San Marcos City Council
September 9, 2025

LOCAL TRANSPORTATION ANALYSIS
WOODWARD 46 APARTMENT PROJECT
San Marcos, California
March 27, 2024
LLG Ref. 3-22-3703
Prepared by: Under the Supervision of:

Renald Espiritu John Boarman, P.E.

Transportation Engineer II Principal

LI NS COTT
LAW &

GREENSPAN
engineers
Linscott, Law &
Greenspan, Engineers
4542 Ruffner Street
Suite 100
San Diego, CA 92111
858.300.8800 T
858.300.8810 F
www.llgengineers.com

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
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EXECUTIVE SUMMARY
Linscott, Law & Greenspan Engineers (LLG) has prepared this Local Transportation Analysis (LTA) to assess the poten tial impacts to the st reet system as a result of the proposed Woodward 46 Apartment Project. The Project proposes to construct 46 condominium units east of Woodward Street, north of Mission Road and south of Vineyard Road in the City of San Marcos.

The Project is calculated to generate 368 ADT, with 29 trips dur ing the AM peak hour (6 inbound and 23 outbound), and 37 trips during the PM peak hour (26 inbound and 11 outbound).

While Level of Service (LOS) analysis is not used to determine CEQA significance, the intersection and street segment analysis provided in this study shows that the Project will not have any substantial effects at the study area intersections and street segments.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
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TABLE OF CONTENTS

SECTION PAGE

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

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

3.0  Existing Conditions .................................................................................................................... 6

3.1  Existing Street Network ...................................................................................................... 6

3.2  Existing Traffic Volumes .................................................................................................... 7

4.0  Analysis Approach and Methodology .................................................................................... 10

4.1  Methodology ..................................................................................................................... 10

4.1.1  Intersections .......................................................................................................... 10

4.1.2  Street Segments ..................................................................................................... 10

4.2  Level of Service Standards ............................................................................................... 10

5.0  Analysis of Existing Conditions .............................................................................................. 11

5.1  Peak Hour Intersection Levels of Service ......................................................................... 11

5.2  Daily Street Segment Levels of Service ........................................................................... 12

6.0  Trip Generation/Distribution/Assignment ............................................................................ 13

6.1  Trip Generation ................................................................................................................. 13

6.1.1  Trip Rates .............................................................................................................. 13

6.1.2  Project Trips .......................................................................................................... 13

6.2  Trip Distribution and Assignment .................................................................................... 13

7.0  Near-Term (Interim Year 2026) Conditions ......................................................................... 16

7.1  Near-Term (Interim Year 2026) Network Conditions ...................................................... 16

7.2  Near-Term (Interim Year 2026) Traffic Volumes ............................................................ 16

8.0  Analysis of Near-Term (Interim Year 2026) Scenarios ........................................................ 19

8.1  Near-Term (Interim Year 2026) Without Project ............................................................. 19

8.1.1  Intersection Analysis ............................................................................................. 19

8.1.2  Intersection Queuing ............................................................................................. 19

8.1.3  Segment Operations .............................................................................................. 19

8.2  Near-Term (Interim Year 2026) + Projects ...................................................................... 19

8.2.1  Intersection Analysis ............................................................................................. 19

8.2.2  Intersection Queuing ............................................................................................. 20

8.2.3  Segment Operations .............................................................................................. 20

9.0  Long-Term (Horizon Year 2050) Conditions ........................................................................ 24

9.1  Long-Term (Horizon Year 2050) Network Conditions .................................................... 24

9.2  Long-Term (Horizon Year 2050) Traffic Volumes .......................................................... 24

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
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10.0  Analysis of Long-Term (Horizon Year 2050) Scenarios ...................................................... 27

10.1  Long-Term (Horizon Year 2050) Without Project ........................................................... 27

10.1.1  Intersection Analysis ............................................................................................. 27

10.1.2  Intersection Queuing ............................................................................................. 27

10.1.3  Segment Operations .............................................................................................. 27

10.2  Long-Term (Horizon Year 2050) + Projects .................................................................... 27

10.2.1  Intersection Analysis ............................................................................................. 27

10.2.2  Intersection Queuing ............................................................................................. 28

10.2.3  Segment Operations .............................................................................................. 28

11.0  Site Access, On-Site Circulation, and Parking ...................................................................... 32

11.1  Site Access ........................................................................................................................ 32

11.2  On-Site Circulation ........................................................................................................... 33

11.3  Parking .............................................................................................................................. 33

12.0  Active Transportation Review ................................................................................................ 34

12.1  Bicycle Network ............................................................................................................... 34

12.2  Pedestrian Network ........................................................................................................... 34

12.3  Transit Network ................................................................................................................ 34

13.0  Conclusions ............................................................................................................................... 37

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
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APPENDICES

APPENDIX
A. Intersection and Street Segment Manual Count Sheets
B. City of San Marcos Roadway Classification Table
C. Existing Intersection Analysis Worksheets
D. Near-Term (Interim Year 2026) Intersection Analysis Worksheets E. Near-Term (Interim Year 2026) Queuing Analysis Worksheets F. Near-Term (Interim Year 2026) + Projects Intersection Analysis Worksheets G. Near-Term (Interim Year 2026) + Projects Queuing Analysis Worksheets H. Long-Term (Horizon Year 2050) Intersection Analysis Worksheets I. Long-Term (Horizon Year 2050) Queuing Analysis Worksheets J. Long-Term (Horizon Year 2050) + Project Intersection Analysis Worksheets K. Long-Term (Horizon Year 2050) + Project Queuing Analysis Worksheets L. Excerpts from the City of San Marcos Municipal Code Parking Rate and AASHTO sight distance
M. Bus Route Schedule and Map

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
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LIST OF FIGURES
SECTION—F IGURE # F OLLOWING PAGE
Figure 2–1  Vicinity Map ................................................................................................................... 3 Figure 2–2  Project Area Map ............................................................................................................ 4 Figure 2–3  Site Plan .......................................................................................................................... 5 Figure 3–1  Existing Conditions Diagram .......................................................................................... 8 Figure 3–2  Existing Traffic Volumes ................................................................................................ 9 Figure 6–1  Project Traffic Distribution ........................................................................................... 14 Figure 6–2  Project Traffic Volumes ................................................................................................ 15 Figure 7–1  Near-Term (Interim Year 2026) without Project Traffic volumes ............................... 17 Figure 7–2  Near-Term (Interim Year 2026) + Project Traffic volumes ......................................... 18 Figure 9–1  Long-Term (Horizon Year 2050) without Project Traffic volumes ............................. 25 Figure 9–2  Long-Term (Horizon Year 2050) + Project Traffic volumes ....................................... 26 Figure 12–1  Bicycle Network ........................................................................................................ 35 Figure 12–2  Pedestrian Network ................................................................................................... 36

LIST OF TABLES
SECTION—T ABLE # P AGE
Table 5–1 Existing Intersection Operations ........................................................................................ 11 Table 5–2 Existing Street Segment Operations .................................................................................. 12 Table 6–1 Project Trip Generation ..................................................................................................... 13 Table 8–1 Near-Term (Interim Year 2026) Intersection Operations .................................................. 21 Table 8–2 Near-Term (Interim Year 2026) Intersection Queuing ...................................................... 22 Table 8–3 Near-Term (Interim Year 2026) Street Segment Operations ............................................. 23 Table 10–1 Long-Term (Horizon Year 2050) Intersection Operations .............................................. 29 Table 10–2 Long-Term (Horizon Year 2050) Intersection Queuing .................................................. 30 Table 10–3 Long-Term (Horizon Year 2050) Street Segment Operations ......................................... 31 Table 11–1 Sight Distance Calculations ............................................................................................. 33 Table 11–2 City of San Marcos Municipal Code Parking Requirements & Calculations .................. 33

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
N:\3703 - Woodward 46 Apartment\Report\LTA.3703 March 2024.docx 1 LOCAL TRANSPORTATION ANALYSIS
WOODWARD 46 APARTMENT PROJECT
San Marcos, California
March 27, 2024

1.0 INTRODUCTION
Linscott, Law & Greenspan Engineers (LLG) has prepared this Local Transportation Analysis (LTA) to assess the poten tial impacts to the st reet system as a result of the proposed Woodward 46 Apartment Project. The Project proposes to construct 46 condominium units east of Woodward Street, north of Mission Road and south of Vineyard Road 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 Vehicles Miles Traveled (VMT) analysis. This is addressed under a separate cover.
 Non-CEQA Local Transportation Analysis to evaluate the effects of a development project on the circulation network.

The traffic analysis presented in this report includes the following:
 Project Description
 Existing Conditions
 Analysis Approach and Methodology
 Analysis of Existing Conditions
 Trip Generation, Distribution, and Assignment
 Analysis of Near-Term (Interim Year 2026) without and with Project Conditions  Analysis of Long-Term (Horizon Year 2050) without and with Project Conditions  Site Access, On-Site Circulation and Parking Review
 Active Transportation Review
 Conclusions

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
N:\3703 - Woodward 46 Apartment\Report\LTA.3703 March 2024.docx 2 2.0 PROJECT DESCRIPTION
The Project proposes to construct 46 condominium units east of W oodward Street, north of Mission Road and south of Vineyard Road in the City of San Marcos. Site access is proposed via one (1) full- access driveway to Woodward Street. The propos ed Project would require a General Plan Amendment but is consistent in terms of Section 3.11 under Threshold #2, General Plan Consistency in the Project’s Environmental Impact Report.

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

Figure 2–3 shows the Project site plan.

S.D.

COUNTY

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ESCONDIDO
Time: 10:13 AM
Date: 1/19/2023
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Vicinity Map
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Woodward 46 Apartment Project
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Date: 02/01/23
Project
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EXIST. TOWNHOMES
APN: 220-210-50
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APN: 220-480-01
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LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
N:\3703 - Woodward 46 Apartment\Report\LTA.3703 March 2024.docx 6 3.0 EXISTING CONDITIONS
Effective evaluation of the tra ffic impacts associated with the proposed Woodward 46 Apartment Project requires an understanding of the existing transportation system within the project area.

Figure 3–1 shows an existing conditions diagram, incl uding signalized inte rsections and lane configurations.

The study area includes the following intersections and street segments:

INTERSECTIONS

1. Woodward Street / Project Driveway

2. Mission Road / Pico Avenue

3. Mission Road / Woodward Street (San Marcos Boulevard)

4. San Marcos Boulevard / Twin Oaks Valley Road

5. San Marcos Boulevard / Rancheros Drive

STREET SEGMENTS
Mission Road

1. Pico Avenue to Woodward Street

2. Woodward Street to Mission Villas Road
San Marcos Boulevard

3. Rancheros Drive to Mission Road

3.1 Existing Street Network
The following is a description of the existing street network in the study area.

Woodward Street is currently constructed as a 4-lane undivided road way between Vineyard Road and Mission Road. The posted speed limit is 40 mph. On-street parking is prohibited. Sidewalks are provided on both sides of the roadway. Class II bike lanes are provided.

Mission Road is currently constructed as a 4-lane undivi ded roadway with a tw o-way left-turn lane west of Firebird Lane. Between Firebird Lane and San Marcos Boulevard, Mission Road is built as a 4-lane divided roadway. East of San Marcos Boulevard, it is built as a 6-la ne divided roadway. The posted speed limit is 45 mph. On-street parking is prohibited. Sidewalks are provided on both sides of the roadway. Class II bike lanes are provided east of Pico Avenue.

Pico Avenue is currently constructed as a 4-lane undivided roadway south of Mission Road and as a 2-lane undivided roadway north of Mission Road. The posted speed limit is 25 mph. On-street parking is prohibited. Sidewalks are provided on both si des of the roadway. There are no existing bicycle facilities along Pico Avenue.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
N:\3703 - Woodward 46 Apartment\Report\LTA.3703 March 2024.docx 7 San Marcos Boulevard is currently constructed as a 4-lane divided roadway. The posted speed limit is 40 mph. On-street parking is prohibited. Sidewalks are provided on both si des of the roadway.

Class II bike lanes are provided.

Twin Oaks Valley Road is currently constructed as a 4-lane divided roadway, north of San Marcos Boulevard. South of San Marcos Boulevard, Twin Oaks Valley Road is built as a 6-lane divided roadway. The posted speed limit is 45 mph. On-stree t parking is prohibited. Sidewalks are provided on both sides of the roadway. Class II bike lanes are provided.

Rancheros Drive is currently constructed as a 4-lane divided roadway between San Marcos Boulevard and Civic Center Drive. South of Civic Center Drive, Rancheros Drive is built as a 2-lane divided roadway. The posted speed limit is 35 mph. On-street parking is prohibited. Sidewalks are provided on both sides of the roadway except for the west side portion of the roadway, approximately 550-feet south from the Rancheros Drive and Civic Center Drive intersection. Class II bike lanes are provided, south of Civic Center Drive.

3.2 Existing Traffic Volumes
Peak hour intersection turning movement volume and street segment average daily traffic (ADT) volume counts were conducted at the study area intersections on Thursday, January 12, 2023, when area schools were in session.

Figure 3–2 shows the Existing Traffic Volumes. Appendix A contains the existing count sheets.

RancherosDr
PicoAve
WoodwardSt
E Mission Rd
NTwinOaksValleyRd
E San Marcos Blvd
W Mission Rd
WSan Marcos Blvd
N
TwinOaksValleyRd
1 2
3 4
5 Time: 1:39 PM
Date: 1/25/2023
N:\3703\Figures
Existing Conditions Diagram
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Woodward St
Rancheros Dr
N. Twin Oaks Valley Rd
Pico Ave
San Marcos Bl
Woodward St
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Study Intersection
Traffic Signal
Stop Sign
Turning Movements
Number of Travel Lanes
Posted Speed Limit
Divided / Undivided Roadway
Two-Way Left-Turn Median
Bike Lane
#
2/4/6
35mph
DJL
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+
BL
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E San Marcos Blvd
WMission Rd
W San Marcos Blvd
N
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14,860
11,590
19,810
1 2
3 4
5 1
2 3
4 5
Time: 12:54 PM
Date: 1/31/2023
N:\3703\Figures
Existing Traffic Volumes
Figure 3-2
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Woodward 46 Apartment Project
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E. Mission Rd E. San Marcos BlProj Dwy W. Mission Rd
Woodward St
Rancheros Dr
N. Twin Oaks Valley Rd
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Woodward St
382 / 226
156 / 365
5 / 5
54 / 16
181 / 103
72 / 101
583 / 439
410 / 881
60 / 70
3 / 10
8 / 21
25 / 50
104 / 106
65 / 55
59 / 44
281 / 160
42 / 22 74 / 60
697 / 446
568 / 295
482 / 528
57 / 209
16 / 57
25 / 96
36 / 52
476 / 780
249 / 228
705 / 550
91 / 84
137 / 309
25 / 71
401 / 410
405 / 281
446 / 281
423 / 581
181 / 244
272 / 312
330 / 600
3 / 13
1 / 4
3 / 10 1 / 0
733 / 379
120 / 110
42 / 90
1 / 2
115 / 345
284 / 229
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24 / 15
1 2 3 4
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Site
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Intersection AM / PM Peak Hour Volumes
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4.1 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, freed om to maneuver, and safety. LOS provides an index to the operational qualities of a roadway segment or an intersection. LOS designations range from A to F, with LOS A representing the best operating co nditions and LOS F repres enting the worst operating conditions. LOS designation is report ed differently for signalized a nd unsignalized intersections, as well as for roadway segments.

4.1.1 Intersections
Signalized intersections were analyzed under AM and PM peak hour conditions. Average vehicle delay was determined utilizing the methodology found in Chapter 19 of the Highway Capacity Manual (HCM) 6th Edition, with the assistance of the Synchro (version 11) computer software. The delay values (represented in seconds) were qualified with a corresponding intersection LOS.

Unsignalized intersections were analyzed under AM and PM peak hour conditions. Average vehicle delay and LOS was determined based upon the pro cedures found in Chapters 20 and 21 of the HCM 6th Edition, with the assistance of the Synchro (version 11) computer software.

4.1.2 Street Segments
Street segment analysis is based upon the comparison of daily 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 classifications, base d on traffic volumes and ro adway characteristics.

The City of San Marcos’s Roadway Classification, Level of Service , and ADT Table is attached in Appendix B.

4.2 Level of Service Standards
The City of San Marcos strives to maintain in tersection and roadway se gment 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 accepta ble LOS to operate at unacceptable LOS and increases the delay by more than 2.0 seconds.
 Increases the delay for a study intersection th at is already operati ng 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 roadway segment that is already operating at unacceptable LOS by more than 0.02.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
N:\3703 - Woodward 46 Apartment\Report\LTA.3703 March 2024.docx 11 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

5.0 ANALYSIS OF EXISTING CONDITIONS

5.1 Peak Hour Intersection Levels of Service
Table 5–1 summarizes the intersection operations under Existing conditions. As shown in Table 5–1, all the study area intersections ar e calculated to operate at LOS D or better during both the AM and PM peak hours with exception to the following intersection:
 Mission Road / Woodward Street (San Marcos Boulevard) – LOS E during the AM and PM peak hours
Appendix C contains the Existing intersection analysis worksheets.

TABLE 5–1

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

1. Woodward Street / Project Driveway DNE AM – –
PM – –

2. Mission Road / Pico Avenue Signal AM 30.5 C
PM 26.3 C

3. Mission Road / Woodward Street (San Marcos
Boulevard) Signal
AM 70.9 E
PM 59.7 E

4. San Marcos Boulevard / Twin Oaks Valley
Road Signal
AM 46.0 D
PM 46.1 D

5. San Marcos Boulevard / Rancheros Drive Signal AM 23.9 C PM 27.8 C
Footnotes:
a. Average delay expressed in seconds per vehicle.
b. Level of Service.

General Note:

1. DNE – does not exist.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
N:\3703 - Woodward 46 Apartment\Report\LTA.3703 March 2024.docx 12 5.2 Daily Street Segment Levels of Service
Table 5–2 summarizes the street segmen t operations under Existing conditions. As shown in Table 5–2, all segments are calculated to currently operate at LOS A.

TABLE 5–2

EXISTING STREET SEGMENT OPERATIONS
Street Segment Classification Capacity
(LOS E) a ADT b LOS c V/C d
Mission Road
Pico Avenue to Woodward Street 4-Lane Major Arterial with Class II Bike Lanes 40,000 11,590 A 0.290
Woodward Street to Mission Villas
Road
6-Lane Prime Arterial
Enhanced with Class II
Bike Lanes
60,000 19,810 A 0.330
San Marcos Boulevard
Rancheros Drive to Mission Road 4-Lane Major Arterial with Class II Bike Lanes 40,000 14,860 A 0.372

Footnotes:
a. Capacities based on City of San Marcos Circulation Element Roadway Classification Table (see Appendix B). b. Average Daily Traffic Volumes.
c. Level of Service.
d. Volume to Capacity Ratio.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
N:\3703 - Woodward 46 Apartment\Report\LTA.3703 March 2024.docx 13 6.0 TRIP GENERATION/DISTRIBUTION/ASSIGNMENT
As described in Section 2.0, The Project proposes to construct 46 condominium units.

6.1 Trip Generation

6.1.1 Trip Rates
The Project traffic generation calc ulations were conducted using th e trip generation rates published in SANDAG’s (Not So) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, April 2002. Based on the project description, the condominium trip rate of 8/unit was used.

6.1.2 Project Trips
Table 6–1 shows the Project trip generation. As shown in Table 6–1 , the Project is calculated to generate 368 ADT, with 29 trips during the AM peak hour (6 inbound and 23 outbound), and 37 trips during the PM peak hour (26 inbound and 11 outbound).

TABLE 6–1

PROJECT TRIP GENERATION
Land Use Size
Daily Trip Ends
(ADTs) AM Peak Hour PM Peak Hour
Ratea Volume % of
ADT
In:Out
Split
Volume % of
ADT
In:Out
Split
Volume
In Out Total In Out Total
Condominiums 46 dwelling units 8/DU b 368 8% 20:80 6 23 29 10% 70:30 26 11 37 Footnotes:
a. Rate is based on SANDAG’s (Not So) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, April 2002 b. Based on condominium rate of 8/DU

6.2 Trip Distribution and Assignment
The Project traffic was distributed based on the site location, access to SR-78, existing traffic patterns in the area and anticipa ted traffic routes to and from the site. The Project’s regional distributions assumes 75% of trips oriented to/f rom the south, and local distributions assumes 10% oriented to/from the west, 10% to/from the east and 5% to/from the north.

Figure 6–1 shows the overall Project traffic distribution. Figure 6–2 shows the Project traffic volumes.

