Incr Delay (d2), s/veh 2.1 0.0 8.6 9.5 0.2 0.0 0.0 1.3 2.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.7 0.0 5.1 7.5 0.1 0.0 0.0 7.7 7.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.3 0.0 55.4 37.3 0.2 0.0 0.0 21.5 23.0 LnGrp LOS D A E D A A A C C
Approach Vol, veh/h 345 2330 1301
Approach Delay, s/veh 51.8 6.6 22.0
Approach LOS D A C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 90.6 31.1 59.5 19.4
Change Period (Y+Rc), s 6.8 * 4.7 6.8 5.1
Max Green Setting (Gmax), s 77.2 * 36 36.2 20.9
Max Q Clear Time (g_c+I1), s 2.0 25.5 22.3 13.7
Green Ext Time (p_c), s 13.6 0.9 4.9 0.6
Intersection Summary
HCM 6th Ctrl Delay 15.6
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Existing PM Pacific Project
2: Las Posas Rd & Grand Ave 05/18/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\2 Ex PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 361 451 29 48 238 903 27 994 157 323 490 254 Future Volume (veh/h) 361 451 29 48 238 903 27 994 157 323 490 254 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 384 480 31 51 253 855 29 1057 167 344 521 270 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 361 697 45 115 310 1026 67 1288 203 699 1620 888 Arrive On Green 0.10 0.21 0.21 0.02 0.05 0.05 0.04 0.29 0.29 0.07 0.15 0.15 Sat Flow, veh/h 3456 3387 218 1781 1870 2790 1781 4423 698 3456 3554 1585 Grp Volume(v), veh/h 384 251 260 51 253 855 29 813 411 344 521 270 Grp Sat Flow(s),veh/h/ln 1728 1777 1829 1781 1870 1395 1781 1702 1717 1728 1777 1585 Q Serve(g_s), s 11.5 14.4 14.5 3.1 14.7 7.0 1.8 24.5 24.5 10.6 14.4 13.6 Cycle Q Clear(g_c), s 11.5 14.4 14.5 3.1 14.7 7.0 1.8 24.5 24.5 10.6 14.4 13.6 Prop In Lane 1.00 0.12 1.00 1.00 1.00 0.41 1.00 1.00
Lane Grp Cap(c), veh/h 361 365 376 115 310 1026 67 991 500 699 1620 888 V/C Ratio(X) 1.06 0.69 0.69 0.44 0.82 0.83 0.44 0.82 0.82 0.49 0.32 0.30 Avail Cap(c_a), veh/h 361 365 376 186 332 1059 219 1099 554 699 1620 888 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 0.57 0.57 0.57 0.48 0.48 0.48 0.76 0.76 0.76 Uniform Delay (d), s/veh 49.3 40.4 40.5 51.9 50.3 14.0 51.8 36.3 36.3 45.9 31.5 21.3 Incr Delay (d2), s/veh 65.0 5.3 5.3 1.5 8.4 3.3 2.1 3.8 7.3 0.4 0.4 0.7 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 8.2 6.8 7.0 1.5 8.1 6.3 0.8 10.2 10.8 4.8 6.9 5.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 114.2 45.7 45.8 53.4 58.7 17.4 53.9 40.1 43.6 46.3 31.9 21.9 L n G r p L O S FDDDEBDDDDCC
Approach Vol, veh/h 895 1159 1253 1135
Approach Delay, s/veh 75.1 28.0 41.6 33.9
Approach LOS E C D C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 28.7 38.5 13.6 29.1 10.6 56.7 18.0 24.7 Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5 6.5 6.5 Max Green Setting (Gmax), s 17.5 35.5 11.5 19.5 13.5 39.5 11.5 19.5 Max Q Clear Time (g_c+I1), s 12.6 26.5 5.1 16.5 3.8 16.4 13.5 16.7 Green Ext Time (p_c), s 0.5 4.8 0.0 0.9 0.0 4.1 0.0 1.5 Intersection Summary
HCM 6th Ctrl Delay 42.8
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Existing PM Pacific Project
3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 05/18/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\2 Ex PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 436 358 169 85 449 10 244 147 57 282 270 428 Future Volume (veh/h) 436 358 169 85 449 10 244 147 57 282 270 428 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 440 362 171 86 454 10 197 217 58 285 273 399 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 505 866 568 165 978 21 209 219 186 622 240 350 Arrive On Green 0.15 0.24 0.24 0.09 0.19 0.19 0.12 0.12 0.12 0.35 0.35 0.35 Sat Flow, veh/h 3456 3554 1569 1781 5141 113 1781 1870 1585 1781 686 1003 Grp Volume(v), veh/h 440 362 171 86 300 164 197 217 58 285 0 672 Grp Sat Flow(s),veh/h/ln 1728 1777 1569 1781 1702 1850 1781 1870 1585 1781 0 1690 Q Serve(g_s), s 13.7 9.4 8.6 5.1 8.6 8.7 12.1 12.7 3.7 13.6 0.0 38.4 Cycle Q Clear(g_c), s 13.7 9.4 8.6 5.1 8.6 8.7 12.1 12.7 3.7 13.6 0.0 38.4 Prop In Lane 1.00 1.00 1.00 0.06 1.00 1.00 1.00 0.59
Lane Grp Cap(c), veh/h 505 866 568 165 648 352 209 219 186 622 0 590 V/C Ratio(X) 0.87 0.42 0.30 0.52 0.46 0.47 0.94 0.99 0.31 0.46 0.00 1.14 Avail Cap(c_a), veh/h 556 866 568 180 648 352 209 219 186 622 0 590 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) 0.73 0.73 0.73 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 46.0 35.0 25.2 47.6 39.5 39.6 48.2 48.5 44.5 27.7 0.0 35.8 Incr Delay (d2), s/veh 10.1 1.1 1.0 0.9 2.4 4.4 45.8 57.5 0.4 0.2 0.0 81.8 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 6.6 4.2 4.0 2.3 3.8 4.4 8.0 9.4 1.5 5.8 0.0 28.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.1 36.1 26.2 48.5 41.9 43.9 94.0 106.0 44.8 27.9 0.0 117.6 L n G r p L O S EDCDDDFFDCAF
Approach Vol, veh/h 973 550 472 957
Approach Delay, s/veh 43.4 43.6 93.5 90.9
Approach LOS D D F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 14.9 33.6 43.5 20.8 27.7 18.0
Change Period (Y+Rc), s * 4.7 6.8 5.1 * 4.7 6.8 5.1
Max Green Setting (Gmax), s * 11 25.9 38.4 * 18 19.3 12.9 Max Q Clear Time (g_c+I1), s 7.1 11.4 40.4 15.7 10.7 14.7 Green Ext Time (p_c), s 0.0 1.7 0.0 0.4 1.3 0.0
Intersection Summary
HCM 6th Ctrl Delay 66.8
HCM 6th LOS E
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Existing PM Pacific Project
4: Pacific St & La Mirada Dr 05/18/2022
HCM 6th AWSC Synchro 10 Report
N:\3279\Analysis\Synchro\2 Ex PM.syn
Intersection
Intersection Delay, s/veh 10.7
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 28 126 23 53 86 18 19 182 73 13 70 13 Future Vol, veh/h 28 126 23 53 86 18 19 182 73 13 70 13 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 222222222222
Mvmt Flow 31 140 26 59 96 20 21 202 81 14 78 14
Number of Lanes 011011011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2222
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2222
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2222
HCM Control Delay 10.8 10.8 11 9.8

H C M L O S BBBA

Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 9% 0% 18% 0% 38% 0% 16% 0%
Vol Thru, % 91% 0% 82% 0% 62% 0% 84% 0%
Vol Right, % 0% 100% 0% 100% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 201 73 154 23 139 18 83 13
LT Vol 19 0 28 0 53 0 13 0
Through Vol 182 0 126 0 86 0 70 0
RT Vol 0 73 0 23 0 18 0 13
Lane Flow Rate 223 81 171 26 154 20 92 14
Geometry Grp 77777777
Degree of Util (X) 0.362 0.115 0.287 0.037 0.265 0.029 0.158 0.022 Departure Headway (Hd) 5.842 5.087 6.044 5.245 6.173 5.272 6.15 5.362 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 616 705 595 683 582 679 584 667
Service Time 3.57 2.815 3.775 2.975 3.905 3.003 3.884 3.096 HCM Lane V/C Ratio 0.362 0.115 0.287 0.038 0.265 0.029 0.158 0.021 HCM Control Delay 11.9 8.5 11.2 8.2 11.1 8.2 10 8.2
HCM Lane LOS BABABAAA
HCM 95th-tile Q 1.6 0.4 1.2 0.1 1.1 0.1 0.6 0.1
Existing PM Pacific Project
5: Las Posas Rd & La Mirada Dr 05/18/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\2 Ex PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 125 45 35 128 50 214 31 845 77 196 425 88 Future Volume (veh/h) 125 45 35 128 50 214 31 845 77 196 425 88 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 137 49 38 141 55 235 34 929 85 215 467 97 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 168 390 330 172 65 278 67 1044 463 249 1162 240 Arrive On Green 0.09 0.21 0.21 0.10 0.21 0.21 0.04 0.29 0.29 0.14 0.40 0.40 Sat Flow, veh/h 1781 1870 1583 1781 309 1321 1781 3554 1577 1781 2933 605 Grp Volume(v), veh/h 137 49 38 141 0 290 34 929 85 215 282 282 Grp Sat Flow(s),veh/h/ln 1781 1870 1583 1781 0 1630 1781 1777 1577 1781 1777 1761 Q Serve(g_s), s 7.1 2.0 1.8 7.3 0.0 16.0 1.8 23.4 3.8 11.1 10.7 10.8 Cycle Q Clear(g_c), s 7.1 2.0 1.8 7.3 0.0 16.0 1.8 23.4 3.8 11.1 10.7 10.8 Prop In Lane 1.00 1.00 1.00 0.81 1.00 1.00 1.00 0.34
Lane Grp Cap(c), veh/h 168 390 330 172 0 343 67 1044 463 249 704 698 V/C Ratio(X) 0.81 0.13 0.12 0.82 0.00 0.85 0.51 0.89 0.18 0.86 0.40 0.40 Avail Cap(c_a), veh/h 205 638 540 186 0 539 120 1111 493 274 709 703 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.6 30.2 30.1 41.5 0.0 35.5 44.3 31.6 24.7 39.4 20.3 20.4 Incr Delay (d2), s/veh 18.3 0.1 0.2 22.9 0.0 7.2 5.8 8.8 0.2 22.3 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 0.9 0.7 4.2 0.0 6.8 0.9 10.6 1.4 6.1 4.1 4.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.9 30.3 30.3 64.4 0.0 42.7 50.1 40.4 24.9 61.8 20.7 20.7 L n G r p L O S ECCEADDDCECC
Approach Vol, veh/h 224 431 1048 779
Approach Delay, s/veh 48.4 49.8 39.5 32.0
A p p r o a c h L O S DDDC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 19.6 33.6 15.1 25.5 10.0 43.1 14.9 25.7 Change Period (Y+Rc), s 6.5 6.0 6.0 6.0 6.5 6.0 6.0 6.0 Max Green Setting (Gmax), s 14.4 29.3 9.8 32.0 6.3 37.4 10.8 31.0 Max Q Clear Time (g_c+I1), s 13.1 25.4 9.3 4.0 3.8 12.8 9.1 18.0 Green Ext Time (p_c), s 0.1 2.1 0.0 0.3 0.0 3.1 0.1 1.4 Intersection Summary
HCM 6th Ctrl Delay 39.7
HCM 6th LOS D
Existing PM Pacific Project
6: S. Rancho Santa Fe Rd & Linda Vista Dr 05/18/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\2 Ex PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 354 471 68 213 137 74 101 1213 336 86 866 143 Future Volume (veh/h) 354 471 68 213 137 74 101 1213 336 86 866 143 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.97 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 369 491 71 222 143 77 105 1264 350 90 902 149 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 395 852 123 283 310 156 129 1364 599 101 1123 185 Arrive On Green 0.22 0.27 0.27 0.08 0.14 0.14 0.07 0.38 0.38 0.06 0.37 0.37 Sat Flow, veh/h 1781 3113 448 3456 2258 1139 1781 3554 1560 1781 3046 503 Grp Volume(v), veh/h 369 279 283 222 110 110 105 1264 350 90 526 525 Grp Sat Flow(s),veh/h/ln 1781 1777 1784 1728 1777 1620 1781 1777 1560 1781 1777 1772 Q Serve(g_s), s 25.0 16.6 16.8 7.7 7.0 7.7 7.1 41.8 21.9 6.2 32.6 32.7 Cycle Q Clear(g_c), s 25.0 16.6 16.8 7.7 7.0 7.7 7.1 41.8 21.9 6.2 32.6 32.7 Prop In Lane 1.00 0.25 1.00 0.70 1.00 1.00 1.00 0.28
Lane Grp Cap(c), veh/h 395 486 488 283 244 222 129 1364 599 101 655 653 V/C Ratio(X) 0.93 0.57 0.58 0.78 0.45 0.49 0.82 0.93 0.58 0.89 0.80 0.80 Avail Cap(c_a), veh/h 419 671 674 425 477 435 130 1394 612 101 655 653 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.9 38.5 38.5 55.3 48.8 49.1 56.2 36.2 30.1 57.6 34.8 34.8 Incr Delay (d2), s/veh 27.4 1.1 1.1 5.5 1.3 1.7 31.1 10.7 1.4 55.0 7.2 7.2 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 14.0 7.4 7.5 3.6 3.2 3.2 4.3 19.9 8.4 4.3 15.2 15.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 74.3 39.5 39.6 60.8 50.1 50.7 87.3 46.9 31.4 112.6 42.0 42.0 LnGrp LOS E D D E D D F D C F D D
Approach Vol, veh/h 931 442 1719 1141
Approach Delay, s/veh 53.4 55.6 46.2 47.6
Approach LOS D E D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.0 53.2 16.6 40.1 14.9 51.3 33.3 23.4 Change Period (Y+Rc), s 6.0 * 6 6.5 6.5 6.0 * 6 6.1 6.5 Max Green Setting (Gmax), s 7.0 * 48 15.1 46.4 9.0 * 45 28.9 33.0 Max Q Clear Time (g_c+I1), s 8.2 43.8 9.7 18.8 9.1 34.7 27.0 9.7 Green Ext Time (p_c), s 0.0 3.4 0.3 3.7 0.0 4.8 0.3 1.2 Intersection Summary
HCM 6th Ctrl Delay 49.1
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Existing PM Pacific Project
7: Pacific St & Linda Vista Dr 05/18/2022
HCM 6th AWSC Synchro 10 Report
N:\3279\Analysis\Synchro\2 Ex PM.syn
Intersection
Intersection Delay, s/veh 66.9
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 191 612 44 27 271 18 40 59 33 15 39 83 Future Vol, veh/h 191 612 44 27 271 18 40 59 33 15 39 83 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 222222222222
Mvmt Flow 201 644 46 28 285 19 42 62 35 16 41 87
Number of Lanes 111111011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3322
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2233
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2233
HCM Control Delay 101.3 20.4 13.7 12.7

HCM LOS F C B B

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 40% 0% 100% 0% 0% 100% 0% 0% 28% 0%
Vol Thru, % 60% 0% 0% 100% 0% 0% 100% 0% 72% 0%
Vol Right, % 0% 100% 0% 0% 100% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 99 33 191 612 44 27 271 18 54 83
LT Vol 40 0 191 0 0 27 0 0 15 0
Through Vol 59 0 0 612 0 0 271 0 39 0
RT Vol 0 33 0 0 44 0 0 18 0 83
Lane Flow Rate 104 35 201 644 46 28 285 19 57 87
Geometry Grp 8888888888
Degree of Util (X) 0.247 0.074 0.407 1.212 0.078 0.064 0.6 0.036 0.134 0.186 Departure Headway (Hd) 8.932 8.018 7.281 6.773 6.062 8.488 7.977 7.263 8.878 8.028 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 404 449 493 535 587 425 456 496 406 450
Service Time 6.632 5.718 5.054 4.546 3.835 6.188 5.677 4.963 6.578 5.728 HCM Lane V/C Ratio 0.257 0.078 0.408 1.204 0.078 0.066 0.625 0.038 0.14 0.193 HCM Control Delay 14.5 11.4 15 134.8 9.4 11.8 21.9 10.2 12.9 12.6 HCM Lane LOS B B B F A B C B B B
HCM 95th-tile Q 1 0.2 2 23.9 0.3 0.2 3.8 0.1 0.5 0.7
Existing PM Pacific Project
8: Las Posas Rd & Linda Vista Dr 05/18/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\2 Ex PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 255 392 73 22 142 82 58 601 25 52 469 159 Future Volume (veh/h) 255 392 73 22 142 82 58 601 25 52 469 159 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 274 422 78 24 153 75 62 646 27 56 504 171 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 243 695 309 76 239 111 83 1702 71 80 1269 428 Arrive On Green 0.14 0.20 0.20 0.04 0.10 0.10 0.05 0.49 0.49 0.04 0.49 0.49 Sat Flow, veh/h 1781 3554 1580 1781 2346 1093 1781 3474 145 1781 2599 877 Grp Volume(v), veh/h 274 422 78 24 114 114 62 330 343 56 344 331 Grp Sat Flow(s),veh/h/ln 1781 1777 1580 1781 1777 1662 1781 1777 1842 1781 1777 1698 Q Serve(g_s), s 15.0 11.9 4.6 1.4 6.8 7.3 3.8 12.8 12.8 3.4 13.5 13.6 Cycle Q Clear(g_c), s 15.0 11.9 4.6 1.4 6.8 7.3 3.8 12.8 12.8 3.4 13.5 13.6 Prop In Lane 1.00 1.00 1.00 0.66 1.00 0.08 1.00 0.52
Lane Grp Cap(c), veh/h 243 695 309 76 181 169 83 871 902 80 868 829 V/C Ratio(X) 1.13 0.61 0.25 0.32 0.63 0.67 0.75 0.38 0.38 0.70 0.40 0.40 Avail Cap(c_a), veh/h 243 1066 474 146 436 408 97 871 902 97 868 829 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.93 0.93 0.93 Uniform Delay (d), s/veh 47.5 40.4 37.4 51.1 47.4 47.7 51.8 17.6 17.6 51.8 17.9 17.9 Incr Delay (d2), s/veh 96.6 0.9 0.4 2.4 3.6 4.6 23.5 1.3 1.2 15.1 1.3 1.3 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 13.1 5.3 1.8 0.7 3.2 3.2 2.2 5.2 5.4 1.8 5.4 5.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 144.1 41.3 37.9 53.5 51.0 52.3 75.3 18.8 18.8 66.9 19.1 19.2 L n G r p L O S FDDDDD EBBEBB
Approach Vol, veh/h 774 252 735 731
Approach Delay, s/veh 77.3 51.8 23.6 22.8
Approach LOS E D C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.4 60.4 10.7 27.5 11.6 60.2 21.0 17.2 Change Period (Y+Rc), s 6.5 6.5 6.0 6.0 6.5 6.5 6.0 6.0 Max Green Setting (Gmax), s 6.0 37.0 9.0 33.0 6.0 37.0 15.0 27.0 Max Q Clear Time (g_c+I1), s 5.4 14.8 3.4 13.9 5.8 15.6 17.0 9.3 Green Ext Time (p_c), s 0.0 3.7 0.0 2.9 0.0 3.8 0.0 1.2 Intersection Summary
HCM 6th Ctrl Delay 42.9
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Existing PM Pacific Project
9: Pacific St & San Marcos Blvd 05/18/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\2 Ex PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 54 1684 4 0 1629 48 0 0 0 55 5 21 Future Volume (veh/h) 54 1684 4 0 1629 48 0 0 0 55 5 21 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 55 1701 4 0 1645 48 0 0 0 56 5 21
Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 83 3043 7 1 2608 76 0 118 100 137 7 99
Arrive On Green 0.05 0.84 0.84 0.00 0.74 0.74 0.00 0.00 0.00 0.06 0.06 0.06 Sat Flow, veh/h 1781 3637 9 1781 3523 102 0 1870 1585 1328 119 1570 Grp Volume(v), veh/h 55 831 874 0 827 866 0 0 0 61 0 21 Grp Sat Flow(s),veh/h/ln 1781 1777 1869 1781 1777 1849 0 1870 1585 1446 0 1570 Q Serve(g_s), s 3.9 18.6 18.7 0.0 29.4 29.7 0.0 0.0 0.0 5.4 0.0 1.7 Cycle Q Clear(g_c), s 3.9 18.6 18.7 0.0 29.4 29.7 0.0 0.0 0.0 5.4 0.0 1.7 Prop In Lane 1.00 0.00 1.00 0.06 0.00 1.00 0.92 1.00
Lane Grp Cap(c), veh/h 83 1487 1564 1 1315 1369 0 118 100 145 0 99 V/C Ratio(X) 0.66 0.56 0.56 0.00 0.63 0.63 0.00 0.00 0.00 0.42 0.00 0.21 Avail Cap(c_a), veh/h 116 1487 1564 69 1315 1369 0 360 305 331 0 302 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 0.52 0.52 0.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 61.0 3.3 3.3 0.0 8.2 8.2 0.0 0.0 0.0 59.6 0.0 57.8 Incr Delay (d2), s/veh 8.8 1.5 1.4 0.0 1.2 1.2 0.0 0.0 0.0 2.0 0.0 1.0 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 2.0 4.3 4.5 0.0 9.4 9.9 0.0 0.0 0.0 2.0 0.0 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 69.8 4.8 4.7 0.0 9.4 9.4 0.0 0.0 0.0 61.5 0.0 58.9 L n G r p L O S EAAAAAAAAEAE
Approach Vol, veh/h 1760 1693 0 82
Approach Delay, s/veh 6.8 9.4 0.0 60.8
Approach LOS A A E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 0.0 115.3 14.7 12.5 102.7 14.7 Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s 5.0 80.5 25.0 8.5 77.0 25.0 Max Q Clear Time (g_c+I1), s 0.0 20.7 7.4 5.9 31.7 0.0
Green Ext Time (p_c), s 0.0 18.8 0.3 0.0 17.3 0.0
Intersection Summary
HCM 6th Ctrl Delay 9.3
HCM 6th LOS A
Notes
User approved pedestrian interval to be less than phase max green.