RancherosDr
PicoAve
WoodwardSt
E Mission Rd
N
TwinOaksValleyRd
E San Marcos Blvd
WMission Rd
W San Marcos Blvd
N
TwinOaksValleyRd
1 2
3 4
5 1
2 3
4 5
Time: 1:10 PM
Date: 1/31/2023
N:\3703\Figures
Project Traffic Distribution
Figure 6-1
[
Woodward 46 Apartment Project
D
ld
L
j
J
lj d
L
J
D
J
jd
L
jd
L
J
E. San Marcos Bl
E. Mission Rd E. San Marcos BlProj Dwy W. Mission Rd
Woodward St
Rancheros Dr
N. Twin Oaks Valley Rd
Pico Ave
San Marcos Bl
Woodward St
1 2 3 4
5 5%
95% 10%
10%
75%
10%
15%
55%
70%
5%
5%
95%
10%
10%
75%
10% 15%
55%
5%
70% Project
Site
10%
10%
75%
5%
Study Intersection
Inbound Trip Distribution
Outbound Trip Distribution
Regional Trip Distribution
#
XX %
DJL
djl
0 0 0 0
0 0
0 0
0 0 0
RancherosDr
PicoAve
WoodwardSt
E Mission Rd
N
TwinOaksValleyRd
E San Marcos Blvd
WMission Rd
W San Marcos Blvd
N
TwinOaksValleyRd
276
37 37
1 2
3 4
5 1
2 3
4 5
Time: 1:00 PM
Date: 1/31/2023
N:\3703\Figures
Project Traffic Volumes
Figure 6-2
[
Woodward 46 Apartment Project
D
LD
L
J
J
LJ D
L
J
D
J
JD
L
JD
L
J
E. San Marcos Bl
E. Mission Rd E. San Marcos BlProj Dwy W. Mission Rd
Woodward St
Rancheros Dr
N. Twin Oaks Valley Rd
Pico Ave
San Marcos Bl
Woodward St
0 / 1
1 / 1
22 / 10
6 / 25
3 / 1
1 / 3
3 / 1
17 / 8
2 / 1
1 / 3
4 / 19
1 / 3 1 / 4
3 / 2
13 / 6
3 / 14
16 / 8
1 / 0
0 / 1
4 / 18
1 2 3 4
5 Project
Site
Study Intersections
Intersection AM / PM Peak Hour Volumes
#
DJL
XX,XXX Street Segment ADT
0 0 0 0
0 0
•
0 0 0

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
N:\3703 - Woodward 46 Apartment\Report\LTA.3703 March 2024.docx 16 7.0 NEAR-TERM (INTERIM YEAR 2026) CONDITIONS
This section describes Near-Term (Interim Y ear 2026) roadway network and traffic volume conditions. Per coordination with the client, it was determined th at Year 2026 is the expected opening year of the proposed Project.

7.1 Near-Term (Interim Year 2026) Network Conditions
The existing street system as illustrated in Figure 3–1 is assumed for Near-Term (Interim Year 2026) conditions with no assumed improvements within the study area.

7.2 Near-Term (Interim Year 2026) Traffic Volumes
To forecast future traffic volumes for Nea r-Term (Interim Year 2026) conditions, the SANDAG ABM2+ model was first utilized to obtain Year 2035 ADTs. Year 202 6 traffic volumes were then developed based on an interpolation between Existing and Year 2035 traffic volumes. The forecasted ADT volumes were then used to calculate p eak hour volumes based partially on the existing relationship between ADT and peak hour volumes.

Figure 7–1 shows the Near-Term (Inter im Year 2026) traffic volumes. Figure 7–2 shows the Near- Term (Interim Year 2026) + Project traffic volumes.

RancherosDr
PicoAve
WoodwardSt
E Mission Rd
N
TwinOaksValleyRd
E San Marcos Blvd
WMission Rd
W San Marcos Blvd
N
TwinOaksValleyRd
15,980
11,910
20,690
1 2
3 4
5 1
2 3
4 5
Time: 12:56 PM
Date: 1/31/2023
N:\3703\Figures
Near-Term (Interim Year 2026) without Project Traffic Volumes Figure 7-1
[
Woodward 46 Apartment Project
J
J
LD
D
L
J
J D
LD J L
J LJ D
LJD
LJD
DLJ
LJ DD
LJD
LJD
LJ
LJ D
LJD
LJD
LJ D E. San Marcos Bl
E. Mission Rd E. San Marcos BlProj Dwy W. Mission Rd
Woodward St
Rancheros Dr
N. Twin Oaks Valley Rd
Pico Ave
San Marcos Bl
Woodward St
390 / 230
160 / 370
10 / 10
60 / 20
200 / 110
80 / 110
640 / 480
450 / 970
70 / 80
10 / 20
20 / 30
30 / 60
110 / 120
70 / 60
70 / 50
310 / 180
50 / 30 80 / 70
770 / 490
630 / 330
530 / 580
60 / 230
20 / 60
30 / 110
40 / 60
530 / 860
270 / 250
780 / 610
100 / 90
150 / 340
30 / 80
440 / 450
450 / 310
490 / 310
470 / 640
200 / 270
300 / 340
360 / 660
10 / 20
10 / 10
10 / 20 10 / 10
810 / 420
130 / 120
50 / 100
10 / 10
130 / 380
310 / 250
610 / 800
30 / 20
1 2 3 4
5 Project
Site
Fut
Study Intersections
Intersection AM / PM Peak Hour Volumes
#
DJL
XX,XXX Street Segment ADT
0 0 0 0
---------
0 0
•
0 0 0
RancherosDr
PicoAve
WoodwardSt
E Mission Rd
N
TwinOaksValleyRd
E San Marcos Blvd
WMission Rd
W San Marcos Blvd
N
TwinOaksValleyRd
16,256
11,947
20,727
1 2
3 4
5 1
2 3
4 5
Time: 1:02 PM
Date: 1/31/2023
N:\3703\Figures
Near-Term (Interim Year 2026) + Project Traffic Volumes Figure 7-2
[
Woodward 46 Apartment Project
L
J D
LD
J
LD
D
L
J
J D
LD J L
J LJ D
LJD
LJD
DLJ
LJ DD
LJD
LJD
LJ
LJ D
LJD
LJD
LJ D E. San Marcos Bl
E. Mission Rd E. San Marcos BlProj Dwy W. Mission Rd
Woodward St
Rancheros Dr
N. Twin Oaks Valley Rd
Pico Ave
San Marcos Bl
Woodward St
6 / 25
390 / 230
0 / 1
1 / 1
22 / 10
160 / 370
10 / 10
60 / 20
200 / 110
80 / 110
643 / 481
451 / 973
70 / 80
10 / 20
20 / 30
30 / 60
110 / 120
70 / 60
73 / 51
327 / 188
52 / 31 81 / 73
770 / 490
630 / 330
530 / 580
64 / 249
20 / 60
31 / 113
40 / 60
530 / 860
270 / 250
780 / 610
100 / 90
150 / 340
30 / 80
443 / 452
463 / 316
493 / 324
470 / 640
200 / 270
300 / 340
361 / 664
10 / 20
10 / 10
10 / 20 10 / 10
826 / 428
131 / 120
50 / 101
10 / 10
130 / 380
310 / 250
614 / 818
30 / 20
1 2 3 4
5 Project
Site
Study Intersections
Intersection AM / PM Peak Hour Volumes
#
DJL
XX,XXX Street Segment ADT
0 0 0 0
0 0
•
0 0 0

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
N:\3703 - Woodward 46 Apartment\Report\LTA.3703 March 2024.docx 19 8.0 ANALYSIS OF NEAR-TERM (INTERIM YEAR 2026) SCENARIOS The following section presents th e analysis of study area intersections and st reet segments under Near-Term (Interim Year 2026) conditions without and with the Project.

8.1 Near-Term (Interim Year 2026) Without Project

8.1.1 Intersection Analysis
Table 8–1 summarizes the intersection operations unde r Near-Term (Interim Year 2026) without Project conditions. As shown in Table 8–1, all the study area intersections are calculated to operate at LOS D or better during both the AM and PM peak hours with exception to the following intersection:
 Mission Road / Woodward Street (San Marc os Boulevard) – LOS F during the AM peak hour and LOS E during the PM peak hour.

Appendix D contains the Near-Term (Interim Year 2026) intersection analysis worksheets.

8.1.2 Intersection Queuing
Table 8–2 presents the 95th percentile peak hour queue lengths for intersection turn pockets where the Project adds traffi c within the study area for the Near-T erm (Interim Year 2026) with Project conditions. As shown in Table 8–2, all Near-Term (Interim Year 202 6) without Proj ect peak hour queues are contained within existing turn pockets.

Appendix E contains the Near-Term (Interim Year 2026) queuing analysis worksheets.

8.1.3 Segment Operations
Table 8–3 summarizes the street segment operations under Near-Term (Interim Year 2026) without Project conditions. As shown in Table 8–3, all street segments are calcul ated to operate at LOS B or better.

8.2 Near-Term (Interim Year 2026) + Projects

8.2.1 Intersection Analysis
Table 8–1 summarizes the intersection operations under Near-Term (In terim Year 2026) + Project conditions. As shown in Table 8–1 , with the addition of project traffic, all the study area intersections are calculated to operate at LOS D or better duri ng both the AM and PM peak hours with exception to the following intersection:
 Mission Road / Woodward Street (San Marc os Boulevard) – LOS F during the AM peak hour and LOS E during the PM peak hour.

Based on the established Level of Service Standards outlined in Section 4.3, no substantial effects are identified as the Project adds less than 2 seconds of average vehicle delay. Therefore, improvements are not required under this analysis.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
N:\3703 - Woodward 46 Apartment\Report\LTA.3703 March 2024.docx 20 Appendix F contains the Near-Term (Interim Year 2026) + Projects intersection analysis worksheets.

8.2.2 Intersection Queuing
Table 8–2 presents the 95th percentile peak hour queue lengths for intersection turn pockets where the Project adds traffi c within the study area for the Near-T erm (Interim Year 2026) with Project conditions. As shown in Table 8–2, all Near-Term (Inter im Year 2026) + Projec t peak hour queues, with the addition of Project traffic, are contained within existing turn pockets.

Appendix G contains the Near-Term (Interim Year 2026) + Project queuing analysis worksheets.

8.2.3 Segment Operations
Table 8–3 summarizes the street segment operations under Near-Term (Interim Year 2026) + Project conditions. As shown in Table 8–3, with the addition of project tr affic, all street segments are calculated to operate at LOS B or better.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
N:\3703 - Woodward 46 Apartment\Report\LTA.3703 March 2024.docx 21 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
TABLE 8–1
NEAR-TERM (INTERIM YEAR 2026) INTERSECTION OPERATIONS
Intersection Control
Type
Peak
Hour
Near-Term
(Interim Year 2026)
Near-Term
(Interim Year 2026) +
Project Δc Substantial
Effect?
Delay LOS Delay LOS

1. Woodward Street / Project
Driveway TWSCd
AM – – 11.5 B – No
PM – – 12.8 B – No

2. Mission Road / Pico Avenue Signal AM 36.4 D 36.6 D 0.2 No PM 29.7 C 29.9 C 0.2 No

3. Mission Road / Woodward
Street Signal
AM 81.9 F 82.0 F 0.1 No
PM 71.3 E 71.4 E 0.1 No

4. San Marcos Boulevard / Twin
Oaks Valley Road Signal
AM 51.9 D 53.5 D 1.6 No
PM 48.2 D 48.5 D 0.3 No

5. San Marcos Boulevard /
Rancheros Drive Signal
AM 29.4 C 29.6 C 0.2 No
PM 32.0 C 32.1 C 0.1 No
Footnotes:
a. Average delay expressed in seconds per vehicle.
b. Level of Service.
c. Δ denotes an increase in delay due to project.
d. TWSC – Two-Way Stop Controlled intersection.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
N:\3703 - Woodward 46 Apartment\Report\LTA.3703 March 2024.docx 22 TABLE 8–2
NEAR-TERM (INTERIM YEAR 2026) INTERSECTION QUEUING
Intersection Movement Storage
(ft)
Peak
Hour
Near-Term
(Interim Year 2026)
without Project
Near-Term
(Interim Year 2026)
+ Project
Queue (ft) a Queue (ft) a

1. Woodward Street / Project
Driveway
SBL 50’ AM – 0
PM – 5’
WBL 400’ AM – 43’
PM – 35’
WBR 400’ AM – 43’
PM – 35’
NBR 200’ AM – 0
PM – 0

3. Mission Road / Woodward
Street
SBL 240’ AM 123’ 124’
PM 66’ 75’
EBL 240’ AM 115’ 116’
PM 228’ 238’

4. San Marcos Boulevard /
Twin Oaks Valley Road WBL 270’ AM 245’ 246’
PM 229’ 230’

5. San Marcos Boulevard /
Rancheros Drive
WBL 270’ AM 229’ 230’
PM 171’ 172’
NBR 100’ AM 40’ 41’
PM 80’ 85’
Footnotes:
a. 95th percentile queue length.

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

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
N:\3703 - Woodward 46 Apartment\Report\LTA.3703 March 2024.docx 23 TABLE 8–3
NEAR-TERM (INTERIM YEAR 2026) STREET SEGMENT OPERATIONS Street Segment Capacity
(LOS E)a
Near-Term
(Interim Year 2026)
Near-Term
(Interim Year 2026) + Project Δe Substantial
Effect? ADTb LOS c V/Cd ADT LOS V/C
Mission Road
Pico Avenue to Woodward Street 40,000 11,910 A 0.298 11,947 A 0.299 0.001 No Woodward Street to Mission Villas Road 60,000 20,690 A 0.345 20,727 A 0.345 0.000 No San Marcos Boulevard
Rancheros Drive to Mission Road 40,000 15,980 B 0.400 16,256 B 0.406 0.006 No

Footnotes:
a. Capacities based on San Marcos Roadway Classification & LOS table (See Appendix B). b. Average Daily Traffic
c. Level of Service
d. Volume to Capacity ratio
e. Δ denotes a project-induced increase in the Volume to Capacity ratio

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
N:\3703 - Woodward 46 Apartment\Report\LTA.3703 March 2024.docx 24 9.0 LONG-TERM (HORIZON YEAR 2050) CONDITIONS

9.1 Long-Term (Horizon Year 2050) Network Conditions
The Long-Term (Horizon Year 2050) street netw ork in the SANDAG Series 14 forecast model includes the roadways built to their City Mobility Element Classification, including the planned widening of San Marcos Boulevard between Twin Oaks Valley Road and Mi ssion Road to 6-lane Major Arterial standards.

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 Long-Term (Horizon Year 2050) Traffic Volumes
To obtain future ADTs for Long-Term (Horizon Year 2050) conditions, the SANDAG ABM2+ 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.

Figure 9–1 shows the Long-Term (Horiz on Year 2050) traffic volumes. Figure 9–2 shows the Long-Term (Horizon Year 2050) + Project traffic volumes.

RancherosDr
PicoAve
WoodwardSt
E Mission Rd
N
TwinOaksValleyRd
E San Marcos Blvd
WMission Rd
W San Marcos Blvd
N
TwinOaksValleyRd
17,380
12,310
21,790
1 2
3 4
5 1
2 3
4 5
Time: 9:24 AM
Date: 2/23/2023
N:\3703\Figures
Long-Term (Horizon Year 2050) without Project Traffic Volumes Figure 9-1
[
Woodward 46 Apartment Project
J
J
LD
D
L
J
J D
LD J L
J LJ D
LJD
LJD
DLJ
LJ DD
LJD
LJD
LJ
LJ D
LJD
LJD
LJ D E. San Marcos Bl
E. Mission Rd E. San Marcos BlProj Dwy W. Mission Rd
Woodward St
Rancheros Dr
N. Twin Oaks Valley Rd
Pico Ave
San Marcos Bl
Woodward St
410 / 240
170 / 390
20 / 20
70 / 30
220 / 120
90 / 120
740 / 550
520 / 1,120
80 / 90
20 / 30
30 / 40
40 / 70
120 / 130
80 / 70
80 / 60
330 / 190
60 / 40 90 / 80
880 / 560
720 / 380
610 / 660
70 / 250
30 / 70
40 / 120
50 / 70
610 / 990
310 / 290
900 / 700
120 / 100
170 / 390
40 / 90
510 / 520
520 / 360
560 / 360
540 / 740
230 / 310
350 / 390
420 / 760
20 / 30
20 / 20
20 / 30 20 / 20
920 / 480
150 / 140
60 / 110
20 / 20
150 / 430
350 / 290
690 / 910
40 / 30
1 2 3 4
5 Project
Site
Fut
Study Intersections
Intersection AM / PM Peak Hour Volumes
#
DJL
XX,XXX Street Segment ADT
0 0 0 0
---------
0 0
•
0 0 0
RancherosDr
PicoAve
WoodwardSt
E Mission Rd
N
TwinOaksValleyRd
E San Marcos Blvd
WMission Rd
W San Marcos Blvd
N
TwinOaksValleyRd
17,656
12,347
21,827
1 2
3 4
5 1
2 3
4 5
Time: 7:18 AM
Date: 2/23/2023
N:\3703\Figures
Long-Term (Horizon Year 2050) + Project Traffic Volumes Figure 9-2
[
Woodward 46 Apartment Project
L
J D
LD
J
LD
D
L
J
J D
LD J L
J LJ D
LJD
LJD
DLJ
LJ DD
LJD
LJD
LJ
LJ D
LJD
LJD
LJ D E. San Marcos Bl
E. Mission Rd E. San Marcos BlProj Dwy W. Mission Rd
Woodward St
Rancheros Dr
N. Twin Oaks Valley Rd
Pico Ave
San Marcos Bl
Woodward St
6 / 25
410 / 240
0 / 1
1 / 1
22 / 10
170 / 390
20 / 20
70 / 30
220 / 120
90 / 120
743 / 551
521 / 1,123
80 / 90
20 / 30
30 / 40
40 / 70
120 / 130
80 / 70
83 / 61
347 / 198
62 / 41 91 / 83
880 / 560
720 / 380
610 / 660
74 / 269
30 / 70
41 / 123
50 / 70
610 / 990
310 / 290
900 / 700
120 / 100
170 / 390
40 / 90
513 / 522
533 / 366
563 / 374
540 / 740
230 / 310
350 / 390
421 / 764
20 / 30
20 / 20
20 / 30 20 / 20
936 / 488
151 / 140
60 / 111
20 / 20
150 / 430
350 / 290
694 / 928
40 / 30
1 2 3 4
5 Project
Site
Study Intersections
Intersection AM / PM Peak Hour Volumes
#
DJL
XX,XXX Street Segment ADT
0 0 0 0
0 0
•
0 0 0

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
N:\3703 - Woodward 46 Apartment\Report\LTA.3703 March 2024.docx 27 10.0 ANALYSIS OF LONG-TERM (HORIZON YEAR 2050) SCENARIOS The following section presents th e analysis of study area intersections and st reet segments under Long-Term (Horizon Year 2050) conditions without and with the Project.

10.1 Long-Term (Horizon Year 2050) Without Project

10.1.1 Intersection Analysis
Table 10–1 summarizes the intersecti on operations under Long-Term (Horizon Year 2050) without Project conditions. As shown in Table 10–1, all the study area intersections are calculated to operate at LOS D or better during both the AM and PM peak hours with exception to the following intersections:
 Mission Road / Woodward Street (San Marcos Boulevard) – LOS F during the AM and PM peak hours
 San Marcos Boulevard / Twin Oaks Valley Road – LOS E during the AM and PM peak hours
Appendix H contains the Long-Term (Horizon Year 2050) intersection analysis worksheets.

10.1.2 Intersection Queuing
Table 10–2 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 (H orizon Year 2050) with Project conditions. As shown in Table 10–2, all Long-Term (Horizon Year 2050) without Project peak hour queues are contained within existing turn pockets.

Appendix I contains the Long-Term (Horizon Year 2050) queuing analysis worksheets.

10.1.3 Segment Operations
Table 10–3 summarizes the street segment operati ons under Long-Term (Horizon Year 2050) without Project conditions. As shown in Table 10–3, all street segments are calculated to operate at LOS B or better.

10.2 Long-Term (Horizon Year 2050) + Projects

10.2.1 Intersection Analysis
Table 10–1 summarizes the Long-Term (Horizon Year 2050) + Project intersection operations. As shown in Table 10–1 , with the addition of project traffi c, all the study area intersections are calculated to operate at LOS D or better during both the AM and PM peak hours with exception to the following intersections:
 Mission Road / Woodward Street (San Marcos Boulevard) – LOS F during the AM and PM peak hours
 San Marcos Boulevard / Twin Oaks Valley Road – LOS E during the AM and PM peak hours

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
N:\3703 - Woodward 46 Apartment\Report\LTA.3703 March 2024.docx 28 Based on the established Level of Service Standards outlined in Section 4.3, no substantial effects are identified as the Project adds less than 2 seconds of average vehicle delay. Therefore, improvements are not required under this analysis.

Appendix J contains the Long-Term (Horizon Year 2050) + Projects intersection analysis worksheets.

10.2.2 Intersection Queuing
Table 10–2 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 (H orizon Year 2050) with Project condition. As shown in Table 10–2, all Long-Term (Horizon Year 2050) + Project peak hour queues, with the addition of Project traffic, are contained within existing turn pockets.

Appendix K contains the Long-Term (Horizon Year 2050) + Project queuing analysis worksheets.