Existing PM Pacific Project
10: Las Posas Rd & San Marcos Blvd 05/18/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\2 Ex PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 444 1397 35 90 1228 132 29 30 19 101 33 480 Future Volume (veh/h) 444 1397 35 90 1228 132 29 30 19 101 33 480 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 462 1455 36 94 1279 138 30 31 20 105 34 500 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 477 2415 60 115 1701 755 241 443 375 351 443 794 Arrive On Green 0.27 0.68 0.68 0.06 0.48 0.48 0.24 0.24 0.24 0.24 0.24 0.24 Sat Flow, veh/h 1781 3542 88 1781 3554 1578 869 1870 1585 1354 1870 1561 Grp Volume(v), veh/h 462 729 762 94 1279 138 30 31 20 105 34 500 Grp Sat Flow(s),veh/h/ln 1781 1777 1852 1781 1777 1578 869 1870 1585 1354 1870 1561 Q Serve(g_s), s 38.5 33.2 33.3 7.8 44.0 7.5 4.2 1.9 1.5 9.8 2.1 35.0 Cycle Q Clear(g_c), s 38.5 33.2 33.3 7.8 44.0 7.5 6.3 1.9 1.5 11.7 2.1 35.0 Prop In Lane 1.00 0.05 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 477 1212 1263 115 1701 755 241 443 375 351 443 794 V/C Ratio(X) 0.97 0.60 0.60 0.82 0.75 0.18 0.12 0.07 0.05 0.30 0.08 0.63 Avail Cap(c_a), veh/h 477 1212 1263 184 1701 755 241 443 375 351 443 794 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) 0.78 0.78 0.78 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.3 12.9 12.9 69.3 31.8 22.3 47.0 44.4 44.3 49.0 44.5 27.1 Incr Delay (d2), s/veh 28.4 1.7 1.7 13.8 3.1 0.5 0.2 0.1 0.1 0.5 0.1 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 20.5 12.5 13.1 4.0 18.9 2.9 0.9 0.9 0.6 3.3 1.0 12.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 82.6 14.6 14.6 83.1 35.0 22.9 47.2 44.5 44.3 49.5 44.6 28.7 L n G r p L O S FBBFCCDDDDDC
Approach Vol, veh/h 1953 1511 81 639
Approach Delay, s/veh 30.7 36.9 45.4 32.9
A p p r o a c h L O S CDDC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 16.2 109.3 42.0 46.7 78.8 42.0 Change Period (Y+Rc), s 6.5 6.5 * 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s 15.5 80.0 * 36 40.2 55.3 35.0 Max Q Clear Time (g_c+I1), s 9.8 35.3 37.0 40.5 46.0 8.3 Green Ext Time (p_c), s 0.1 13.5 0.0 0.0 5.7 0.3
Intersection Summary
HCM 6th Ctrl Delay 33.5
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project

APPENDIX E

EXISTING QUEUEING ANALYSIS WORKSHEETS

Existing AM Pacific Project
1: Las Posas Rd & SR-78 WB On Ramp/SR-78 WB Off Ramp 10/25/2022 Queues Synchro 10 Report
N:\3279\Analysis\Synchro\1 Ex AM.syn
Lane Group WBL WBT NBL NBT SBT
Lane Group Flow (vph) 388 362 154 935 1518
v/c Ratio 1.01 0.90 0.76 0.28 0.62
Control Delay 87.0 60.3 68.6 6.8 18.9
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 87.0 60.3 68.6 6.8 18.9
Queue Length 50th (ft) ~263 210 103 72 236
Queue Length 95th (ft) #464 #391 #190 93 286
Internal Link Dist (ft) 267 584 420
Turn Bay Length (ft) 300
Base Capacity (vph) 386 401 212 3310 2441
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 1.01 0.90 0.73 0.28 0.62
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Existing AM Pacific Project
2: Las Posas Rd & Grand Ave 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\1 Ex AM.syn
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 170 215 94 182 626 25 430 380 711 732 v/c Ratio 0.53 0.33 0.57 0.64 0.60 0.19 0.24 0.82 0.40 0.66 Control Delay 49.5 35.3 45.5 51.1 17.1 46.5 20.4 46.9 14.1 6.8 Queue Delay 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0
Total Delay 49.5 35.3 45.5 51.1 17.1 46.5 20.4 46.9 14.1 6.9 Queue Length 50th (ft) 54 62 53 120 94 15 58 127 116 91 Queue Length 95th (ft) 88 91 m57 m102 m73 41 93 m#168 m160 m114 Internal Link Dist (ft) 288 279 1088 584
Turn Bay Length (ft) 200 470 310
Base Capacity (vph) 326 779 168 400 1047 168 1805 463 1768 1118 Starvation Cap Reductn 0000 2 700009
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.52 0.28 0.56 0.46 0.61 0.15 0.24 0.82 0.40 0.66 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Existing AM Pacific Project
3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\1 Ex AM.syn
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 372 140 147 27 192 86 89 9 88 863 v/c Ratio 0.69 0.11 0.18 0.14 0.17 0.47 0.47 0.03 0.17 1.50 Control Delay 67.8 18.4 4.0 42.2 32.8 50.8 50.4 0.1 27.0 261.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 67.8 18.4 4.0 42.2 32.8 50.8 50.4 0.1 27.0 261.6 Queue Length 50th (ft) 130 20 0 16 36 54 56 0 41 ~726
Queue Length 95th (ft) m150 m30 m9 42 59 107 109 0 80 #964 Internal Link Dist (ft) 279 1051 902 153
Turn Bay Length (ft) 100 160 140 170
Base Capacity (vph) 631 1267 827 194 1105 184 191 352 529 574 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.59 0.11 0.18 0.14 0.17 0.47 0.47 0.03 0.17 1.50 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Existing AM Pacific Project
5: Las Posas Rd & La Mirada Dr 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\1 Ex AM.syn
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 41 15 11 17 51 18 395 32 99 780
v/c Ratio 0.13 0.03 0.02 0.05 0.13 0.07 0.21 0.03 0.30 0.33 Control Delay 31.7 19.5 0.1 32.4 12.9 34.5 18.8 0.1 30.4 13.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 31.7 19.5 0.1 32.4 12.9 34.5 18.8 0.1 30.4 13.2 Queue Length 50th (ft) 10 40444 4 60 2 3 4 6
Queue Length 95th (ft) 59 21 0 32 33 34 157 0 113 302
Internal Link Dist (ft) 1369 258 1033 1088
Turn Bay Length (ft) 110 110 120 250 250 480
Base Capacity (vph) 364 1311 1150 364 1171 257 2239 1037 449 2320 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.11 0.01 0.01 0.05 0.04 0.07 0.18 0.03 0.22 0.34 Intersection Summary
Existing AM Pacific Project
6: S. Rancho Santa Fe Rd & Linda Vista Dr 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\1 Ex AM.syn
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 113 175 204 298 90 734 181 76 1393 v/c Ratio 0.86 0.32 0.86 0.57 0.56 0.40 0.20 0.52 0.83
Control Delay 103.9 23.1 86.9 43.9 66.6 21.2 4.0 65.5 32.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 103.9 23.1 86.9 43.9 66.6 21.2 4.0 65.5 32.7 Queue Length 50th (ft) 88 33 81 101 67 177 0 57 461
Queue Length 95th (ft) #197 56 #150 122 #171 306 48 109 #746 Internal Link Dist (ft) 600 1370 523 547
Turn Bay Length (ft) 160 110 245 230
Base Capacity (vph) 131 962 237 964 160 1824 883 165 1673 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.86 0.18 0.86 0.31 0.56 0.40 0.20 0.46 0.83 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Existing AM Pacific Project
8: Las Posas Rd & Linda Vista Dr 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\1 Ex AM.syn
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 114 147 40 13 239 65 314 62 702
v/c Ratio 0.81 0.17 0.08 0.08 0.47 0.46 0.19 0.45 0.42
Control Delay 84.5 29.3 0.3 43.1 35.4 55.6 17.3 55.2 13.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 84.5 29.3 0.3 43.1 35.4 55.6 17.3 55.2 13.0 Queue Length 50th (ft) 73 38 0 8 65 40 57 38 91
Queue Length 95th (ft) #168 63 0 27 84 #104 108 #97 176 Internal Link Dist (ft) 1365 1014 1036 1033
Turn Bay Length (ft) 170 60 130 240 130
Base Capacity (vph) 141 955 549 159 983 141 1667 139 1681 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.81 0.15 0.07 0.08 0.24 0.46 0.19 0.45 0.42 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Existing AM Pacific Project
9: Pacific St & San Marcos Blvd 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\1 Ex AM.syn
Lane Group EBL EBT WBT SBT SBR
Lane Group Flow (vph) 23 1269 1845 37 14
v/c Ratio 0.24 0.44 0.69 0.24 0.06
Control Delay 64.9 5.8 15.2 52.2 0.4
Queue Delay 0.0 0.0 0.3 0.0 0.0
Total Delay 64.9 5.8 15.4 52.2 0.4
Queue Length 50th (ft) 19 114 415 30 0
Queue Length 95th (ft) 49 277 770 59 0
Internal Link Dist (ft) 728 868 780
Turn Bay Length (ft) 240
Base Capacity (vph) 99 2892 2657 263 368
Starvation Cap Reductn 0 0 248 0 0
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.23 0.44 0.77 0.14 0.04
Intersection Summary
Existing AM Pacific Project
10: Las Posas Rd & San Marcos Blvd 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\1 Ex AM.syn
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 273 1085 54 1464 92 23 22 19 55 34 341 v/c Ratio 0.86 0.43 0.51 0.72 0.10 0.12 0.09 0.06 0.29 0.13 0.70 Control Delay 84.4 13.0 85.1 28.9 1.8 52.6 51.4 0.4 57.8 52.5 45.7 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 84.4 13.0 85.1 28.9 1.8 52.6 51.4 0.4 57.8 52.5 45.7 Queue Length 50th (ft) 257 195 52 489 0 22 21 0 53 32 271 Queue Length 95th (ft) #411 397 101 806 17 44 42 0 85 57 299 Internal Link Dist (ft) 868 1062 90 329
Turn Bay Length (ft) 240 250 670 240
Base Capacity (vph) 328 2546 120 2044 948 319 434 456 327 440 499 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.83 0.43 0.45 0.72 0.10 0.07 0.05 0.04 0.17 0.08 0.68 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Existing PM Pacific Project
1: Las Posas Rd & SR-78 WB On Ramp/SR-78 WB Off Ramp 10/25/2022 Queues Synchro 10 Report
N:\3279\Analysis\Synchro\2 Ex PM.syn
Lane Group WBL WBT NBL NBT SBT
Lane Group Flow (vph) 157 188 402 1928 1301
v/c Ratio 0.65 0.79 0.84 0.51 0.60
Control Delay 56.8 61.2 50.3 4.1 24.9
Queue Delay 0.0 0.0 0.0 0.1 0.0
Total Delay 56.8 61.2 50.3 4.1 24.9
Queue Length 50th (ft) 111 117 274 85 237
Queue Length 95th (ft) 176 192 m303 m202 339
Internal Link Dist (ft) 140 584 143
Turn Bay Length (ft) 300
Base Capacity (vph) 319 310 584 3808 2163
Starvation Cap Reductn 0 0 0 448 0
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.49 0.61 0.69 0.57 0.60
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Existing PM Pacific Project
2: Las Posas Rd & Grand Ave 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\2 Ex PM.syn
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 384 511 51 253 961 29 1224 344 521 270 v/c Ratio 1.01 0.67 0.33 0.83 0.91 0.23 0.78 0.58 0.32 0.24 Control Delay 97.2 45.5 41.9 58.3 32.5 52.4 37.3 35.2 10.6 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0
Total Delay 97.2 45.5 41.9 58.3 32.6 52.4 37.3 35.2 10.6 0.5 Queue Length 50th (ft) ~155 177 24 174 156 20 277 125 67 0 Queue Length 95th (ft) #251 #261 m37 m214 m#189 49 331 166 54 0 Internal Link Dist (ft) 288 279 1088 584
Turn Bay Length (ft) 200 470 310
Base Capacity (vph) 382 760 185 330 1051 217 1621 598 1650 1106 Starvation Cap Reductn 0000200000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 1.01 0.67 0.28 0.77 0.92 0.13 0.76 0.58 0.32 0.24 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Existing PM Pacific Project
3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\2 Ex PM.syn
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 440 362 171 86 464 194 200 58 285 705 v/c Ratio 0.83 0.46 0.26 0.49 0.66 0.98 0.98 0.17 0.41 0.99 Control Delay 66.9 37.3 8.2 56.7 49.6 109.9 107.7 1.1 27.2 62.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.9
Total Delay 66.9 37.3 8.2 56.7 49.6 109.9 107.7 1.1 27.2 63.9 Queue Length 50th (ft) 172 94 33 58 115 146 150 0 143 446 Queue Length 95th (ft) #234 m136 m70 110 147 #301 #306 0 233 #752 Internal Link Dist (ft) 279 1051 902 153
Turn Bay Length (ft) 100 160 140 170
Base Capacity (vph) 552 880 658 178 891 197 204 345 695 713 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000006
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.80 0.41 0.26 0.48 0.52 0.98 0.98 0.17 0.41 1.00 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Existing PM Pacific Project
5: Las Posas Rd & La Mirada Dr 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\2 Ex PM.syn
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 137 49 38 141 290 34 929 85 215 564 v/c Ratio 0.69 0.17 0.09 0.59 0.71 0.29 0.83 0.13 0.78 0.35 Control Delay 60.3 33.5 0.4 53.0 22.7 51.1 38.6 0.4 60.4 18.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 60.3 33.5 0.4 53.0 22.7 51.1 38.6 0.4 60.4 18.9 Queue Length 50th (ft) 76 25 0 79 51 19 253 0 119 110
Queue Length 95th (ft) #199 55 0 #220 131 57 #482 0 #298 208 Internal Link Dist (ft) 1369 258 1033 1088
Turn Bay Length (ft) 110 110 120 250 250 480
Base Capacity (vph) 208 650 687 241 676 121 1132 641 278 1607 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.66 0.08 0.06 0.59 0.43 0.28 0.82 0.13 0.77 0.35 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Existing PM Pacific Project
6: S. Rancho Santa Fe Rd & Linda Vista Dr 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\2 Ex PM.syn
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 369 562 222 220 105 1264 350 90 1051 v/c Ratio 0.87 0.65 0.63 0.49 0.80 0.90 0.46 0.88 0.82
Control Delay 67.4 43.7 61.5 37.8 95.6 44.7 12.2 119.4 41.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 67.4 43.7 61.5 37.8 95.6 44.7 12.2 119.4 41.8 Queue Length 50th (ft) 269 204 84 59 80 457 59 69 367
Queue Length 95th (ft) #554 267 145 97 #216 #791 179 #204 #629 Internal Link Dist (ft) 600 234 523 547
Turn Bay Length (ft) 160 110 245 230
Base Capacity (vph) 422 1333 427 953 131 1408 754 102 1275 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.87 0.42 0.52 0.23 0.80 0.90 0.46 0.88 0.82 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Existing PM Pacific Project
8: Las Posas Rd & Linda Vista Dr 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\2 Ex PM.syn
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 274 422 78 24 241 62 673 56 675
v/c Ratio 0.69 0.35 0.12 0.17 0.51 0.47 0.50 0.44 0.52
Control Delay 50.8 29.0 0.4 50.0 30.9 61.5 28.8 60.8 27.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 50.8 29.0 0.4 50.0 30.9 61.5 28.8 60.8 27.4 Queue Length 50th (ft) 174 106 0 16 54 42 197 38 187
Queue Length 95th (ft) #392 170 0 43 79 #109 262 #95 251 Internal Link Dist (ft) 1365 1014 1036 1033
Turn Bay Length (ft) 170 60 130 240 130
Base Capacity (vph) 398 1252 655 144 882 131 1337 126 1307 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.69 0.34 0.12 0.17 0.27 0.47 0.50 0.44 0.52 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Existing PM Pacific Project
9: Pacific St & San Marcos Blvd 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\2 Ex PM.syn
Lane Group EBL EBT WBT SBT SBR
Lane Group Flow (vph) 55 1705 1693 61 21
v/c Ratio 0.49 0.59 0.67 0.37 0.08
Control Delay 73.8 7.8 15.9 56.0 0.6
Queue Delay 0.0 0.0 0.2 0.0 0.0
Total Delay 73.8 7.8 16.1 56.0 0.6
Queue Length 50th (ft) 45 218 404 50 0
Queue Length 95th (ft) 91 456 664 87 0
Internal Link Dist (ft) 728 868 780
Turn Bay Length (ft) 240
Base Capacity (vph) 117 2874 2533 266 367
Starvation Cap Reductn 0 0 221 0 0
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.47 0.59 0.73 0.23 0.06
Intersection Summary
Existing PM Pacific Project
10: Las Posas Rd & San Marcos Blvd 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\2 Ex PM.syn
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 463 1491 94 1279 138 30 31 20 105 34 500 v/c Ratio 0.91 0.66 0.63 0.83 0.18 0.15 0.11 0.06 0.51 0.12 0.72 Control Delay 74.6 21.3 84.5 44.1 5.2 52.2 51.1 0.4 64.8 50.9 35.7 Queue Delay 0.0 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 74.6 21.8 84.5 44.1 5.2 52.2 51.1 0.4 64.8 50.9 35.7 Queue Length 50th (ft) 417 406 90 571 0 27 28 0 100 31 351 Queue Length 95th (ft) #679 702 152 #808 47 53 53 0 145 57 413 Internal Link Dist (ft) 868 1062 90 329
Turn Bay Length (ft) 240 250 670 240
Base Capacity (vph) 507 2251 182 1545 752 319 434 461 324 440 696 Starvation Cap Reductn 0 325 000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.91 0.77 0.52 0.83 0.18 0.09 0.07 0.04 0.32 0.08 0.72 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project

APPENDIX F

K&D FACTORS DEFINITIONS

PEAK HOUR VOLUME DATA
Peak hour volume data consists of hourly volume relationships and data location.

The hourly volumes are expressed as a percentage of the Annual Average Daily Traffic (AADT). The percentages are shown for both the AM and the PM peak periods.

The principle data described here are the K factor, the D factor and their product (KD). The K factor is the percentage of AADT during the peak hour for both directions of travel. The D factor is the percentage of the peak hour travel in the peak direction. KD multiplied with the AADT gives the one way peak period directional flow rate or the design hourly volume (DHV). The design hourly volume is used for either Operational Analysis or Design Analysis. Refer to the 2000 Highway Capacity Manual for more details.

Following is a glossary of terms used in this listing of peak hour volume data:

Dir Indicates direction of travel for peak volume
AADT Annual Average Daily Traffic in vehicles per day (vpd).

AM Peak Represents the morning peak period for traffic analysis CS Control Station Number, Caltrans identification number for monitoring site.

CO County abbreviation used by Caltrans
D D factor. The percentage of traffic in the peak direction during the peak hour. Values in this book are derived by dividing the measured PHV by the sum of both directions of travel during the peak hour.

DAY Day of week for the peak volume.

DDHV The directional design hour volume, in vehicles per hour (vph) DDHV=AADTxKxD. See equation (8-1) on page 8-11 of the 2000 Highway Capacity Manual.

DI Caltrans has twelve transportation districts statewide. This abbreviation identifies the district in which the count station is located.

HR The ending time for the peak hour volume listed. The volume observed fro 1 to 2 would be recorded as 2.

K The percentage of the AADT in both directions during the peak hour.

Values in this table are derived by dividing the measured 2-way PHV by the AADT.

KD The product of K and D. The percentage of AADT in the peak direction during the peak hour. Values in this table are derived by dividing the measured 1-way PHV by the AADT.

LEG For traffic counting purposes, a highway intersection or interchange is assigned two legs according to increasing postmiles (route direction) and with a postmile reference at the center of the intersection or interchange. The volume of traffic on each leg is denoted by an A, B or O. A = ahead leg, B = back leg, and O – traffic volume being same for both back and ahead legs.

MNTH The month that the peak volume occurred.

PHV Peak Hour Volume in the peak direction. A one way volume in vehicles per hour (vph) as used here. The PHV is analogous to the DDHV as used for design purposes.

PM The Post Mile is the mileage measured from the county line, or from the beginning of a route. Each postmile along a route in a county is a unique location on the state highway system.

PM Peak Represents the afternoon peak period for traffic analysis.

PRE The postmile may have a prefix like R, T, L, M, etc. When a length of highway is changed due to construction or realigment, new postmile values are assigned. To distinguish the new values from the old, an alpha code is prefixed to the new postmile.

RTE The state highway route number
YR The year when the count was made. Traffic counting is on a 3-year cycle.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project

APPENDIX G

NEAR-TERM ANALYSIS WORKSHEETS

Near-Term AM Pacific Project
1: Las Posas Rd & SR-78 WB On Ramp/SR-78 WB Off Ramp 10/12/2022 HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\3 Near Term AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 560 5 180 150 980 0 0 1220 320 Future Volume (veh/h) 0 0 0 560 5 180 150 980 0 0 1220 320 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 384 275 186 155 1010 0 0 1258 330
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 P e r c e n t H e a v y V e h , % 222220022
Cap, veh/h 410 239 162 183 3324 0 0 2006 526
Arrive On Green 0.23 0.23 0.23 0.21 1.00 0.00 0.00 0.50 0.50 Sat Flow, veh/h 1781 1040 704 1781 5274 0 0 4171 1049
Grp Volume(v), veh/h 384 0 461 155 1010 0 0 1070 518
Grp Sat Flow(s),veh/h/ln 1781 0 1744 1781 1702 0 0 1702 1648 Q Serve(g_s), s 21.2 0.0 23.0 8.4 0.0 0.0 0.0 22.9 22.9 Cycle Q Clear(g_c), s 21.2 0.0 23.0 8.4 0.0 0.0 0.0 22.9 22.9 Prop In Lane 1.00 0.40 1.00 0.00 0.00 0.64
Lane Grp Cap(c), veh/h 410 0 401 183 3324 0 0 1706 826
V/C Ratio(X) 0.94 0.00 1.15 0.85 0.30 0.00 0.00 0.63 0.63 Avail Cap(c_a), veh/h 410 0 401 214 3324 0 0 1706 826
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.85 0.85 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 37.8 0.0 38.5 39.0 0.0 0.0 0.0 18.1 18.2 Incr Delay (d2), s/veh 28.8 0.0 92.4 20.2 0.2 0.0 0.0 1.8 3.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.3 0.0 19.9 4.2 0.1 0.0 0.0 8.4 8.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.6 0.0 130.9 59.2 0.2 0.0 0.0 19.9 21.7 L n G r p L O S EAFEAAABC
Approach Vol, veh/h 845 1165 1588
Approach Delay, s/veh 101.7 8.0 20.5
Approach LOS F A C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 71.9 15.0 56.9 28.1
Change Period (Y+Rc), s 6.8 * 4.7 6.8 5.1
Max Green Setting (Gmax), s 65.1 * 12 48.4 23.0
Max Q Clear Time (g_c+I1), s 2.0 10.4 24.9 25.0
Green Ext Time (p_c), s 4.8 0.1 7.6 0.0
Intersection Summary
HCM 6th Ctrl Delay 35.5
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Near-Term AM Pacific Project
2: Las Posas Rd & Grand Ave 10/12/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\3 Near Term AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 160 200 20 90 180 650 25 330 90 390 690 690 Future Volume (veh/h) 160 200 20 90 180 650 25 330 90 390 690 690 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 172 215 22 97 194 699 27 355 97 419 742 742 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 308 511 52 149 284 992 66 1188 311 704 1641 855 Arrive On Green 0.09 0.16 0.16 0.03 0.05 0.05 0.04 0.29 0.29 0.07 0.15 0.15 Sat Flow, veh/h 3456 3248 328 1781 1870 2790 1781 4028 1055 3456 3554 1545 Grp Volume(v), veh/h 172 116 121 97 194 699 27 298 154 419 742 742 Grp Sat Flow(s),veh/h/ln1728 1777 1800 1781 1870 1395 1781 1702 1679 1728 1777 1545 Q Serve(g_s), s 4.8 5.9 6.0 5.4 10.2 4.7 1.5 6.8 7.1 11.8 19.0 40.4 Cycle Q Clear(g_c), s 4.8 5.9 6.0 5.4 10.2 4.7 1.5 6.8 7.1 11.8 19.0 40.4 Prop In Lane 1.00 0.18 1.00 1.00 1.00 0.63 1.00 1.00
Lane Grp Cap(c), veh/h 308 280 283 149 284 992 66 1004 495 704 1641 855 V/C Ratio(X) 0.56 0.42 0.43 0.65 0.68 0.70 0.41 0.30 0.31 0.60 0.45 0.87 Avail Cap(c_a), veh/h 328 382 387 169 402 1168 169 1004 495 704 1641 855 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 0.97 0.97 0.97 0.98 0.98 0.98 0.62 0.62 0.62 Uniform Delay (d), s/veh 43.6 38.0 38.1 47.2 45.1 11.8 47.1 27.2 27.4 42.6 30.9 30.1 Incr Delay (d2), s/veh 1.8 1.0 1.0 6.8 2.8 1.5 4.0 0.7 1.6 0.8 0.6 7.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.1 2.6 2.7 2.7 5.3 4.1 0.7 2.7 2.9 5.4 9.1 18.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.5 39.0 39.1 54.0 47.9 13.4 51.1 28.0 29.0 43.5 31.4 37.8 L n G r p L O S DDDDDBDCCDCD
Approach Vol, veh/h 409 990 479 1903
Approach Delay, s/veh 41.7 24.1 29.6 36.5
A p p r o a c h L O SDCCD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s26.9 36.0 14.9 22.2 10.2 52.7 15.4 21.7 Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5 6.5 6.5 Max Green Setting (Gmax), s13.5 29.5 9.5 21.5 9.5 33.5 9.5 21.5 Max Q Clear Time (g_c+I1), s13.8 9.1 7.4 8.0 3.5 42.4 6.8 12.2 Green Ext Time (p_c), s 0.0 2.5 0.0 1.0 0.0 0.0 0.1 3.0 Intersection Summary
HCM 6th Ctrl Delay 33.0
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Near-Term AM Pacific Project
3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 10/12/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\3 Near Term AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 380 150 150 30 200 5 120 60 15 90 290 590 Future Volume (veh/h) 380 150 150 30 200 5 120 60 15 90 290 590 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 400 158 158 32 211 5 94 107 16 95 305 583 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 483 1100 661 115 1204 28 195 205 174 533 172 328 Arrive On Green 0.14 0.31 0.31 0.06 0.23 0.23 0.11 0.11 0.11 0.30 0.30 0.30 Sat Flow, veh/h 3456 3554 1575 1781 5132 121 1781 1870 1585 1781 575 1098 Grp Volume(v), veh/h 400 158 158 32 140 76 94 107 16 95 0 888 Grp Sat Flow(s),veh/h/ln1728 1777 1575 1781 1702 1849 1781 1870 1585 1781 0 1673 Q Serve(g_s), s 11.3 3.2 6.5 1.7 3.3 3.3 5.0 5.4 0.9 3.9 0.0 29.9 Cycle Q Clear(g_c), s 11.3 3.2 6.5 1.7 3.3 3.3 5.0 5.4 0.9 3.9 0.0 29.9 Prop In Lane 1.00 1.00 1.00 0.07 1.00 1.00 1.00 0.66
Lane Grp Cap(c), veh/h 483 1100 661 115 799 434 195 205 174 533 0 500 V/C Ratio(X) 0.83 0.14 0.24 0.28 0.17 0.18 0.48 0.52 0.09 0.18 0.00 1.78 Avail Cap(c_a), veh/h 636 1100 661 196 799 434 196 206 174 533 0 500 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) 0.64 0.64 0.64 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 41.9 24.9 18.7 44.5 30.5 30.6 41.8 42.0 40.0 26.0 0.0 35.1 Incr Delay (d2), s/veh 4.6 0.2 0.5 0.5 0.5 0.9 0.7 1.1 0.1 0.1 0.0 357.0 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/ln5.1 1.4 3.0 0.8 1.4 1.6 2.2 2.5 0.4 1.7 0.0 61.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.4 25.1 19.3 45.0 31.0 31.4 42.5 43.1 40.1 26.0 0.0 392.1 L n G r p L O S DCBDCCDDDCAF
Approach Vol, veh/h 716 248 217 983
Approach Delay, s/veh 35.7 33.0 42.7 356.7
Approach LOS D C D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s11.2 37.7 35.0 18.7 30.3 16.1
Change Period (Y+Rc), s * 4.7 6.8 5.1 * 4.7 6.8 5.1
Max Green Setting (Gmax), s* 11 26.4 29.9 * 18 19.0 11.0 Max Q Clear Time (g_c+I1), s3.7 8.5 31.9 13.3 5.3 7.4
Green Ext Time (p_c), s 0.0 0.8 0.0 0.7 0.7 0.2
Intersection Summary
HCM 6th Ctrl Delay 181.9
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Near-Term AM Pacific Project
4: Pacific St & La Mirada Dr 10/12/2022
HCM 6th AWSC Synchro 10 Report
N:\3279\Analysis\Synchro\3 Near Term AM.syn
Intersection
Intersection Delay, s/veh 9.4
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l , v e h / h 1 04 02 55 04 52 02 08 03 01 0 1 6 01 5 Future Vol, veh/h 10 40 25 50 45 20 20 80 30 10 160 15
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 2 22222222222
Mvmt Flow 11 46 29 57 52 23 23 92 34 11 184 17
Number of Lanes 0 11011011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 2 2
HCM Control Delay 8.7 9.5 9 10