10.2.3 Segment Operations
Table 10–3 summarizes the street segment operations under Long-Term (Horizon Year 2050) + Project conditions. As shown in Table 10–3, with the addition of project traffic, all street segments are calculated to continue to operate at LOS B or better.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
N:\3703 - Woodward 46 Apartment\Report\LTA.3703 March 2024.docx 29 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

TABLE 10–1
LONG-TERM (HORIZON YEAR 2050) INTERSECTION OPERATIONS
Intersection Control
Type
Peak
Hour
Long-Term
(Horizon Year 2050)
Long-Term
(Horizon Year 2050) +
Project Δc Substantial
Effect?
Delay LOS Delay LOS

1. Woodward Street / Project
Driveway TWSCd
AM – – 11.7 B – No
PM – – 13.1 B – No

2. Mission Road / Pico Avenue Signal AM 49.3 D 49.4 D 0.1 No PM 35.3 D 35.5 D 0.2 No

3. Mission Road / Woodward
Street Signal
AM 101.3 F 101.5 F 0.2 No
PM 96.3 F 96.4 F 0.1 No

4. San Marcos Boulevard / Twin
Oaks Valley Road Signal
AM 71.4 E 72.5 E 1.1 No
PM 58.2 E 58.8 E 0.6 No

5. San Marcos Boulevard /
Rancheros Drive Signal
AM 36.6 D 37.1 D 0.5 No
PM 39.0 D 39.4 D 0.4 No
Footnotes:
a. Average delay expressed in seconds per vehicle.
b. Level of Service.
c. Δ denotes an increase in delay due to project.
d. TWSC – Two-Way Stop Controlled intersection.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
N:\3703 - Woodward 46 Apartment\Report\LTA.3703 March 2024.docx 30 TABLE 10–2
LONG-TERM (HORIZON YEAR 2050) INTERSECTION QUEUING
Intersection Movement Storage
(ft)
Peak
Hour
Long-Term
(Horizon Year
2050) without
Project
Long -Term
(Horizon Year
2050) + Project
Queue (ft) a Queue (ft) a

1. Woodward Street / Project
Driveway
SBL 50’ AM – 0
PM – 0
WBL 400’ AM – 42’
PM – 33’
WBR 400’ AM – 42’
PM – 33’
NBR 200’ AM – 0
PM – 0

3. Mission Road / Woodward
Street
SBL 240’ AM 183’ 217’
PM 81’ 82’
EBL 240’ AM 147’ 163’
PM 235’ 236’

4. San Marcos Boulevard /
Twin Oaks Valley Road WBL 270’ AM 217’ 220’
PM 243’ 244’

5. San Marcos Boulevard /
Rancheros Drive
WBL 270’ AM 264’ 266’
PM 188’ 195’
NBR 100’ AM 58’ 60’
PM 86’ 88’
Footnotes:
a. 95th percentile queue length.

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

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
N:\3703 - Woodward 46 Apartment\Report\LTA.3703 March 2024.docx 31 TABLE 10–3
LONG-TERM (HORIZON YEAR 2050) STREET SEGMENT OPERATIONS Street Segment Capacity
(LOS E)a
Long-Term
(Horizon Year 2050)
Long-Term
(Horizon Year 2050) + Project Δe Substantial
Effect ADTb LOS c V/Cd ADT LOS V/C
Mission Road
Pico Avenue to Woodward Street 40,000 12,310 A 0.308 12,347 A 0.309 0.001 No Woodward Street to Mission Villas Road 60,000 21,790 A 0.363 21,827 A 0.364 0.001 No San Marcos Boulevard
Rancheros Drive to Mission Road 40,000 17,380 B 0.435 17,656 B 0.441 0.006 No

Footnotes:
a. Capacities based on San Marcos Roadway Classification & LOS table (See Appendix B). b. Average Daily Traffic
c. Level of Service
d. Volume to Capacity ratio
e. Δ denotes a project-induced increase in the Volume to Capacity ratio

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
N:\3703 - Woodward 46 Apartment\Report\LTA.3703 March 2024.docx 32 11.0 SITE ACCESS, ON-SITE CIRCULATION, AND PARKING

11.1 Site Access
As described in Section 2.0 , the site access is pr oposed via one (1) full-access driveway to Woodward Street. The Project site is currently fronting a four-lane undivided roadway that primarily serves residents. As shown in Table 8–1 and Table 10–1 , the Project driveway is calculated to operate at LOS B during the AM and PM peak hour s. The following recommend ations with respect to the site access are noted:
 Access point shall provide driveway sight distance meeting City standards.  A 50-foot long southbound left-t urn pocket shall be provided on Woodward Street to allow for left-turn access to the Project site outside of the southbound through lane.

DRIVEWAY SIGHT DISTANCE
LLG performed a field survey (not an engineering survey) to determine whether or not the minimum required intersection sight distance s can be achieved for drivers tu rning left from Woodward Street.

Per the AASHTO Geometric Design of Highways and Street Manual, the point of observation for the review is offset 14.5 feet from the edge of the traveled way. The dr iver’s eyes are measured at 3.5 feet from the ground surface, and the object to be observed is also 3.5 feet from the ground. The location of the object to be observed is located in the middle of the travel lane.

Based on the proposed traffic contro l at the Project driveway, the a ppropriate sight distance formula would reflect the left-turn from the minor road w ith stop control and re present the appropriate constraint on drivers leaving th e Project site. The formula below has variables which are dependent on the design speed of the major road (V major) and expected maneuver time (t g) pertaining to each specific turning movement.

Per the above guidelines, the intersection distance for both left and right approaches of the minor leg need to be determined for vehicles turning left out of the Project driveway. As shown in Table 11–1, looking left from the driveway towards the northbound approach, the minimum required intersection sight distance is 383 feet, and l ooking right from the driveway towards the southbound approach the sight distance is 441 feet. Based on our field obse rvations, sight distance requirements are met for both northbound (383 feet) and southbound (441 feet) approaches.

Appendix L contains excerpts from AASHTO and a figure showing the results.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
N:\3703 - Woodward 46 Apartment\Report\LTA.3703 March 2024.docx 33 TABLE 11–1

SIGHT DISTANCE CALCULATIONS
Equation V majora Viewing Direction t gb ISD c
ISD = 1.47 Vmajor tg 40 mph
Traffic approaching
minor road from the
left

6.5 seconds 383 feet
Traffic approaching
minor road from the
right

7.5 seconds 441 feet
Footnotes:
a. Vmajor = design speed of major road (mph)
b. tg = time gap for minor road vehicle to enter the major road (s) c. ISD = intersection sight distance (length of the leg of sight triangle along the major road) (ft) General Notes:

1. Equation per AASHTO’s Case B – Intersections with stop control on the minor road (Section 9.5.3.2). Excerpt included in Appendix L.

11.2 On-Site Circulation
The Project will provide adequate on-site circ ulation 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 proposes a total of 46 condominium units. Per the City of San Marcos Municipal Code, Chapter 20.340, 108 parking spaces are required. A summary of the parking code requirements and calculations are shown in Table 11–2.

The project proposes to provide 108 parking sp aces. Therefore, the proj ect meets the parking requirements.

Appendix L contains excerpts from the City of San Marcos Municipal Code Parking Rate.

TABLE 11–2

CITY OF SAN MARCOS MUNICIPAL CODE PARKING REQUIREMENTS & CALCULATIONS Parking Code Land Use Required Off-Street Parking
Ratea
Project Quantity
(dwelling units)
Required
Parking
Residential Uses
Duplex 2 spaces / dwelli ng unit 46 3-bedroom 92
Guest 1 space / 3 dwelling unit 46 3-bedroom 16
Total Spaces 108
Footnotes:
a. Rates from the City of San Marcos Municipal Code, Chapter 20.340.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
N:\3703 - Woodward 46 Apartment\Report\LTA.3703 March 2024.docx 34 12.0 ACTIVE TRANSPORTATION REVIEW

12.1 Bicycle Network
Currently, the City of San Marcos provides Class II Bike Lanes on Mission Road, Twin Oaks Valley Road, Woodward Street and San Marcos Boulevard. Per the City of San Marcos Bicycle and Pedestrian Master Plan , there are no plans to add or alter bicycle facilities within the Project vicinity.

Figure 12–1 shows the existing bicycle network.

12.2 Pedestrian Network
Sidewalk connection is provided be tween the Project site and the San Marcos Civic Center Station and bus stops. Sidewalks are provided on both sides of the roadways except for the west side of Rancheros Drive, approximately 550-feet south from the Ranchero s Drive and Civic Center Drive intersection. Per the City of San Marcos Bicycl e and Pedestrian Master Plan , there are no plans to add or alter sidewalks within the Project vicinity.

Figure 12–2 shows the existing pedestrian network.

12.3 Transit Network
Transit service is provided to the area via Nort h County Transit District (NCTD). The nearest bus stop is located 1,000 feet south of th e Project site, just west of th e Mission Road / Woodward Street intersection. The San Marcos Civi c Center Station, which serves th e Sprinter, is located on the southwest corner of the Mission Road / Woodward Street intersection.

Bus Route 305 provides bus service to the area vi a Mission Road and South Santa Fe Avenue, connecting Escondido to Vista. During weekdays, headways are 30 minutes for the duration of the day. During weekends, headways are 30 minutes for the duration of the day.

Route 305 has one bus stop near th e project site located at the intersection of Mission Road and Woodward Street.

The SPRINTER runs between Escondido and Oceanside. There are fifteen (15) stops along this route. SPRINTER service provides thirty-four (34) daily trips on the weekdays with an additional six (6) trips on Friday nights. It al so provides twenty-five (25) daily weekend trips with an additional three (3) trips on Saturday nights.

Appendix M contains the bus route schedule and map.

RancherosDr
PicoAve
WoodwardSt
E Mission Rd
NTwinOaksValleyRd
E San Marcos Blvd
W Mission Rd
WSan Marcos Blvd
N
TwinOaksValleyRd
1 2
3 4
5 1
2 3
4 5
Time: 1:48 PM
Date: 2/1/2023
N:\3703\Figures
Bicycle Network
Figure 12-1
[
Woodward 46 Apartment Project
Project
Site
Existing Class II Bike lanes
RancherosDr
PicoAve
WoodwardSt
E Mission Rd
NTwinOaksValleyRd
E San Marcos Blvd
W Mission Rd
WSan Marcos Blvd
N
TwinOaksValleyRd
1 2
3 4
5 1
2 3
4 5
Time: 1:02 PM
Date: 2/1/2023
N:\3703\Figures
Existing Pedestrian Network
Figure 12-2
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Woodward 46 Apartment Project
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Proj Dwy W. Mission Rd
Woodward St
Rancheros Dr
N. Twin Oaks
Valley Rd
Pico Ave
San
Marcos Bl
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Study Intersection High Visibility Crosswalk
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LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
N:\3703 - Woodward 46 Apartment\Report\LTA.3703 March 2024.docx 37 13.0 CONCLUSIONS
The Project proposes to construct 46 condominium units east of W oodward Street, north of Mission Road and south of Vineyard Road.

LOCAL TRANSPORTATION ANALYSIS
The study area intersections are calculated to oper ate acceptably at LOS D or better during the AM and PM peak hours under the Existing, Near-Term (In terim Year 2026) without and with Project, and Long-Term (Horizon Year 2050) without and w ith Project scenarios with exception to the following intersections:
 Mission Road / Woodward Street (San Marcos Boulevard) – LOS F during the AM and PM peak hours
 San Marcos Boulevard / Twin Oaks Valley Road – LOS E during the AM and PM peak hours
Based on the established Level of Service Standards outlined in Section 4.3, no substantial effects are identified as the Project adds less than 2 seconds of average vehicle delay. Therefore, improvements are not required under this analysis.

The study area street segments ar e calculated to operate acceptabl y at LOS B or better under the Existing, Near-Term (Interim Year 2026) without and with Projec t, and Long-Term (Horizon Year 2050) without and with Project scenarios.

PROJECT ACCESS
Site access is proposed via one (1 ) full-access driveway to Woodwar d Street. The Project site is currently fronting a four-lane undivided roadway th at primarily serves residents. As shown in Table 8–1 and Table 10–1, the Project driveway is calculated to operate at LOS B during the AM and PM peak hours. The following recommendations with respect to the site access are noted:
 Access point shall provide adequate driveway sight distance.  A 50-foot southbound left-turn pocket shall be provided on Woodward Street to allow for left-turn access to the Project site outside of the southbound through lane.

TECHNICAL APPENDICES
WOODWARD 46 APARTMENT PROJECT
San Marcos, California
March 27, 2024

LLG Ref. 3-22-3703

LI NS COTT
LAW &

GREENSPAN
engineers
Linscott, Law &
Greenspan, Engineers
4542 Ruffner Street
Suite 100
San Diego, CA 92111
858.300.8800 T
858.300.8810 F
www.llgengineers.com

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
N:\3703 - Woodward 46 Apartment\Report\Appendices\Appendix.3703.doc

APPENDICES

APPENDIX
A. Intersection and Street Segment Manual Count Sheets
B. City of San Marcos Roadway Classification Table
C. Existing Intersection Analysis Worksheets
D. Near-Term (Interim Year 2026) Intersection Analysis Worksheets E. Near-Term (Interim Year 2026) Queuing Analysis Worksheets F. Near-Term (Interim Year 2026) + Project Intersection Analysis Worksheets G. Near-Term (Interim Year 2026) + Project Queuing Analysis Worksheets H. Long-Term (Horizon Year 2050) Intersection Analysis Worksheets I. Long-Term (Horizon Year 2050) Queuing Analysis Worksheets J. Long-Term (Horizon Year 2050) + Project Intersection Analysis Worksheets K. Long-Term (Horizon Year 2050) + Project Queuing Analysis Worksheets L. Excerpts from the City of San Marcos Municipal Code Parking Rate and AASHTO sight distance
M. Bus Route Schedule and Map

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
N:\3703 - Woodward 46 Apartment\Report\Appendices\Appendix.3703.doc

APPENDIX A

INTERSECTION AND STREET SEGMENT MANUAL COUNT
SHEETS
File Name : 01_SNM_Pico_Miss AM
Site Code : 05723047
Start Date : 1/12/2023
Page No : 1
City of San Marcos
N/S: Pico Avenue
E/W: Mission Road
Weather: Clear
Groups Printed- Total Volume
Pico Avenue
Southbound
Mission Road
Westbound
Pico Avenue
Northbound
Mission Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 5 5 5 15 15 73 0 88 6 3 17 26 2 49 11 62 191
07:15 AM 7 11 0 18 18 95 1 114 12 4 18 34 0 73 9 82 248 07:30 AM 6 5 1 12 16 111 1 128 21 2 28 51 1 99 21 121 312 07:45 AM 13 16 1 30 45 145 2 192 13 3 28 44 2 125 17 144 410 Total 31 37 7 75 94 424 4 522 52 12 91 155 5 346 58 409 1161 08:00 AM 24 24 1 49 70 182 2 254 14 9 26 49 3 98 12 113 465 08:15 AM 11 20 0 31 50 145 0 195 12 11 22 45 2 88 22 112 383 08:30 AM 3 9 1 13 34 126 0 160 14 7 7 28 2 59 15 76 277 08:45 AM 2 17 2 21 12 96 1 109 5 10 11 26 1 60 13 74 230 Total 40 70 4 114 166 549 3 718 45 37 66 148 8 305 62 375 1355 Grand Total 71 107 11 189 260 973 7 1240 97 49 157 303 13 651 120 784 2516 Apprch % 37.6 56.6 5.8 21 78.5 0.6 32 16.2 51.8 1.7 83 15.3 Total % 2.8 4.3 0.4 7.5 10.3 38.7 0.3 49.3 3.9 1.9 6.2 12 0.5 25.9 4.8 31.2 Pico Avenue
Southbound
Mission Road
Westbound
Pico Avenue
Northbound
Mission Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 6 5 1 12 16 111 1 128 21 2 28 51 1 99 21 121 312 07:45 AM 13 16 1 30 45 145 2 192 13 3 28 44 2 125 17 144 410 08:00 AM 24 24 1 49 70 182 2 254 14 9 26 49 3 98 12 113 465 08:15 AM 11 20 0 31 50 145 0 195 12 11 22 45 2 88 22 112 383 Total Volume 54 65 3 122 181 583 5 769 60 25 104 189 8 410 72 490 1570 % App. Total 44.3 53.3 2.5 23.5 75.8 0.7 31.7 13.2 55 1.6 83.7 14.7 PHF .563 .677 .750 .622 .646 .801 .625 .757 .714 .568 .929 .926 .667 .820 .818 .851 .844 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 01_SNM_Pico_Miss AM
Site Code : 05723047
Start Date : 1/12/2023
Page No : 2
City of San Marcos
N/S: Pico Avenue
E/W: Mission Road
Weather: Clear
Pico Avenue
Mission Road
Mission Road
Pico Avenue
Right
3 Thru
65 Left
54 InOut Total
38 122 160
Right
5 Thru
583
Left
181
OutTotal In
568 769 1337
Left
60 Thru
25 Right
104
Out TotalIn
318 189 507
Left
8 Thru
410
Right
72 TotalOut In
646 490 1136
Peak Hour Begins at 07:30 AM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:45 AM 07:45 AM 07:30 AM 07:30 AM
+0 mins. 13 16 1 30 45 145 2 192 21 2 28 51 1 99 21 121 +15 mins. 24 24 1 49 70 182 2 254 13 3 28 44 2 125 17 144 +30 mins. 11 20 0 31 50 145 0 195 14 9 26 49 3 98 12 113 +45 mins. 3 9 1 13 34 126 0 160 12 11 22 45 2 88 22 112 Total Volume 51 69 3 123 199 598 4 801 60 25 104 189 8 410 72 490 % App. Total 41.5 56.1 2.4 24.8 74.7 0.5 31.7 13.2 55 1.6 83.7 14.7 PHF .531 .719 .750 .628 .711 .821 .500 .788 .714 .568 .929 .926 .667 .820 .818 .851 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
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File Name : 01_SNM_Pico_Miss PM
Site Code : 05723047
Start Date : 1/12/2023
Page No : 1
City of San Marcos
N/S: Pico Avenue
E/W: Mission Road
Weather: Clear
Groups Printed- Total Volume
Pico Avenue
Southbound
Mission Road
Westbound
Pico Avenue
Northbound
Mission Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 7 9 2 18 28 86 1 115 15 13 24 52 3 235 25 263 448 04:15 PM 2 14 1 17 23 104 2 129 13 15 16 44 8 220 28 256 446 04:30 PM 2 8 0 10 19 100 2 121 19 13 32 64 7 221 15 243 438 04:45 PM 3 23 2 28 32 107 2 141 19 9 19 47 2 201 29 232 448 Total 14 54 5 73 102 397 7 506 66 50 91 207 20 877 97 994 1780 05:00 PM 7 15 1 23 25 120 1 146 16 15 36 67 3 233 30 266 502 05:15 PM 4 9 7 20 27 112 0 139 16 13 19 48 9 226 27 262 469 05:30 PM 3 8 0 11 22 101 2 125 15 12 27 54 3 185 25 213 403 05:45 PM 4 15 2 21 28 79 0 107 23 4 22 49 3 175 20 198 375 Total 18 47 10 75 102 412 3 517 70 44 104 218 18 819 102 939 1749 Grand Total 32 101 15 148 204 809 10 1023 136 94 195 425 38 1696 199 1933 3529 Apprch % 21.6 68.2 10.1 19.9 79.1 1 32 22.1 45.9 2 87.7 10.3 Total % 0.9 2.9 0.4 4.2 5.8 22.9 0.3 29 3.9 2.7 5.5 12 1.1 48.1 5.6 54.8 Pico Avenue
Southbound
Mission Road
Westbound
Pico Avenue
Northbound
Mission Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 2 8 0 10 19 100 2 121 19 13 32 64 7 221 15 243 438 04:45 PM 3 23 2 28 32 107 2 141 19 9 19 47 2 201 29 232 448 05:00 PM 7 15 1 23 25 120 1 146 16 15 36 67 3 233 30 266 502 05:15 PM 4 9 7 20 27 112 0 139 16 13 19 48 9 226 27 262 469 Total Volume 16 55 10 81 103 439 5 547 70 50 106 226 21 881 101 1003 1857 % App. Total 19.8 67.9 12.3 18.8 80.3 0.9 31 22.1 46.9 2.1 87.8 10.1 PHF .571 .598 .357 .723 .805 .915 .625 .937 .921 .833 .736 .843 .583 .945 .842 .943 .925 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 01_SNM_Pico_Miss PM
Site Code : 05723047
Start Date : 1/12/2023
Page No : 2
City of San Marcos
N/S: Pico Avenue
E/W: Mission Road
Weather: Clear
Pico Avenue
Mission Road
Mission Road
Pico Avenue
Right
10 Thru
55 Left
16 InOut Total
76 81 157
Right
5 Thru
439
Left
103
OutTotal In
1003 547 1550
Left
70 Thru
50 Right
106
Out TotalIn
259 226 485
Left
21 Thru
881
Right
101
TotalOut In
519 1003 1522
Peak Hour Begins at 04:30 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:45 PM 04:45 PM 04:30 PM 04:30 PM
+0 mins. 3 23 2 28 32 107 2 141 19 13 32 64 7 221 15 243 +15 mins. 7 15 1 23 25 120 1 146 19 9 19 47 2 201 29 232 +30 mins. 4 9 7 20 27 112 0 139 16 15 36 67 3 233 30 266 +45 mins. 3 8 0 11 22 101 2 125 16 13 19 48 9 226 27 262 Total Volume 17 55 10 82 106 440 5 551 70 50 106 226 21 881 101 1003 % App. Total 20.7 67.1 12.2 19.2 79.9 0.9 31 22.1 46.9 2.1 87.8 10.1 PHF .607 .598 .357 .732 .828 .917 .625 .943 .921 .833 .736 .843 .583 .945 .842 .943 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
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File Name : 02_SNM_San M_Miss AM
Site Code : 05723047
Start Date : 1/12/2023
Page No : 1
City of San Marcos
N/S: Woodward St/San Marcos Boulevard
E/W: Mission Road
Weather: Clear
Groups Printed- Total Volume
Woodward Street
Southbound
Mission Road
Westbound
San Marcos Boulevard
Northbound
Mission Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 6 71 8 85 50 67 3 120 0 12 50 62 2 50 2 54 321 07:15 AM 11 58 15 84 117 83 4 204 0 20 80 100 4 71 8 83 471 07:30 AM 7 78 10 95 85 105 5 195 1 21 98 120 2 106 2 110 520 07:45 AM 13 78 17 108 160 193 17 370 4 12 136 152 7 145 12 164 794 Total 37 285 50 372 412 448 29 889 5 65 364 434 15 372 24 411 2106 08:00 AM 16 64 23 103 131 206 33 370 2 9 131 142 8 131 10 149 764 08:15 AM 6 61 9 76 192 193 19 404 9 15 117 141 8 94 12 114 735 08:30 AM 3 57 12 72 99 109 14 222 1 17 77 95 5 44 9 58 447 08:45 AM 0 47 10 57 71 85 9 165 4 14 48 66 5 42 15 62 350 Total 25 229 54 308 493 593 75 1161 16 55 373 444 26 311 46 383 2296 Grand Total 62 514 104 680 905 1041 104 2050 21 120 737 878 41 683 70 794 4402 Apprch % 9.1 75.6 15.3 44.1 50.8 5.1 2.4 13.7 83.9 5.2 86 8.8 Total % 1.4 11.7 2.4 15.4 20.6 23.6 2.4 46.6 0.5 2.7 16.7 19.9 0.9 15.5 1.6 18 Woodward Street
Southbound
Mission Road
Westbound
San Marcos Boulevard
Northbound
Mission Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 7 78 10 95 85 105 5 195 1 21 98 120 2 106 2 110 520 07:45 AM 13 78 17 108 160 193 17 370 4 12 136 152 7 145 12 164 794 08:00 AM 16 64 23 103 131 206 33 370 2 9 131 142 8 131 10 149 764 08:15 AM 6 61 9 76 192 193 19 404 9 15 117 141 8 94 12 114 735 Total Volume 42 281 59 382 568 697 74 1339 16 57 482 555 25 476 36 537 2813 % App. Total 11 73.6 15.4 42.4 52.1 5.5 2.9 10.3 86.8 4.7 88.6 6.7 PHF .656 .901 .641 .884 .740 .846 .561 .829 .444 .679 .886 .913 .781 .821 .750 .819 .886 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 02_SNM_San M_Miss AM
Site Code : 05723047
Start Date : 1/12/2023
Page No : 2
City of San Marcos
N/S: Woodward St/San Marcos Boulevard
E/W: Mission Road
Weather: Clear
Woodward Street
Mission Road
Mission Road
San Marcos Boulevard
Right
59 Thru
281
Left
42 InOut Total
156 382 538
Right
74 Thru
697
Left
568
OutTotal In
1000 1339 2339
Left
16 Thru
57 Right
482
Out TotalIn
885 555 1440
Left
25 Thru
476
Right
36 TotalOut In
772 537 1309
Peak Hour Begins at 07:30 AM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:45 AM 07:30 AM 07:30 AM
+0 mins. 11 58 15 84 160 193 17 370 1 21 98 120 2 106 2 110 +15 mins. 7 78 10 95 131 206 33 370 4 12 136 152 7 145 12 164 +30 mins. 13 78 17 108 192 193 19 404 2 9 131 142 8 131 10 149 +45 mins. 16 64 23 103 99 109 14 222 9 15 117 141 8 94 12 114 Total Volume 47 278 65 390 582 701 83 1366 16 57 482 555 25 476 36 537 % App. Total 12.1 71.3 16.7 42.6 51.3 6.1 2.9 10.3 86.8 4.7 88.6 6.7 PHF .734 .891 .707 .903 .758 .851 .629 .845 .444 .679 .886 .913 .781 .821 .750 .819 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
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File Name : 02_SNM_San M_Miss PM
Site Code : 05723047
Start Date : 1/12/2023
Page No : 1
City of San Marcos
N/S: Woodward St/San Marcos Boulevard
E/W: Mission Road
Weather: Clear
Groups Printed- Total Volume
Woodward Street
Southbound
Mission Road
Westbound
San Marcos Boulevard
Northbound
Mission Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 4 31 6 41 63 98 19 180 5 35 105 145 36 172 9 217 583 04:15 PM 9 40 11 60 68 111 13 192 17 60 140 217 20 180 12 212 681 04:30 PM 5 30 7 42 75 107 15 197 17 41 123 181 25 211 14 250 670 04:45 PM 1 56 17 74 83 104 14 201 10 43 141 194 34 155 13 202 671 Total 19 157 41 217 289 420 61 770 49 179 509 737 115 718 48 881 2605 05:00 PM 7 34 9 50 69 124 18 211 13 65 124 202 17 234 13 264 727 05:15 PM 4 31 16 51 70 100 11 181 10 41 145 196 28 200 6 234 662 05:30 PM 5 26 14 45 73 104 22 199 13 48 97 158 28 150 4 182 584 05:45 PM 6 21 13 40 62 93 11 166 12 41 115 168 26 145 14 185 559 Total 22 112 52 186 274 421 62 757 48 195 481 724 99 729 37 865 2532 Grand Total 41 269 93 403 563 841 123 1527 97 374 990 1461 214 1447 85 1746 5137 Apprch % 10.2 66.7 23.1 36.9 55.1 8.1 6.6 25.6 67.8 12.3 82.9 4.9 Total % 0.8 5.2 1.8 7.8 11 16.4 2.4 29.7 1.9 7.3 19.3 28.4 4.2 28.2 1.7 34 Woodward Street
Southbound
Mission Road
Westbound
San Marcos Boulevard
Northbound
Mission Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM
04:15 PM 9 40 11 60 68 111 13 192 17 60 140 217 20 180 12 212 681 04:30 PM 5 30 7 42 75 107 15 197 17 41 123 181 25 211 14 250 670 04:45 PM 1 56 17 74 83 104 14 201 10 43 141 194 34 155 13 202 671 05:00 PM 7 34 9 50 69 124 18 211 13 65 124 202 17 234 13 264 727 Total Volume 22 160 44 226 295 446 60 801 57 209 528 794 96 780 52 928 2749 % App. Total 9.7 70.8 19.5 36.8 55.7 7.5 7.2 26.3 66.5 10.3 84.1 5.6 PHF .611 .714 .647 .764 .889 .899 .833 .949 .838 .804 .936 .915 .706 .833 .929 .879 .945 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 02_SNM_San M_Miss PM
Site Code : 05723047
Start Date : 1/12/2023
Page No : 2
City of San Marcos
N/S: Woodward St/San Marcos Boulevard
E/W: Mission Road
Weather: Clear
Woodward Street
Mission Road
Mission Road
San Marcos Boulevard
Right
44 Thru
160
Left
22 InOut Total
365 226 591
Right
60 Thru
446
Left
295
OutTotal In
1330 801 2131
Left
57 Thru
209
Right
528
Out TotalIn
507 794 1301
Left
96 Thru
780
Right
52 TotalOut In
547 928 1475
Peak Hour Begins at 04:15 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:15 PM 04:15 PM 04:15 PM 04:30 PM
+0 mins. 9 40 11 60 68 111 13 192 17 60 140 217 25 211 14 250 +15 mins. 5 30 7 42 75 107 15 197 17 41 123 181 34 155 13 202 +30 mins. 1 56 17 74 83 104 14 201 10 43 141 194 17 234 13 264 +45 mins. 7 34 9 50 69 124 18 211 13 65 124 202 28 200 6 234 Total Volume 22 160 44 226 295 446 60 801 57 209 528 794 104 800 46 950 % App. Total 9.7 70.8 19.5 36.8 55.7 7.5 7.2 26.3 66.5 10.9 84.2 4.8 PHF .611 .714 .647 .764 .889 .899 .833 .949 .838 .804 .936 .915 .765 .855 .821 .900 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
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File Name : 03_SNM_TOV_San M AM
Site Code : 05723047
Start Date : 1/12/2023
Page No : 1
City of San Marcos
N/S: Twin Oaks Valley Road
E/W: San Marcos Boulevard
Weather: Clear
Groups Printed- Total Volume
Twin Oaks Valley Road
Southbound
San Marcos Boulevard
Westbound
Twin Oaks Valley Road
Northbound
San Marcos Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 10 182 68 260 67 53 3 123 20 95 54 169 29 44 42 115 667 07:15 AM 21 164 56 241 85 94 4 183 29 70 80 179 42 66 56 164 767 07:30 AM 21 177 63 261 80 95 7 182 39 95 96 230 38 72 76 186 859 07:45 AM 27 170 66 263 104 103 6 213 49 82 123 254 36 106 79 221 951 Total 79 693 253 1025 336 345 20 701 137 342 353 832 145 288 253 686 3244 08:00 AM 22 173 60 255 108 93 6 207 39 113 131 283 33 81 52 166 911 08:15 AM 21 185 60 266 113 110 6 229 54 133 96 283 30 71 65 166 944 08:30 AM 17 143 68 228 98 76 7 181 50 115 84 249 40 83 72 195 853 08:45 AM 31 148 61 240 63 65 4 132 40 106 60 206 23 64 48 135 713 Total 91 649 249 989 382 344 23 749 183 467 371 1021 126 299 237 662 3421 Grand Total 170 1342 502 2014 718 689 43 1450 320 809 724 1853 271 587 490 1348 6665 Apprch % 8.4 66.6 24.9 49.5 47.5 3 17.3 43.7 39.1 20.1 43.5 36.4 Total % 2.6 20.1 7.5 30.2 10.8 10.3 0.6 21.8 4.8 12.1 10.9 27.8 4.1 8.8 7.4 20.2 Twin Oaks Valley Road
Southbound
San Marcos Boulevard
Westbound
Twin Oaks Valley Road
Northbound
San Marcos Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 21 177 63 261 80 95 7 182 39 95 96 230 38 72 76 186 859 07:45 AM 27 170 66 263 104 103 6 213 49 82 123 254 36 106 79 221 951 08:00 AM 22 173 60 255 108 93 6 207 39 113 131 283 33 81 52 166 911 08:15 AM 21 185 60 266 113 110 6 229 54 133 96 283 30 71 65 166 944 Total Volume 91 705 249 1045 405 401 25 831 181 423 446 1050 137 330 272 739 3665 % App. Total 8.7 67.5 23.8 48.7 48.3 3 17.2 40.3 42.5 18.5 44.7 36.8 PHF .843 .953 .943 .982 .896 .911 .893 .907 .838 .795 .851 .928 .901 .778 .861 .836 .963 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 03_SNM_TOV_San M AM
Site Code : 05723047
Start Date : 1/12/2023
Page No : 2
City of San Marcos
N/S: Twin Oaks Valley Road
E/W: San Marcos Boulevard
Weather: Clear
Twin Oaks Valley Road
San Marcos Boulevard
San Marcos Boulevard
Twin Oaks Valley Road
Right
249
Thru
705
Left
91 InOut Total
585 1045 1630
Right
25 Thru
401
Left
405
OutTotal In
867 831 1698
Left
181
Thru
423
Right
446
Out TotalIn
1382 1050 2432
Left
137
Thru
330
Right
272
TotalOut In
831 739 1570
Peak Hour Begins at 07:30 AM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM 07:30 AM 07:45 AM 07:45 AM
+0 mins. 21 177 63 261 80 95 7 182 49 82 123 254 36 106 79 221 +15 mins. 27 170 66 263 104 103 6 213 39 113 131 283 33 81 52 166 +30 mins. 22 173 60 255 108 93 6 207 54 133 96 283 30 71 65 166 +45 mins. 21 185 60 266 113 110 6 229 50 115 84 249 40 83 72 195 Total Volume 91 705 249 1045 405 401 25 831 192 443 434 1069 139 341 268 748 % App. Total 8.7 67.5 23.8 48.7 48.3 3 18 41.4 40.6 18.6 45.6 35.8 PHF .843 .953 .943 .982 .896 .911 .893 .907 .889 .833 .828 .944 .869 .804 .848 .846 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
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File Name : 03_SNM_TOV_San M PM
Site Code : 05723047
Start Date : 1/12/2023
Page No : 1
City of San Marcos
N/S: Twin Oaks Valley Road
E/W: San Marcos Boulevard
Weather: Clear
Groups Printed- Total Volume
Twin Oaks Valley Road
Southbound
San Marcos Boulevard
Westbound
Twin Oaks Valley Road
Northbound
San Marcos Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 28 138 65 231 61 90 22 173 73 141 68 282 91 141 86 318 1004 04:15 PM 18 151 63 232 54 81 16 151 52 137 66 255 82 150 75 307 945 04:30 PM 17 122 52 191 75 118 17 210 71 137 68 276 82 157 60 299 976 04:45 PM 27 120 52 199 72 96 21 189 66 161 67 294 76 145 83 304 986 Total 90 531 232 853 262 385 76 723 262 576 269 1107 331 593 304 1228 3911 05:00 PM 22 157 61 240 80 115 17 212 55 146 80 281 69 148 94 311 1044 05:15 PM 29 108 61 198 55 98 20 173 63 150 67 280 75 149 67 291 942 05:30 PM 13 132 54 199 60 77 11 148 76 154 50 280 76 127 69 272 899 05:45 PM 22 122 53 197 43 78 8 129 69 143 66 278 60 134 66 260 864 Total 86 519 229 834 238 368 56 662 263 593 263 1119 280 558 296 1134 3749 Grand Total 176 1050 461 1687 500 753 132 1385 525 1169 532 2226 611 1151 600 2362 7660 Apprch % 10.4 62.2 27.3 36.1 54.4 9.5 23.6 52.5 23.9 25.9 48.7 25.4 Total % 2.3 13.7 6 22 6.5 9.8 1.7 18.1 6.9 15.3 6.9 29.1 8 15 7.8 30.8 Twin Oaks Valley Road
Southbound
San Marcos Boulevard
Westbound
Twin Oaks Valley Road
Northbound
San Marcos Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM
04:15 PM 18 151 63 232 54 81 16 151 52 137 66 255 82 150 75 307 945 04:30 PM 17 122 52 191 75 118 17 210 71 137 68 276 82 157 60 299 976 04:45 PM 27 120 52 199 72 96 21 189 66 161 67 294 76 145 83 304 986 05:00 PM 22 157 61 240 80 115 17 212 55 146 80 281 69 148 94 311 1044 Total Volume 84 550 228 862 281 410 71 762 244 581 281 1106 309 600 312 1221 3951 % App. Total 9.7 63.8 26.5 36.9 53.8 9.3 22.1 52.5 25.4 25.3 49.1 25.6 PHF .778 .876 .905 .898 .878 .869 .845 .899 .859 .902 .878 .940 .942 .955 .830 .982 .946 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 03_SNM_TOV_San M PM
Site Code : 05723047
Start Date : 1/12/2023
Page No : 2
City of San Marcos
N/S: Twin Oaks Valley Road
E/W: San Marcos Boulevard
Weather: Clear
Twin Oaks Valley Road
San Marcos Boulevard
San Marcos Boulevard
Twin Oaks Valley Road
Right
228
Thru
550
Left
84 InOut Total
961 862 1823
Right
71 Thru
410
Left
281
OutTotal In
965 762 1727
Left
244
Thru
581
Right
281
Out TotalIn
1143 1106 2249
Left
309
Thru
600
Right
312
TotalOut In
882 1221 2103
Peak Hour Begins at 04:15 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:15 PM 04:30 PM 04:45 PM 04:00 PM
+0 mins. 18 151 63 232 75 118 17 210 66 161 67 294 91 141 86 318 +15 mins. 17 122 52 191 72 96 21 189 55 146 80 281 82 150 75 307 +30 mins. 27 120 52 199 80 115 17 212 63 150 67 280 82 157 60 299 +45 mins. 22 157 61 240 55 98 20 173 76 154 50 280 76 145 83 304 Total Volume 84 550 228 862 282 427 75 784 260 611 264 1135 331 593 304 1228 % App. Total 9.7 63.8 26.5 36 54.5 9.6 22.9 53.8 23.3 27 48.3 24.8 PHF .778 .876 .905 .898 .881 .905 .893 .925 .855 .949 .825 .965 .909 .944 .884 .965 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
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File Name : 04_SNM_Ran_San M AM
Site Code : 05723047
Start Date : 1/12/2023
Page No : 1
City of San Marcos
N/S: Rancheros Drive
E/W: San Marcos Boulevard
Weather: Clear
Groups Printed- Total Volume
Rancheros Drive
Southbound
San Marcos Boulevard
Westbound
Rancheros Drive
Northbound
San Marcos Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 2 2 7 111 0 118 16 0 9 25 1 69 40 110 255
07:15 AM 0 0 0 0 19 154 0 173 15 0 13 28 5 101 65 171 372 07:30 AM 0 0 2 2 13 150 0 163 28 0 7 35 5 116 71 192 392 07:45 AM 1 0 0 1 38 209 0 247 25 0 7 32 6 147 89 242 522 Total 1 0 4 5 77 624 0 701 84 0 36 120 17 433 265 715 1541 08:00 AM 2 1 0 3 36 165 1 202 24 1 12 37 5 175 55 235 477 08:15 AM 0 0 1 1 33 209 0 242 38 0 16 54 8 120 69 197 494 08:30 AM 0 0 0 0 32 127 0 159 28 2 8 38 11 97 78 186 383 08:45 AM 1 1 0 2 38 102 0 140 34 1 9 44 10 75 72 157 343 Total 3 2 1 6 139 603 1 743 124 4 45 173 34 467 274 775 1697 Grand Total 4 2 5 11 216 1227 1 1444 208 4 81 293 51 900 539 1490 3238 Apprch % 36.4 18.2 45.5 15 85 0.1 71 1.4 27.6 3.4 60.4 36.2 Total % 0.1 0.1 0.2 0.3 6.7 37.9 0 44.6 6.4 0.1 2.5 9 1.6 27.8 16.6 46 Rancheros Drive
Southbound
San Marcos Boulevard
Westbound
Rancheros Drive
Northbound
San Marcos Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 0 0 2 2 13 150 0 163 28 0 7 35 5 116 71 192 392 07:45 AM 1 0 0 1 38 209 0 247 25 0 7 32 6 147 89 242 522 08:00 AM 2 1 0 3 36 165 1 202 24 1 12 37 5 175 55 235 477 08:15 AM 0 0 1 1 33 209 0 242 38 0 16 54 8 120 69 197 494 Total Volume 3 1 3 7 120 733 1 854 115 1 42 158 24 558 284 866 1885 % App. Total 42.9 14.3 42.9 14.1 85.8 0.1 72.8 0.6 26.6 2.8 64.4 32.8 PHF .375 .250 .375 .583 .789 .877 .250 .864 .757 .250 .656 .731 .750 .797 .798 .895 .903 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 04_SNM_Ran_San M AM
Site Code : 05723047
Start Date : 1/12/2023
Page No : 2
City of San Marcos
N/S: Rancheros Drive
E/W: San Marcos Boulevard
Weather: Clear
Rancheros Drive
San Marcos Boulevard
San Marcos Boulevard
Rancheros Drive
Right
3 Thru
1 Left
3 InOut Total
26 7 33
Right
1 Thru
733
Left
120
OutTotal In
603 854 1457
Left
115
Thru
1 Right
42 Out TotalIn
405 158 563
Left
24 Thru
558
Right
284
TotalOut In
851 866 1717
Peak Hour Begins at 07:30 AM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM 07:30 AM 08:00 AM 07:30 AM
+0 mins. 0 0 2 2 13 150 0 163 24 1 12 37 5 116 71 192
+15 mins. 1 0 0 1 38 209 0 247 38 0 16 54 6 147 89 242
+30 mins. 2 1 0 3 36 165 1 202 28 2 8 38 5 175 55 235
+45 mins. 0 0 1 1 33 209 0 242 34 1 9 44 8 120 69 197
Total Volume 3 1 3 7 120 733 1 854 124 4 45 173 24 558 284 866 % App. Total 42.9 14.3 42.9 14.1 85.8 0.1 71.7 2.3 26 2.8 64.4 32.8 PHF .375 .250 .375 .583 .789 .877 .250 .864 .816 .500 .703 .801 .750 .797 .798 .895 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
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File Name : 04_SNM_Ran_San M PM
Site Code : 05723047
Start Date : 1/12/2023
Page No : 1
City of San Marcos
N/S: Rancheros Drive
E/W: San Marcos Boulevard
Weather: Clear
Groups Printed- Total Volume
Rancheros Drive
Southbound
San Marcos Boulevard
Westbound
Rancheros Drive
Northbound
San Marcos Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 3 2 5 10 25 82 1 108 76 0 19 95 7 153 79 239 452 04:15 PM 1 0 4 5 23 88 0 111 61 0 25 86 4 172 57 233 435 04:30 PM 2 2 5 9 30 104 0 134 84 1 28 113 3 189 56 248 504 04:45 PM 1 1 3 5 39 109 0 148 74 1 26 101 3 164 72 239 493 Total 7 5 17 29 117 383 1 501 295 2 98 395 17 678 264 959 1884 05:00 PM 4 0 3 7 26 76 0 102 102 0 27 129 4 185 49 238 476 05:15 PM 3 1 2 6 15 90 0 105 85 0 9 94 5 190 52 247 452 05:30 PM 2 1 2 5 22 85 0 107 54 1 18 73 2 126 45 173 358 05:45 PM 4 1 2 7 24 63 1 88 47 1 18 66 3 133 68 204 365 Total 13 3 9 25 87 314 1 402 288 2 72 362 14 634 214 862 1651 Grand Total 20 8 26 54 204 697 2 903 583 4 170 757 31 1312 478 1821 3535 Apprch % 37 14.8 48.1 22.6 77.2 0.2 77 0.5 22.5 1.7 72 26.2 Total % 0.6 0.2 0.7 1.5 5.8 19.7 0.1 25.5 16.5 0.1 4.8 21.4 0.9 37.1 13.5 51.5 Rancheros Drive
Southbound
San Marcos Boulevard
Westbound
Rancheros Drive
Northbound
San Marcos Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 2 2 5 9 30 104 0 134 84 1 28 113 3 189 56 248 504 04:45 PM 1 1 3 5 39 109 0 148 74 1 26 101 3 164 72 239 493 05:00 PM 4 0 3 7 26 76 0 102 102 0 27 129 4 185 49 238 476 05:15 PM 3 1 2 6 15 90 0 105 85 0 9 94 5 190 52 247 452 Total Volume 10 4 13 27 110 379 0 489 345 2 90 437 15 728 229 972 1925 % App. Total 37 14.8 48.1 22.5 77.5 0 78.9 0.5 20.6 1.5 74.9 23.6 PHF .625 .500 .650 .750 .705 .869 .000 .826 .846 .500 .804 .847 .750 .958 .795 .980 .955 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 04_SNM_Ran_San M PM
Site Code : 05723047
Start Date : 1/12/2023
Page No : 2
City of San Marcos
N/S: Rancheros Drive
E/W: San Marcos Boulevard
Weather: Clear
Rancheros Drive
San Marcos Boulevard
San Marcos Boulevard
Rancheros Drive
Right
13 Thru
4 Left
10 InOut Total
17 27 44
Right
0 Thru
379
Left
110
OutTotal In
828 489 1317
Left
345
Thru
2 Right
90 Out TotalIn
343 437 780
Left
15 Thru
728
Right
229
TotalOut In
737 972 1709
Peak Hour Begins at 04:30 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 04:00 PM 04:30 PM 04:30 PM
+0 mins. 3 2 5 10 25 82 1 108 84 1 28 113 3 189 56 248
+15 mins. 1 0 4 5 23 88 0 111 74 1 26 101 3 164 72 239
+30 mins. 2 2 5 9 30 104 0 134 102 0 27 129 4 185 49 238 +45 mins. 1 1 3 5 39 109 0 148 85 0 9 94 5 190 52 247
Total Volume 7 5 17 29 117 383 1 501 345 2 90 437 15 728 229 972 % App. Total 24.1 17.2 58.6 23.4 76.4 0.2 78.9 0.5 20.6 1.5 74.9 23.6 PHF .583 .625 .850 .725 .750 .878 .250 .846 .846 .500 .804 .847 .750 .958 .795 .980 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
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City of San Marcos
Mission Road
B/ Twin Oaks Valley Rd Overpass - San Marcos Blvd
24 Hour Directional Volume Count