HCM LOS A A A A

Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 20% 0% 20% 0% 53% 0% 6% 0%
Vol Thru, % 80% 0% 80% 0% 47% 0% 94% 0%
Vol Right, % 0% 100% 0% 100% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 100 30 50 25 95 20 170 15
LT Vol 20 0 10 0 50 0 10 0
Through Vol 80 0 40 0 45 0 160 0
RT Vol 0 30 0 25 0 20 0 15
Lane Flow Rate 115 34 57 29 109 23 195 17
Geometry Grp 77777777
Degree of Util (X) 0.174 0.044 0.091 0.039 0.176 0.031 0.288 0.022 Departure Headway (Hd) 5.442 4.636 5.717 4.91 5.816 4.846 5.304 4.57 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 656 768 623 724 614 734 674 779
Service Time 3.198 2.393 3.485 2.677 3.578 2.607 3.056 2.322 HCM Lane V/C Ratio 0.175 0.044 0.091 0.04 0.178 0.031 0.289 0.022 HCM Control Delay 9.4 7.6 9.1 7.9 9.8 7.8 10.2 7.4
HCM Lane LOS AAAAAABA
HCM 95th-tile Q 0.6 0.1 0.3 0.1 0.6 0.1 1.2 0.1
Near-Term AM Pacific Project
5: Las Posas Rd & La Mirada Dr 10/12/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\3 Near Term AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 15 10 20 15 40 20 430 30 100 700 80 Future Volume (veh/h) 40 15 10 20 15 40 20 430 30 100 700 80 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 42 16 11 21 16 42 21 453 32 105 737 84 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 109 261 221 72 54 142 54 947 420 159 1047 119 Arrive On Green 0.06 0.14 0.14 0.04 0.12 0.12 0.03 0.27 0.27 0.09 0.33 0.33 Sat Flow, veh/h 1781 1870 1582 1781 454 1192 1781 3554 1576 1781 3214 366 Grp Volume(v), veh/h 42 16 11 21 0 58 21 453 32 105 407 414 Grp Sat Flow(s),veh/h/ln1781 1870 1582 1781 0 1646 1781 1777 1576 1781 1777 1804 Q Serve(g_s), s 1.2 0.4 0.3 0.6 0.0 1.7 0.6 5.7 0.8 3.0 10.6 10.6 Cycle Q Clear(g_c), s 1.2 0.4 0.3 0.6 0.0 1.7 0.6 5.7 0.8 3.0 10.6 10.6 Prop In Lane 1.00 1.00 1.00 0.72 1.00 1.00 1.00 0.20
Lane Grp Cap(c), veh/h 109 261 221 72 0 196 54 947 420 159 579 588 V/C Ratio(X) 0.39 0.06 0.05 0.29 0.00 0.30 0.39 0.48 0.08 0.66 0.70 0.70 Avail Cap(c_a), veh/h 287 1134 959 287 0 998 203 1650 732 354 977 991 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.8 19.7 19.7 24.6 0.0 21.2 25.1 16.3 14.5 23.2 15.6 15.6 Incr Delay (d2), s/veh 2.2 0.1 0.1 2.2 0.0 0.8 4.6 0.4 0.1 4.6 1.6 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.5 0.2 0.1 0.3 0.0 0.6 0.3 1.9 0.3 1.3 3.6 3.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.1 19.8 19.8 26.8 0.0 22.1 29.7 16.6 14.6 27.9 17.1 17.1 LnGrp LOS C B B C A C C B B C B B
Approach Vol, veh/h 69 79 506 926
Approach Delay, s/veh 23.6 23.3 17.1 18.3
Approach LOS C C B B
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s11.2 20.1 8.1 13.4 8.1 23.2 9.2 12.3 Change Period (Y+Rc), s 6.5 6.0 6.0 6.0 6.5 6.0 6.0 6.0 Max Green Setting (Gmax), s10.5 24.5 8.5 32.0 6.0 29.0 8.5 32.0 Max Q Clear Time (g_c+I1), s5.0 7.7 2.6 2.4 2.6 12.6 3.2 3.7 Green Ext Time (p_c), s 0.1 2.5 0.0 0.1 0.0 4.3 0.0 0.3 Intersection Summary
HCM 6th Ctrl Delay 18.4
HCM 6th LOS B
Near-Term AM Pacific Project
6: S. Rancho Santa Fe Rd & Linda Vista Dr 10/12/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\3 Near Term AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 110 90 85 210 230 80 90 715 190 80 1090 270 Future Volume (veh/h) 110 90 85 210 230 80 90 715 190 80 1090 270 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 113 93 88 216 237 82 93 737 196 82 1124 278 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 132 241 204 239 342 115 104 1888 841 104 1500 368 Arrive On Green 0.07 0.13 0.13 0.07 0.13 0.13 0.06 0.53 0.53 0.06 0.53 0.53 Sat Flow, veh/h 1781 1813 1540 3456 2610 879 1781 3554 1582 1781 2823 692 Grp Volume(v), veh/h 113 91 90 216 159 160 93 737 196 82 704 698 Grp Sat Flow(s),veh/h/ln1781 1777 1577 1728 1777 1712 1781 1777 1582 1781 1777 1738 Q Serve(g_s), s 7.5 5.6 6.3 7.4 10.3 10.7 6.2 14.7 8.0 5.5 36.9 37.7 Cycle Q Clear(g_c), s 7.5 5.6 6.3 7.4 10.3 10.7 6.2 14.7 8.0 5.5 36.9 37.7 Prop In Lane 1.00 0.98 1.00 0.51 1.00 1.00 1.00 0.40
Lane Grp Cap(c), veh/h 132 236 209 239 233 224 104 1888 841 104 944 924 V/C Ratio(X) 0.86 0.39 0.43 0.90 0.68 0.71 0.90 0.39 0.23 0.79 0.75 0.76 Avail Cap(c_a), veh/h 132 492 436 239 489 471 104 1888 841 163 944 924 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.9 47.6 47.9 55.5 49.8 50.0 56.1 16.6 15.0 55.8 21.8 22.0 Incr Delay (d2), s/veh 39.0 1.0 1.4 33.7 3.5 4.1 56.3 0.6 0.6 12.5 5.3 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/ln4.8 2.6 2.6 4.4 4.8 4.8 4.4 6.1 3.0 2.8 16.3 16.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 93.9 48.6 49.3 89.2 53.3 54.1 112.4 17.2 15.7 68.2 27.1 27.7 LnGrp LOS F D D F D D F B B E C C
Approach Vol, veh/h 294 535 1026 1484
Approach Delay, s/veh 66.2 68.0 25.6 29.7
Approach LOS E E C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s13.0 69.8 14.8 22.4 13.0 69.8 15.0 22.2 Change Period (Y+Rc), s 6.0 * 6 6.5 6.5 6.0 * 6 6.1 6.5 Max Green Setting (Gmax), s11.0 * 43 8.3 33.2 7.0 * 47 8.9 33.0 Max Q Clear Time (g_c+I1), s7.5 16.7 9.4 8.3 8.2 39.7 9.5 12.7 Green Ext Time (p_c), s 0.0 6.3 0.0 1.0 0.0 4.7 0.0 1.8 Intersection Summary
HCM 6th Ctrl Delay 37.8
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Near-Term AM Pacific Project
7: Pacific St & Linda Vista Dr 10/12/2022
HCM 6th AWSC Synchro 10 Report
N:\3279\Analysis\Synchro\3 Near Term AM.syn
Intersection
Intersection Delay, s/veh17.5
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 80 220 20 25 380 20 25 30 10 10 60 130 Future Vol, veh/h 80 220 20 25 380 20 25 30 10 10 60 130 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles, % 2 22222222222
Mvmt Flow 86 237 22 27 409 22 27 32 11 11 65 140
Number of Lanes 1 11111011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 3 3
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 3 3
HCM Control Delay 13.9 23.9 11.6 11.6

HCM LOS B C B B

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 Vol Left, % 45% 0% 100% 0% 0% 100% 0% 0% 14% 0%
Vol Thru, % 55% 0% 0% 100% 0% 0% 100% 0% 86% 0%
Vol Right, % 0% 100% 0% 0% 100% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 55 10 80 220 20 25 380 20 70 130
LT Vol 25 0 80 0 0 25 0 0 10 0
Through Vol 30 0 0 220 0 0 380 0 60 0
RT Vol 0 10 0 0 20 0 0 20 0 130
Lane Flow Rate 59 11 86 237 22 27 409 22 75 140
Geometry Grp 8888888888
Degree of Util (X) 0.131 0.021 0.176 0.452 0.037 0.052 0.737 0.035 0.155 0.257 Departure Headway (Hd) 7.969 7.033 7.382 6.874 6.164 7.109 6.602 5.892 7.401 6.625 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 451 510 489 528 584 507 552 611 486 544
Service Time 5.694 4.758 5.082 4.574 3.864 4.809 4.302 3.592 5.12 4.344 HCM Lane V/C Ratio 0.131 0.022 0.176 0.449 0.038 0.053 0.741 0.036 0.154 0.257 HCM Control Delay 11.9 9.9 11.7 15.1 9.1 10.2 25.6 8.8 11.5 11.6 HCM Lane LOS B A B C A B D A B B
HCM 95th-tile Q 0.4 0.1 0.6 2.3 0.1 0.2 6.2 0.1 0.5 1
Near-Term AM Pacific Project
8: Las Posas Rd & Linda Vista Dr 10/12/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\3 Near Term AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 110 140 40 10 180 50 70 320 30 60 390 340 Future Volume (veh/h) 110 140 40 10 180 50 70 320 30 60 390 340 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 118 151 43 11 194 54 75 344 32 65 419 366 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 143 565 251 42 283 77 96 1699 157 89 918 797 Arrive On Green 0.08 0.16 0.16 0.02 0.10 0.10 0.05 0.52 0.52 0.05 0.51 0.51 Sat Flow, veh/h 1781 3554 1582 1781 2763 749 1781 3284 304 1781 1788 1552 Grp Volume(v), veh/h 118 151 43 11 123 125 75 185 191 65 416 369 Grp Sat Flow(s),veh/h/ln1781 1777 1582 1781 1777 1735 1781 1777 1811 1781 1777 1564 Q Serve(g_s), s 6.5 3.7 2.4 0.6 6.7 7.0 4.2 5.6 5.7 3.6 14.9 15.0 Cycle Q Clear(g_c), s 6.5 3.7 2.4 0.6 6.7 7.0 4.2 5.6 5.7 3.6 14.9 15.0 Prop In Lane 1.00 1.00 1.00 0.43 1.00 0.17 1.00 0.99
Lane Grp Cap(c), veh/h 143 565 251 42 182 178 96 919 937 89 912 803 V/C Ratio(X) 0.83 0.27 0.17 0.26 0.67 0.70 0.78 0.20 0.20 0.73 0.46 0.46 Avail Cap(c_a), veh/h 143 959 427 160 498 486 107 919 937 107 912 803 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 Uniform Delay (d), s/veh 45.3 36.9 36.4 48.0 43.3 43.4 46.7 13.0 13.0 46.8 15.5 15.5 Incr Delay (d2), s/veh 31.6 0.3 0.3 3.2 4.3 5.0 27.8 0.5 0.5 17.3 1.6 1.8 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/ln4.1 1.6 0.9 0.3 3.1 3.2 2.5 2.2 2.2 2.0 5.8 5.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 76.9 37.2 36.7 51.2 47.6 48.4 74.5 13.5 13.5 64.1 17.0 17.3 L n G r p L O S EDDDDD EBBEBB
Approach Vol, veh/h 312 259 451 850
Approach Delay, s/veh 52.1 48.1 23.6 20.7
A p p r o a c h L O SDDCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s11.5 58.2 8.4 21.9 11.9 57.9 14.0 16.3 Change Period (Y+Rc), s 6.5 6.5 6.0 6.0 6.5 6.5 6.0 6.0 Max Green Setting (Gmax), s6.0 33.0 9.0 27.0 6.0 33.0 8.0 28.0 Max Q Clear Time (g_c+I1), s5.6 7.7 2.6 5.7 6.2 17.0 8.5 9.0 Green Ext Time (p_c), s 0.0 2.0 0.0 1.0 0.0 4.2 0.0 1.3 Intersection Summary
HCM 6th Ctrl Delay 30.5
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Near-Term AM Pacific Project
9: Pacific St & San Marcos Blvd 10/12/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\3 Near Term AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 25 1390 30 20 1980 40 10 10 20 40 5 15 Future Volume (veh/h) 25 1390 30 20 1980 40 10 10 20 40 5 15 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 26 1448 31 21 2062 42 10 10 21 42 5 16 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 58 2263 48 36 2222 45 42 29 306 53 3 305
Arrive On Green 0.03 0.64 0.64 0.02 0.62 0.62 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 1781 3555 76 1781 3560 72 0 149 1585 1 18 1580 Grp Volume(v), veh/h 26 723 756 21 1025 1079 20 0 21 47 0 16 Grp Sat Flow(s),veh/h/ln1781 1777 1855 1781 1777 1855 150 0 1585 19 0 1580 Q Serve(g_s), s 1.9 32.4 32.5 1.5 66.6 67.9 0.0 0.0 1.4 0.0 0.0 1.1 Cycle Q Clear(g_c), s 1.9 32.4 32.5 1.5 66.6 67.9 25.1 0.0 1.4 25.1 0.0 1.1 Prop In Lane 1.00 0.04 1.00 0.04 0.50 1.00 0.89 1.00
Lane Grp Cap(c), veh/h 58 1131 1180 36 1109 1158 70 0 306 56 0 305 V/C Ratio(X) 0.45 0.64 0.64 0.58 0.92 0.93 0.28 0.00 0.07 0.84 0.00 0.05 Avail Cap(c_a), veh/h 100 1131 1180 69 1109 1158 70 0 306 56 0 305 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.35 0.35 0.35 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 61.7 14.5 14.5 63.1 21.7 21.9 44.8 0.0 42.9 63.2 0.0 42.8 Incr Delay (d2), s/veh 5.2 2.8 2.7 5.0 5.9 6.2 2.2 0.0 0.1 65.6 0.0 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/ln0.9 12.5 13.1 0.7 26.1 27.8 0.6 0.0 0.6 2.6 0.0 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.9 17.3 17.2 68.1 27.6 28.1 47.0 0.0 43.0 128.7 0.0 42.8 LnGrp LOS E B B E C C D A D F A D
Approach Vol, veh/h 1505 2125 41 63
Approach Delay, s/veh 18.1 28.3 44.9 106.9
Approach LOS B C D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s9.2 89.2 31.6 10.8 87.6 31.6
Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s5.0 80.4 25.1 7.3 78.1 25.1
Max Q Clear Time (g_c+I1), s3.5 34.5 27.1 3.9 69.9 27.1 Green Ext Time (p_c), s 0.0 13.3 0.0 0.0 7.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 25.7
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Near-Term AM Pacific Project
10: Las Posas Rd & San Marcos Blvd 10/12/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\3 Near Term AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 340 1160 40 70 1610 110 30 30 20 70 40 437 Future Volume (veh/h) 340 1160 40 70 1610 110 30 30 20 70 40 437 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 347 1184 41 71 1643 112 31 31 20 71 41 446 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 327 2441 84 89 2002 891 247 443 370 351 443 665 Arrive On Green 0.18 0.70 0.70 0.05 0.56 0.56 0.24 0.24 0.24 0.24 0.24 0.24 Sat Flow, veh/h 1781 3504 121 1781 3554 1582 908 1870 1563 1354 1870 1581 Grp Volume(v), veh/h 347 600 625 71 1643 112 31 31 20 71 41 446 Grp Sat Flow(s),veh/h/ln1781 1777 1848 1781 1777 1582 908 1870 1563 1354 1870 1581 Q Serve(g_s), s 27.5 23.2 23.2 5.9 56.3 5.0 4.1 1.9 1.5 6.4 2.6 34.2 Cycle Q Clear(g_c), s 27.5 23.2 23.2 5.9 56.3 5.0 6.7 1.9 1.5 8.4 2.6 34.2 Prop In Lane 1.00 0.07 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 327 1238 1287 89 2002 891 247 443 370 351 443 665 V/C Ratio(X) 1.06 0.48 0.49 0.79 0.82 0.13 0.13 0.07 0.05 0.20 0.09 0.67 Avail Cap(c_a), veh/h 327 1238 1287 121 2002 891 247 443 370 351 443 665 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) 0.82 0.82 0.82 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 61.2 10.4 10.4 70.5 26.6 15.4 47.3 44.4 44.3 47.7 44.7 35.1 Incr Delay (d2), s/veh 62.6 1.1 1.1 22.1 3.9 0.3 0.2 0.1 0.1 0.3 0.1 2.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln17.9 8.6 9.0 3.2 23.5 1.8 0.9 0.9 0.6 2.2 1.2 13.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 123.9 11.5 11.5 92.5 30.5 15.7 47.5 44.5 44.3 48.0 44.8 37.8 L n G r p L O S FBBFCBDDDDDD
Approach Vol, veh/h 1572 1826 82 558
Approach Delay, s/veh 36.3 32.0 45.6 39.6
A p p r o a c h L O SDCDD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s14.0 111.5 42.0 34.0 91.5 42.0
Change Period (Y+Rc), s 6.5 6.5 * 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s10.2 85.3 * 36 27.5 68.0 35.0 Max Q Clear Time (g_c+I1), s7.9 25.2 36.2 29.5 58.3 8.7 Green Ext Time (p_c), s 0.0 9.8 0.0 0.0 7.1 0.3
Intersection Summary
HCM 6th Ctrl Delay 35.0
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Near-Term PM Pacific Project
1: Las Posas Rd & SR-78 WB On Ramp/SR-78 WB Off Ramp 10/12/2022 HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\4 Near Term PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 170 5 170 400 2000 0 0 980 380 Future Volume (veh/h) 0 0 0 170 5 170 400 2000 0 0 980 380 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 175 5 175 412 2062 0 0 1010 392
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 P e r c e n t H e a v y V e h , % 222220022
Cap, veh/h 239 6 207 438 3870 0 0 1686 654
Arrive On Green 0.13 0.13 0.13 0.49 1.00 0.00 0.00 0.47 0.47 Sat Flow, veh/h 1781 44 1548 1781 5274 0 0 3760 1394
Grp Volume(v), veh/h 175 0 180 412 2062 0 0 957 445
Grp Sat Flow(s),veh/h/ln 1781 0 1592 1781 1702 0 0 1702 1581 Q Serve(g_s), s 10.4 0.0 12.1 24.1 0.0 0.0 0.0 22.8 22.8 Cycle Q Clear(g_c), s 10.4 0.0 12.1 24.1 0.0 0.0 0.0 22.8 22.8 Prop In Lane 1.00 0.97 1.00 0.00 0.00 0.88
Lane Grp Cap(c), veh/h 239 0 213 438 3870 0 0 1598 742
V/C Ratio(X) 0.73 0.00 0.84 0.94 0.53 0.00 0.00 0.60 0.60 Avail Cap(c_a), veh/h 338 0 302 588 3870 0 0 1598 742
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.27 0.27 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 45.8 0.0 46.5 27.2 0.0 0.0 0.0 21.5 21.5 Incr Delay (d2), s/veh 2.3 0.0 10.2 7.4 0.1 0.0 0.0 1.7 3.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.7 0.0 5.4 7.3 0.1 0.0 0.0 8.8 8.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.0 0.0 56.7 34.7 0.1 0.0 0.0 23.2 25.1 LnGrp LOS D A E C A A A C C
Approach Vol, veh/h 355 2474 1402
Approach Delay, s/veh 52.4 5.9 23.8
Approach LOS D A C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 90.2 31.7 58.5 19.8
Change Period (Y+Rc), s 6.8 * 4.7 6.8 5.1
Max Green Setting (Gmax), s 77.2 * 36 36.2 20.9
Max Q Clear Time (g_c+I1), s 2.0 26.1 24.8 14.1
Green Ext Time (p_c), s 15.7 0.9 4.8 0.6
Intersection Summary
HCM 6th Ctrl Delay 15.7
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Near-Term PM Pacific Project
2: Las Posas Rd & Grand Ave 10/12/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\4 Near Term PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 370 500 30 50 250 990 30 1040 170 350 530 260 Future Volume (veh/h) 370 500 30 50 250 990 30 1040 170 350 530 260 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 394 532 32 53 266 947 32 1106 181 372 564 277 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 361 711 43 117 318 1007 71 1312 214 659 1597 878 Arrive On Green 0.10 0.21 0.21 0.02 0.06 0.06 0.04 0.30 0.30 0.06 0.15 0.15 Sat Flow, veh/h 3456 3404 204 1781 1870 2790 1781 4398 719 3456 3554 1585 Grp Volume(v), veh/h 394 277 287 53 266 947 32 856 431 372 564 277 Grp Sat Flow(s),veh/h/ln1728 1777 1831 1781 1870 1395 1781 1702 1713 1728 1777 1585 Q Serve(g_s), s 11.5 16.1 16.2 3.2 15.5 10.4 1.9 25.9 26.0 11.5 15.7 14.1 Cycle Q Clear(g_c), s 11.5 16.1 16.2 3.2 15.5 10.4 1.9 25.9 26.0 11.5 15.7 14.1 Prop In Lane 1.00 0.11 1.00 1.00 1.00 0.42 1.00 1.00
Lane Grp Cap(c), veh/h 361 371 383 117 318 1007 71 1015 511 659 1597 878 V/C Ratio(X) 1.09 0.75 0.75 0.45 0.84 0.94 0.45 0.84 0.84 0.56 0.35 0.32 Avail Cap(c_a), veh/h 361 371 383 186 332 1027 219 1099 553 659 1597 878 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 0.47 0.47 0.47 0.34 0.34 0.34 0.70 0.70 0.70 Uniform Delay (d), s/veh 49.3 40.8 40.8 51.9 50.4 17.0 51.6 36.2 36.2 47.1 32.5 21.8 Incr Delay (d2), s/veh 73.9 8.0 8.0 1.3 8.4 8.8 1.5 3.1 6.0 0.8 0.4 0.7 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/ln8.6 7.8 8.1 1.5 8.5 8.3 0.9 10.6 11.1 5.3 7.5 6.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 123.1 48.8 48.8 53.2 58.8 25.8 53.2 39.3 42.2 47.9 32.9 22.4 L n G r p L O S FDDDECDDDDCC
Approach Vol, veh/h 958 1266 1319 1213
Approach Delay, s/veh 79.4 33.9 40.6 35.1
Approach LOS E C D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s27.5 39.3 13.7 29.5 10.9 55.9 18.0 25.2 Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5 6.5 6.5 Max Green Setting (Gmax), s17.5 35.5 11.5 19.5 13.5 39.5 11.5 19.5 Max Q Clear Time (g_c+I1), s13.5 28.0 5.2 18.2 3.9 17.7 13.5 17.5 Green Ext Time (p_c), s 0.5 4.4 0.0 0.5 0.0 4.4 0.0 1.2 Intersection Summary
HCM 6th Ctrl Delay 45.2
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Near-Term PM Pacific Project
3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 10/12/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\4 Near Term PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 470 400 190 100 510 15 270 160 60 310 290 460 Future Volume (veh/h) 470 400 190 100 510 15 270 160 60 310 290 460 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 475 404 192 101 515 15 218 240 61 313 293 432 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 534 856 564 170 927 27 209 219 186 622 238 351 Arrive On Green 0.15 0.24 0.24 0.10 0.18 0.18 0.12 0.12 0.12 0.35 0.35 0.35 Sat Flow, veh/h 3456 3554 1569 1781 5100 148 1781 1870 1585 1781 683 1007 Grp Volume(v), veh/h 475 404 192 101 343 187 218 240 61 313 0 725 Grp Sat Flow(s),veh/h/ln1728 1777 1569 1781 1702 1843 1781 1870 1585 1781 0 1689 Q Serve(g_s), s 14.8 10.7 9.8 6.0 10.1 10.2 12.9 12.9 3.9 15.3 0.0 38.4 Cycle Q Clear(g_c), s 14.8 10.7 9.8 6.0 10.1 10.2 12.9 12.9 3.9 15.3 0.0 38.4 Prop In Lane 1.00 1.00 1.00 0.08 1.00 1.00 1.00 0.60
Lane Grp Cap(c), veh/h 534 856 564 170 619 335 209 219 186 622 0 590 V/C Ratio(X) 0.89 0.47 0.34 0.59 0.55 0.56 1.04 1.09 0.33 0.50 0.00 1.23 Avail Cap(c_a), veh/h 556 856 564 180 619 335 209 219 186 622 0 590 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) 0.65 0.65 0.65 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 45.6 35.8 25.8 47.7 41.0 41.0 48.5 48.5 44.6 28.3 0.0 35.8 Incr Delay (d2), s/veh 11.1 1.2 1.1 3.0 3.6 6.6 74.2 88.2 0.4 0.3 0.0 117.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln7.1 4.8 4.6 2.8 4.5 5.2 10.0 11.4 1.5 6.5 0.0 34.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.6 37.0 26.9 50.7 44.5 47.5 122.7 136.7 45.0 28.5 0.0 153.4 L n G r p L O S EDCDDDFFDCAF
Approach Vol, veh/h 1071 631 519 1038
Approach Delay, s/veh 43.9 46.4 120.1 115.8
Approach LOS D D F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s15.2 33.3 43.5 21.7 26.8 18.0
Change Period (Y+Rc), s * 4.7 6.8 5.1 * 4.7 6.8 5.1
Max Green Setting (Gmax), s* 11 25.9 38.4 * 18 19.3 12.9 Max Q Clear Time (g_c+I1), s8.0 12.7 40.4 16.8 12.2 14.9 Green Ext Time (p_c), s 0.0 1.8 0.0 0.2 1.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 79.4
HCM 6th LOS E
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Near-Term PM Pacific Project
4: Pacific St & La Mirada Dr 10/12/2022
HCM 6th AWSC Synchro 10 Report
N:\3279\Analysis\Synchro\4 Near Term PM.syn
Intersection
Intersection Delay, s/veh11.3
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 30 130 30 60 90 20 20 200 80 15 80 15 Future Vol, veh/h 30 130 30 60 90 20 20 200 80 15 80 15 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 2 22222222222
Mvmt Flow 33 144 33 67 100 22 22 222 89 17 89 17
Number of Lanes 0 11011011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 2 2
HCM Control Delay 11.2 11.4 11.7 10.2