SNM001
Site Code: 057-23047

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]

Start 1/12/23 Eastbound Hour Totals Westbound Hour Totals Combined Totals Time Thu Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 5 58 2 53
12:15 6 57 6 60
12:30 7 62 5 68
12:45 3 51 21 228 3 103 16 284 37 512
01:00 3 69 4 63
01:15 3 84 3 76
01:30 4 61 5 71
01:45 3 67 13 281 3 66 15 276 28 557
02:00 2 81 4 68
02:15 2 107 3 66
02:30 3 117 2 65
02:45 1 174 8 479 5 74 14 273 22 752
03:00 0 180 3 104
03:15 3 223 4 96
03:30 3 201 0 245
03:45 2 200 8 804 2 177 9 622 17 1426
04:00 3 217 8 121
04:15 2 216 12 127
04:30 3 248 15 121
04:45 10 212 18 893 10 153 45 522 63 1415
05:00 5 254 9 109
05:15 9 238 20 143
05:30 13 183 21 171
05:45 19 185 46 860 25 161 75 584 121 1444
06:00 19 141 35 116
06:15 25 105 40 76
06:30 29 54 49 63
06:45 59 55 132 355 97 57 221 312 353 667
07:00 62 53 81 41
07:15 81 35 99 43
07:30 126 34 127 42
07:45 155 42 424 164 205 48 512 174 936 338
08:00 148 32 231 25
08:15 115 30 197 25
08:30 61 30 140 27
08:45 65 19 389 111 106 29 674 106 1063 217
09:00 57 35 77 18
09:15 47 35 60 18
09:30 34 22 55 15
09:45 41 16 179 108 65 22 257 73 436 181
10:00 47 23 51 10
10:15 46 10 52 17
10:30 43 8 61 15
10:45 49 11 185 52 56 6 220 48 405 100
11:00 40 5 57 8
11:15 46 12 64 12
11:30 54 7 62 4
11:45 54 4 194 28 69 1 252 25 446 53
Total 1617 4363 1617 4363 2310 3299 2310 3299 3927 7662 Combined
Total 5980 5980 5609 5609 11589
AM Peak - 07:30 - - - 07:45 - - - - -
Vol. - 544 - - - 773 - - - - -
P.H.F. 0.877 0.837
PM Peak - - 04:30 - - - 03:30 - - - -
Vol. - - 952 - - - 670 - - - -
P.H.F. 0.937 0.684

Percentag
e 27.0% 73.0% 41.2% 58.8%
ADT/AADT ADT 11,589 AADT 11,589

City of San Marcos
Mission Road
B/ San Marcos Boulevard - Mission Villas Road
24 Hour Directional Volume Count

SNM002
Site Code: 057-23047

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]

Start 1/12/23 Eastbound Hour Totals Westbound Hour Totals Combined Totals Time Thu Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 14 132 10 101
12:15 14 112 9 84
12:30 6 138 6 101
12:45 5 141 39 523 6 187 31 473 70 996
01:00 10 134 10 111
01:15 4 154 9 119
01:30 7 120 5 100
01:45 2 148 23 556 5 95 29 425 52 981
02:00 5 167 9 104
02:15 2 191 14 124
02:30 3 215 10 185
02:45 5 265 15 838 4 127 37 540 52 1378
03:00 5 266 11 161
03:15 5 334 2 214
03:30 4 319 3 421
03:45 8 325 22 1244 3 244 19 1040 41 2284
04:00 5 285 7 175
04:15 2 323 16 191
04:30 13 342 17 205
04:45 18 292 38 1242 23 190 63 761 101 2003
05:00 13 387 21 222
05:15 18 366 30 182
05:30 46 266 56 204
05:45 59 268 136 1287 52 152 159 760 295 2047
06:00 38 243 50 159
06:15 57 208 95 127
06:30 71 123 82 114
06:45 95 121 261 695 134 85 361 485 622 1180
07:00 118 101 160 85
07:15 166 93 187 76
07:30 223 75 230 56
07:45 300 90 807 359 354 59 931 276 1738 635
08:00 285 75 380 67
08:15 226 80 382 48
08:30 128 64 236 50
08:45 105 62 744 281 162 46 1160 211 1904 492
09:00 94 66 102 41
09:15 80 61 85 35
09:30 78 47 95 35
09:45 96 44 348 218 103 28 385 139 733 357
10:00 82 45 84 20
10:15 98 22 80 20
10:30 88 18 88 28
10:45 118 20 386 105 103 12 355 80 741 185
11:00 86 14 115 15
11:15 85 20 104 8
11:30 97 10 99 8
11:45 99 17 367 61 125 16 443 47 810 108
Total 3186 7409 3186 7409 3973 5237 3973 5237 7159 12646 Combined
Total 10595 10595 9210 9210 19805
AM Peak - 07:30 - - - 07:45 - - - - -
Vol. - 1034 - - - 1352 - - - - -
P.H.F. 0.862 0.885
PM Peak - - 04:30 - - - 03:15 - - - -
Vol. - - 1387 - - - 1054 - - - -
P.H.F. 0.896 0.626

Percentag
e 30.1% 69.9% 43.1% 56.9%
ADT/AADT ADT 19,805 AADT 19,805

City of San Marcos
San Marcos Boulevard
B/ Rancheros Drive - Misson Road
24 Hour Directional Volume Count

SNM003
Site Code: 057-23047

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]

Start 1/12/23 Northbound Hour Totals Southbound Hour Totals Combined Totals Time Thu Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 18 117 8 72
12:15 15 107 3 77
12:30 10 144 6 67
12:45 3 131 46 499 4 121 21 337 67 836
01:00 10 137 7 86
01:15 3 133 5 92
01:30 4 129 3 70
01:45 4 128 21 527 2 83 17 331 38 858
02:00 5 141 6 66
02:15 3 149 12 101
02:30 1 161 12 95
02:45 5 143 14 594 3 93 33 355 47 949
03:00 7 163 8 108
03:15 4 211 3 122
03:30 2 192 6 197
03:45 7 203 20 769 5 155 22 582 42 1351
04:00 1 186 3 106
04:15 0 212 15 121
04:30 10 226 17 137
04:45 9 207 20 831 32 153 67 517 87 1348
05:00 10 218 25 118
05:15 14 203 25 109
05:30 36 164 62 106
05:45 47 174 107 759 49 111 161 444 268 1203
06:00 40 181 51 94
06:15 41 181 90 97
06:30 59 116 69 63
06:45 66 122 206 600 92 77 302 331 508 931
07:00 83 114 120 58
07:15 123 87 185 73
07:30 127 93 176 37
07:45 167 94 500 388 247 55 728 223 1228 611
08:00 186 97 221 43
08:15 143 85 255 35
08:30 115 58 173 30
08:45 100 74 544 314 140 36 789 144 1333 458
09:00 96 68 77 30
09:15 67 53 84 27
09:30 74 57 73 26
09:45 77 43 314 221 69 15 303 98 617 319
10:00 82 36 86 20
10:15 89 37 80 17
10:30 101 28 76 11
10:45 97 23 369 124 100 7 342 55 711 179
11:00 82 19 83 6
11:15 85 21 103 18
11:30 94 14 85 7
11:45 129 18 390 72 100 10 371 41 761 113
Total 2551 5698 2551 5698 3156 3458 3156 3458 5707 9156 Combined
Total 8249 8249 6614 6614 14863
AM Peak - 07:30 - - - 07:30 - - - - -
Vol. - 623 - - - 899 - - - - -
P.H.F. 0.837 0.881
PM Peak - - 04:15 - - - 03:00 - - - -
Vol. - - 863 - - - 582 - - - -
P.H.F. 0.955 0.739

Percentag
e 30.9% 69.1% 47.7% 52.3%
ADT/AADT ADT 14,863 AADT 14,863

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
N:\3703 - Woodward 46 Apartment\Report\Appendices\Appendix.3703.doc

APPENDIX B

CITY OF SAN MARCOS ROADWAY CLASSIFICATION
TABLE

21 Table 3: Roadway Classifications, Capacity, and LOS
Street Classification Lanes LOS A LOS B LOS C LOS D LOS E (Capacity)
Expressway 6 30,000 42,000 60,000 70,000 80,000
Prime Arterial 6 25,000 35,000 50,000 55,000 60,000
Major Arterial 6 20,000 28,000 40,000 45,000 50,000
Major Arterial 4 15,000 21,000 30,000 35,000 40,000
Major Arterial (One-Way) 3 12,500 16,500 22,500 25,000 27,500 Major Arterial (One-Way) 2 10,000 13,000 17,500 20,000 22,500 Secondary
Arterial/Collector 4 10,000 14,000 20,000 25,000 30,000 Collector (no center lane) 4 5,000 7,000 10,000 13,000 15,000 Collector (continuous left-
turn lane) 2 5,000 7,000 10,000 13,000 15,000
Collector (no fronting
property) 2 4,000 5,500 7,500 9,000 10,000
Collector (commercial-
industrial fronting) 2 2,500 3,500 5,000 6,500 8,000
Collector (multi-family) 2 2,500 3,500 5,000 6,500 8,000 Collector (one-way) 3 11,000 14,000 19,000 22,500 26,000 Collector (one-way) 2 7,500 9,500 12,500 15,000 17,500
Collector (one-way) 1 2,500 3,500 5,000 6,500 7,500
Sub-Collector (single-
family) 2 -- -- 2,200 -- --
Source: Guidelines for Transportation Impact Studies in the San Diego Region (May 2019) Notes: 1. The volumes and the average daily level of service listed above are only intended as a general planning outline.

2. Levels of service are not applied to residential streets since their primary purpose is to serve abutting lots, not carry through traffic. Levels of service normally apply to roads carrying through traffic between major trip generators and attractors.

3.7. LEVEL OF SERVICE STANDARDS
The City of San Marcos strives to maintain intersection and roadway segment operations based on LOS standards outlined in the General Plan Mobility Element. The local transportation analysis should note intersections and roadway segments that perform unacceptably (based on standards in the current General Plan Mobility Element) under no project and/or plus project conditions, and improvements that can be applied to increase performance to acceptable levels.

For study intersections, the study should identify if the addition of the traffic generated from the proposed project results in any one of the following, and improvements should be identified to increase performance to acceptable or pre-project conditions under each scenario:
 Triggers an intersection operating at acceptable LOS to operate at unacceptable LOS and increases the average delay per vehicle by more than 2.0 seconds.  Increases the average delay per vehicle for a study intersection that is already operating at unacceptable LOS by more than 2.0 seconds.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
N:\3703 - Woodward 46 Apartment\Report\Appendices\Appendix.3703.doc

APPENDIX C

EXISTING INTERSECTION ANALYSIS WORKSHEETS
HCM 6th TWSC Existing AM
1: Woodward St & Project Dwy 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 0 156 0 0 382
Future Vol, veh/h 0 0 156 0 0 382
Conflicting Peds, #/hr 0 0 0 10 10 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 50 -
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 0 170 0 0 415

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 388 95 0 0 180 0
Stage 1 180 -----
Stage 2 208 -----
Critical Hdwy 6.84 6.94 - - 4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 - - 2.22 -
Pot Cap-1 Maneuver 588 943 - - 1393 -
Stage 1 833 -----
Stage 2 807 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 582 934 - - 1380 -
Mov Cap-2 Maneuver 582 -----
Stage 1 825 -----
Stage 2 807 -----

Approach WB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - - 1380 -
HCM Lane V/C Ratio -----
HCM Control Delay (s) - - 0 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - - 0 -
HCM 6th Signalized Intersection Summary Existing AM
2: Pico Ave & Mission Rd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 8 410 72 181 583 5 60 25 104 54 65 3 Future Volume (veh/h) 8 410 72 181 583 5 60 25 104 54 65 3 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.95 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 9 482 85 238 767 7 46 54 112 87 105 5 Peak Hour Factor 0.85 0.85 0.85 0.76 0.76 0.76 0.93 0.93 0.93 0.62 0.62 0.62 Percent Heavy Veh, % 222222222222
Cap, veh/h 24 1337 234 257 2060 19 222 234 187 142 141 7 Arrive On Green 0.01 0.45 0.45 0.14 0.57 0.57 0.12 0.12 0.12 0.08 0.08 0.08 Sat Flow, veh/h 1781 3001 526 1781 3607 33 1781 1870 1502 1781 1767 84 Grp Volume(v), veh/h 9 284 283 238 378 396 46 54 112 87 0 110 Grp Sat Flow(s),veh/h/ln 1781 1777 1750 1781 1777 1863 1781 1870 1502 1781 0 1851 Q Serve(g_s), s 0.5 10.6 10.7 13.2 11.6 11.6 2.3 2.6 7.1 4.7 0.0 5.8 Cycle Q Clear(g_c), s 0.5 10.6 10.7 13.2 11.6 11.6 2.3 2.6 7.1 4.7 0.0 5.8 Prop In Lane 1.00 0.30 1.00 0.02 1.00 1.00 1.00 0.05
Lane Grp Cap(c), veh/h 24 792 780 257 1015 1064 222 234 187 142 0 147 V/C Ratio(X) 0.38 0.36 0.36 0.93 0.37 0.37 0.21 0.23 0.60 0.61 0.00 0.75 Avail Cap(c_a), veh/h 107 792 780 257 1015 1064 517 542 435 143 0 148 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 0.00 1.00 Uniform Delay (d), s/veh 48.9 18.3 18.3 42.3 11.7 11.7 39.3 39.4 41.4 44.5 0.0 45.0 Incr Delay (d2), s/veh 9.8 1.3 1.3 37.3 1.0 1.0 0.5 0.5 3.0 7.5 0.0 18.4 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 0.3 4.3 4.3 8.2 4.3 4.5 1.1 1.2 2.8 2.4 0.0 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 58.7 19.6 19.6 79.6 12.7 12.7 39.8 39.9 44.4 52.0 0.0 63.4 LnGrp LOS EBBEBB DDDDAE
Approach Vol, veh/h 576 1012 212 197
Approach Delay, s/veh 20.2 28.4 42.3 58.4
Approach LOS C C D E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 19.0 50.8 12.6 6.4 63.4 17.6
Change Period (Y+Rc), s 4.6 6.3 4.6 5.1 6.3 5.1
Max Green Setting (Gmax), s 14.4 28.0 8.0 6.0 35.9 29.0 Max Q Clear Time (g_c+I1), s 15.2 12.7 7.8 2.5 13.6 9.1 Green Ext Time (p_c), s 0.0 2.7 0.0 0.0 4.4 0.8
Intersection Summary
HCM 6th Ctrl Delay 30.5
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. ----- ~ t~ ~ 4' .,, ~ ~
HCM 6th Signalized Intersection Summary Existing AM
3: San Marcos Blvd/Woodward St & Mission Rd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 25 476 36 568 697 74 16 57 482 42 281 59 Future Volume (veh/h) 25 476 36 568 697 74 16 57 482 42 281 59 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.98 1.00 0.99 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 30 580 44 684 840 89 18 63 530 48 319 67 Peak Hour Factor 0.82 0.82 0.82 0.83 0.83 0.83 0.91 0.91 0.91 0.88 0.88 0.88 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 69 1025 444 758 1667 727 63 925 408 84 772 160 Arrive On Green 0.04 0.29 0.29 0.22 0.47 0.47 0.04 0.26 0.26 0.05 0.26 0.26 Sat Flow, veh/h 1781 3554 1538 3456 3554 1549 1781 3554 1567 1781 2913 602 Grp Volume(v), veh/h 30 580 44 684 840 89 18 63 530 48 193 193 Grp Sat Flow(s),veh/h/ln1781 1777 1538 1728 1777 1549 1781 1777 1567 1781 1777 1739 Q Serve(g_s), s 2.4 20.3 3.1 28.1 24.0 4.7 1.4 1.9 38.0 3.9 13.0 13.4 Cycle Q Clear(g_c), s 2.4 20.3 3.1 28.1 24.0 4.7 1.4 1.9 38.0 3.9 13.0 13.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.35
Lane Grp Cap(c), veh/h 69 1025 444 758 1667 727 63 925 408 84 471 461 V/C Ratio(X) 0.44 0.57 0.10 0.90 0.50 0.12 0.28 0.07 1.30 0.57 0.41 0.42 Avail Cap(c_a), veh/h 98 1025 444 947 1667 727 122 925 408 110 471 461 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 68.6 44.2 38.0 55.5 26.9 21.8 68.6 40.7 54.0 68.1 44.2 44.4 Incr Delay (d2), s/veh 4.3 2.3 0.4 10.1 1.1 0.3 2.4 0.0 151.8 6.1 0.6 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.2 9.1 1.2 13.0 10.1 1.8 0.7 0.9 31.9 1.9 5.8 5.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 72.9 46.4 38.5 65.6 28.0 22.2 71.0 40.7 205.8 74.2 44.8 45.0 LnGrp LOS E D D E C C E D F E D D
Approach Vol, veh/h 654 1613 611 434
Approach Delay, s/veh 47.1 43.6 184.8 48.1
Approach LOS D D F D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s39.0 49.1 12.2 45.7 12.6 75.5 12.9 45.0 Change Period (Y+Rc), s 7.0 7.0 7.0 * 7 7.0 * 7 6.0 7.0 Max Green Setting (Gmax), s40.0 36.0 10.0 * 37 8.0 * 69 9.0 38.0 Max Q Clear Time (g_c+I1), s30.1 22.3 3.4 15.4 4.4 26.0 5.9 40.0 Green Ext Time (p_c), s 1.9 3.1 0.0 2.0 0.0 6.6 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 70.9
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Existing AM
4: Twin Oaks Valley Rd & San Marcos Blvd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 137 330 272 405 401 25 181 423 446 91 705 249 Future Volume (veh/h) 137 330 272 405 401 25 181 423 446 91 705 249 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.98 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 163 393 324 445 441 27 195 455 480 93 719 254 Peak Hour Factor 0.84 0.84 0.84 0.91 0.91 0.91 0.93 0.93 0.93 0.98 0.98 0.98 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 222 1066 992 444 1238 76 222 1536 873 192 1073 379 Arrive On Green 0.06 0.30 0.30 0.13 0.36 0.36 0.06 0.43 0.43 0.06 0.42 0.42 Sat Flow, veh/h 3456 3554 2709 3456 3396 207 3456 3554 1547 3456 2555 903 Grp Volume(v), veh/h 163 393 324 445 230 238 195 455 480 93 500 473 Grp Sat Flow(s),veh/h/ln1728 1777 1354 1728 1777 1827 1728 1777 1547 1728 1777 1681 Q Serve(g_s), s 6.5 12.2 12.1 18.0 13.2 13.3 7.8 11.7 27.7 3.7 31.8 31.8 Cycle Q Clear(g_c), s 6.5 12.2 12.1 18.0 13.2 13.3 7.8 11.7 27.7 3.7 31.8 31.8 Prop In Lane 1.00 1.00 1.00 0.11 1.00 1.00 1.00 0.54
Lane Grp Cap(c), veh/h 222 1066 992 444 647 666 222 1536 873 192 746 706 V/C Ratio(X) 0.74 0.37 0.33 1.00 0.36 0.36 0.88 0.30 0.55 0.48 0.67 0.67 Avail Cap(c_a), veh/h 272 1066 992 444 647 666 222 1536 873 200 746 706 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 0.93 0.93 0.93 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 64.3 38.6 32.1 61.0 32.5 32.5 65.0 25.9 19.6 64.2 32.8 32.8 Incr Delay (d2), s/veh 7.9 1.0 0.9 41.6 1.4 1.4 30.3 0.5 2.5 1.9 4.7 5.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 5.4 4.0 10.3 5.9 6.1 4.3 4.9 10.0 1.6 14.2 13.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 72.2 39.5 33.0 102.6 33.9 33.9 95.3 26.4 22.1 66.0 37.5 37.8 LnGrp LOS E D C F C C F C C E D D
Approach Vol, veh/h 880 913 1130 1066
Approach Delay, s/veh 43.2 67.4 36.4 40.1
Approach LOS D E D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 25.0 49.4 16.0 67.1 16.0 58.4 14.3 68.8 Change Period (Y+Rc), s 7.0 7.4 7.0 * 7.8 7.0 7.4 6.5 7.8 Max Green Setting (Gmax), s 18.0 42.0 9.0 * 42 11.0 49.0 8.1 43.2 Max Q Clear Time (g_c+I1), s 20.0 14.2 9.8 33.8 8.5 15.3 5.7 29.7 Green Ext Time (p_c), s 0.0 4.0 0.0 3.7 0.1 2.7 0.0 3.9 Intersection Summary
HCM 6th Ctrl Delay 46.0
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. _ "i"i tt '{' "i"i tf+
HCM 6th Signalized Intersection Summary Existing AM
5: Rancheros Dr & San Marcos Blvd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 24 558 284 120 733 1 115 1 42 3 1 3 Future Volume (veh/h) 24 558 284 120 733 1 115 1 42 3 1 3 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.98 1.00 0.96 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 27 620 316 140 852 1 159 0 58 5 2 5 Peak Hour Factor 0.90 0.90 0.90 0.86 0.86 0.86 0.73 0.73 0.73 0.58 0.58 0.58 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 81 1267 550 195 1531 2 574 0 244 38 15 45
Arrive On Green 0.05 0.36 0.36 0.11 0.42 0.42 0.16 0.00 0.16 0.03 0.03 0.03 Sat Flow, veh/h 1781 3554 1543 1781 3642 4 3563 0 1516 1290 516 1548 Grp Volume(v), veh/h 27 620 316 140 416 437 159 0 58 7 0 5 Grp Sat Flow(s),veh/h/ln1781 1777 1543 1781 1777 1869 1781 0 1516 1806 0 1548 Q Serve(g_s), s 1.2 10.7 13.0 6.0 13.9 13.9 3.1 0.0 2.6 0.3 0.0 0.2 Cycle Q Clear(g_c), s 1.2 10.7 13.0 6.0 13.9 13.9 3.1 0.0 2.6 0.3 0.0 0.2 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 0.71 1.00
Lane Grp Cap(c), veh/h 81 1267 550 195 747 786 574 0 244 53 0 45 V/C Ratio(X) 0.33 0.49 0.57 0.72 0.56 0.56 0.28 0.00 0.24 0.13 0.00 0.11 Avail Cap(c_a), veh/h 181 1267 550 204 747 786 1633 0 695 230 0 197 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 36.3 19.7 20.4 33.8 17.2 17.2 28.9 0.0 28.7 37.1 0.0 37.1 Incr Delay (d2), s/veh 2.4 1.4 4.3 11.1 3.0 2.8 0.3 0.0 0.5 1.1 0.0 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 4.3 4.9 3.0 5.7 5.9 1.3 0.0 0.9 0.1 0.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.7 21.1 24.8 44.9 20.2 20.1 29.2 0.0 29.2 38.3 0.0 38.2 LnGrp LOS D CCDCCCACDAD
Approach Vol, veh/h 963 993 217 12
Approach Delay, s/veh 22.8 23.6 29.2 38.2
Approach LOS CCCD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.1 34.5 9.3 10.1 39.5 19.7
Change Period (Y+Rc), s 6.5 6.5 7.0 6.5 6.5 7.0
Max Green Setting (Gmax), s 9.0 28.0 10.0 8.0 29.0 36.0 Max Q Clear Time (g_c+I1), s 8.0 15.0 2.3 3.2 15.9 5.1
Green Ext Time (p_c), s 0.0 4.2 0.0 0.0 4.2 0.7
Intersection Summary
HCM 6th Ctrl Delay 23.9
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. "i tt '{' "i tf+ +t '{' ____ _
HCM 6th TWSC Existing PM
1: Woodward St & Project Dwy 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 0 365 0 0 226
Future Vol, veh/h 0 0 365 0 0 226
Conflicting Peds, #/hr 0 0 0 10 10 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 50 -
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 0 397 0 0 246