HCM LOS B B B B

Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 9% 0% 19% 0% 40% 0% 16% 0%
Vol Thru, % 91% 0% 81% 0% 60% 0% 84% 0%
Vol Right, % 0% 100% 0% 100% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 220 80 160 30 150 20 95 15
LT Vol 20 0 30 0 60 0 15 0
Through Vol 200 0 130 0 90 0 80 0
RT Vol 0 80 0 30 0 20 0 15
Lane Flow Rate 244 89 178 33 167 22 106 17
Geometry Grp 77777777
Degree of Util (X) 0.406 0.129 0.308 0.05 0.295 0.034 0.185 0.026 Departure Headway (Hd) 5.982 5.228 6.232 5.428 6.367 5.455 6.325 5.534 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 601 685 576 659 565 656 567 645
Service Time 3.719 2.965 3.971 3.166 4.107 3.194 4.071 3.28 HCM Lane V/C Ratio 0.406 0.13 0.309 0.05 0.296 0.034 0.187 0.026 HCM Control Delay 12.8 8.7 11.7 8.5 11.8 8.4 10.5 8.4
HCM Lane LOS BABABABA
HCM 95th-tile Q 2 0.4 1.3 0.2 1.2 0.1 0.7 0.1
Near-Term PM Pacific Project
5: Las Posas Rd & La Mirada Dr 10/12/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\4 Near Term PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 130 50 40 130 50 220 35 930 80 200 480 90 Future Volume (veh/h) 130 50 40 130 50 220 35 930 80 200 480 90 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 143 55 44 143 55 242 38 1022 88 220 527 99 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 174 399 337 173 64 282 70 1061 471 252 1197 224 Arrive On Green 0.10 0.21 0.21 0.10 0.21 0.21 0.04 0.30 0.30 0.14 0.40 0.40 Sat Flow, veh/h 1781 1870 1583 1781 302 1327 1781 3554 1577 1781 2988 559 Grp Volume(v), veh/h 143 55 44 143 0 297 38 1022 88 220 313 313 Grp Sat Flow(s),veh/h/ln1781 1870 1583 1781 0 1629 1781 1777 1577 1781 1777 1770 Q Serve(g_s), s 7.7 2.3 2.2 7.7 0.0 17.2 2.1 27.8 4.1 11.9 12.6 12.7 Cycle Q Clear(g_c), s 7.7 2.3 2.2 7.7 0.0 17.2 2.1 27.8 4.1 11.9 12.6 12.7 Prop In Lane 1.00 1.00 1.00 0.81 1.00 1.00 1.00 0.32
Lane Grp Cap(c), veh/h 174 399 337 173 0 347 70 1061 471 252 712 709 V/C Ratio(X) 0.82 0.14 0.13 0.83 0.00 0.86 0.54 0.96 0.19 0.87 0.44 0.44 Avail Cap(c_a), veh/h 196 610 516 178 0 515 114 1061 471 261 712 709 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.4 31.3 31.2 43.5 0.0 37.2 46.3 33.9 25.6 41.3 21.4 21.4 Incr Delay (d2), s/veh 21.8 0.2 0.2 25.7 0.0 9.2 6.3 19.3 0.2 25.6 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.4 1.1 0.8 4.6 0.0 7.5 1.0 14.0 1.5 6.8 4.9 5.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 65.3 31.5 31.4 69.2 0.0 46.3 52.6 53.2 25.7 66.9 21.8 21.9 L n G r p L O S ECCEADDDCECC
Approach Vol, veh/h 242 440 1148 846
Approach Delay, s/veh 51.4 53.8 51.0 33.5
A p p r o a c h L O SDDDC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s20.4 35.3 15.5 26.9 10.4 45.3 15.6 26.9 Change Period (Y+Rc), s 6.5 6.0 6.0 6.0 6.5 6.0 6.0 6.0 Max Green Setting (Gmax), s14.4 29.3 9.8 32.0 6.3 37.4 10.8 31.0 Max Q Clear Time (g_c+I1), s13.9 29.8 9.7 4.3 4.1 14.7 9.7 19.2 Green Ext Time (p_c), s 0.0 0.0 0.0 0.4 0.0 3.5 0.0 1.4 Intersection Summary
HCM 6th Ctrl Delay 46.0
HCM 6th LOS D
Near-Term PM Pacific Project
6: S. Rancho Santa Fe Rd & Linda Vista Dr 10/12/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\4 Near Term PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 370 510 70 230 150 80 105 1220 360 90 870 150 Future Volume (veh/h) 370 510 70 230 150 80 105 1220 360 90 870 150 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.97 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 385 531 73 240 156 83 109 1271 375 94 906 156 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 408 876 120 299 319 159 128 1348 592 99 1099 189 Arrive On Green 0.23 0.28 0.28 0.09 0.14 0.14 0.07 0.38 0.38 0.06 0.36 0.36 Sat Flow, veh/h 1781 3135 429 3456 2265 1134 1781 3554 1560 1781 3025 521 Grp Volume(v), veh/h 385 300 304 240 120 119 109 1271 375 94 532 530 Grp Sat Flow(s),veh/h/ln1781 1777 1788 1728 1777 1622 1781 1777 1560 1781 1777 1769 Q Serve(g_s), s 26.7 18.4 18.5 8.6 7.8 8.5 7.6 43.4 24.7 6.6 34.2 34.2 Cycle Q Clear(g_c), s 26.7 18.4 18.5 8.6 7.8 8.5 7.6 43.4 24.7 6.6 34.2 34.2 Prop In Lane 1.00 0.24 1.00 0.70 1.00 1.00 1.00 0.29
Lane Grp Cap(c), veh/h 408 497 500 299 250 228 128 1348 592 99 646 643 V/C Ratio(X) 0.94 0.60 0.61 0.80 0.48 0.52 0.85 0.94 0.63 0.95 0.82 0.82 Avail Cap(c_a), veh/h 410 656 660 415 466 426 128 1363 598 99 646 643 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.7 39.2 39.3 56.3 49.8 50.1 57.7 37.7 31.9 59.2 36.4 36.4 Incr Delay (d2), s/veh 30.6 1.2 1.2 7.6 1.4 1.8 39.8 13.1 2.2 73.3 8.6 8.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln15.3 8.2 8.3 4.1 3.6 3.6 4.8 21.0 9.6 5.0 16.2 16.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 78.3 40.4 40.5 63.9 51.2 51.9 97.5 50.8 34.0 132.5 44.9 45.0 LnGrp LOS E D D E D D F D C F D D
Approach Vol, veh/h 989 479 1755 1156
Approach Delay, s/veh 55.2 57.8 50.1 52.1
Approach LOS E E D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s13.0 53.7 17.4 41.6 15.0 51.7 34.9 24.2 Change Period (Y+Rc), s 6.0 * 6 6.5 6.5 6.0 * 6 6.1 6.5 Max Green Setting (Gmax), s7.0 * 48 15.1 46.4 9.0 * 45 28.9 33.0 Max Q Clear Time (g_c+I1), s8.6 45.4 10.6 20.5 9.6 36.2 28.7 10.5 Green Ext Time (p_c), s 0.0 2.2 0.3 3.9 0.0 4.3 0.0 1.4 Intersection Summary
HCM 6th Ctrl Delay 52.6
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Near-Term PM Pacific Project
7: Pacific St & Linda Vista Dr 10/12/2022
HCM 6th AWSC Synchro 10 Report
N:\3279\Analysis\Synchro\4 Near Term PM.syn
Intersection
Intersection Delay, s/veh91.3
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 220 660 50 30 290 20 40 60 35 20 40 100 Future Vol, veh/h 220 660 50 30 290 20 40 60 35 20 40 100 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 2 22222222222
Mvmt Flow 232 695 53 32 305 21 42 63 37 21 42 105
Number of Lanes 1 11111011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 3 3
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 3 3
HCM Control Delay 140.5 23.7 14.4 13.6

HCM LOS F C B B

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 Vol Left, % 40% 0% 100% 0% 0% 100% 0% 0% 33% 0%
Vol Thru, % 60% 0% 0% 100% 0% 0% 100% 0% 67% 0%
Vol Right, % 0% 100% 0% 0% 100% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 100 35 220 660 50 30 290 20 60 100
LT Vol 40 0 220 0 0 30 0 0 20 0
Through Vol 60 0 0 660 0 0 290 0 40 0
RT Vol 0 35 0 0 50 0 0 20 0 100
Lane Flow Rate 105 37 232 695 53 32 305 21 63 105
Geometry Grp 8888888888
Degree of Util (X) 0.257 0.081 0.483 1.351 0.092 0.073 0.659 0.041 0.152 0.229 Departure Headway (Hd) 9.37 8.455 7.509 7.001 6.288 8.856 8.344 7.628 9.265 8.385 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 385 426 477 521 565 407 437 472 390 431
Service Time 7.07 6.155 5.305 4.795 4.082 6.556 6.044 5.328 6.965 6.085 HCM Lane V/C Ratio 0.273 0.087 0.486 1.334 0.094 0.079 0.698 0.044 0.162 0.244 HCM Control Delay 15.3 11.9 17.2 191.5 9.7 12.3 25.8 10.7 13.6 13.6 HCM Lane LOS C B C F A B D B B B
HCM 95th-tile Q 1 0.3 2.6 30.6 0.3 0.2 4.6 0.1 0.5 0.9
Near-Term PM Pacific Project
8: Las Posas Rd & Linda Vista Dr 10/12/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\4 Near Term PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 270 410 90 35 150 90 70 710 30 55 560 170 Future Volume (veh/h) 270 410 90 35 150 90 70 710 30 55 560 170 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 290 441 97 38 161 84 75 763 32 59 602 183 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 243 666 296 100 246 122 96 1679 70 81 1272 386 Arrive On Green 0.14 0.19 0.19 0.06 0.11 0.11 0.05 0.48 0.48 0.05 0.48 0.48 Sat Flow, veh/h 1781 3554 1580 1781 2294 1137 1781 3473 146 1781 2676 812 Grp Volume(v), veh/h 290 441 97 38 123 122 75 390 405 59 399 386 Grp Sat Flow(s),veh/h/ln1781 1777 1580 1781 1777 1654 1781 1777 1842 1781 1777 1711 Q Serve(g_s), s 15.0 12.7 5.8 2.3 7.3 7.8 4.6 16.0 16.0 3.6 16.7 16.8 Cycle Q Clear(g_c), s 15.0 12.7 5.8 2.3 7.3 7.8 4.6 16.0 16.0 3.6 16.7 16.8 Prop In Lane 1.00 1.00 1.00 0.69 1.00 0.08 1.00 0.47
Lane Grp Cap(c), veh/h 243 666 296 100 191 178 96 859 890 81 845 813 V/C Ratio(X) 1.19 0.66 0.33 0.38 0.64 0.69 0.78 0.45 0.45 0.73 0.47 0.47 Avail Cap(c_a), veh/h 243 1066 474 146 436 406 97 859 890 97 845 813 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.92 0.92 0.92 Uniform Delay (d), s/veh 47.5 41.5 38.7 50.1 47.1 47.3 51.4 18.8 18.8 51.8 19.5 19.5 Incr Delay (d2), s/veh 120.3 1.1 0.6 2.4 3.6 4.7 32.7 1.7 1.7 18.2 1.7 1.8 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/ln14.7 5.6 2.3 1.1 3.4 3.4 2.9 6.5 6.8 2.0 6.8 6.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 167.8 42.6 39.3 52.4 50.7 52.0 84.2 20.5 20.5 70.0 21.3 21.4 L n G r p L O S FDDDDDFCCECC
Approach Vol, veh/h 828 283 870 844
Approach Delay, s/veh 86.1 51.5 26.0 24.7
Approach LOS F D C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s11.5 59.7 12.2 26.6 12.4 58.8 21.0 17.8 Change Period (Y+Rc), s 6.5 6.5 6.0 6.0 6.5 6.5 6.0 6.0 Max Green Setting (Gmax), s6.0 37.0 9.0 33.0 6.0 37.0 15.0 27.0 Max Q Clear Time (g_c+I1), s5.6 18.0 4.3 14.7 6.6 18.8 17.0 9.8 Green Ext Time (p_c), s 0.0 4.3 0.0 3.1 0.0 4.3 0.0 1.2 Intersection Summary
HCM 6th Ctrl Delay 45.8
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Near-Term PM Pacific Project
9: Pacific St & San Marcos Blvd 10/12/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\4 Near Term PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 60 1920 55 40 1910 50 20 10 40 60 10 25 Future Volume (veh/h) 60 1920 55 40 1910 50 20 10 40 60 10 25 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 61 1939 56 40 1929 51 20 10 40 61 10 25 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 85 2215 64 52 2155 57 46 14 305 51 5 304
Arrive On Green 0.05 0.63 0.63 0.03 0.61 0.61 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 1781 3525 101 1781 3535 93 0 75 1585 0 25 1580 Grp Volume(v), veh/h 61 972 1023 40 965 1015 30 0 40 71 0 25 Grp Sat Flow(s),veh/h/ln1781 1777 1850 1781 1777 1851 75 0 1585 25 0 1580 Q Serve(g_s), s 4.4 58.3 59.8 2.9 60.2 61.7 0.0 0.0 2.7 0.0 0.0 1.7 Cycle Q Clear(g_c), s 4.4 58.3 59.8 2.9 60.2 61.7 25.0 0.0 2.7 25.0 0.0 1.7 Prop In Lane 1.00 0.05 1.00 0.05 0.67 1.00 0.86 1.00
Lane Grp Cap(c), veh/h 85 1116 1162 52 1084 1129 61 0 305 56 0 304 V/C Ratio(X) 0.71 0.87 0.88 0.76 0.89 0.90 0.50 0.00 0.13 1.26 0.00 0.08 Avail Cap(c_a), veh/h 116 1116 1162 69 1084 1129 61 0 305 56 0 304 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.10 0.10 0.10 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 61.0 19.8 20.1 62.6 21.7 21.9 53.3 0.0 43.5 62.9 0.0 43.1 Incr Delay (d2), s/veh 12.2 9.3 9.7 3.7 1.3 1.4 6.1 0.0 0.2 206.6 0.0 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/ln2.2 24.1 25.7 1.3 22.6 24.2 1.1 0.0 1.1 5.1 0.0 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.2 29.2 29.8 66.4 23.0 23.3 59.4 0.0 43.7 269.5 0.0 43.2 LnGrp LOS E C C E C C E A D F A D
Approach Vol, veh/h 2056 2020 70 96
Approach Delay, s/veh 30.8 24.0 50.4 210.6
Approach LOS C C D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s10.3 88.2 31.5 12.7 85.8 31.5
Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s5.0 80.5 25.0 8.5 77.0 25.0
Max Q Clear Time (g_c+I1), s4.9 61.8 27.0 6.4 63.7 27.0 Green Ext Time (p_c), s 0.0 13.5 0.0 0.0 10.3 0.0
Intersection Summary
HCM 6th Ctrl Delay 31.9
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Near-Term PM Pacific Project
10: Las Posas Rd & San Marcos Blvd 10/12/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\4 Near Term PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 480 1550 40 110 1440 170 40 40 20 130 40 600 Future Volume (veh/h) 480 1550 40 110 1440 170 40 40 20 130 40 600 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 500 1615 42 115 1500 177 42 42 21 135 42 625 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 477 2369 61 137 1701 755 216 443 375 341 443 794 Arrive On Green 0.27 0.67 0.67 0.08 0.48 0.48 0.24 0.24 0.24 0.24 0.24 0.24 Sat Flow, veh/h 1781 3537 92 1781 3554 1578 769 1870 1585 1339 1870 1561 Grp Volume(v), veh/h 500 809 848 115 1500 177 42 42 21 135 42 625 Grp Sat Flow(s),veh/h/ln1781 1777 1851 1781 1777 1578 769 1870 1585 1339 1870 1561 Q Serve(g_s), s 40.2 41.4 41.8 9.6 57.1 9.9 6.8 2.6 1.5 13.1 2.6 35.5 Cycle Q Clear(g_c), s 40.2 41.4 41.8 9.6 57.1 9.9 9.4 2.6 1.5 15.8 2.6 35.5 Prop In Lane 1.00 0.05 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 477 1190 1240 137 1701 755 216 443 375 341 443 794 V/C Ratio(X) 1.05 0.68 0.68 0.84 0.88 0.23 0.19 0.09 0.06 0.40 0.09 0.79 Avail Cap(c_a), veh/h 477 1190 1240 184 1701 755 216 443 375 341 443 794 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) 0.57 0.57 0.57 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.9 15.0 15.1 68.3 35.3 23.0 48.4 44.7 44.3 50.9 44.7 30.7 Incr Delay (d2), s/veh 44.2 1.8 1.8 21.7 7.0 0.7 0.4 0.1 0.1 0.7 0.1 5.3 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/ln23.4 15.8 16.5 5.1 25.2 3.8 1.3 1.2 0.6 4.4 1.2 18.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 99.1 16.8 16.9 90.0 42.3 23.7 48.8 44.8 44.3 51.6 44.8 36.0 L n G r p L O S FBBFDCDDDDDD
Approach Vol, veh/h 2157 1792 105 802
Approach Delay, s/veh 35.9 43.5 46.3 39.1
A p p r o a c h L O SDDDD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s18.0 107.5 42.0 46.7 78.8 42.0
Change Period (Y+Rc), s 6.5 6.5 * 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s15.5 80.0 * 36 40.2 55.3 35.0 Max Q Clear Time (g_c+I1), s11.6 43.8 37.5 42.2 59.1 11.4 Green Ext Time (p_c), s 0.1 15.3 0.0 0.0 0.0 0.4
Intersection Summary
HCM 6th Ctrl Delay 39.5
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project