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 530 209 0 0 407 0
Stage 1 407 -----
Stage 2 123 -----
Critical Hdwy 6.84 6.94 - - 4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 - - 2.22 -
Pot Cap-1 Maneuver 479 797 - - 1148 -
Stage 1 641 -----
Stage 2 889 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 474 789 - - 1137 -
Mov Cap-2 Maneuver 474 -----
Stage 1 635 -----
Stage 2 889 -----

Approach WB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - - 1137 -
HCM Lane V/C Ratio -----
HCM Control Delay (s) - - 0 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - - 0 -
HCM 6th Signalized Intersection Summary Existing PM
2: Pico Ave & Mission Rd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 21 881 101 103 439 5 70 50 106 16 55 10 Future Volume (veh/h) 21 881 101 103 439 5 70 50 106 16 55 10 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 0.95 1.00 0.96 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 22 937 107 110 467 5 72 76 126 22 76 14 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.84 0.84 0.84 0.72 0.72 0.72 Percent Heavy Veh, % 222222222222
Cap, veh/h 48 1717 196 136 2094 22 231 242 195 125 107 20 Arrive On Green 0.03 0.54 0.54 0.08 0.58 0.58 0.13 0.13 0.13 0.07 0.07 0.07 Sat Flow, veh/h 1781 3200 365 1781 3600 39 1781 1870 1504 1781 1525 281 Grp Volume(v), veh/h 22 520 524 110 230 242 72 76 126 22 0 90 Grp Sat Flow(s),veh/h/ln 1781 1777 1789 1781 1777 1862 1781 1870 1504 1781 0 1806 Q Serve(g_s), s 1.3 21.1 21.1 6.7 6.9 6.9 4.0 4.1 8.8 1.3 0.0 5.4 Cycle Q Clear(g_c), s 1.3 21.1 21.1 6.7 6.9 6.9 4.0 4.1 8.8 1.3 0.0 5.4 Prop In Lane 1.00 0.20 1.00 0.02 1.00 1.00 1.00 0.16
Lane Grp Cap(c), veh/h 48 953 959 136 1034 1083 231 242 195 125 0 127 V/C Ratio(X) 0.46 0.55 0.55 0.81 0.22 0.22 0.31 0.31 0.65 0.18 0.00 0.71 Avail Cap(c_a), veh/h 99 953 959 168 1034 1083 471 495 398 152 0 154 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 0.00 1.00 Uniform Delay (d), s/veh 52.8 16.7 16.7 50.0 11.1 11.1 43.4 43.5 45.5 48.1 0.0 50.0 Incr Delay (d2), s/veh 6.8 2.2 2.2 20.4 0.5 0.5 0.8 0.7 3.6 0.7 0.0 11.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 8.4 8.5 3.7 2.6 2.7 1.8 1.9 3.5 0.6 0.0 2.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.6 19.0 18.9 70.4 11.6 11.5 44.2 44.2 49.1 48.8 0.0 61.0 LnGrp LOS EBBEBB DDDDAE
Approach Vol, veh/h 1066 582 274 112
Approach Delay, s/veh 19.8 22.7 46.4 58.6
Approach LOS B C D E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 13.0 65.3 12.3 8.0 70.3 19.3
Change Period (Y+Rc), s 4.6 6.3 4.6 5.1 6.3 5.1
Max Green Setting (Gmax), s 10.4 40.5 9.4 6.1 44.3 29.1 Max Q Clear Time (g_c+I1), s 8.7 23.1 7.4 3.3 8.9 10.8
Green Ext Time (p_c), s 0.0 5.9 0.1 0.0 2.6 1.0
Intersection Summary
HCM 6th Ctrl Delay 26.3
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. ----- ~ t~ ~ 4' .,, ~ ~
HCM 6th Signalized Intersection Summary Existing PM
3: San Marcos Blvd/Woodward St & Mission Rd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 96 780 52 295 446 60 57 209 528 22 160 44 Future Volume (veh/h) 96 780 52 295 446 60 57 209 528 22 160 44 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.99 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 109 886 59 311 469 63 62 227 574 29 211 58 Peak Hour Factor 0.88 0.88 0.88 0.95 0.95 0.95 0.92 0.92 0.92 0.76 0.76 0.76 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 132 1179 512 362 1288 560 113 1204 532 68 844 225 Arrive On Green 0.07 0.33 0.33 0.10 0.36 0.36 0.06 0.34 0.34 0.04 0.31 0.31 Sat Flow, veh/h 1781 3554 1542 3456 3554 1544 1781 3554 1571 1781 2754 735 Grp Volume(v), veh/h 109 886 59 311 469 63 62 227 574 29 134 135 Grp Sat Flow(s),veh/h/ln1781 1777 1542 1728 1777 1544 1781 1777 1571 1781 1777 1712 Q Serve(g_s), s 8.7 32.1 3.8 12.8 14.0 3.9 4.9 6.5 49.0 2.3 8.2 8.6 Cycle Q Clear(g_c), s 8.7 32.1 3.8 12.8 14.0 3.9 4.9 6.5 49.0 2.3 8.2 8.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.43
Lane Grp Cap(c), veh/h 132 1179 512 362 1288 560 113 1204 532 68 545 525 V/C Ratio(X) 0.83 0.75 0.12 0.86 0.36 0.11 0.55 0.19 1.08 0.43 0.25 0.26 Avail Cap(c_a), veh/h 209 1179 512 430 1288 560 135 1204 532 99 559 539 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 66.1 43.0 33.6 63.7 33.9 30.6 65.7 33.8 47.8 68.0 37.6 37.8 Incr Delay (d2), s/veh 13.8 4.4 0.5 14.1 0.8 0.4 4.1 0.1 61.9 4.2 0.2 0.3 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/ln4.4 14.5 1.5 6.2 6.1 1.5 2.3 2.8 27.8 1.1 3.6 3.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 79.8 47.4 34.0 77.8 34.7 31.0 69.8 33.9 109.7 72.2 37.9 38.0 LnGrp LOS E D C E C C E C F E D D
Approach Vol, veh/h 1054 843 863 298
Approach Delay, s/veh 50.0 50.3 86.9 41.3
Approach LOS D D F D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s22.1 55.0 16.2 51.3 17.7 59.4 11.5 56.0 Change Period (Y+Rc), s 7.0 7.0 7.0 * 7 7.0 * 7 6.0 7.0 Max Green Setting (Gmax), s18.0 48.0 11.0 * 46 17.0 * 50 8.0 49.0 Max Q Clear Time (g_c+I1), s14.8 34.1 6.9 10.6 10.7 16.0 4.3 51.0 Green Ext Time (p_c), s 0.3 5.0 0.0 1.5 0.1 3.2 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 59.7
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Existing PM
4: Twin Oaks Valley Rd & San Marcos Blvd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 309 600 312 281 410 71 244 581 281 84 550 228 Future Volume (veh/h) 309 600 312 281 410 71 244 581 281 84 550 228 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.98 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 315 612 318 312 456 79 260 618 299 93 611 253 Peak Hour Factor 0.98 0.98 0.98 0.90 0.90 0.90 0.94 0.94 0.94 0.90 0.90 0.90 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 368 1066 1032 346 885 152 272 1638 872 192 1056 437 Arrive On Green 0.11 0.30 0.30 0.10 0.29 0.29 0.08 0.46 0.46 0.06 0.43 0.43 Sat Flow, veh/h 3456 3554 2709 3456 3016 519 3456 3554 1548 3456 2431 1006 Grp Volume(v), veh/h 315 612 318 312 267 268 260 618 299 93 446 418 Grp Sat Flow(s),veh/h/ln1728 1777 1354 1728 1777 1758 1728 1777 1548 1728 1777 1660 Q Serve(g_s), s 12.5 20.4 11.6 12.5 17.5 17.8 10.5 15.9 14.7 3.7 26.6 26.6 Cycle Q Clear(g_c), s 12.5 20.4 11.6 12.5 17.5 17.8 10.5 15.9 14.7 3.7 26.6 26.6 Prop In Lane 1.00 1.00 1.00 0.30 1.00 1.00 1.00 0.61
Lane Grp Cap(c), veh/h 368 1066 1032 346 521 516 272 1638 872 192 772 721 V/C Ratio(X) 0.86 0.57 0.31 0.90 0.51 0.52 0.96 0.38 0.34 0.48 0.58 0.58 Avail Cap(c_a), veh/h 444 1066 1032 346 521 516 272 1638 872 200 772 721 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 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 61.5 41.4 30.6 62.3 41.1 41.2 64.3 24.6 16.7 64.2 29.9 29.9 Incr Delay (d2), s/veh 13.1 2.2 0.8 24.9 3.4 3.5 43.0 0.7 1.1 1.9 3.1 3.4 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 6.1 9.2 3.8 6.6 8.1 8.1 6.2 6.6 5.3 1.6 11.6 11.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 74.6 43.7 31.4 87.2 44.5 44.7 107.2 25.3 17.8 66.0 33.1 33.3 LnGrp LOS E D C F D D F C B E C C
Approach Vol, veh/h 1245 847 1177 957
Approach Delay, s/veh 48.4 60.3 41.5 36.4
Approach LOS D E D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 21.0 49.4 18.0 69.1 21.9 48.5 14.3 72.8 Change Period (Y+Rc), s 7.0 7.4 7.0 * 7.8 7.0 7.4 6.5 7.8 Max Green Setting (Gmax), s 14.0 42.0 11.0 * 44 18.0 38.0 8.1 47.2 Max Q Clear Time (g_c+I1), s 14.5 22.4 12.5 28.6 14.5 19.8 5.7 17.9 Green Ext Time (p_c), s 0.0 5.2 0.0 4.6 0.4 2.8 0.0 5.3 Intersection Summary
HCM 6th Ctrl Delay 46.1
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. _ "i"i tt '{' "i"i tf+
HCM 6th Signalized Intersection Summary Existing PM
5: Rancheros Dr & San Marcos Blvd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 15 728 229 110 379 0 345 2 90 10 4 13 Future Volume (veh/h) 15 728 229 110 379 0 345 2 90 10 4 13 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 0.96 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 15 743 234 133 457 0 407 0 106 13 5 17 Peak Hour Factor 0.98 0.98 0.98 0.83 0.83 0.83 0.85 0.85 0.85 0.75 0.75 0.75 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 50 1176 510 181 1438 0 647 0 277 86 33 102
Arrive On Green 0.03 0.33 0.33 0.10 0.40 0.00 0.18 0.00 0.18 0.07 0.07 0.07 Sat Flow, veh/h 1781 3554 1541 1781 3647 0 3563 0 1522 1304 501 1545 Grp Volume(v), veh/h 15 743 234 133 457 0 407 0 106 18 0 17 Grp Sat Flow(s),veh/h/ln1781 1777 1541 1781 1777 0 1781 0 1522 1805 0 1545 Q Serve(g_s), s 0.7 15.0 10.1 6.1 7.4 0.0 8.9 0.0 5.2 0.8 0.0 0.9 Cycle Q Clear(g_c), s 0.7 15.0 10.1 6.1 7.4 0.0 8.9 0.0 5.2 0.8 0.0 0.9 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 0.72 1.00
Lane Grp Cap(c), veh/h 50 1176 510 181 1438 0 647 0 277 120 0 102 V/C Ratio(X) 0.30 0.63 0.46 0.73 0.32 0.00 0.63 0.00 0.38 0.15 0.00 0.17 Avail Cap(c_a), veh/h 168 1176 510 190 1438 0 1516 0 648 213 0 183 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 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 40.3 23.9 22.3 36.9 17.2 0.0 32.0 0.0 30.4 37.2 0.0 37.3 Incr Delay (d2), s/veh 3.3 2.6 3.0 13.1 0.6 0.0 1.0 0.0 0.9 0.6 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 0.3 6.2 3.8 3.2 2.9 0.0 3.8 0.0 1.9 0.4 0.0 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.6 26.5 25.3 50.0 17.8 0.0 33.0 0.0 31.3 37.8 0.0 38.0 LnGrp LOS D C C D B A C A C D A D
Approach Vol, veh/h 992 590 513 35
Approach Delay, s/veh 26.5 25.1 32.6 37.9
Approach LOS CCCD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.1 34.5 12.6 8.9 40.7 22.4
Change Period (Y+Rc), s 6.5 6.5 7.0 6.5 6.5 7.0
Max Green Setting (Gmax), s 9.0 28.0 10.0 8.0 29.0 36.0 Max Q Clear Time (g_c+I1), s 8.1 17.0 2.9 2.7 9.4 10.9
Green Ext Time (p_c), s 0.0 4.2 0.0 0.0 2.7 1.8
Intersection Summary
HCM 6th Ctrl Delay 27.8
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. "i tt '{' "i tf+ +t '{' ____ _

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
N:\3703 - Woodward 46 Apartment\Report\Appendices\Appendix.3703.doc

APPENDIX D
NEAR-TERM (INTERIM YEAR 2026) INTERSECTION

ANALYSIS WORKSHEETS
HCM 6th TWSC Opening Year AM
1: Woodward St & Project Dwy 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 0 160 0 0 390
Future Vol, veh/h 0 0 160 0 0 390
Conflicting Peds, #/hr 0 0 0 10 10 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 50 -
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 0 174 0 0 424

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 396 97 0 0 184 0
Stage 1 184 -----
Stage 2 212 -----
Critical Hdwy 6.84 6.94 - - 4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 - - 2.22 -
Pot Cap-1 Maneuver 581 940 - - 1388 -
Stage 1 829 -----
Stage 2 803 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 575 931 - - 1375 -
Mov Cap-2 Maneuver 575 -----
Stage 1 821 -----
Stage 2 803 -----

Approach WB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - - 1375 -
HCM Lane V/C Ratio -----
HCM Control Delay (s) - - 0 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - - 0 -
HCM 6th Signalized Intersection Summary Opening Year AM 2: Pico Ave & Mission Rd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 450 80 200 640 10 70 30 110 60 70 10 Future Volume (veh/h) 20 450 80 200 640 10 70 30 110 60 70 10 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.95 1.00 0.96 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 24 529 94 263 842 13 54 62 118 97 113 16 Peak Hour Factor 0.85 0.85 0.85 0.76 0.76 0.76 0.93 0.93 0.93 0.62 0.62 0.62 Percent Heavy Veh, % 222222222222
Cap, veh/h 52 1326 235 257 1978 31 227 238 191 143 127 18 Arrive On Green 0.03 0.44 0.44 0.14 0.55 0.55 0.13 0.13 0.13 0.08 0.08 0.08 Sat Flow, veh/h 1781 2996 530 1781 3580 55 1781 1870 1503 1781 1594 226 Grp Volume(v), veh/h 24 313 310 263 418 437 54 62 118 97 0 129 Grp Sat Flow(s),veh/h/ln 1781 1777 1749 1781 1777 1858 1781 1870 1503 1781 0 1819 Q Serve(g_s), s 1.3 11.9 12.0 14.4 13.8 13.8 2.7 3.0 7.4 5.3 0.0 7.0 Cycle Q Clear(g_c), s 1.3 11.9 12.0 14.4 13.8 13.8 2.7 3.0 7.4 5.3 0.0 7.0 Prop In Lane 1.00 0.30 1.00 0.03 1.00 1.00 1.00 0.12
Lane Grp Cap(c), veh/h 52 786 774 257 982 1026 227 238 191 143 0 146 V/C Ratio(X) 0.46 0.40 0.40 1.03 0.43 0.43 0.24 0.26 0.62 0.68 0.00 0.89 Avail Cap(c_a), veh/h 107 786 774 257 982 1026 517 542 436 143 0 146 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 0.00 1.00 Uniform Delay (d), s/veh 47.8 18.8 18.9 42.8 13.1 13.1 39.3 39.4 41.3 44.8 0.0 45.5 Incr Delay (d2), s/veh 6.2 1.5 1.5 62.9 1.4 1.3 0.5 0.6 3.2 12.4 0.0 43.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 4.8 4.8 10.5 5.2 5.4 1.2 1.4 2.9 2.8 0.0 4.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.0 20.4 20.4 105.7 14.4 14.4 39.8 40.0 44.5 57.1 0.0 88.6 LnGrp LOS D C C F B B D D D E A F
Approach Vol, veh/h 647 1118 234 226
Approach Delay, s/veh 21.6 35.9 42.2 75.1
Approach LOS C D D E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 19.0 50.6 12.6 8.0 61.5 17.8
Change Period (Y+Rc), s 4.6 6.3 4.6 5.1 6.3 5.1
Max Green Setting (Gmax), s 14.4 28.0 8.0 6.0 35.9 29.0 Max Q Clear Time (g_c+I1), s 16.4 14.0 9.0 3.3 15.8 9.4 Green Ext Time (p_c), s 0.0 2.9 0.0 0.0 4.8 0.8
Intersection Summary
HCM 6th Ctrl Delay 36.4
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. ----- ~ t~ ~ 4' .,, ~ ~
HCM 6th Signalized Intersection Summary Opening Year AM 3: San Marcos Blvd/Woodward St & Mission Rd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 530 40 630 770 80 20 60 530 50 310 70 Future Volume (veh/h) 30 530 40 630 770 80 20 60 530 50 310 70 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.98 1.00 0.99 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 37 646 19 759 928 60 22 66 577 57 352 80 Peak Hour Factor 0.82 0.82 0.82 0.83 0.83 0.83 0.91 0.91 0.91 0.88 0.88 0.88 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 75 962 416 822 1657 722 72 925 408 87 751 168 Arrive On Green 0.04 0.27 0.27 0.24 0.47 0.47 0.04 0.26 0.26 0.05 0.26 0.26 Sat Flow, veh/h 1781 3554 1536 3456 3554 1549 1781 3554 1567 1781 2865 642 Grp Volume(v), veh/h 37 646 19 759 928 60 22 66 577 57 216 216 Grp Sat Flow(s),veh/h/ln1781 1777 1536 1728 1777 1549 1781 1777 1567 1781 1777 1730 Q Serve(g_s), s 3.0 24.0 1.4 31.7 27.9 3.2 1.8 2.1 38.5 4.7 15.1 15.5 Cycle Q Clear(g_c), s 3.0 24.0 1.4 31.7 27.9 3.2 1.8 2.1 38.5 4.7 15.1 15.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.37
Lane Grp Cap(c), veh/h 75 962 416 822 1657 722 72 925 408 87 466 453 V/C Ratio(X) 0.49 0.67 0.05 0.92 0.56 0.08 0.31 0.07 1.42 0.65 0.46 0.48 Avail Cap(c_a), veh/h 96 962 416 911 1657 722 120 925 408 96 466 453 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 69.3 48.1 39.9 55.1 28.5 21.9 69.0 41.3 54.7 69.1 45.9 46.0 Incr Delay (d2), s/veh 4.9 3.7 0.2 13.9 1.4 0.2 2.4 0.0 201.0 13.0 0.7 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/ln1.5 10.9 0.5 15.1 11.8 1.2 0.9 0.9 37.7 2.4 6.7 6.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 74.2 51.8 40.1 68.9 29.9 22.2 71.4 41.3 255.7 82.2 46.6 46.8 LnGrp LOS E D D E C C E D F F D D
Approach Vol, veh/h 702 1747 665 489
Approach Delay, s/veh 52.7 46.6 228.4 50.8
Approach LOS D D F D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s42.2 47.0 13.0 45.8 13.3 76.0 13.2 45.5 Change Period (Y+Rc), s 7.0 7.0 7.0 * 7 7.0 * 7 6.0 7.0 Max Green Setting (Gmax), s39.0 37.5 10.0 * 36 8.0 * 69 8.0 38.5 Max Q Clear Time (g_c+I1), s33.7 26.0 3.8 17.5 5.0 29.9 6.7 40.5 Green Ext Time (p_c), s 1.5 3.1 0.0 2.2 0.0 7.3 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 81.9
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Opening Year AM 4: Twin Oaks Valley Rd & San Marcos Blvd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 150 360 300 450 440 30 200 470 490 100 780 270 Future Volume (veh/h) 150 360 300 450 440 30 200 470 490 100 780 270 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.98 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 179 429 357 495 484 33 215 505 527 102 796 276 Peak Hour Factor 0.84 0.84 0.84 0.91 0.91 0.91 0.93 0.93 0.93 0.98 0.98 0.98 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 229 1066 992 444 1221 83 222 1534 872 194 1080 374 Arrive On Green 0.07 0.30 0.30 0.13 0.36 0.36 0.06 0.43 0.43 0.06 0.42 0.42 Sat Flow, veh/h 3456 3554 2709 3456 3370 229 3456 3554 1547 3456 2570 891 Grp Volume(v), veh/h 179 429 357 495 255 262 215 505 527 102 550 522 Grp Sat Flow(s),veh/h/ln1728 1777 1354 1728 1777 1822 1728 1777 1547 1728 1777 1684 Q Serve(g_s), s 7.1 13.5 13.5 18.0 14.9 15.0 8.7 13.2 31.8 4.0 36.4 36.5 Cycle Q Clear(g_c), s 7.1 13.5 13.5 18.0 14.9 15.0 8.7 13.2 31.8 4.0 36.4 36.5 Prop In Lane 1.00 1.00 1.00 0.13 1.00 1.00 1.00 0.53
Lane Grp Cap(c), veh/h 229 1066 992 444 644 660 222 1534 872 194 746 707 V/C Ratio(X) 0.78 0.40 0.36 1.11 0.40 0.40 0.97 0.33 0.60 0.53 0.74 0.74 Avail Cap(c_a), veh/h 296 1066 992 444 644 660 222 1534 872 210 746 707 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 0.80 0.80 0.80 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 64.4 39.0 32.6 61.0 33.2 33.3 65.4 26.3 20.5 64.3 34.1 34.1 Incr Delay (d2), s/veh 9.7 1.1 1.0 73.5 1.5 1.4 51.1 0.6 3.1 2.2 6.4 6.8 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 3.4 6.0 4.5 12.3 6.6 6.8 5.3 5.6 11.6 1.8 16.5 15.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 74.1 40.1 33.6 134.5 34.7 34.7 116.4 26.9 23.6 66.5 40.5 40.9 LnGrp LOS E D C F C C F C C E D D
Approach Vol, veh/h 965 1012 1247 1174
Approach Delay, s/veh 44.0 83.5 41.0 42.9
Approach LOS D F D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 25.0 49.4 16.0 67.1 16.3 58.1 14.3 68.8 Change Period (Y+Rc), s 7.0 7.4 7.0 * 7.8 7.0 7.4 6.5 7.8 Max Green Setting (Gmax), s 18.0 42.0 9.0 * 42 12.0 48.0 8.5 42.8 Max Q Clear Time (g_c+I1), s 20.0 15.5 10.7 38.5 9.1 17.0 6.0 33.8 Green Ext Time (p_c), s 0.0 4.4 0.0 2.2 0.1 3.0 0.1 3.5 Intersection Summary
HCM 6th Ctrl Delay 51.9
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. _ "i"i tt '{' "i"i tf+
HCM 6th Signalized Intersection Summary Opening Year AM 5: Rancheros Dr & San Marcos Blvd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 610 310 130 810 10 130 10 50 10 10 10 Future Volume (veh/h) 30 610 310 130 810 10 130 10 50 10 10 10 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.95 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 33 678 344 151 942 12 188 0 68 17 17 17 Peak Hour Factor 0.90 0.90 0.90 0.86 0.86 0.86 0.73 0.73 0.73 0.58 0.58 0.58 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 91 1191 517 186 1395 18 549 0 233 76 76 128
Arrive On Green 0.05 0.34 0.34 0.10 0.39 0.39 0.15 0.00 0.15 0.08 0.08 0.08 Sat Flow, veh/h 1781 3554 1542 1781 3592 46 3563 0 1514 912 912 1545 Grp Volume(v), veh/h 33 678 344 151 466 488 188 0 68 34 0 17 Grp Sat Flow(s),veh/h/ln1781 1777 1542 1781 1777 1861 1781 0 1514 1825 0 1545 Q Serve(g_s), s 1.5 13.1 16.0 6.9 18.2 18.2 3.9 0.0 3.3 1.5 0.0 0.9 Cycle Q Clear(g_c), s 1.5 13.1 16.0 6.9 18.2 18.2 3.9 0.0 3.3 1.5 0.0 0.9 Prop In Lane 1.00 1.00 1.00 0.02 1.00 1.00 0.50 1.00
Lane Grp Cap(c), veh/h 91 1191 517 186 690 723 549 0 233 152 0 128 V/C Ratio(X) 0.36 0.57 0.67 0.81 0.68 0.68 0.34 0.00 0.29 0.22 0.00 0.13 Avail Cap(c_a), veh/h 171 1191 517 192 690 723 1535 0 652 218 0 185 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 38.3 22.8 23.8 36.6 21.2 21.2 31.6 0.0 31.3 35.8 0.0 35.5 Incr Delay (d2), s/veh 2.4 2.0 6.6 22.0 5.2 5.0 0.4 0.0 0.7 0.7 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 5.4 6.3 4.0 7.9 8.2 1.7 0.0 1.2 0.7 0.0 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.7 24.8 30.4 58.6 26.4 26.2 31.9 0.0 32.0 36.5 0.0 36.0 LnGrp LOS D C C E C C C A C D A D
Approach Vol, veh/h 1055 1105 256 51
Approach Delay, s/veh 27.1 30.7 31.9 36.3
Approach LOS CCCD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.2 34.5 13.9 10.8 38.9 19.9
Change Period (Y+Rc), s 6.5 6.5 7.0 6.5 6.5 7.0
Max Green Setting (Gmax), s 9.0 28.0 10.0 8.0 29.0 36.0 Max Q Clear Time (g_c+I1), s 8.9 18.0 3.5 3.5 20.2 5.9
Green Ext Time (p_c), s 0.0 4.0 0.1 0.0 3.7 0.9
Intersection Summary
HCM 6th Ctrl Delay 29.4
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. "i tt '{' "i tf+ +t '{' ____ _
HCM 6th TWSC Opening Year PM
1: Woodward St & Project Dwy 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 0 370 0 0 230
Future Vol, veh/h 0 0 370 0 0 230
Conflicting Peds, #/hr 0 0 0 10 10 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 50 -
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 0 402 0 0 250

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 537 211 0 0 412 0
Stage 1 412 -----
Stage 2 125 -----
Critical Hdwy 6.84 6.94 - - 4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 - - 2.22 -
Pot Cap-1 Maneuver 474 794 - - 1143 -
Stage 1 637 -----
Stage 2 887 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 469 786 - - 1132 -
Mov Cap-2 Maneuver 469 -----
Stage 1 631 -----
Stage 2 887 -----

Approach WB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - - 1132 -
HCM Lane V/C Ratio -----
HCM Control Delay (s) - - 0 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - - 0 -
HCM 6th Signalized Intersection Summary Opening Year PM 2: Pico Ave & Mission Rd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 970 110 110 480 10 80 60 120 20 60 20 Future Volume (veh/h) 30 970 110 110 480 10 80 60 120 20 60 20 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.95 1.00 0.96 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 32 1032 117 117 511 11 83 88 143 28 83 28 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.84 0.84 0.84 0.72 0.72 0.72 Percent Heavy Veh, % 222222222222
Cap, veh/h 61 1653 187 144 1984 43 249 261 210 136 101 34 Arrive On Green 0.03 0.52 0.52 0.08 0.56 0.56 0.14 0.14 0.14 0.08 0.08 0.08 Sat Flow, veh/h 1781 3203 363 1781 3554 76 1781 1870 1508 1781 1322 446 Grp Volume(v), veh/h 32 572 577 117 255 267 83 88 143 28 0 111 Grp Sat Flow(s),veh/h/ln 1781 1777 1789 1781 1777 1853 1781 1870 1508 1781 0 1769 Q Serve(g_s), s 1.9 25.3 25.3 7.1 8.2 8.2 4.6 4.7 9.9 1.6 0.0 6.8 Cycle Q Clear(g_c), s 1.9 25.3 25.3 7.1 8.2 8.2 4.6 4.7 9.9 1.6 0.0 6.8 Prop In Lane 1.00 0.20 1.00 0.04 1.00 1.00 1.00 0.25
Lane Grp Cap(c), veh/h 61 917 923 144 992 1035 249 261 210 136 0 135 V/C Ratio(X) 0.53 0.62 0.62 0.81 0.26 0.26 0.33 0.34 0.68 0.21 0.00 0.82 Avail Cap(c_a), veh/h 102 917 923 168 992 1035 471 495 399 136 0 135 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 0.00 1.00 Uniform Delay (d), s/veh 52.3 19.0 19.0 49.7 12.5 12.5 42.7 42.7 45.0 47.7 0.0 50.1 Incr Delay (d2), s/veh 6.9 3.2 3.2 22.4 0.6 0.6 0.8 0.8 3.8 0.7 0.0 31.8 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 1.0 10.3 10.4 4.0 3.1 3.3 2.1 2.2 4.0 0.8 0.0 4.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.2 22.2 22.2 72.2 13.2 13.1 43.5 43.5 48.8 48.4 0.0 81.8 LnGrp LOS E C C E B B DDDDAF
Approach Vol, veh/h 1181 639 314 139
Approach Delay, s/veh 23.2 24.0 45.9 75.1
Approach LOS C C D E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 13.5 63.1 13.0 8.8 67.7 20.4
Change Period (Y+Rc), s 4.6 6.3 4.6 5.1 6.3 5.1
Max Green Setting (Gmax), s 10.4 41.5 8.4 6.3 45.1 29.1 Max Q Clear Time (g_c+I1), s 9.1 27.3 8.8 3.9 10.2 11.9 Green Ext Time (p_c), s 0.0 6.0 0.0 0.0 3.0 1.1
Intersection Summary
HCM 6th Ctrl Delay 29.7
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. ----- ~ t~ ~ 4' .,, ~ ~
HCM 6th Signalized Intersection Summary Opening Year PM 3: San Marcos Blvd/Woodward St & Mission Rd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 110 860 60 330 490 70 60 230 580 30 180 50 Future Volume (veh/h) 110 860 60 330 490 70 60 230 580 30 180 50 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.99 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 125 977 34 347 516 58 65 250 625 39 237 66 Peak Hour Factor 0.88 0.88 0.88 0.95 0.95 0.95 0.92 0.92 0.92 0.76 0.76 0.76 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 148 1159 503 393 1268 551 113 1184 523 77 841 228 Arrive On Green 0.08 0.33 0.33 0.11 0.36 0.36 0.06 0.33 0.33 0.04 0.31 0.31 Sat Flow, veh/h 1781 3554 1541 3456 3554 1543 1781 3554 1571 1781 2743 744 Grp Volume(v), veh/h 125 977 34 347 516 58 65 250 625 39 151 152 Grp Sat Flow(s),veh/h/ln1781 1777 1541 1728 1777 1543 1781 1777 1571 1781 1777 1710 Q Serve(g_s), s 10.2 37.6 2.2 14.6 16.1 3.7 5.2 7.4 49.0 3.2 9.5 9.9 Cycle Q Clear(g_c), s 10.2 37.6 2.2 14.6 16.1 3.7 5.2 7.4 49.0 3.2 9.5 9.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.43
Lane Grp Cap(c), veh/h 148 1159 503 393 1268 551 113 1184 523 77 544 524 V/C Ratio(X) 0.84 0.84 0.07 0.88 0.41 0.11 0.58 0.21 1.19 0.51 0.28 0.29 Avail Cap(c_a), veh/h 218 1159 503 423 1268 551 145 1184 523 97 544 524 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 66.5 46.1 34.1 64.2 35.6 31.6 67.0 35.2 49.1 68.8 38.7 38.8 Incr Delay (d2), s/veh 17.5 7.5 0.3 18.3 1.0 0.4 4.6 0.1 105.2 5.0 0.3 0.3 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/ln5.3 17.4 0.9 7.3 7.0 1.4 2.5 3.2 34.0 1.5 4.2 4.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 84.0 53.6 34.4 82.5 36.6 32.0 71.6 35.3 154.2 73.9 39.0 39.1 LnGrp LOS F D C F D C E D F E D D
Approach Vol, veh/h 1136 921 940 342
Approach Delay, s/veh 56.3 53.6 116.9 43.0
Approach LOS E D F D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s23.7 55.0 16.3 52.1 19.2 59.5 12.4 56.0 Change Period (Y+Rc), s 7.0 7.0 7.0 * 7 7.0 * 7 6.0 7.0 Max Green Setting (Gmax), s18.0 48.0 12.0 * 45 18.0 * 49 8.0 49.0 Max Q Clear Time (g_c+I1), s16.6 39.6 7.2 11.9 12.2 18.1 5.2 51.0 Green Ext Time (p_c), s 0.2 4.0 0.0 1.7 0.1 3.5 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 71.3
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Opening Year PM 4: Twin Oaks Valley Rd & San Marcos Blvd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 340 660 340 310 450 80 270 640 310 90 610 250 Future Volume (veh/h) 340 660 340 310 450 80 270 640 310 90 610 250 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.98 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 347 673 347 344 500 89 287 681 330 100 678 278 Peak Hour Factor 0.98 0.98 0.98 0.90 0.90 0.90 0.94 0.94 0.94 0.90 0.90 0.90 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 395 1066 1052 370 879 156 296 1611 872 193 1024 420 Arrive On Green 0.11 0.30 0.30 0.11 0.29 0.29 0.09 0.45 0.45 0.06 0.42 0.42 Sat Flow, veh/h 3456 3554 2709 3456 3001 531 3456 3554 1548 3456 2438 1000 Grp Volume(v), veh/h 347 673 347 344 295 294 287 681 330 100 494 462 Grp Sat Flow(s),veh/h/ln1728 1777 1354 1728 1777 1756 1728 1777 1548 1728 1777 1661 Q Serve(g_s), s 13.8 22.9 12.6 13.8 19.7 19.9 11.6 18.1 16.7 3.9 31.3 31.3 Cycle Q Clear(g_c), s 13.8 22.9 12.6 13.8 19.7 19.9 11.6 18.1 16.7 3.9 31.3 31.3 Prop In Lane 1.00 1.00 1.00 0.30 1.00 1.00 1.00 0.60
Lane Grp Cap(c), veh/h 395 1066 1052 370 520 514 296 1611 872 193 746 698 V/C Ratio(X) 0.88 0.63 0.33 0.93 0.57 0.57 0.97 0.42 0.38 0.52 0.66 0.66 Avail Cap(c_a), veh/h 420 1066 1052 370 520 514 296 1611 872 207 746 698 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 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 61.0 42.3 30.3 62.0 42.0 42.0 63.8 25.9 17.2 64.2 32.6 32.6 Incr Delay (d2), s/veh 18.1 2.8 0.8 27.6 4.0 4.2 43.7 0.8 1.3 2.1 4.6 4.9 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 7.0 10.3 4.2 7.4 9.1 9.1 6.8 7.6 6.0 1.8 13.9 13.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 79.1 45.2 31.1 89.6 46.0 46.2 107.5 26.7 18.4 66.4 37.2 37.5 LnGrp LOS E D C F D D F C B E D D
Approach Vol, veh/h 1367 933 1298 1056
Approach Delay, s/veh 50.2 62.1 42.5 40.1
Approach LOS D E D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 22.0 49.4 19.0 67.1 23.0 48.4 14.3 71.8 Change Period (Y+Rc), s 7.0 7.4 7.0 * 7.8 7.0 7.4 6.5 7.8 Max Green Setting (Gmax), s 15.0 42.0 12.0 * 42 17.0 40.0 8.4 45.9 Max Q Clear Time (g_c+I1), s 15.8 24.9 13.6 33.3 15.8 21.9 5.9 20.1 Green Ext Time (p_c), s 0.0 5.4 0.0 3.8 0.2 3.2 0.1 5.8 Intersection Summary
HCM 6th Ctrl Delay 48.2
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. _ "i"i tt '{' "i"i tf+
HCM 6th Signalized Intersection Summary Opening Year PM 5: Rancheros Dr & San Marcos Blvd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 800 250 120 420 10 380 10 100 20 10 20 Future Volume (veh/h) 20 800 250 120 420 10 380 10 100 20 10 20 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.96 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 20 816 255 145 506 12 456 0 118 27 13 27 Peak Hour Factor 0.98 0.98 0.98 0.83 0.83 0.83 0.85 0.85 0.85 0.75 0.75 0.75 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 62 1117 484 177 1342 32 685 0 293 111 53 140 Arrive On Green 0.04 0.31 0.31 0.10 0.38 0.38 0.19 0.00 0.19 0.09 0.09 0.09 Sat Flow, veh/h 1781 3554 1540 1781 3545 84 3563 0 1524 1221 588 1543 Grp Volume(v), veh/h 20 816 255 145 253 265 456 0 118 40 0 27 Grp Sat Flow(s),veh/h/ln1781 1777 1540 1781 1777 1853 1781 0 1524 1809 0 1543 Q Serve(g_s), s 1.0 18.2 12.1 7.1 9.2 9.2 10.6 0.0 6.0 1.8 0.0 1.4 Cycle Q Clear(g_c), s 1.0 18.2 12.1 7.1 9.2 9.2 10.6 0.0 6.0 1.8 0.0 1.4 Prop In Lane 1.00 1.00 1.00 0.05 1.00 1.00 0.67 1.00
Lane Grp Cap(c), veh/h 62 1117 484 177 673 701 685 0 293 164 0 140 V/C Ratio(X) 0.32 0.73 0.53 0.82 0.38 0.38 0.67 0.00 0.40 0.24 0.00 0.19 Avail Cap(c_a), veh/h 160 1117 484 180 673 701 1439 0 616 203 0 173 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 42.0 27.2 25.1 39.3 20.1 20.1 33.3 0.0 31.5 37.7 0.0 37.5 Incr Delay (d2), s/veh 2.9 4.2 4.1 24.5 1.6 1.5 1.1 0.0 0.9 0.8 0.0 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 0.5 7.9 4.7 4.2 3.9 4.0 4.5 0.0 2.2 0.8 0.0 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.9 31.4 29.2 63.9 21.7 21.6 34.4 0.0 32.4 38.4 0.0 38.1 LnGrp LOS D C C E C C C A C D A D
Approach Vol, veh/h 1091 663 574 67
Approach Delay, s/veh 31.1 30.9 34.0 38.3
Approach LOS CCCD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.4 34.5 15.1 9.6 40.2 24.1
Change Period (Y+Rc), s 6.5 6.5 7.0 6.5 6.5 7.0
Max Green Setting (Gmax), s 9.0 28.0 10.0 8.0 29.0 36.0 Max Q Clear Time (g_c+I1), s 9.1 20.2 3.8 3.0 11.2 12.6 Green Ext Time (p_c), s 0.0 3.7 0.1 0.0 2.7 2.0
Intersection Summary
HCM 6th Ctrl Delay 32.0
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. "i tt '{' "i tf+ +t '{' ____ _