APPENDIX H

NEAR-TERM QUEUEING ANALYSIS WORKSHEETS

Near-Term AM Pacific Project
1: Las Posas Rd & SR-78 WB On Ramp/SR-78 WB Off Ramp 10/25/2022 Queues Synchro 10 Report
N:\3279\Analysis\Synchro\3 Near Term AM.syn
Lane Group WBL WBT NBL NBT SBT
Lane Group Flow (vph) 392 376 155 1010 1588
v/c Ratio 1.02 0.93 0.77 0.31 0.65
Control Delay 89.4 65.3 67.4 7.6 19.5
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 89.4 65.3 67.4 7.6 19.5
Queue Length 50th (ft) ~270 221 103 85 254
Queue Length 95th (ft) #470 #410 m#178 110 306
Internal Link Dist (ft) 267 584 420
Turn Bay Length (ft) 300
Base Capacity (vph) 386 403 212 3310 2442
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 1.02 0.93 0.73 0.31 0.65
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Near-Term AM Pacific Project
2: Las Posas Rd & Grand Ave 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\3 Near Term AM.syn
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 172 237 97 194 699 27 452 419 742 742 v/c Ratio 0.53 0.36 0.59 0.67 0.67 0.20 0.25 0.90 0.45 0.69 Control Delay 49.7 35.8 45.3 50.4 18.3 46.7 20.4 54.0 15.6 7.7 Queue Delay 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0
Total Delay 49.7 35.8 45.3 50.4 18.4 46.7 20.4 54.0 15.6 7.8 Queue Length 50th (ft) 54 69 54 127 108 17 61 141 122 87 Queue Length 95th (ft) 89 100 m57 m107 m82 43 97 m#193 m166 m113 Internal Link Dist (ft) 288 279 1088 584
Turn Bay Length (ft) 200 470 310
Base Capacity (vph) 326 784 168 400 1047 168 1785 463 1654 1074 Starvation Cap Reductn 0000 2 400009
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.53 0.30 0.58 0.48 0.68 0.16 0.25 0.90 0.45 0.70 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Near-Term AM Pacific Project
3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\3 Near Term AM.syn
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 400 158 158 32 216 93 96 16 95 926 v/c Ratio 0.72 0.14 0.20 0.16 0.20 0.51 0.50 0.05 0.18 1.61 Control Delay 66.7 19.9 4.1 42.7 33.2 52.3 51.8 0.3 27.1 309.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 66.7 19.9 4.1 42.7 33.2 52.3 51.8 0.3 27.1 309.1 Queue Length 50th (ft) 135 24 0 19 41 60 62 0 45 ~811
Queue Length 95th (ft) m152 m32 m11 48 65 113 116 0 85 #1052 Internal Link Dist (ft) 279 1051 902 153
Turn Bay Length (ft) 100 160 140 170
Base Capacity (vph) 631 1156 789 194 1077 184 191 352 529 574 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.63 0.14 0.20 0.16 0.20 0.51 0.50 0.05 0.18 1.61 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Near-Term AM Pacific Project
5: Las Posas Rd & La Mirada Dr 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\3 Near Term AM.syn
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 42 16 11 21 58 21 453 32 105 821
v/c Ratio 0.14 0.03 0.02 0.06 0.15 0.08 0.24 0.04 0.33 0.36 Control Delay 33.4 19.4 0.1 33.9 13.0 36.2 20.2 0.1 32.5 14.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 33.4 19.4 0.1 33.9 13.0 36.2 20.2 0.1 32.5 14.6 Queue Length 50th (ft) 14 40757 7 80 3 5 1 0 0
Queue Length 95th (ft) 59 22 0 36 36 37 180 0 119 322
Internal Link Dist (ft) 1369 258 1033 1088
Turn Bay Length (ft) 110 110 120 250 250 480
Base Capacity (vph) 358 1243 1099 358 1109 253 2139 999 443 2230 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.12 0.01 0.01 0.06 0.05 0.08 0.21 0.03 0.24 0.37 Intersection Summary
Near-Term AM Pacific Project
6: S. Rancho Santa Fe Rd & Linda Vista Dr 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\3 Near Term AM.syn
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 113 181 216 319 93 737 196 82 1402 v/c Ratio 0.86 0.32 0.91 0.59 0.56 0.41 0.22 0.55 0.85
Control Delay 103.9 22.7 95.1 44.9 66.0 21.7 4.0 66.5 34.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 103.9 22.7 95.1 44.9 66.0 21.7 4.0 66.5 34.4 Queue Length 50th (ft) 88 34 87 110 69 182 0 62 476
Queue Length 95th (ft) #197 57 #161 132 #178 307 50 116 #754 Internal Link Dist (ft) 600 1370 523 547
Turn Bay Length (ft) 160 110 245 230
Base Capacity (vph) 131 964 237 963 165 1798 880 167 1644 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.86 0.19 0.91 0.33 0.56 0.41 0.22 0.49 0.85 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Near-Term AM Pacific Project
8: Las Posas Rd & Linda Vista Dr 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\3 Near Term AM.syn
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 118 151 43 11 248 75 376 65 785
v/c Ratio 0.84 0.17 0.08 0.07 0.48 0.50 0.23 0.46 0.47
Control Delay 88.9 29.3 0.3 42.9 35.6 56.3 17.9 55.6 15.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 88.9 29.3 0.3 42.9 35.6 56.3 17.9 55.6 15.2 Queue Length 50th (ft) 76 39 0 7 68 46 71 40 121
Queue Length 95th (ft) #176 64 0 24 87 #121 130 #104 219 Internal Link Dist (ft) 1365 1014 1036 1033
Turn Bay Length (ft) 170 60 130 240 130
Base Capacity (vph) 141 956 549 159 983 151 1656 141 1656 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.84 0.16 0.08 0.07 0.25 0.50 0.23 0.46 0.47 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Near-Term AM Pacific Project
9: Pacific St & San Marcos Blvd 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\3 Near Term AM.syn
Lane Group EBL EBT WBL WBT NBT NBR SBT SBR
Lane Group Flow (vph) 26 1479 21 2105 20 21 47 16
v/c Ratio 0.27 0.55 0.27 0.79 0.11 0.08 0.30 0.06
Control Delay 65.8 11.1 69.3 18.6 48.1 0.6 53.9 0.5
Queue Delay 0.0 0.0 0.0 0.5 0.0 0.0 0.0 0.0
Total Delay 65.8 11.1 69.3 19.1 48.1 0.6 53.9 0.5
Queue Length 50th (ft) 21 281 17 581 16 0 39 0
Queue Length 95th (ft) 53 483 47 #1100 38 0 70 0
Internal Link Dist (ft) 728 868 295 780
Turn Bay Length (ft) 240 250
Base Capacity (vph) 99 2678 78 2651 304 373 263 368
Starvation Cap Reductn 0 0 0 200 0000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.26 0.55 0.27 0.86 0.07 0.06 0.18 0.04 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Near-Term AM Pacific Project
10: Las Posas Rd & San Marcos Blvd 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\3 Near Term AM.syn
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 347 1225 71 1643 112 31 31 20 71 41 446 v/c Ratio 0.83 0.52 0.62 0.93 0.13 0.17 0.12 0.06 0.37 0.16 0.74 Control Delay 71.9 15.5 91.5 46.4 3.5 53.6 52.2 0.4 60.2 53.0 43.2 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 71.9 15.5 91.5 46.4 3.5 53.6 52.2 0.4 60.2 53.0 43.2 Queue Length 50th (ft) 311 256 68 743 0 29 29 0 68 38 343 Queue Length 95th (ft) #578 472 #132 #1036 31 54 53 0 104 66 422 Internal Link Dist (ft) 868 1062 90 329
Turn Bay Length (ft) 240 250 670 240
Base Capacity (vph) 417 2353 123 1759 833 317 434 456 324 440 602 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.83 0.52 0.58 0.93 0.13 0.10 0.07 0.04 0.22 0.09 0.74 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Near-Term PM Pacific Project
1: Las Posas Rd & SR-78 WB On Ramp/SR-78 WB Off Ramp 10/25/2022 Queues Synchro 10 Report
N:\3279\Analysis\Synchro\4 Near Term PM.syn
Lane Group WBL WBT NBL NBT SBT
Lane Group Flow (vph) 157 198 412 2062 1402
v/c Ratio 0.62 0.81 0.85 0.55 0.67
Control Delay 54.0 64.2 47.7 4.6 27.2
Queue Delay 0.0 0.0 0.0 0.1 0.0
Total Delay 54.0 64.2 47.7 4.7 27.2
Queue Length 50th (ft) 109 129 278 127 273
Queue Length 95th (ft) 176 208 m284 m206 378
Internal Link Dist (ft) 140 584 143
Turn Bay Length (ft) 300
Base Capacity (vph) 319 305 584 3770 2107
Starvation Cap Reductn 0 0 0 434 0
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.49 0.65 0.71 0.62 0.67
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Near-Term PM Pacific Project
2: Las Posas Rd & Grand Ave 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\4 Near Term PM.syn
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 394 564 53 266 1053 32 1287 372 564 277 v/c Ratio 1.10 0.75 0.34 0.85 0.99 0.25 0.81 0.62 0.34 0.25 Control Delay 123.4 48.5 40.6 57.3 43.6 52.7 38.6 34.2 9.8 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.8 0.0 0.0 0.0 0.0 0.0
Total Delay 123.4 48.5 40.6 57.3 44.4 52.7 38.6 34.2 9.8 0.5 Queue Length 50th (ft) ~162 199 26 185 ~194 22 295 136 52 0 Queue Length 95th (ft) #260 #306 m33 m216 m#216 53 353 171 53 0 Internal Link Dist (ft) 288 279 1088 584
Turn Bay Length (ft) 200 470 310
Base Capacity (vph) 358 750 185 330 1065 217 1620 601 1654 1101 Starvation Cap Reductn 0000400000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 1.10 0.75 0.29 0.81 0.99 0.15 0.79 0.62 0.34 0.25 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Near-Term PM Pacific Project
3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\4 Near Term PM.syn
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 475 404 192 101 530 213 222 61 313 758 v/c Ratio 0.88 0.56 0.29 0.57 0.71 1.08 1.09 0.18 0.47 1.10 Control Delay 70.2 39.6 8.2 60.5 49.7 133.9 134.7 1.1 29.2 94.0 Queue Delay 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 2.0
Total Delay 70.2 39.6 8.2 60.5 49.8 133.9 134.7 1.1 29.2 95.9 Queue Length 50th (ft) 186 106 39 69 131 ~177 ~185 0 164 ~570 Queue Length 95th (ft) m#262 m155 m73 126 166 #335 #346 0 260 #842 Internal Link Dist (ft) 279 1051 902 153
Turn Bay Length (ft) 100 160 140 170
Base Capacity (vph) 552 833 651 178 890 197 204 345 672 692 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000 1 60000 1 2
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.86 0.48 0.29 0.57 0.61 1.08 1.09 0.18 0.47 1.11 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Near-Term PM Pacific Project
5: Las Posas Rd & La Mirada Dr 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\4 Near Term PM.syn
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 143 55 44 143 297 38 1022 88 220 626 v/c Ratio 0.71 0.19 0.10 0.60 0.72 0.32 0.91 0.14 0.80 0.39 Control Delay 62.5 33.8 0.5 53.7 22.8 52.2 44.9 0.5 62.0 19.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 62.5 33.8 0.5 53.7 22.8 52.2 44.9 0.5 62.0 19.5 Queue Length 50th (ft) 80 28 0 81 52 21 289 0 122 126
Queue Length 95th (ft) #211 60 0 #223 133 61 #557 0 #307 236 Internal Link Dist (ft) 1369 258 1033 1088
Turn Bay Length (ft) 110 110 120 250 250 480
Base Capacity (vph) 206 645 683 240 676 120 1122 637 275 1615 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.69 0.09 0.06 0.60 0.44 0.32 0.91 0.14 0.80 0.39 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Near-Term PM Pacific Project
6: S. Rancho Santa Fe Rd & Linda Vista Dr 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\4 Near Term PM.syn
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 385 604 240 239 109 1271 375 94 1062 v/c Ratio 0.92 0.69 0.66 0.51 0.84 0.91 0.49 0.93 0.84
Control Delay 75.0 45.1 62.7 39.1 102.3 46.7 12.8 131.3 43.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 75.0 45.1 62.7 39.1 102.3 46.7 12.8 131.3 43.4 Queue Length 50th (ft) 286 225 91 67 84 467 65 73 376
Queue Length 95th (ft) #588 290 156 107 #225 #797 194 #215 #641 Internal Link Dist (ft) 600 234 523 547
Turn Bay Length (ft) 160 110 245 230
Base Capacity (vph) 418 1321 424 945 130 1395 758 101 1262 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.92 0.46 0.57 0.25 0.84 0.91 0.49 0.93 0.84 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Near-Term PM Pacific Project
8: Las Posas Rd & Linda Vista Dr 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\4 Near Term PM.syn
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 290 441 97 38 258 75 795 59 785
v/c Ratio 0.75 0.40 0.16 0.26 0.53 0.51 0.59 0.46 0.65
Control Delay 55.4 32.6 1.1 52.4 30.7 61.6 30.0 61.2 31.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 55.4 32.6 1.1 52.4 30.7 61.6 30.0 61.2 31.5 Queue Length 50th (ft) 192 143 0 26 57 51 236 40 229
Queue Length 95th (ft) #419 177 6 60 83 #135 319 #103 305 Internal Link Dist (ft) 1365 1014 1036 1033
Turn Bay Length (ft) 170 60 130 240 130
Base Capacity (vph) 386 1201 634 144 888 147 1351 128 1217 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.75 0.37 0.15 0.26 0.29 0.51 0.59 0.46 0.65 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Near-Term PM Pacific Project
9: Pacific St & San Marcos Blvd 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\4 Near Term PM.syn
Lane Group EBL EBT WBL WBT NBT NBR SBT SBR
Lane Group Flow (vph) 61 1995 40 1980 30 40 71 25
v/c Ratio 0.50 0.77 0.40 0.77 0.20 0.16 0.49 0.10
Control Delay 72.4 17.1 71.3 18.4 53.0 1.4 64.1 0.9
Queue Delay 0.0 0.0 0.0 0.4 0.0 0.0 0.0 0.0
Total Delay 72.4 17.1 71.3 18.7 53.0 1.4 64.1 0.9
Queue Length 50th (ft) 50 573 33 583 24 0 58 0
Queue Length 95th (ft) #100 869 #91 #1000 50 1 99 0
Internal Link Dist (ft) 728 868 295 780
Turn Bay Length (ft) 240 250
Base Capacity (vph) 127 2602 99 2562 270 372 263 367
Starvation Cap Reductn 0 0 0 175 0000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.48 0.77 0.40 0.83 0.11 0.11 0.27 0.07 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Near-Term PM Pacific Project
10: Las Posas Rd & San Marcos Blvd 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\4 Near Term PM.syn
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 500 1657 115 1500 177 42 42 21 135 42 625 v/c Ratio 0.87 0.76 0.72 1.09 0.25 0.20 0.14 0.06 0.62 0.14 0.81 Control Delay 64.3 25.4 90.4 96.7 5.0 52.8 51.1 0.3 69.1 50.6 38.5 Queue Delay 0.0 0.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 64.3 26.3 90.4 96.7 5.0 52.8 51.1 0.3 69.1 50.6 38.5 Queue Length 50th (ft) 432 550 110 ~894 0 37 37 0 129 37 433 Queue Length 95th (ft) #760 847 180 #1044 51 69 67 0 183 67 584 Internal Link Dist (ft) 868 1062 90 329
Turn Bay Length (ft) 240 250 670 240
Base Capacity (vph) 575 2193 182 1372 707 317 434 461 321 440 772 Starvation Cap Reductn 0 255 000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.87 0.86 0.63 1.09 0.25 0.13 0.10 0.05 0.42 0.10 0.81 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project

APPENDIX I
NEAR-TERM + PROJECT ANALYSIS WORKSHEETS

Near-Term + Project AM Pacific Project
1: Las Posas Rd & SR-78 WB On Ramp/SR-78 WB Off Ramp 01/26/2023 HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\5 Near Term+Project AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 566 5 180 185 997 0 0 1224 320 Future Volume (veh/h) 0 0 0 566 5 180 185 997 0 0 1224 320 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 388 280 186 191 1028 0 0 1262 330
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 P e r c e n t H e a v y V e h , % 222220022
Cap, veh/h 410 241 160 214 3324 0 0 1939 507
Arrive On Green 0.23 0.23 0.23 0.24 1.00 0.00 0.00 0.48 0.48 Sat Flow, veh/h 1781 1048 696 1781 5274 0 0 4174 1047
Grp Volume(v), veh/h 388 0 466 191 1028 0 0 1072 520
Grp Sat Flow(s),veh/h/ln 1781 0 1745 1781 1702 0 0 1702 1649 Q Serve(g_s), s 21.4 0.0 23.0 10.4 0.0 0.0 0.0 23.7 23.8 Cycle Q Clear(g_c), s 21.4 0.0 23.0 10.4 0.0 0.0 0.0 23.7 23.8 Prop In Lane 1.00 0.40 1.00 0.00 0.00 0.63
Lane Grp Cap(c), veh/h 410 0 401 214 3324 0 0 1648 798
V/C Ratio(X) 0.95 0.00 1.16 0.89 0.31 0.00 0.00 0.65 0.65 Avail Cap(c_a), veh/h 410 0 401 214 3324 0 0 1648 798
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.84 0.84 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 37.9 0.0 38.5 37.4 0.0 0.0 0.0 19.4 19.4 Incr Delay (d2), s/veh 30.9 0.0 96.7 30.3 0.2 0.0 0.0 2.0 4.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.7 0.0 20.4 5.6 0.1 0.0 0.0 8.9 9.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 68.8 0.0 135.2 67.7 0.2 0.0 0.0 21.4 23.6 L n G r p L O S EAFEAAACC
Approach Vol, veh/h 854 1219 1592
Approach Delay, s/veh 105.0 10.8 22.1
Approach LOS F B C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 71.9 16.7 55.2 28.1
Change Period (Y+Rc), s 6.8 * 4.7 6.8 5.1
Max Green Setting (Gmax), s 65.1 * 12 48.4 23.0
Max Q Clear Time (g_c+I1), s 2.0 12.4 25.8 25.0
Green Ext Time (p_c), s 4.9 0.0 7.5 0.0
Intersection Summary
HCM 6th Ctrl Delay 37.7
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Near-Term + Project AM Pacific Project
2: Las Posas Rd & Grand Ave 01/26/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\5 Near Term+Project AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 160 200 20 99 180 650 25 382 116 390 700 690 Future Volume (veh/h) 160 200 20 99 180 650 25 382 116 390 700 690 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 172 215 22 106 194 699 27 411 125 419 753 742 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 308 507 51 152 284 992 66 1157 338 704 1641 855 Arrive On Green 0.09 0.16 0.16 0.03 0.05 0.05 0.04 0.29 0.29 0.07 0.15 0.15 Sat Flow, veh/h 3456 3248 328 1781 1870 2790 1781 3920 1146 3456 3554 1545 Grp Volume(v), veh/h 172 116 121 106 194 699 27 355 181 419 753 742 Grp Sat Flow(s),veh/h/ln1728 1777 1800 1781 1870 1395 1781 1702 1663 1728 1777 1545 Q Serve(g_s), s 4.8 5.9 6.1 5.9 10.2 4.7 1.5 8.2 8.6 11.8 19.3 40.4 Cycle Q Clear(g_c), s 4.8 5.9 6.1 5.9 10.2 4.7 1.5 8.2 8.6 11.8 19.3 40.4 Prop In Lane 1.00 0.18 1.00 1.00 1.00 0.69 1.00 1.00
Lane Grp Cap(c), veh/h 308 277 281 152 284 992 66 1004 490 704 1641 855 V/C Ratio(X) 0.56 0.42 0.43 0.70 0.68 0.70 0.41 0.35 0.37 0.60 0.46 0.87 Avail Cap(c_a), veh/h 328 382 387 169 402 1168 169 1004 490 704 1641 855 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 0.97 0.97 0.97 0.91 0.91 0.91 0.60 0.60 0.60 Uniform Delay (d), s/veh 43.6 38.1 38.2 47.3 45.1 11.8 47.1 27.7 27.9 42.6 31.0 30.1 Incr Delay (d2), s/veh 1.8 1.0 1.0 10.2 2.8 1.5 3.7 0.9 1.9 0.8 0.6 7.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.1 2.6 2.7 3.1 5.3 4.1 0.7 3.3 3.5 5.4 9.2 18.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.5 39.1 39.2 57.5 47.9 13.4 50.8 28.6 29.8 43.4 31.5 37.5 L n G r p L O S DDDEDBDCCDCD
Approach Vol, veh/h 409 999 563 1914
Approach Delay, s/veh 41.8 24.8 30.1 36.5
A p p r o a c h L O SDCCD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s26.9 36.0 15.0 22.1 10.2 52.7 15.4 21.7 Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5 6.5 6.5 Max Green Setting (Gmax), s13.5 29.5 9.5 21.5 9.5 33.5 9.5 21.5 Max Q Clear Time (g_c+I1), s13.8 10.6 7.9 8.1 3.5 42.4 6.8 12.2 Green Ext Time (p_c), s 0.0 3.0 0.0 1.0 0.0 0.0 0.1 3.0 Intersection Summary
HCM 6th Ctrl Delay 33.1
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Near-Term + Project AM Pacific Project
3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 01/26/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\5 Near Term+Project AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 406 150 150 30 200 5 120 60 15 90 290 599 Future Volume (veh/h) 406 150 150 30 200 5 120 60 15 90 290 599 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 427 158 158 32 211 5 94 107 16 95 305 593 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 508 1100 661 115 1166 27 195 205 174 533 170 330 Arrive On Green 0.15 0.31 0.31 0.06 0.23 0.23 0.11 0.11 0.11 0.30 0.30 0.30 Sat Flow, veh/h 3456 3554 1575 1781 5132 121 1781 1870 1585 1781 568 1104 Grp Volume(v), veh/h 427 158 158 32 140 76 94 107 16 95 0 898 Grp Sat Flow(s),veh/h/ln1728 1777 1575 1781 1702 1849 1781 1870 1585 1781 0 1672 Q Serve(g_s), s 12.0 3.2 6.5 1.7 3.3 3.3 5.0 5.4 0.9 3.9 0.0 29.9 Cycle Q Clear(g_c), s 12.0 3.2 6.5 1.7 3.3 3.3 5.0 5.4 0.9 3.9 0.0 29.9 Prop In Lane 1.00 1.00 1.00 0.07 1.00 1.00 1.00 0.66
Lane Grp Cap(c), veh/h 508 1100 661 115 774 420 195 205 174 533 0 500 V/C Ratio(X) 0.84 0.14 0.24 0.28 0.18 0.18 0.48 0.52 0.09 0.18 0.00 1.80 Avail Cap(c_a), veh/h 636 1100 661 196 774 420 196 206 174 533 0 500 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) 0.60 0.60 0.60 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 41.5 24.9 18.7 44.5 31.1 31.1 41.8 42.0 40.0 26.0 0.0 35.1 Incr Delay (d2), s/veh 5.1 0.2 0.5 0.5 0.5 1.0 0.7 1.1 0.1 0.1 0.0 366.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.4 1.4 3.0 0.8 1.4 1.6 2.2 2.5 0.4 1.7 0.0 62.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.6 25.1 19.3 45.0 31.6 32.1 42.5 43.1 40.1 26.0 0.0 401.5 L n G r p L O S DCBDCCDDDCAF
Approach Vol, veh/h 743 248 217 993
Approach Delay, s/veh 36.2 33.5 42.7 365.6
Approach LOS D C D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s11.2 37.7 35.0 19.4 29.5 16.1
Change Period (Y+Rc), s * 4.7 6.8 5.1 * 4.7 6.8 5.1
Max Green Setting (Gmax), s* 11 26.4 29.9 * 18 19.0 11.0 Max Q Clear Time (g_c+I1), s3.7 8.5 31.9 14.0 5.3 7.4
Green Ext Time (p_c), s 0.0 0.8 0.0 0.7 0.7 0.2
Intersection Summary
HCM 6th Ctrl Delay 185.1
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Near-Term + Project AM Pacific Project
4: Pacific St & La Mirada Dr 01/26/2023
HCM 6th AWSC
N:\3279\Analysis\Synchro\5 Near Term+Project AM.syn
Intersection
Intersection Delay, s/veh 9.7
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l , v e h / h 1 04 02 58 04 52 02 08 03 71 0 1 6 01 5 Future Vol, veh/h 10 40 25 80 45 20 20 80 37 10 160 15
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 2 22222222222
Mvmt Flow 11 46 29 92 52 23 23 92 43 11 184 17
Number of Lanes 0 11011011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 2 2
HCM Control Delay 8.8 10.1 9 10.3

HCM LOS A B A B

Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 20% 0% 20% 0% 64% 0% 6% 0%
Vol Thru, % 80% 0% 80% 0% 36% 0% 94% 0%
Vol Right, % 0% 100% 0% 100% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 100 37 50 25 125 20 170 15
LT Vol 20 0 10 0 80 0 10 0
Through Vol 80 0 40 0 45 0 160 0
RT Vol 0 37 0 25 0 20 0 15
Lane Flow Rate 115 43 57 29 144 23 195 17
Geometry Grp 77777777
Degree of Util (X) 0.178 0.056 0.093 0.04 0.236 0.031 0.295 0.022 Departure Headway (Hd) 5.561 4.755 5.798 4.99 5.903 4.875 5.426 4.692 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 641 747 613 710 605 728 659 757
Service Time 3.332 2.526 3.581 2.773 3.678 2.649 3.193 2.458 HCM Lane V/C Ratio 0.179 0.058 0.093 0.041 0.238 0.032 0.296 0.022 HCM Control Delay 9.5 7.8 9.2 8 10.5 7.8 10.5 7.6
HCM Lane LOS AAAABABA
HCM 95th-tile Q 0.6 0.2 0.3 0.1 0.9 0.1 1.2 0.1
Near-Term + Project AM Pacific Project
5: Las Posas Rd & La Mirada Dr 01/26/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\5 Near Term+Project AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 106 15 62 20 15 40 33 442 30 100 703 96 Future Volume (veh/h) 106 15 62 20 15 40 33 442 30 100 703 96 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 112 16 65 21 16 42 35 465 32 105 740 101 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 177 343 290 70 56 147 79 997 442 148 1003 137 Arrive On Green 0.10 0.18 0.18 0.04 0.12 0.12 0.04 0.28 0.28 0.08 0.32 0.32 Sat Flow, veh/h 1781 1870 1582 1781 454 1192 1781 3554 1577 1781 3141 428 Grp Volume(v), veh/h 112 16 65 21 0 58 35 465 32 105 419 422 Grp Sat Flow(s),veh/h/ln1781 1870 1582 1781 0 1646 1781 1777 1577 1781 1777 1792 Q Serve(g_s), s 3.6 0.4 2.1 0.7 0.0 1.9 1.1 6.4 0.9 3.4 12.4 12.4 Cycle Q Clear(g_c), s 3.6 0.4 2.1 0.7 0.0 1.9 1.1 6.4 0.9 3.4 12.4 12.4 Prop In Lane 1.00 1.00 1.00 0.72 1.00 1.00 1.00 0.24
Lane Grp Cap(c), veh/h 177 343 290 70 0 203 79 997 442 148 567 572 V/C Ratio(X) 0.63 0.05 0.22 0.30 0.00 0.29 0.44 0.47 0.07 0.71 0.74 0.74 Avail Cap(c_a), veh/h 256 1010 855 256 0 889 180 1470 652 316 870 877 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.6 19.9 20.6 27.7 0.0 23.6 27.6 17.6 15.7 26.5 18.0 18.0 Incr Delay (d2), s/veh 3.7 0.1 0.4 2.3 0.0 0.8 3.9 0.3 0.1 6.1 1.9 1.9 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/ln1.6 0.2 0.7 0.3 0.0 0.7 0.5 2.3 0.3 1.5 4.5 4.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.3 20.0 21.0 30.0 0.0 24.4 31.5 18.0 15.7 32.5 19.8 19.8 LnGrp LOS C B C C A C C B B C B B
Approach Vol, veh/h 193 79 532 946
Approach Delay, s/veh 25.7 25.9 18.7 21.3
Approach LOS C C B C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s11.4 22.6 8.3 16.9 9.1 24.9 11.9 13.3 Change Period (Y+Rc), s 6.5 6.0 6.0 6.0 6.5 6.0 6.0 6.0 Max Green Setting (Gmax), s10.5 24.5 8.5 32.0 6.0 29.0 8.5 32.0 Max Q Clear Time (g_c+I1), s5.4 8.4 2.7 4.1 3.1 14.4 5.6 3.9 Green Ext Time (p_c), s 0.1 2.6 0.0 0.2 0.0 4.2 0.1 0.3 Intersection Summary
HCM 6th Ctrl Delay 21.2
HCM 6th LOS C
Near-Term + Project AM Pacific Project
6: S. Rancho Santa Fe Rd & Linda Vista Dr 01/26/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\5 Near Term+Project AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 110 94 85 210 247 80 90 715 190 80 1090 270 Future Volume (veh/h) 110 94 85 210 247 80 90 715 190 80 1090 270 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 113 97 88 216 255 82 93 737 196 82 1124 278 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 132 254 208 239 362 114 104 1870 833 104 1486 364 Arrive On Green 0.07 0.14 0.14 0.07 0.14 0.14 0.06 0.53 0.53 0.06 0.53 0.53 Sat Flow, veh/h 1781 1847 1513 3456 2661 836 1781 3554 1582 1781 2823 692 Grp Volume(v), veh/h 113 93 92 216 168 169 93 737 196 82 704 698 Grp Sat Flow(s),veh/h/ln1781 1777 1582 1728 1777 1720 1781 1777 1582 1781 1777 1738 Q Serve(g_s), s 7.5 5.7 6.4 7.4 10.8 11.3 6.2 14.9 8.0 5.5 37.3 38.1 Cycle Q Clear(g_c), s 7.5 5.7 6.4 7.4 10.8 11.3 6.2 14.9 8.0 5.5 37.3 38.1 Prop In Lane 1.00 0.96 1.00 0.49 1.00 1.00 1.00 0.40
Lane Grp Cap(c), veh/h 132 245 218 239 242 234 104 1870 833 104 935 915 V/C Ratio(X) 0.86 0.38 0.42 0.90 0.70 0.72 0.90 0.39 0.24 0.79 0.75 0.76 Avail Cap(c_a), veh/h 132 492 438 239 489 473 104 1870 833 163 935 915 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.9 47.1 47.4 55.5 49.5 49.6 56.1 17.0 15.4 55.8 22.3 22.5 Incr Delay (d2), s/veh 39.0 1.0 1.3 33.7 3.6 4.1 56.3 0.6 0.7 12.5 5.6 6.0 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/ln4.8 2.6 2.6 4.4 5.1 5.1 4.4 6.2 3.0 2.8 16.5 16.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 93.9 48.0 48.7 89.2 53.0 53.8 112.4 17.6 16.0 68.2 27.9 28.5 LnGrp LOS F D D F D D F B B E C C
Approach Vol, veh/h 298 553 1026 1484
Approach Delay, s/veh 65.6 67.4 25.9 30.4
Approach LOS E E C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s13.0 69.2 14.8 23.0 13.0 69.2 15.0 22.8 Change Period (Y+Rc), s 6.0 * 6 6.5 6.5 6.0 * 6 6.1 6.5 Max Green Setting (Gmax), s11.0 * 43 8.3 33.2 7.0 * 47 8.9 33.0 Max Q Clear Time (g_c+I1), s7.5 16.9 9.4 8.4 8.2 40.1 9.5 13.3 Green Ext Time (p_c), s 0.0 6.3 0.0 1.0 0.0 4.5 0.0 1.9 Intersection Summary
HCM 6th Ctrl Delay 38.2
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Near-Term + Project AM Pacific Project
7: Pacific St & Linda Vista Dr 01/26/2023
HCM 6th AWSC
N:\3279\Analysis\Synchro\5 Near Term+Project AM.syn
Intersection
Intersection Delay, s/veh18.8
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 84 220 20 27 382 21 25 32 10 18 67 145 Future Vol, veh/h 84 220 20 27 382 21 25 32 10 18 67 145 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles, % 2 22222222222
Mvmt Flow 90 237 22 29 411 23 27 34 11 19 72 156
Number of Lanes 1 11111011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 3 3
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 3 3
HCM Control Delay 14.4 26.8 11.9 12.1

HCM LOS B D B B

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 Vol Left, % 44% 0% 100% 0% 0% 100% 0% 0% 21% 0%
Vol Thru, % 56% 0% 0% 100% 0% 0% 100% 0% 79% 0%
Vol Right, % 0% 100% 0% 0% 100% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 57 10 84 220 20 27 382 21 85 145
LT Vol 25 0 84 0 0 27 0 0 18 0
Through Vol 32 0 0 220 0 0 382 0 67 0
RT Vol 0 10 0 0 20 0 0 21 0 145
Lane Flow Rate 61 11 90 237 22 29 411 23 91 156
Geometry Grp 8888888888
Degree of Util (X) 0.139 0.022 0.189 0.462 0.038 0.059 0.773 0.038 0.191 0.291 Departure Headway (Hd) 8.145 7.216 7.546 7.037 6.325 7.285 6.777 6.066 7.523 6.713 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 440 495 475 511 565 495 538 594 477 535
Service Time 5.9 4.971 5.293 4.784 4.072 4.985 4.477 3.766 5.271 4.46 HCM Lane V/C Ratio 0.139 0.022 0.189 0.464 0.039 0.059 0.764 0.039 0.191 0.292 HCM Control Delay 12.2 10.1 12.1 15.7 9.3 10.4 28.9 9 12 12.2 HCM Lane LOS B B B C A B D A B B
HCM 95th-tile Q 0.5 0.1 0.7 2.4 0.1 0.2 7 0.1 0.7 1.2
Near-Term + Project AM Pacific Project
8: Las Posas Rd & Linda Vista Dr 01/26/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\5 Near Term+Project AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 122 145 52 10 182 53 73 330 30 72 430 343 Future Volume (veh/h) 122 145 52 10 182 53 73 330 30 72 430 343 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 131 156 56 11 196 57 78 355 32 77 462 369 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 143 571 254 42 285 81 100 1681 151 99 947 754 Arrive On Green 0.08 0.16 0.16 0.02 0.10 0.10 0.06 0.51 0.51 0.06 0.51 0.51 Sat Flow, veh/h 1781 3554 1582 1781 2734 774 1781 3294 295 1781 1858 1479 Grp Volume(v), veh/h 131 156 56 11 126 127 78 190 197 77 442 389 Grp Sat Flow(s),veh/h/ln1781 1777 1582 1781 1777 1731 1781 1777 1812 1781 1777 1561 Q Serve(g_s), s 7.3 3.9 3.1 0.6 6.8 7.1 4.3 5.9 6.0 4.3 16.2 16.3 Cycle Q Clear(g_c), s 7.3 3.9 3.1 0.6 6.8 7.1 4.3 5.9 6.0 4.3 16.2 16.3 Prop In Lane 1.00 1.00 1.00 0.45 1.00 0.16 1.00 0.95
Lane Grp Cap(c), veh/h 143 571 254 42 185 181 100 907 925 99 906 795 V/C Ratio(X) 0.92 0.27 0.22 0.26 0.68 0.71 0.78 0.21 0.21 0.78 0.49 0.49 Avail Cap(c_a), veh/h 143 959 427 160 498 485 107 907 925 107 906 795 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.86 0.86 0.86 Uniform Delay (d), s/veh 45.7 36.8 36.5 48.0 43.2 43.3 46.6 13.4 13.4 46.6 16.0 16.0 Incr Delay (d2), s/veh 51.8 0.3 0.4 3.2 4.3 5.0 28.9 0.5 0.5 25.2 1.6 1.9 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/ln5.3 1.7 1.2 0.3 3.2 3.3 2.6 2.3 2.4 2.5 6.3 5.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 97.5 37.1 36.9 51.2 47.4 48.3 75.5 14.0 14.0 71.8 17.6 17.9 L n G r p L O S FDDDDD EBBEBB
Approach Vol, veh/h 343 264 465 908
Approach Delay, s/veh 60.1 48.0 24.3 22.3
Approach LOS E D C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s12.0 57.5 8.4 22.1 12.1 57.5 14.0 16.4 Change Period (Y+Rc), s 6.5 6.5 6.0 6.0 6.5 6.5 6.0 6.0 Max Green Setting (Gmax), s6.0 33.0 9.0 27.0 6.0 33.0 8.0 28.0 Max Q Clear Time (g_c+I1), s6.3 8.0 2.6 5.9 6.3 18.3 9.3 9.1 Green Ext Time (p_c), s 0.0 2.0 0.0 1.1 0.0 4.4 0.0 1.3 Intersection Summary
HCM 6th Ctrl Delay 32.8
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Near-Term + Project AM Pacific Project
9: Pacific St & San Marcos Blvd 01/26/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\5 Near Term+Project AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 27 1394 30 20 1997 40 10 10 20 40 5 24 Future Volume (veh/h) 27 1394 30 20 1997 40 10 10 20 40 5 24 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 28 1452 31 21 2080 42 10 10 21 42 5 25 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 61 2263 48 36 2217 45 42 29 306 53 3 305
Arrive On Green 0.03 0.64 0.64 0.02 0.62 0.62 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 1781 3556 76 1781 3561 72 0 149 1585 0 18 1580 Grp Volume(v), veh/h 28 725 758 21 1034 1088 20 0 21 47 0 25 Grp Sat Flow(s),veh/h/ln1781 1777 1855 1781 1777 1855 149 0 1585 18 0 1580 Q Serve(g_s), s 2.0 32.6 32.7 1.5 68.2 69.6 0.0 0.0 1.4 0.0 0.0 1.7 Cycle Q Clear(g_c), s 2.0 32.6 32.7 1.5 68.2 69.6 25.1 0.0 1.4 25.1 0.0 1.7 Prop In Lane 1.00 0.04 1.00 0.04 0.50 1.00 0.89 1.00
Lane Grp Cap(c), veh/h 61 1131 1180 36 1106 1155 70 0 306 56 0 305 V/C Ratio(X) 0.46 0.64 0.64 0.58 0.93 0.94 0.28 0.00 0.07 0.84 0.00 0.08 Avail Cap(c_a), veh/h 100 1131 1180 69 1106 1155 70 0 306 56 0 305 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.32 0.32 0.32 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 61.6 14.5 14.5 63.1 22.1 22.4 44.8 0.0 42.9 63.2 0.0 43.0 Incr Delay (d2), s/veh 5.3 2.8 2.7 4.5 6.1 6.5 2.2 0.0 0.1 66.0 0.0 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/ln1.0 12.6 13.2 0.7 26.8 28.6 0.6 0.0 0.6 2.6 0.0 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.9 17.3 17.2 67.7 28.3 28.9 47.0 0.0 43.0 129.2 0.0 43.1 LnGrp LOS E B B E C C D A D F A D
Approach Vol, veh/h 1511 2143 41 72
Approach Delay, s/veh 18.2 29.0 45.0 99.3
Approach LOS B C D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s9.2 89.2 31.6 11.0 87.4 31.6
Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s5.0 80.4 25.1 7.3 78.1 25.1
Max Q Clear Time (g_c+I1), s3.5 34.7 27.1 4.0 71.6 27.1 Green Ext Time (p_c), s 0.0 13.4 0.0 0.0 5.7 0.0
Intersection Summary
HCM 6th Ctrl Delay 26.2
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Near-Term + Project AM Pacific Project
10: Las Posas Rd & San Marcos Blvd 01/26/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\5 Near Term+Project AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 344 1160 40 70 1610 119 30 30 20 105 40 437 Future Volume (veh/h) 344 1160 40 70 1610 119 30 30 20 105 40 437 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 351 1184 41 71 1643 121 31 31 20 107 41 446 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 327 2441 84 89 2002 891 247 443 370 351 443 665 Arrive On Green 0.18 0.70 0.70 0.05 0.56 0.56 0.24 0.24 0.24 0.24 0.24 0.24 Sat Flow, veh/h 1781 3504 121 1781 3554 1582 908 1870 1563 1354 1870 1581 Grp Volume(v), veh/h 351 600 625 71 1643 121 31 31 20 107 41 446 Grp Sat Flow(s),veh/h/ln1781 1777 1848 1781 1777 1582 908 1870 1563 1354 1870 1581 Q Serve(g_s), s 27.5 23.2 23.2 5.9 56.3 5.4 4.1 1.9 1.5 10.0 2.6 34.2 Cycle Q Clear(g_c), s 27.5 23.2 23.2 5.9 56.3 5.4 6.7 1.9 1.5 11.9 2.6 34.2 Prop In Lane 1.00 0.07 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 327 1238 1287 89 2002 891 247 443 370 351 443 665 V/C Ratio(X) 1.07 0.48 0.49 0.79 0.82 0.14 0.13 0.07 0.05 0.30 0.09 0.67 Avail Cap(c_a), veh/h 327 1238 1287 121 2002 891 247 443 370 351 443 665 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) 0.82 0.82 0.82 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 61.2 10.4 10.4 70.5 26.6 15.5 47.3 44.4 44.3 49.1 44.7 35.1 Incr Delay (d2), s/veh 66.5 1.1 1.1 22.1 3.9 0.3 0.2 0.1 0.1 0.5 0.1 2.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln18.2 8.6 9.0 3.2 23.5 2.0 0.9 0.9 0.6 3.4 1.2 13.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 127.8 11.5 11.5 92.5 30.5 15.8 47.5 44.5 44.3 49.5 44.8 37.8 L n G r p L O S FBBFCBDDDDDD
Approach Vol, veh/h 1576 1835 82 594
Approach Delay, s/veh 37.4 32.0 45.6 40.4
A p p r o a c h L O SDCDD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s14.0 111.5 42.0 34.0 91.5 42.0
Change Period (Y+Rc), s 6.5 6.5 * 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s10.2 85.3 * 36 27.5 68.0 35.0 Max Q Clear Time (g_c+I1), s7.9 25.2 36.2 29.5 58.3 8.7 Green Ext Time (p_c), s 0.0 9.8 0.0 0.0 7.1 0.3
Intersection Summary
HCM 6th Ctrl Delay 35.6
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Near-Term + Project AM Pacific Project
11: Proj Drwy (W) & La Mirada Dr 01/26/2023
HCM 6th TWSC
N:\3279\Analysis\Synchro\5 Near Term+Project AM.syn
Intersection
Int Delay, s/veh 1.6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 85 2 8 136 9 31
Future Vol, veh/h 85 2 8 136 9 31
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 345 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 92 2 9 148 10 34

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 94 0 259 93
Stage 1 - - - - 93 -
Stage 2 - - - - 166 -
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 - - 1500 - 730 964
Stage 1 - - - - 931 -
Stage 2 - - - - 863 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1500 - 726 964
Mov Cap-2 Maneuver - - - - 736 -
Stage 1 - - - - 931 -
Stage 2 - - - - 858 -

Approach EB WB NB
HCM Control Delay, s 0 0.4 9.2

HCM LOS A

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 901 - - 1500 -
HCM Lane V/C Ratio 0.048 - - 0.006 -
HCM Control Delay (s) 9.2 - - 7.4 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) 0.2 - - 0 -
Near-Term + Project AM Pacific Project
12: Proj Drwy (M) & La Mirada Dr 01/26/2023
HCM 6th TWSC
N:\3279\Analysis\Synchro\5 Near Term+Project AM.syn
Intersection
Int Delay, s/veh 1.6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 99 2 8 135 9 33
Future Vol, veh/h 99 2 8 135 9 33
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 370 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 108 2 9 147 10 36

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 110 0 274 109
Stage 1 - - - - 109 -
Stage 2 - - - - 165 -
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 - - 1480 - 716 945
Stage 1 - - - - 916 -
Stage 2 - - - - 864 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1480 - 712 945
Mov Cap-2 Maneuver - - - - 728 -
Stage 1 - - - - 916 -
Stage 2 - - - - 859 -

Approach EB WB NB
HCM Control Delay, s 0 0.4 9.3

HCM LOS A

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 888 - - 1480 -
HCM Lane V/C Ratio 0.051 - - 0.006 -
HCM Control Delay (s) 9.3 - - 7.4 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) 0.2 - - 0 -
Near-Term + Project AM Pacific Project
13: Proj Drwy (E) & La Mirada Dr 01/26/2023
HCM 6th TWSC
N:\3279\Analysis\Synchro\5 Near Term+Project AM.syn
Intersection
Int Delay, s/veh 2.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 144 3 13 131 12 54
Future Vol, veh/h 144 3 13 131 12 54
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 130 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 157 3 14 142 13 59

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 160 0 329 159
Stage 1 - - - - 159 -
Stage 2 - - - - 170 -
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 - - 1419 - 665 886
Stage 1 - - - - 870 -
Stage 2 - - - - 860 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1419 - 658 886
Mov Cap-2 Maneuver - - - - 693 -
Stage 1 - - - - 870 -
Stage 2 - - - - 851 -

Approach EB WB NB
HCM Control Delay, s 0 0.7 9.7

HCM LOS A

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 843 - - 1419 -
HCM Lane V/C Ratio 0.085 - - 0.01 -
HCM Control Delay (s) 9.7 - - 7.6 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) 0.3 - - 0 -
Near-Term + Project AM Pacific Project
14: Linda Vista Dr & Proj Drwy (W) 01/26/2023
HCM 6th TWSC
N:\3279\Analysis\Synchro\5 Near Term+Project AM.syn
Intersection
Int Delay, s/veh 0.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 1 297 594 3 22 1
Future Vol, veh/h 1 297 594 3 22 1
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 50 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 1 323 646 3 24 1

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 649 0 - 0 973 648
Stage 1 - - - - 648 -
Stage 2 - - - - 325 -
C r i t i c a l H d w y 4 . 1 2--- 6 . 4 2 6 . 2 2
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 937 - - - 280 470
Stage 1 - - - - 521 -
Stage 2 - - - - 732 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 937 - - - 280 470
Mov Cap-2 Maneuver - - - - 399 -
Stage 1 - - - - 520 -
Stage 2 - - - - 732 -

Approach EB WB SB
HCM Control Delay, s 0 0 14.5

HCM LOS B

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 937 - - - 402
HCM Lane V/C Ratio 0.001 - - - 0.062
HCM Control Delay (s) 8.8 - - - 14.5
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0 - - - 0.2
Near-Term + Project AM Pacific Project
15: Linda Vista Dr & Proj Drwy (E) 01/26/2023
HCM 6th TWSC
N:\3279\Analysis\Synchro\5 Near Term+Project AM.syn
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 319 595 3 0 2
Future Vol, veh/h 0 319 595 3 0 2
Conflicting Peds, #/hr 0 00000
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 22222
Mvmt Flow 0 347 647 3 0 2

Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 649
Stage 1 - -----
Stage 2 - -----
C r i t i c a l H d w y ----- 6 . 2 2
C r i t i c a l H d w y S t g 1 ------
C r i t i c a l H d w y S t g 2 ------
Follow-up Hdwy - ---- 3 . 3 1 8
Pot Cap-1 Maneuver 0 - - - 0 470
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - ---- 4 7 0
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----

Approach EB WB SB
HCM Control Delay, s 0 0 12.7

HCM LOS B

Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 470
HCM Lane V/C Ratio - - - 0.005
HCM Control Delay (s) - - - 12.7
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 0
Near-Term + Project PM Pacific Project
1: Las Posas Rd & SR-78 WB On Ramp/SR-78 WB Off Ramp 01/26/2023 HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\6 Near Term+Project PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 195 5 170 415 2007 0 0 997 380 Future Volume (veh/h) 0 0 0 195 5 170 415 2007 0 0 997 380 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 190 20 175 428 2069 0 0 1028 392
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 P e r c e n t H e a v y V e h , % 222220022
Cap, veh/h 253 23 205 453 3830 0 0 1637 624
Arrive On Green 0.14 0.14 0.14 0.51 1.00 0.00 0.00 0.45 0.45 Sat Flow, veh/h 1781 165 1445 1781 5274 0 0 3780 1377
Grp Volume(v), veh/h 190 0 195 428 2069 0 0 969 451
Grp Sat Flow(s),veh/h/ln 1781 0 1610 1781 1702 0 0 1702 1584 Q Serve(g_s), s 11.3 0.0 13.0 25.0 0.0 0.0 0.0 23.9 23.9 Cycle Q Clear(g_c), s 11.3 0.0 13.0 25.0 0.0 0.0 0.0 23.9 23.9 Prop In Lane 1.00 0.90 1.00 0.00 0.00 0.87
Lane Grp Cap(c), veh/h 253 0 228 453 3830 0 0 1543 718
V/C Ratio(X) 0.75 0.00 0.85 0.95 0.54 0.00 0.00 0.63 0.63 Avail Cap(c_a), veh/h 338 0 306 588 3830 0 0 1543 718
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.25 0.25 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 45.3 0.0 46.1 26.3 0.0 0.0 0.0 23.0 23.0 Incr Delay (d2), s/veh 4.0 0.0 12.8 7.6 0.1 0.0 0.0 1.9 4.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.2 0.0 6.0 7.4 0.0 0.0 0.0 9.3 9.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.4 0.0 58.9 33.9 0.1 0.0 0.0 24.9 27.1 LnGrp LOS D A E C A A A C C
Approach Vol, veh/h 385 2497 1420
Approach Delay, s/veh 54.2 5.9 25.6
Approach LOS D A C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 89.3 32.7 56.6 20.7
Change Period (Y+Rc), s 6.8 * 4.7 6.8 5.1
Max Green Setting (Gmax), s 77.2 * 36 36.2 20.9
Max Q Clear Time (g_c+I1), s 2.0 27.0 25.9 15.0
Green Ext Time (p_c), s 15.8 0.9 4.6 0.6
Intersection Summary
HCM 6th Ctrl Delay 16.8
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Near-Term + Project PM Pacific Project
2: Las Posas Rd & Grand Ave 01/26/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\6 Near Term+Project PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 370 500 30 84 250 990 30 1062 181 350 572 260 Future Volume (veh/h) 370 500 30 84 250 990 30 1062 181 350 572 260 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 394 532 32 89 266 947 32 1130 193 372 609 277 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 361 675 40 136 318 996 71 1319 225 646 1597 878 Arrive On Green 0.10 0.20 0.20 0.03 0.06 0.06 0.04 0.30 0.30 0.06 0.15 0.15 Sat Flow, veh/h 3456 3404 204 1781 1870 2790 1781 4366 745 3456 3554 1585 Grp Volume(v), veh/h 394 277 287 89 266 947 32 881 442 372 609 277 Grp Sat Flow(s),veh/h/ln1728 1777 1831 1781 1870 1395 1781 1702 1707 1728 1777 1585 Q Serve(g_s), s 11.5 16.3 16.4 5.4 15.5 10.9 1.9 26.8 26.8 11.5 17.0 14.1 Cycle Q Clear(g_c), s 11.5 16.3 16.4 5.4 15.5 10.9 1.9 26.8 26.8 11.5 17.0 14.1 Prop In Lane 1.00 0.11 1.00 1.00 1.00 0.44 1.00 1.00
Lane Grp Cap(c), veh/h 361 352 363 136 318 996 71 1028 516 646 1597 878 V/C Ratio(X) 1.09 0.79 0.79 0.65 0.84 0.95 0.45 0.86 0.86 0.58 0.38 0.32 Avail Cap(c_a), veh/h 361 352 363 186 332 1016 219 1099 551 646 1597 878 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 0.47 0.47 0.47 0.30 0.30 0.30 0.67 0.67 0.67 Uniform Delay (d), s/veh 49.3 41.9 41.9 52.2 50.4 17.5 51.6 36.1 36.2 47.4 33.0 21.8 Incr Delay (d2), s/veh 73.9 11.3 11.2 2.5 8.4 10.1 1.4 3.0 5.8 0.8 0.5 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln8.6 8.2 8.5 2.6 8.5 8.5 0.9 11.0 11.4 5.3 8.1 6.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 123.1 53.2 53.1 54.7 58.8 27.6 53.0 39.2 41.9 48.2 33.5 22.4 L n G r p L O S FDDDECDDDDCC
Approach Vol, veh/h 958 1302 1355 1258
Approach Delay, s/veh 81.9 35.8 40.4 35.4
Approach LOS F D D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s27.1 39.7 14.9 28.3 10.9 55.9 18.0 25.2 Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5 6.5 6.5 Max Green Setting (Gmax), s17.5 35.5 11.5 19.5 13.5 39.5 11.5 19.5 Max Q Clear Time (g_c+I1), s13.5 28.8 7.4 18.4 3.9 19.0 13.5 17.5 Green Ext Time (p_c), s 0.5 4.1 0.1 0.4 0.0 4.7 0.0 1.2 Intersection Summary
HCM 6th Ctrl Delay 46.0
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Near-Term + Project PM Pacific Project
3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 01/26/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\6 Near Term+Project PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 481 400 190 100 510 15 270 160 60 310 290 494 Future Volume (veh/h) 481 400 190 100 510 15 270 160 60 310 290 494 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 486 404 192 101 515 15 218 240 61 313 293 466 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 543 856 564 170 914 27 209 219 186 622 227 361 Arrive On Green 0.16 0.24 0.24 0.10 0.18 0.18 0.12 0.12 0.12 0.35 0.35 0.35 Sat Flow, veh/h 3456 3554 1569 1781 5100 148 1781 1870 1585 1781 650 1034 Grp Volume(v), veh/h 486 404 192 101 343 187 218 240 61 313 0 759 Grp Sat Flow(s),veh/h/ln1728 1777 1569 1781 1702 1843 1781 1870 1585 1781 0 1684 Q Serve(g_s), s 15.2 10.7 9.8 6.0 10.1 10.2 12.9 12.9 3.9 15.3 0.0 38.4 Cycle Q Clear(g_c), s 15.2 10.7 9.8 6.0 10.1 10.2 12.9 12.9 3.9 15.3 0.0 38.4 Prop In Lane 1.00 1.00 1.00 0.08 1.00 1.00 1.00 0.61
Lane Grp Cap(c), veh/h 543 856 564 170 610 330 209 219 186 622 0 588 V/C Ratio(X) 0.89 0.47 0.34 0.59 0.56 0.57 1.04 1.09 0.33 0.50 0.00 1.29 Avail Cap(c_a), veh/h 556 856 564 180 610 330 209 219 186 622 0 588 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) 0.63 0.63 0.63 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 45.5 35.8 25.8 47.7 41.2 41.2 48.5 48.5 44.6 28.3 0.0 35.8 Incr Delay (d2), s/veh 11.5 1.2 1.0 3.0 3.7 6.9 74.2 88.2 0.4 0.3 0.0 143.3 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/ln7.3 4.8 4.6 2.8 4.5 5.2 10.0 11.4 1.5 6.5 0.0 38.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.9 36.9 26.8 50.7 44.9 48.1 122.7 136.7 45.0 28.5 0.0 179.1 L n G r p L O S EDCDDDFFDCAF
Approach Vol, veh/h 1082 631 519 1072
Approach Delay, s/veh 44.1 46.8 120.1 135.2
Approach LOS D D F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s15.2 33.3 43.5 22.0 26.5 18.0
Change Period (Y+Rc), s * 4.7 6.8 5.1 * 4.7 6.8 5.1
Max Green Setting (Gmax), s* 11 25.9 38.4 * 18 19.3 12.9 Max Q Clear Time (g_c+I1), s8.0 12.7 40.4 17.2 12.2 14.9 Green Ext Time (p_c), s 0.0 1.8 0.0 0.1 1.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 86.1
HCM 6th LOS F
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Near-Term + Project PM Pacific Project
4: Pacific St & La Mirada Dr 01/26/2023
HCM 6th AWSC
N:\3279\Analysis\Synchro\6 Near Term+Project PM.syn
Intersection
Intersection Delay, s/veh11.5
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 30 130 30 73 90 20 20 200 109 15 80 15 Future Vol, veh/h 30 130 30 73 90 20 20 200 109 15 80 15 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 2 22222222222
Mvmt Flow 33 144 33 81 100 22 22 222 121 17 89 17
Number of Lanes 0 11011011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 2 2
HCM Control Delay 11.5 11.9 11.7 10.4

HCM LOS B B B B

Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 9% 0% 19% 0% 45% 0% 16% 0%
Vol Thru, % 91% 0% 81% 0% 55% 0% 84% 0%
Vol Right, % 0% 100% 0% 100% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 220 109 160 30 163 20 95 15
LT Vol 20 0 30 0 73 0 15 0
Through Vol 200 0 130 0 90 0 80 0
RT Vol 0 109 0 30 0 20 0 15
Lane Flow Rate 244 121 178 33 181 22 106 17
Geometry Grp 77777777
Degree of Util (X) 0.411 0.178 0.313 0.051 0.326 0.034 0.189 0.026 Departure Headway (Hd) 6.049 5.295 6.341 5.536 6.477 5.54 6.442 5.65 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 594 677 565 645 554 645 556 632
Service Time 3.79 3.036 4.089 3.284 4.223 3.286 4.193 3.402 HCM Lane V/C Ratio 0.411 0.179 0.315 0.051 0.327 0.034 0.191 0.027 HCM Control Delay 13 9.2 12 8.6 12.3 8.5 10.7 8.6
HCM Lane LOS BABABABA
HCM 95th-tile Q 2 0.6 1.3 0.2 1.4 0.1 0.7 0.1
Near-Term + Project PM Pacific Project
5: Las Posas Rd & La Mirada Dr 01/26/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\6 Near Term+Project PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 158 50 62 130 50 220 86 935 80 200 492 154 Future Volume (veh/h) 158 50 62 130 50 220 86 935 80 200 492 154 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 174 55 68 143 55 242 95 1027 88 220 541 169 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 193 418 353 173 64 282 112 1043 463 251 991 308 Arrive On Green 0.11 0.22 0.22 0.10 0.21 0.21 0.06 0.29 0.29 0.14 0.37 0.37 Sat Flow, veh/h 1781 1870 1583 1781 302 1327 1781 3554 1577 1781 2668 830 Grp Volume(v), veh/h 174 55 68 143 0 297 95 1027 88 220 360 350 Grp Sat Flow(s),veh/h/ln1781 1870 1583 1781 0 1629 1781 1777 1577 1781 1777 1721 Q Serve(g_s), s 9.6 2.3 3.5 7.9 0.0 17.5 5.3 28.7 4.2 12.1 15.9 16.0 Cycle Q Clear(g_c), s 9.6 2.3 3.5 7.9 0.0 17.5 5.3 28.7 4.2 12.1 15.9 16.0 Prop In Lane 1.00 1.00 1.00 0.81 1.00 1.00 1.00 0.48
Lane Grp Cap(c), veh/h 193 418 353 173 0 346 112 1043 463 251 660 639 V/C Ratio(X) 0.90 0.13 0.19 0.83 0.00 0.86 0.85 0.98 0.19 0.88 0.55 0.55 Avail Cap(c_a), veh/h 193 599 507 175 0 506 112 1043 463 257 666 645 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.0 31.0 31.5 44.3 0.0 37.9 46.3 35.1 26.4 42.0 24.7 24.8 Incr Delay (d2), s/veh 39.0 0.1 0.3 26.6 0.0 9.7 41.5 24.1 0.2 26.6 0.9 1.0 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/ln6.3 1.1 1.3 4.7 0.0 7.7 3.5 15.1 1.6 6.9 6.4 6.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 83.0 31.2 31.7 70.9 0.0 47.7 87.8 59.2 26.6 68.6 25.7 25.7 LnGrp LOS F C C E A D F E C E C C
Approach Vol, veh/h 297 440 1210 930
Approach Delay, s/veh 61.7 55.2 59.1 35.9
Approach LOS E E E D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s20.6 35.3 15.7 28.3 12.8 43.1 16.8 27.2 Change Period (Y+Rc), s 6.5 6.0 6.0 6.0 6.5 6.0 6.0 6.0 Max Green Setting (Gmax), s14.4 29.3 9.8 32.0 6.3 37.4 10.8 31.0 Max Q Clear Time (g_c+I1), s14.1 30.7 9.9 5.5 7.3 18.0 11.6 19.5 Green Ext Time (p_c), s 0.0 0.0 0.0 0.4 0.0 3.9 0.0 1.4 Intersection Summary
HCM 6th Ctrl Delay 51.2
HCM 6th LOS D
Near-Term + Project PM Pacific Project
6: S. Rancho Santa Fe Rd & Linda Vista Dr 01/26/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\6 Near Term+Project PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 370 527 70 230 157 80 105 1220 360 90 870 150 Future Volume (veh/h) 370 527 70 230 157 80 105 1220 360 90 870 150 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.97 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 385 549 73 240 164 83 109 1271 375 94 906 156 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 407 885 117 299 328 157 127 1345 590 99 1097 189 Arrive On Green 0.23 0.28 0.28 0.09 0.14 0.14 0.07 0.38 0.38 0.06 0.36 0.36 Sat Flow, veh/h 1781 3149 417 3456 2305 1102 1781 3554 1560 1781 3025 521 Grp Volume(v), veh/h 385 309 313 240 124 123 109 1271 375 94 532 530 Grp Sat Flow(s),veh/h/ln1781 1777 1790 1728 1777 1630 1781 1777 1560 1781 1777 1769 Q Serve(g_s), s 26.8 19.1 19.2 8.6 8.1 8.8 7.6 43.6 24.8 6.6 34.3 34.4 Cycle Q Clear(g_c), s 26.8 19.1 19.2 8.6 8.1 8.8 7.6 43.6 24.8 6.6 34.3 34.4 Prop In Lane 1.00 0.23 1.00 0.68 1.00 1.00 1.00 0.29
Lane Grp Cap(c), veh/h 407 499 503 299 253 232 127 1345 590 99 644 641 V/C Ratio(X) 0.95 0.62 0.62 0.80 0.49 0.53 0.86 0.95 0.64 0.95 0.83 0.83 Avail Cap(c_a), veh/h 408 654 659 414 465 427 127 1359 597 99 644 641 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.8 39.4 39.5 56.5 49.9 50.2 57.9 37.9 32.1 59.4 36.6 36.6 Incr Delay (d2), s/veh 30.8 1.3 1.3 7.7 1.5 1.9 40.4 13.4 2.2 74.2 8.7 8.7 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/ln15.3 8.5 8.6 4.1 3.7 3.7 4.9 21.2 9.7 5.0 16.3 16.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 78.7 40.7 40.7 64.2 51.3 52.0 98.3 51.3 34.2 133.6 45.2 45.3 LnGrp LOS E D D E D D F D C F D D
Approach Vol, veh/h 1007 487 1755 1156
Approach Delay, s/veh 55.2 57.8 50.6 52.4
Approach LOS E E D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s13.0 53.7 17.4 41.9 15.0 51.7 34.9 24.4 Change Period (Y+Rc), s 6.0 * 6 6.5 6.5 6.0 * 6 6.1 6.5 Max Green Setting (Gmax), s7.0 * 48 15.1 46.4 9.0 * 45 28.9 33.0 Max Q Clear Time (g_c+I1), s8.6 45.6 10.6 21.2 9.6 36.4 28.8 10.8 Green Ext Time (p_c), s 0.0 2.1 0.3 4.1 0.0 4.2 0.0 1.4 Intersection Summary
HCM 6th Ctrl Delay 52.9
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Near-Term + Project PM Pacific Project
7: Pacific St & Linda Vista Dr 01/26/2023
HCM 6th AWSC
N:\3279\Analysis\Synchro\6 Near Term+Project PM.syn
Intersection
Intersection Delay, s/veh99.3
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 235 662 50 31 290 27 40 67 37 22 44 107 Future Vol, veh/h 235 662 50 31 290 27 40 67 37 22 44 107 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 2 22222222222
Mvmt Flow 247 697 53 33 305 28 42 71 39 23 46 113
Number of Lanes 1 11111011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 3 3
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 3 3
HCM Control Delay 155 25.1 15 14.1

HCM LOS F D B B

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 Vol Left, % 37% 0% 100% 0% 0% 100% 0% 0% 33% 0%
Vol Thru, % 63% 0% 0% 100% 0% 0% 100% 0% 67% 0%
Vol Right, % 0% 100% 0% 0% 100% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 107 37 235 662 50 31 290 27 66 107
LT Vol 40 0 235 0 0 31 0 0 22 0
Through Vol 67 0 0 662 0 0 290 0 44 0
RT Vol 0 37 0 0 50 0 0 27 0 107
Lane Flow Rate 113 39 247 697 53 33 305 28 69 113
Geometry Grp 8888888888
Degree of Util (X) 0.281 0.088 0.533 1.404 0.096 0.077 0.681 0.058 0.171 0.251 Departure Headway (Hd) 9.577 8.674 7.761 7.251 6.537 9.086 8.573 7.855 9.469 8.588 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 377 416 465 502 549 397 424 459 381 421
Service Time 7.277 6.374 5.495 4.985 4.27 6.786 6.273 5.555 7.169 6.288 HCM Lane V/C Ratio 0.3 0.094 0.531 1.388 0.097 0.083 0.719 0.061 0.181 0.268 HCM Control Delay 16 12.2 19 214.3 10 12.5 27.7 11 14.1 14.1 HCM Lane LOS C B C F A B D B B B
HCM 95th-tile Q 1.1 0.3 3.1 32.9 0.3 0.2 4.9 0.2 0.6 1
Near-Term + Project PM Pacific Project
8: Las Posas Rd & Linda Vista Dr 01/26/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\6 Near Term+Project PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 275 412 95 35 155 102 82 749 30 60 577 182 Future Volume (veh/h) 275 412 95 35 155 102 82 749 30 60 577 182 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 296 443 102 38 167 97 88 805 32 65 620 196 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 243 689 306 100 251 138 97 1656 66 84 1236 390 Arrive On Green 0.14 0.19 0.19 0.06 0.11 0.11 0.05 0.48 0.48 0.05 0.47 0.47 Sat Flow, veh/h 1781 3554 1580 1781 2204 1213 1781 3482 138 1781 2641 834 Grp Volume(v), veh/h 296 443 102 38 133 131 88 411 426 65 417 399 Grp Sat Flow(s),veh/h/ln1781 1777 1580 1781 1777 1641 1781 1777 1843 1781 1777 1698 Q Serve(g_s), s 15.0 12.6 6.1 2.3 7.9 8.5 5.4 17.3 17.4 4.0 17.9 18.0 Cycle Q Clear(g_c), s 15.0 12.6 6.1 2.3 7.9 8.5 5.4 17.3 17.4 4.0 17.9 18.0 Prop In Lane 1.00 1.00 1.00 0.74 1.00 0.08 1.00 0.49
Lane Grp Cap(c), veh/h 243 689 306 100 202 187 97 845 877 84 832 795 V/C Ratio(X) 1.22 0.64 0.33 0.38 0.66 0.70 0.91 0.49 0.49 0.78 0.50 0.50 Avail Cap(c_a), veh/h 243 1066 474 146 436 403 97 845 877 97 832 795 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.86 0.86 0.86 Uniform Delay (d), s/veh 47.5 40.8 38.2 50.1 46.7 47.0 51.7 19.7 19.7 51.8 20.3 20.3 Incr Delay (d2), s/veh 129.7 1.0 0.6 2.4 3.6 4.8 61.8 2.0 1.9 24.7 1.9 1.9 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/ln15.4 5.6 2.4 1.1 3.7 3.7 4.0 7.1 7.4 2.3 7.4 7.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 177.2 41.8 38.8 52.4 50.3 51.7 113.5 21.7 21.6 76.5 22.2 22.3 L n G r p L O S FDDDDDFCCECC
Approach Vol, veh/h 841 302 925 881
Approach Delay, s/veh 89.1 51.2 30.4 26.2
Approach LOS F D C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s11.7 58.8 12.2 27.3 12.5 58.0 21.0 18.5 Change Period (Y+Rc), s 6.5 6.5 6.0 6.0 6.5 6.5 6.0 6.0 Max Green Setting (Gmax), s6.0 37.0 9.0 33.0 6.0 37.0 15.0 27.0 Max Q Clear Time (g_c+I1), s6.0 19.4 4.3 14.6 7.4 20.0 17.0 10.5 Green Ext Time (p_c), s 0.0 4.5 0.0 3.1 0.0 4.4 0.0 1.3 Intersection Summary
HCM 6th Ctrl Delay 48.0
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Near-Term + Project PM Pacific Project
9: Pacific St & San Marcos Blvd 01/26/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\6 Near Term+Project PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 68 1937 55 40 1917 50 20 10 40 60 10 29 Future Volume (veh/h) 68 1937 55 40 1917 50 20 10 40 60 10 29 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 69 1957 56 40 1936 51 20 10 40 61 10 29 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 88 2216 63 52 2150 56 46 14 305 51 5 304
Arrive On Green 0.05 0.63 0.63 0.03 0.61 0.61 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 1781 3526 100 1781 3535 93 0 75 1585 0 25 1580 Grp Volume(v), veh/h 69 981 1032 40 968 1019 30 0 40 71 0 29 Grp Sat Flow(s),veh/h/ln1781 1777 1850 1781 1777 1851 75 0 1585 25 0 1580 Q Serve(g_s), s 5.0 59.5 61.0 2.9 60.9 62.4 0.0 0.0 2.7 0.0 0.0 2.0 Cycle Q Clear(g_c), s 5.0 59.5 61.0 2.9 60.9 62.4 25.0 0.0 2.7 25.0 0.0 2.0 Prop In Lane 1.00 0.05 1.00 0.05 0.67 1.00 0.86 1.00
Lane Grp Cap(c), veh/h 88 1116 1162 52 1081 1126 61 0 305 56 0 304 V/C Ratio(X) 0.78 0.88 0.89 0.76 0.90 0.91 0.50 0.00 0.13 1.26 0.00 0.10 Avail Cap(c_a), veh/h 116 1116 1162 69 1081 1126 61 0 305 56 0 304 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.09 0.09 0.09 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 61.1 20.0 20.3 62.6 21.9 22.2 53.3 0.0 43.5 62.9 0.0 43.2 Incr Delay (d2), s/veh 21.9 9.9 10.2 3.4 1.3 1.3 6.1 0.0 0.2 206.6 0.0 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/ln2.7 24.7 26.4 1.3 22.9 24.4 1.1 0.0 1.1 5.1 0.0 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 83.0 29.9 30.6 66.0 23.2 23.5 59.4 0.0 43.7 269.5 0.0 43.3 LnGrp LOS F C C E C C E A D F A D
Approach Vol, veh/h 2082 2027 70 100
Approach Delay, s/veh 32.0 24.2 50.4 203.9
Approach LOS C C D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s10.3 88.2 31.5 12.9 85.6 31.5
Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s5.0 80.5 25.0 8.5 77.0 25.0
Max Q Clear Time (g_c+I1), s4.9 63.0 27.0 7.0 64.4 27.0 Green Ext Time (p_c), s 0.0 13.0 0.0 0.0 9.9 0.0
Intersection Summary
HCM 6th Ctrl Delay 32.6
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Near-Term + Project PM Pacific Project
10: Las Posas Rd & San Marcos Blvd 01/26/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\6 Near Term+Project PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 497 1550 40 110 1440 204 40 40 20 145 40 607 Future Volume (veh/h) 497 1550 40 110 1440 204 40 40 20 145 40 607 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 518 1615 42 115 1500 212 42 42 21 151 42 632 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 477 2369 61 137 1701 755 215 443 375 341 443 794 Arrive On Green 0.27 0.67 0.67 0.08 0.48 0.48 0.24 0.24 0.24 0.24 0.24 0.24 Sat Flow, veh/h 1781 3537 92 1781 3554 1578 764 1870 1585 1339 1870 1561 Grp Volume(v), veh/h 518 809 848 115 1500 212 42 42 21 151 42 632 Grp Sat Flow(s),veh/h/ln1781 1777 1851 1781 1777 1578 764 1870 1585 1339 1870 1561 Q Serve(g_s), s 40.2 41.4 41.8 9.6 57.1 12.1 6.8 2.6 1.5 14.9 2.6 35.5 Cycle Q Clear(g_c), s 40.2 41.4 41.8 9.6 57.1 12.1 9.4 2.6 1.5 17.5 2.6 35.5 Prop In Lane 1.00 0.05 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 477 1190 1240 137 1701 755 215 443 375 341 443 794 V/C Ratio(X) 1.09 0.68 0.68 0.84 0.88 0.28 0.20 0.09 0.06 0.44 0.09 0.80 Avail Cap(c_a), veh/h 477 1190 1240 184 1701 755 215 443 375 341 443 794 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) 0.56 0.56 0.56 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.9 15.0 15.1 68.3 35.3 23.5 48.4 44.7 44.3 51.5 44.7 30.9 Incr Delay (d2), s/veh 56.5 1.8 1.7 21.7 7.0 0.9 0.4 0.1 0.1 0.9 0.1 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/ln25.1 15.8 16.5 5.1 25.2 4.6 1.3 1.2 0.6 5.0 1.2 19.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 111.4 16.8 16.8 90.0 42.3 24.5 48.8 44.8 44.3 52.4 44.8 36.6 L n G r p L O S FBBFDCDDDDDD
Approach Vol, veh/h 2175 1827 105 825
Approach Delay, s/veh 39.3 43.2 46.3 39.9
A p p r o a c h L O SDDDD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s18.0 107.5 42.0 46.7 78.8 42.0
Change Period (Y+Rc), s 6.5 6.5 * 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s15.5 80.0 * 36 40.2 55.3 35.0 Max Q Clear Time (g_c+I1), s11.6 43.8 37.5 42.2 59.1 11.4 Green Ext Time (p_c), s 0.1 15.3 0.0 0.0 0.0 0.5
Intersection Summary
HCM 6th Ctrl Delay 41.0
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Near-Term + Project PM Pacific Project
11: Proj Drwy (W) & La Mirada Dr 01/26/2023
HCM 6th TWSC
N:\3279\Analysis\Synchro\6 Near Term+Project PM.syn
Intersection
Int Delay, s/veh 0.8
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 245 9 30 179 4 13
Future Vol, veh/h 245 9 30 179 4 13
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 345 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 266 10 33 195 4 14

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 276 0 532 271
Stage 1 - - - - 271 -
Stage 2 - - - - 261 -
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 - - 1287 - 508 768
Stage 1 - - - - 775 -
Stage 2 - - - - 783 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1287 - 495 768
Mov Cap-2 Maneuver - - - - 495 -
Stage 1 - - - - 775 -
Stage 2 - - - - 763 -

Approach EB WB NB
HCM Control Delay, s 0 1.1 10.4

HCM LOS B

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 680 - - 1287 -
HCM Lane V/C Ratio 0.027 - - 0.025 -
HCM Control Delay (s) 10.4 - - 7.9 -
HCM Lane LOS B - - A -
HCM 95th %tile Q(veh) 0.1 - - 0.1 -
Near-Term + Project PM Pacific Project
12: Proj Drwy (M) & La Mirada Dr 01/26/2023
HCM 6th TWSC
N:\3279\Analysis\Synchro\6 Near Term+Project PM.syn
Intersection
Int Delay, s/veh 0.9
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 245 8 33 210 4 14
Future Vol, veh/h 245 8 33 210 4 14
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 370 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 266 9 36 228 4 15

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 275 0 571 271
Stage 1 - - - - 271 -
Stage 2 - - - - 300 -
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 - - 1288 - 482 768
Stage 1 - - - - 775 -
Stage 2 - - - - 752 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1288 - 469 768
Mov Cap-2 Maneuver - - - - 469 -
Stage 1 - - - - 775 -
Stage 2 - - - - 731 -

Approach EB WB NB
HCM Control Delay, s 0 1.1 10.5

HCM LOS B

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 673 - - 1288 -
HCM Lane V/C Ratio 0.029 - - 0.028 -
HCM Control Delay (s) 10.5 - - 7.9 -
HCM Lane LOS B - - A -
HCM 95th %tile Q(veh) 0.1 - - 0.1 -
Near-Term + Project PM Pacific Project
13: Proj Drwy (E) & La Mirada Dr 01/26/2023
HCM 6th TWSC
N:\3279\Analysis\Synchro\6 Near Term+Project PM.syn
Intersection
Int Delay, s/veh 1.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 252 12 52 233 5 23
Future Vol, veh/h 252 12 52 233 5 23
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 130 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 274 13 57 253 5 25

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 287 0 648 281
Stage 1 - - - - 281 -
Stage 2 - - - - 367 -
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 - - 1275 - 435 758
Stage 1 - - - - 767 -
Stage 2 - - - - 701 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1275 - 415 758
Mov Cap-2 Maneuver - - - - 415 -
Stage 1 - - - - 767 -
Stage 2 - - - - 669 -

Approach EB WB NB
HCM Control Delay, s 0 1.5 10.7

HCM LOS B

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 661 - - 1275 -
HCM Lane V/C Ratio 0.046 - - 0.044 -
HCM Control Delay (s) 10.7 - - 8 -
HCM Lane LOS B - - A -
HCM 95th %tile Q(veh) 0.1 - - 0.1 -
Near-Term + Project PM Pacific Project
14: Linda Vista Dr & Proj Drwy (W) 01/26/2023
HCM 6th TWSC
N:\3279\Analysis\Synchro\6 Near Term+Project PM.syn
Intersection
Int Delay, s/veh 0.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 3 773 398 12 9 0
Future Vol, veh/h 3 773 398 12 9 0
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 50 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 3 840 433 13 10 0

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 446 0 - 0 1286 440
Stage 1 - - - - 440 -
Stage 2 - - - - 846 -
C r i t i c a l H d w y 4 . 1 2--- 6 . 4 2 6 . 2 2
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 1114 - - - 181 617
Stage 1 - - - - 649 -
Stage 2 - - - - 421 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1114 - - - 180 617
Mov Cap-2 Maneuver - - - - 309 -
Stage 1 - - - - 647 -
Stage 2 - - - - 421 -

Approach EB WB SB
HCM Control Delay, s 0 0 17

HCM LOS C

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1114 - - - 309
HCM Lane V/C Ratio 0.003 - - - 0.032
HCM Control Delay (s) 8.2 - - - 17
HCM Lane LOS A - - - C
HCM 95th %tile Q(veh) 0 - - - 0.1
Near-Term + Project PM Pacific Project
15: Linda Vista Dr & Proj Drwy (E) 01/26/2023
HCM 6th TWSC
N:\3279\Analysis\Synchro\6 Near Term+Project PM.syn
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 782 409 10 0 1
Future Vol, veh/h 0 782 409 10 0 1
Conflicting Peds, #/hr 0 00000
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 22222
Mvmt Flow 0 850 445 11 0 1

Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 451
Stage 1 - -----
Stage 2 - -----
C r i t i c a l H d w y ----- 6 . 2 2
C r i t i c a l H d w y S t g 1 ------
C r i t i c a l H d w y S t g 2 ------
Follow-up Hdwy - ---- 3 . 3 1 8
Pot Cap-1 Maneuver 0 - - - 0 608
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - ---- 6 0 8
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----

Approach EB WB SB
HCM Control Delay, s 0 0 10.9

HCM LOS B

Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 608
HCM Lane V/C Ratio - - - 0.002
HCM Control Delay (s) - - - 10.9
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 0

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project

APPENDIX J
NEAR-TERM + PROJECT QUEUEING ANALYSIS WORKSHEETS

Near-Term + Project AM Pacific Project
1: Las Posas Rd & SR-78 WB On Ramp/SR-78 WB Off Ramp 01/26/2023 Queues
N:\3279\Analysis\Synchro\5 Near Term+Project AM.syn
Lane Group WBL WBT NBL NBT SBT
Lane Group Flow (vph) 397 378 191 1028 1592
v/c Ratio 1.03 0.94 0.90 0.31 0.66
Control Delay 92.6 66.9 83.8 7.8 19.9
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 92.6 66.9 83.8 7.8 19.9
Queue Length 50th (ft) ~286 224 128 90 256
Queue Length 95th (ft) #480 #415 m#237 112 307
Internal Link Dist (ft) 267 584 420
Turn Bay Length (ft) 300
Base Capacity (vph) 386 402 212 3310 2415
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 1.03 0.94 0.90 0.31 0.66
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Near-Term + Project AM Pacific Project
2: Las Posas Rd & Grand Ave 01/26/2023
Queues
N:\3279\Analysis\Synchro\5 Near Term+Project AM.syn
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 172 237 106 194 699 27 536 419 753 742 v/c Ratio 0.53 0.43 0.64 0.67 0.70 0.20 0.30 0.90 0.46 0.69 Control Delay 49.7 38.0 46.1 50.4 20.3 46.7 21.1 53.7 15.7 7.7 Queue Delay 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0
Total Delay 49.7 38.0 46.1 50.4 20.4 46.7 21.1 53.7 15.7 7.8 Queue Length 50th (ft) 54 69 59 127 116 17 75 141 124 88 Queue Length 95th (ft) 89 100 m61 m106 m92 43 115 m#192 m171 m114 Internal Link Dist (ft) 288 279 1088 584
Turn Bay Length (ft) 200 470 310
Base Capacity (vph) 326 756 168 400 1002 168 1784 463 1654 1074 Starvation Cap Reductn 0000 1 800009
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.53 0.31 0.63 0.48 0.71 0.16 0.30 0.90 0.46 0.70 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Near-Term + Project AM Pacific Project
3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 01/26/2023
Queues
N:\3279\Analysis\Synchro\5 Near Term+Project AM.syn
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 427 158 158 32 216 93 96 16 95 936 v/c Ratio 0.75 0.14 0.20 0.16 0.20 0.51 0.50 0.05 0.18 1.63 Control Delay 65.5 21.0 4.0 42.7 33.5 52.3 51.8 0.3 27.1 315.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 65.5 21.0 4.0 42.7 33.5 52.3 51.8 0.3 27.1 315.4 Queue Length 50th (ft) 139 25 1 19 41 60 62 0 45 ~823
Queue Length 95th (ft) m163 m34 m11 48 65 113 116 0 85 #1066 Internal Link Dist (ft) 279 1051 902 153
Turn Bay Length (ft) 100 160 140 170
Base Capacity (vph) 631 1156 789 194 1055 184 191 352 529 575 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.68 0.14 0.20 0.16 0.20 0.51 0.50 0.05 0.18 1.63 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Near-Term + Project AM Pacific Project
5: Las Posas Rd & La Mirada Dr 01/26/2023
Queues
N:\3279\Analysis\Synchro\5 Near Term+Project AM.syn
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 112 16 65 21 58 35 465 32 105 841 v/c Ratio 0.47 0.03 0.12 0.09 0.19 0.20 0.42 0.05 0.42 0.54 Control Delay 40.9 20.5 0.5 35.7 14.0 38.9 23.5 0.2 37.3 19.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 40.9 20.5 0.5 35.7 14.0 38.9 23.5 0.2 37.3 19.1 Queue Length 50th (ft) 40 4076 1 3 8 50 3 7 1 0 9
Queue Length 95th (ft) #157 22 0 36 36 54 185 0 119 331 Internal Link Dist (ft) 371 258 1033 1088
Turn Bay Length (ft) 110 110 120 250 250 480
Base Capacity (vph) 252 1000 917 252 901 178 1488 746 311 1702 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.44 0.02 0.07 0.08 0.06 0.20 0.31 0.04 0.34 0.49 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Near-Term + Project AM Pacific Project
6: S. Rancho Santa Fe Rd & Linda Vista Dr 01/26/2023
Queues
N:\3279\Analysis\Synchro\5 Near Term+Project AM.syn
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 113 185 216 337 93 737 196 82 1402 v/c Ratio 0.86 0.32 0.91 0.61 0.56 0.41 0.22 0.55 0.86
Control Delay 103.9 22.9 95.1 45.7 66.0 22.1 4.0 66.5 35.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 103.9 22.9 95.1 45.7 66.0 22.1 4.0 66.5 35.2 Queue Length 50th (ft) 88 35 87 118 69 185 0 62 483
Queue Length 95th (ft) #197 59 #161 141 #178 307 50 116 #754 Internal Link Dist (ft) 600 1370 523 547
Turn Bay Length (ft) 160 110 245 230
Base Capacity (vph) 131 966 237 964 165 1781 874 167 1628 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.86 0.19 0.91 0.35 0.56 0.41 0.22 0.49 0.86 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Near-Term + Project AM Pacific Project
8: Las Posas Rd & Linda Vista Dr 01/26/2023
Queues
N:\3279\Analysis\Synchro\5 Near Term+Project AM.syn
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 131 156 56 11 253 78 387 77 831
v/c Ratio 0.93 0.17 0.11 0.07 0.49 0.50 0.24 0.50 0.51
Control Delay 106.6 29.3 0.4 42.9 35.3 56.3 18.4 56.2 16.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 106.6 29.3 0.4 42.9 35.3 56.3 18.4 56.2 16.6 Queue Length 50th (ft) 84 40 0 7 68 47 75 47 142
Queue Length 95th (ft) #199 66 0 24 88 #128 134 #127 247 Internal Link Dist (ft) 359 1014 1036 1033
Turn Bay Length (ft) 170 60 130 240 130
Base Capacity (vph) 141 956 550 159 984 155 1635 154 1636 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.93 0.16 0.10 0.07 0.26 0.50 0.24 0.50 0.51 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Near-Term + Project AM Pacific Project
9: Pacific St & San Marcos Blvd 01/26/2023
Queues
N:\3279\Analysis\Synchro\5 Near Term+Project AM.syn
Lane Group EBL EBT WBL WBT NBT NBR SBT SBR
Lane Group Flow (vph) 28 1483 21 2122 20 21 47 25
v/c Ratio 0.29 0.55 0.27 0.80 0.11 0.08 0.30 0.10
Control Delay 66.5 11.1 69.3 18.8 48.1 0.6 53.9 0.8
Queue Delay 0.0 0.0 0.0 0.6 0.0 0.0 0.0 0.0
Total Delay 66.5 11.1 69.3 19.4 48.1 0.6 53.9 0.8
Queue Length 50th (ft) 23 282 17 597 16 0 39 0
Queue Length 95th (ft) 56 484 47 #1115 38 0 70 0
Internal Link Dist (ft) 728 868 295 780
Turn Bay Length (ft) 240 250
Base Capacity (vph) 100 2678 78 2650 304 373 263 368
Starvation Cap Reductn 0 0 0 197 0000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.28 0.55 0.27 0.87 0.07 0.06 0.18 0.07 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Near-Term + Project AM Pacific Project
10: Las Posas Rd & San Marcos Blvd 01/26/2023
Queues
N:\3279\Analysis\Synchro\5 Near Term+Project AM.syn
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 351 1225 71 1643 121 31 31 20 107 41 446 v/c Ratio 0.83 0.53 0.62 0.96 0.15 0.16 0.11 0.06 0.52 0.15 0.72 Control Delay 70.9 16.1 91.5 51.7 4.1 52.3 51.1 0.3 65.1 51.7 40.4 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 70.9 16.1 91.5 51.7 4.1 52.3 51.1 0.3 65.1 51.7 40.4 Queue Length 50th (ft) 314 283 68 794 0 28 28 0 102 37 325 Queue Length 95th (ft) #588 472 #132 #1036 38 54 53 0 147 66 422 Internal Link Dist (ft) 868 1062 90 329
Turn Bay Length (ft) 240 250 670 240
Base Capacity (vph) 424 2319 123 1710 813 317 434 456 324 440 623 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.83 0.53 0.58 0.96 0.15 0.10 0.07 0.04 0.33 0.09 0.72 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Near-Term + Project PM Pacific Project
1: Las Posas Rd & SR-78 WB On Ramp/SR-78 WB Off Ramp 01/26/2023 Queues
N:\3279\Analysis\Synchro\6 Near Term+Project PM.syn
Lane Group WBL WBT NBL NBT SBT
Lane Group Flow (vph) 181 200 428 2069 1420
v/c Ratio 0.71 0.81 0.86 0.55 0.69
Control Delay 59.2 64.6 47.7 4.6 28.1
Queue Delay 0.0 0.0 0.0 0.1 0.0
Total Delay 59.2 64.6 47.7 4.7 28.1
Queue Length 50th (ft) 128 131 286 129 283
Queue Length 95th (ft) 201 212 m294 m204 385
Internal Link Dist (ft) 140 584 143
Turn Bay Length (ft) 300
Base Capacity (vph) 319 305 584 3762 2072
Starvation Cap Reductn 0 0 0 445 0
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.57 0.66 0.73 0.62 0.69
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Near-Term + Project PM Pacific Project
2: Las Posas Rd & Grand Ave 01/26/2023
Queues
N:\3279\Analysis\Synchro\6 Near Term+Project PM.syn
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 394 564 89 266 1053 32 1323 372 609 277 v/c Ratio 1.10 0.77 0.53 0.85 1.00 0.25 0.83 0.63 0.37 0.25 Control Delay 123.4 50.2 44.8 56.9 44.7 52.7 39.0 35.0 10.5 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.9 0.0 0.0 0.0 0.0 0.0
Total Delay 123.4 50.2 44.8 56.9 45.6 52.7 39.0 35.0 10.5 0.4 Queue Length 50th (ft) ~162 204 46 184 ~189 22 306 137 53 0 Queue Length 95th (ft) #260 #306 m60 m209 m#190 53 365 173 61 0 Internal Link Dist (ft) 288 279 1088 584
Turn Bay Length (ft) 200 470 310
Base Capacity (vph) 358 729 185 330 1056 217 1619 589 1654 1101 Starvation Cap Reductn 0000400000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 1.10 0.77 0.48 0.81 1.00 0.15 0.82 0.63 0.37 0.25 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Near-Term + Project PM Pacific Project
3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 01/26/2023
Queues
N:\3279\Analysis\Synchro\6 Near Term+Project PM.syn
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 486 404 192 101 530 213 222 61 313 792 v/c Ratio 0.89 0.56 0.29 0.57 0.71 1.08 1.09 0.18 0.47 1.14 Control Delay 70.9 39.0 7.9 60.5 50.0 133.9 134.7 1.1 29.2 110.3 Queue Delay 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.1
Total Delay 70.9 39.0 7.9 60.5 50.0 133.9 134.7 1.1 29.2 110.4 Queue Length 50th (ft) 190 107 39 69 131 ~177 ~185 0 164 ~616 Queue Length 95th (ft) m#270 m152 m70 126 166 #335 #346 0 260 #892 Internal Link Dist (ft) 279 1051 902 153
Turn Bay Length (ft) 100 160 140 170
Base Capacity (vph) 552 833 651 178 890 197 204 345 672 694 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000 1 60000 1 2
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.88 0.48 0.29 0.57 0.61 1.08 1.09 0.18 0.47 1.16 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Near-Term + Project PM Pacific Project
5: Las Posas Rd & La Mirada Dr 01/26/2023
Queues
N:\3279\Analysis\Synchro\6 Near Term+Project PM.syn
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 174 55 68 143 297 95 1027 88 220 710 v/c Ratio 0.84 0.19 0.16 0.59 0.72 0.79 0.92 0.14 0.80 0.51 Control Delay 76.4 33.8 0.8 53.0 22.9 87.0 46.0 0.5 62.4 22.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 76.4 33.8 0.8 53.0 22.9 87.0 46.0 0.5 62.4 22.4 Queue Length 50th (ft) 99 28 0 81 52 54 291 0 122 144
Queue Length 95th (ft) #267 60 0 #223 133 #173 #561 0 #307 267 Internal Link Dist (ft) 313 258 1033 1088
Turn Bay Length (ft) 110 110 120 250 250 480
Base Capacity (vph) 206 642 682 244 674 120 1117 635 274 1400 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.84 0.09 0.10 0.59 0.44 0.79 0.92 0.14 0.80 0.51 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Near-Term + Project PM Pacific Project
6: S. Rancho Santa Fe Rd & Linda Vista Dr 01/26/2023
Queues
N:\3279\Analysis\Synchro\6 Near Term+Project PM.syn
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 385 622 240 247 109 1271 375 94 1062 v/c Ratio 0.93 0.70 0.66 0.52 0.84 0.92 0.50 0.94 0.84
Control Delay 75.9 45.4 63.0 40.8 103.3 47.3 12.9 132.5 43.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 75.9 45.4 63.0 40.8 103.3 47.3 12.9 132.5 43.9 Queue Length 50th (ft) 288 234 92 73 84 471 66 73 380
Queue Length 95th (ft) #588 300 156 114 #225 #797 194 #215 #641 Internal Link Dist (ft) 600 234 523 547
Turn Bay Length (ft) 160 110 245 230
Base Capacity (vph) 416 1317 422 939 129 1389 756 100 1257 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.93 0.47 0.57 0.26 0.84 0.92 0.50 0.94 0.84 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Near-Term + Project PM Pacific Project
8: Las Posas Rd & Linda Vista Dr 01/26/2023
Queues
N:\3279\Analysis\Synchro\6 Near Term+Project PM.syn
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 296 443 102 38 277 88 837 65 816
v/c Ratio 0.80 0.41 0.17 0.26 0.55 0.53 0.61 0.49 0.68
Control Delay 60.8 33.4 1.6 52.4 30.1 60.4 30.1 61.9 32.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 60.8 33.4 1.6 52.4 30.1 60.4 30.1 61.9 32.4 Queue Length 50th (ft) 200 146 0 26 59 59 251 44 243
Queue Length 95th (ft) #429 178 9 60 86 #162 340 #116 320 Internal Link Dist (ft) 359 1014 1036 1033
Turn Bay Length (ft) 170 60 130 240 130
Base Capacity (vph) 369 1189 630 144 894 167 1371 134 1205 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.80 0.37 0.16 0.26 0.31 0.53 0.61 0.49 0.68 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Near-Term + Project PM Pacific Project
9: Pacific St & San Marcos Blvd 01/26/2023
Queues
N:\3279\Analysis\Synchro\6 Near Term+Project PM.syn
Lane Group EBL EBT WBL WBT NBT NBR SBT SBR
Lane Group Flow (vph) 69 2013 40 1987 30 40 71 29
v/c Ratio 0.54 0.77 0.40 0.78 0.20 0.16 0.49 0.12
Control Delay 73.6 17.4 71.3 18.9 53.0 1.4 64.1 1.0
Queue Delay 0.0 0.0 0.0 0.4 0.0 0.0 0.0 0.0
Total Delay 73.6 17.4 71.3 19.2 53.0 1.4 64.1 1.0
Queue Length 50th (ft) 57 586 33 602 24 0 58 0
Queue Length 95th (ft) #121 887 #91 #1006 50 1 99 0
Internal Link Dist (ft) 728 868 295 780
Turn Bay Length (ft) 240 250
Base Capacity (vph) 132 2602 99 2550 270 372 263 367
Starvation Cap Reductn 0 0 0 167 0000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.52 0.77 0.40 0.83 0.11 0.11 0.27 0.08 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Near-Term + Project PM Pacific Project
10: Las Posas Rd & San Marcos Blvd 01/26/2023
Queues
N:\3279\Analysis\Synchro\6 Near Term+Project PM.syn
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 518 1657 115 1500 213 42 42 21 151 42 632 v/c Ratio 0.87 0.76 0.72 1.15 0.30 0.19 0.14 0.06 0.67 0.14 0.79 Control Delay 62.7 26.1 90.4 119.4 5.0 52.1 50.5 0.3 71.4 50.1 35.7 Queue Delay 0.0 0.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 62.7 26.9 90.4 119.4 5.0 52.1 50.5 0.3 71.4 50.1 35.7 Queue Length 50th (ft) 459 571 110 ~904 0 37 37 0 144 36 436 Queue Length 95th (ft) #799 847 180 #1044 55 69 67 0 203 67 597 Internal Link Dist (ft) 868 1062 90 329
Turn Bay Length (ft) 240 250 670 240
Base Capacity (vph) 598 2170 182 1304 704 317 434 461 321 440 802 Starvation Cap Reductn 0 241 000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.87 0.86 0.63 1.15 0.30 0.13 0.10 0.05 0.47 0.10 0.79 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queuing and Blocking Report
Near-Term + Project AM 02/01/2023
Scenario 1 Pacific Project SimTraffic Report

Page 1 ends

San Marcos City CouncilJuly 23, 2024

San Marcos City Council
July 23, 2024