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
N:\3703 - Woodward 46 Apartment\Report\Appendices\Appendix.3703.doc

APPENDIX E
NEAR-TERM (INTERIM YEAR 2026) QUEUING ANALYSIS

WORKSHEETS

Queuing and Blocking Report Opening Year AM
02/11/2023
Woodward 46 Apartment SimTraffic Report

Intersection: 1: Woodward St & Project Dwy
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: Pico Ave & Mission Rd
Movement EB EB EB WB WB WB NB NB NB SB SB
Directions Served L T TR L T TR L LT R L TR
Maximum Queue (ft) 60 240 203 175 320 316 94 150 58 99 156 Average Queue (ft) 21 120 85 131 112 109 39 38 44 51 63 95th Queue (ft) 52 203 167 198 272 248 79 106 60 95 129 Link Distance (ft) 394 394 1386 1386 256 256 162
Upstream Blk Time (%) 1
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 200 150 30 75
Storage Blk Time (%) 1 12 2 25 12 6 11
Queuing Penalty (veh) 0 39 4 28 8 5 7
Queuing and Blocking Report Opening Year AM
02/11/2023
Woodward 46 Apartment SimTraffic Report

Intersection: 3: San Marcos Blvd/Woodward St & Mission Rd Movement EB EB EB EB B15 B15 WB WB WB WB WB NB
Directions Served L T T R T T L L T T R L
Maximum Queue (ft) 195 277 281 190 45 56 322 334 608 484 141 68 Average Queue (ft) 40 166 178 38 2 3 260 250 256 199 24 18 95th Queue (ft) 115 261 270 131 27 27 350 370 556 412 92 52 Link Distance (ft) 220 220 1386 1386 721 721 721
Upstream Blk Time (%) 0440 3
Queuing Penalty (veh) 0 12 13 0 0
Storage Bay Dist (ft) 180 215 310 310 250
Storage Blk Time (%) 10 4 0 6 8 0
Queuing Penalty (veh) 3 2 0 24 30 2
Intersection: 3: San Marcos Blvd/Woodward St & Mission Rd Movement NB NB NB SB SB SB
Directions Served T T R L T TR
Maximum Queue (ft) 39 82 316 206 298 230
Average Queue (ft) 8 31 30 54 165 108
95th Queue (ft) 30 67 170 123 249 195
Link Distance (ft) 492 492 568 568
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 205
Storage Blk Time (%) 4
Queuing Penalty (veh) 2
Queuing and Blocking Report Opening Year AM
02/11/2023
Woodward 46 Apartment SimTraffic Report

Intersection: 4: Twin Oaks Valley Rd & San Marcos Blvd
Movement EB EB EB EB EB EB WB WB WB WB NB NB
Directions Served L L T T R R L L T TR L L
Maximum Queue (ft) 142 154 273 311 206 88 202 215 544 511 191 205 Average Queue (ft) 48 109 107 183 81 4 189 203 359 211 123 168 95th Queue (ft) 148 169 237 285 154 36 234 245 643 436 224 230 Link Distance (ft) 323 323 323 526 526
Upstream Blk Time (%) 0 0 9 0
Queuing Penalty (veh) 0 0 43 1
Storage Bay Dist (ft) 130 130 85 190 190 180 180
Storage Blk Time (%) 1 13 1 7 8 45 1 0 12
Queuing Penalty (veh) 1 23 2 10 17 99 6 1 29
Intersection: 4: Twin Oaks Valley Rd & San Marcos Blvd
Movement NB NB NB SB SB SB SB
Directions Served T T R L L T TR
Maximum Queue (ft) 357 286 344 152 205 263 275
Average Queue (ft) 190 131 152 23 114 232 249
95th Queue (ft) 311 228 267 94 223 276 265
Link Distance (ft) 406 406 406 232 232
Upstream Blk Time (%) 0 0 34 72
Queuing Penalty (veh) 0 0 0 0
Storage Bay Dist (ft) 180 180
Storage Blk Time (%) 6 0 1 53
Queuing Penalty (veh) 13 0 6 53
Intersection: 5: Rancheros Dr & San Marcos Blvd
Movement EB EB EB EB WB WB WB NB NB NB SB SB
Directions Served L T T R L T TR L LT R LT R
Maximum Queue (ft) 107 488 529 195 205 477 416 160 84 56 57 35 Average Queue (ft) 29 104 252 130 124 233 165 68 12 16 16 9 95th Queue (ft) 77 300 463 251 229 465 342 131 48 40 46 33 Link Distance (ft) 526 526 492 492 323 323 181
Upstream Blk Time (%) 0 1 1 0
Queuing Penalty (veh) 0 2 7 0
Storage Bay Dist (ft) 165 170 180 70 75
Storage Blk Time (%) 0 2 17 0 2 20 0 0 0
Queuing Penalty (veh) 0 1 53 0 10 26 0 0 0
Network Summary
Network wide Queuing Penalty: 579
Queuing and Blocking Report Opening Year PM
02/11/2023
Woodward 46 Apartment SimTraffic Report

Intersection: 1: Woodward St & Project Dwy
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: Pico Ave & Mission Rd
Movement EB EB EB WB WB WB NB NB NB SB SB
Directions Served L T TR L T TR L LT R L TR
Maximum Queue (ft) 224 397 334 161 228 238 133 235 60 76 134 Average Queue (ft) 36 258 199 84 63 75 48 75 47 19 61
95th Queue (ft) 117 391 316 156 176 181 100 171 66 56 112 Link Distance (ft) 394 394 1386 1386 256 256 162
Upstream Blk Time (%) 1 0 0
Queuing Penalty (veh) 0 0 0
Storage Bay Dist (ft) 200 150 30 75
Storage Blk Time (%) 0 16 2 2 39 22 0 12
Queuing Penalty (veh) 0 5 6 2 47 22 0 2
Queuing and Blocking Report Opening Year PM
02/11/2023
Woodward 46 Apartment SimTraffic Report

Intersection: 3: San Marcos Blvd/Woodward St & Mission Rd Movement EB EB EB EB B15 B15 WB WB WB WB WB NB
Directions Served L T T R T T L L T T R L
Maximum Queue (ft) 205 317 294 220 264 274 264 259 248 227 61 133 Average Queue (ft) 125 249 258 62 61 68 152 145 147 118 25 53 95th Queue (ft) 228 356 350 200 194 205 230 225 234 202 50 111 Link Distance (ft) 220 220 1386 1386 721 721 721
Upstream Blk Time (%) 0 23 24 0
Queuing Penalty (veh) 0 128 134 0
Storage Bay Dist (ft) 180 215 310 310 250
Storage Blk Time (%) 2 29 24 0 0 0
Queuing Penalty (veh) 9 32 15 1 0 0
Intersection: 3: San Marcos Blvd/Woodward St & Mission Rd Movement NB NB NB SB SB SB
Directions Served T T R L T TR
Maximum Queue (ft) 129 148 421 84 183 141
Average Queue (ft) 58 79 123 28 95 57
95th Queue (ft) 114 133 362 66 160 121
Link Distance (ft) 492 492 568 568
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 205
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Queuing and Blocking Report Opening Year PM
02/11/2023
Woodward 46 Apartment SimTraffic Report

Intersection: 4: Twin Oaks Valley Rd & San Marcos Blvd
Movement EB EB EB EB EB EB WB WB WB WB NB NB
Directions Served L L T T R R L L T TR L L
Maximum Queue (ft) 142 155 368 352 337 93 202 214 375 347 192 205 Average Queue (ft) 130 152 328 321 105 10 142 159 158 166 141 187 95th Queue (ft) 176 175 385 398 275 59 221 229 298 275 212 230 Link Distance (ft) 323 323 323 526 526
Upstream Blk Time (%) 46 32 1
Queuing Penalty (veh) 0 0 0
Storage Bay Dist (ft) 130 130 85 190 190 180 180
Storage Blk Time (%) 6 55 18 60172 1 1 6
Queuing Penalty (veh) 21 181 61 9 0 3 16 7 2 51
Intersection: 4: Twin Oaks Valley Rd & San Marcos Blvd
Movement NB NB NB SB SB SB SB
Directions Served T T R L L T TR
Maximum Queue (ft) 414 330 303 152 205 254 274
Average Queue (ft) 255 186 125 48 121 233 237
95th Queue (ft) 395 301 245 137 242 279 284
Link Distance (ft) 406 406 406 232 232
Upstream Blk Time (%) 1 0 22 32
Queuing Penalty (veh) 0 0 0 0
Storage Bay Dist (ft) 180 180
Storage Blk Time (%) 16 0 7 31
Queuing Penalty (veh) 42 0 21 28
Intersection: 5: Rancheros Dr & San Marcos Blvd
Movement EB EB EB EB WB WB WB NB NB NB SB SB
Directions Served L T T R L T TR L LT R LT R
Maximum Queue (ft) 105 540 546 195 198 238 236 247 185 91 70 48 Average Queue (ft) 22 293 415 152 92 94 94 135 63 37 26 14 95th Queue (ft) 76 551 619 262 171 191 189 214 154 80 61 41 Link Distance (ft) 526 526 492 492 323 323 181
Upstream Blk Time (%) 1 6
Queuing Penalty (veh) 5 30
Storage Bay Dist (ft) 165 170 180 70 75
Storage Blk Time (%) 13 41 0 1 1 3110
Queuing Penalty (veh) 3 103 1 3 1 3200
Network Summary
Network wide Queuing Penalty: 995

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
N:\3703 - Woodward 46 Apartment\Report\Appendices\Appendix.3703.doc

APPENDIX F
NEAR-TERM (INTERIM YEAR 2026) + PROJECT

INTERSECTION ANALYSIS WORKSHEETS
HCM 6th TWSC Opening Year + Project AM
1: Woodward St & Project Dwy 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Intersection
Int Delay, s/veh 0.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 22 1 160 6 0 390
Future Vol, veh/h 22 1 160 6 0 390
Conflicting Peds, #/hr 0 0 0 10 10 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 50 -
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 24 1 174 7 0 424

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 400 101 0 0 191 0
Stage 1 188 -----
Stage 2 212 -----
Critical Hdwy 6.84 6.94 - - 4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 - - 2.22 -
Pot Cap-1 Maneuver 578 935 - - 1380 -
Stage 1 825 -----
Stage 2 803 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 572 926 - - 1367 -
Mov Cap-2 Maneuver 572 -----
Stage 1 817 -----
Stage 2 803 -----

Approach WB NB SB
HCM Control Delay, s 11.5 0 0

HCM LOS B

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 582 1367 -
HCM Lane V/C Ratio - - 0.043 - -
HCM Control Delay (s) - - 11.5 0 -
HCM Lane LOS - - B A -
HCM 95th %tile Q(veh) - - 0.1 0 -
HCM 6th Signalized Intersection Summary Opening Year + Project AM 2: Pico Ave & Mission Rd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 451 80 200 643 10 70 30 110 60 70 10 Future Volume (veh/h) 20 451 80 200 643 10 70 30 110 60 70 10 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.95 1.00 0.96 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 24 531 94 263 846 13 54 62 118 97 113 16 Peak Hour Factor 0.85 0.85 0.85 0.76 0.76 0.76 0.93 0.93 0.93 0.62 0.62 0.62 Percent Heavy Veh, % 222222222222
Cap, veh/h 52 1330 234 255 1978 30 227 238 191 143 127 18 Arrive On Green 0.03 0.44 0.44 0.14 0.55 0.55 0.13 0.13 0.13 0.08 0.08 0.08 Sat Flow, veh/h 1781 2998 528 1781 3580 55 1781 1870 1503 1781 1594 226 Grp Volume(v), veh/h 24 314 311 263 420 439 54 62 118 97 0 129 Grp Sat Flow(s),veh/h/ln 1781 1777 1750 1781 1777 1858 1781 1870 1503 1781 0 1819 Q Serve(g_s), s 1.3 11.9 12.0 14.3 13.8 13.9 2.7 3.0 7.4 5.3 0.0 7.0 Cycle Q Clear(g_c), s 1.3 11.9 12.0 14.3 13.8 13.9 2.7 3.0 7.4 5.3 0.0 7.0 Prop In Lane 1.00 0.30 1.00 0.03 1.00 1.00 1.00 0.12
Lane Grp Cap(c), veh/h 52 788 776 255 982 1026 227 238 191 143 0 146 V/C Ratio(X) 0.46 0.40 0.40 1.03 0.43 0.43 0.24 0.26 0.62 0.68 0.00 0.89 Avail Cap(c_a), veh/h 107 788 776 255 982 1026 517 542 436 143 0 146 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 0.00 1.00 Uniform Delay (d), s/veh 47.8 18.8 18.8 42.8 13.1 13.1 39.3 39.4 41.3 44.8 0.0 45.5 Incr Delay (d2), s/veh 6.2 1.5 1.5 65.1 1.4 1.3 0.5 0.6 3.2 12.4 0.0 43.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 4.9 4.8 10.6 5.3 5.5 1.2 1.4 2.9 2.8 0.0 4.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.0 20.3 20.4 107.9 14.5 14.4 39.8 40.0 44.5 57.1 0.0 88.6 LnGrp LOS D C C F B B D D D E A F
Approach Vol, veh/h 649 1122 234 226
Approach Delay, s/veh 21.6 36.4 42.2 75.1
Approach LOS C D D E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 18.9 50.7 12.6 8.0 61.5 17.8
Change Period (Y+Rc), s 4.6 6.3 4.6 5.1 6.3 5.1
Max Green Setting (Gmax), s 14.3 28.1 8.0 6.0 35.9 29.0 Max Q Clear Time (g_c+I1), s 16.3 14.0 9.0 3.3 15.9 9.4 Green Ext Time (p_c), s 0.0 3.0 0.0 0.0 4.8 0.8
Intersection Summary
HCM 6th Ctrl Delay 36.6
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. ----- ~ t~ ~ 4' .,, ~ ~
HCM 6th Signalized Intersection Summary Opening Year + Project AM 3: San Marcos Blvd/Woodward St & Mission Rd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 31 530 40 630 770 81 20 64 530 52 327 73 Future Volume (veh/h) 31 530 40 630 770 81 20 64 530 52 327 73 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.98 1.00 0.99 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 38 646 49 759 928 98 22 70 582 59 372 83 Peak Hour Factor 0.82 0.82 0.82 0.83 0.83 0.83 0.91 0.91 0.91 0.88 0.88 0.88 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 76 962 416 822 1655 721 72 924 407 88 754 166 Arrive On Green 0.04 0.27 0.27 0.24 0.47 0.47 0.04 0.26 0.26 0.05 0.26 0.26 Sat Flow, veh/h 1781 3554 1536 3456 3554 1549 1781 3554 1567 1781 2876 633 Grp Volume(v), veh/h 38 646 49 759 928 98 22 70 582 59 228 227 Grp Sat Flow(s),veh/h/ln1781 1777 1536 1728 1777 1549 1781 1777 1567 1781 1777 1732 Q Serve(g_s), s 3.1 24.0 3.6 31.8 28.0 5.3 1.8 2.2 38.5 4.8 16.1 16.5 Cycle Q Clear(g_c), s 3.1 24.0 3.6 31.8 28.0 5.3 1.8 2.2 38.5 4.8 16.1 16.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.37
Lane Grp Cap(c), veh/h 76 962 416 822 1655 721 72 924 407 88 466 454 V/C Ratio(X) 0.50 0.67 0.12 0.92 0.56 0.14 0.31 0.08 1.43 0.67 0.49 0.50 Avail Cap(c_a), veh/h 96 962 416 910 1655 721 120 924 407 96 466 454 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 69.3 48.1 40.7 55.1 28.6 22.6 69.1 41.4 54.8 69.2 46.2 46.4 Incr Delay (d2), s/veh 5.0 3.7 0.6 13.9 1.4 0.4 2.4 0.0 206.8 15.1 0.8 0.9 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/ln1.5 10.9 1.4 15.1 11.9 2.0 0.9 1.0 38.3 2.5 7.2 7.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 74.3 51.9 41.3 69.0 30.0 23.0 71.5 41.4 261.7 84.3 47.0 47.2 LnGrp LOS E D D E C C E D F F D D
Approach Vol, veh/h 733 1785 674 514
Approach Delay, s/veh 52.3 46.2 232.6 51.4
Approach LOS D D F D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s42.2 47.1 13.0 45.8 13.3 76.0 13.3 45.5 Change Period (Y+Rc), s 7.0 7.0 7.0 * 7 7.0 * 7 6.0 7.0 Max Green Setting (Gmax), s39.0 37.5 10.0 * 36 8.0 * 69 8.0 38.5 Max Q Clear Time (g_c+I1), s33.8 26.0 3.8 18.5 5.1 30.0 6.8 40.5 Green Ext Time (p_c), s 1.5 3.2 0.0 2.3 0.0 7.5 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 82.0
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Opening Year + Project AM 4: Twin Oaks Valley Rd & San Marcos Blvd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 150 361 300 463 443 30 200 470 493 100 780 270 Future Volume (veh/h) 150 361 300 463 443 30 200 470 493 100 780 270 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.98 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 179 430 357 509 487 33 215 505 530 102 796 276 Peak Hour Factor 0.84 0.84 0.84 0.91 0.91 0.91 0.93 0.93 0.93 0.98 0.98 0.98 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 229 1066 992 444 1221 83 222 1534 872 194 1080 374 Arrive On Green 0.07 0.30 0.30 0.13 0.36 0.36 0.06 0.43 0.43 0.06 0.42 0.42 Sat Flow, veh/h 3456 3554 2709 3456 3371 228 3456 3554 1547 3456 2570 891 Grp Volume(v), veh/h 179 430 357 509 256 264 215 505 530 102 550 522 Grp Sat Flow(s),veh/h/ln1728 1777 1354 1728 1777 1822 1728 1777 1547 1728 1777 1684 Q Serve(g_s), s 7.1 13.5 13.5 18.0 15.0 15.1 8.7 13.2 32.1 4.0 36.4 36.5 Cycle Q Clear(g_c), s 7.1 13.5 13.5 18.0 15.0 15.1 8.7 13.2 32.1 4.0 36.4 36.5 Prop In Lane 1.00 1.00 1.00 0.12 1.00 1.00 1.00 0.53
Lane Grp Cap(c), veh/h 229 1066 992 444 644 660 222 1534 872 194 746 707 V/C Ratio(X) 0.78 0.40 0.36 1.15 0.40 0.40 0.97 0.33 0.61 0.53 0.74 0.74 Avail Cap(c_a), veh/h 296 1066 992 444 644 660 222 1534 872 210 746 707 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 0.79 0.79 0.79 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 64.4 39.0 32.6 61.0 33.3 33.3 65.4 26.3 20.6 64.3 34.1 34.1 Incr Delay (d2), s/veh 9.7 1.1 1.0 84.9 1.5 1.4 51.1 0.6 3.1 2.2 6.4 6.8 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 3.4 6.0 4.5 13.0 6.7 6.9 5.3 5.6 11.7 1.8 16.5 15.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 74.1 40.2 33.6 145.9 34.7 34.7 116.4 26.9 23.7 66.5 40.5 40.9 LnGrp LOS E D C F C C F C C E D D
Approach Vol, veh/h 966 1029 1250 1174
Approach Delay, s/veh 44.0 89.7 41.0 42.9
Approach LOS D F D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 25.0 49.4 16.0 67.1 16.3 58.1 14.3 68.8 Change Period (Y+Rc), s 7.0 7.4 7.0 * 7.8 7.0 7.4 6.5 7.8 Max Green Setting (Gmax), s 18.0 42.0 9.0 * 42 12.0 48.0 8.5 42.8 Max Q Clear Time (g_c+I1), s 20.0 15.5 10.7 38.5 9.1 17.1 6.0 34.1 Green Ext Time (p_c), s 0.0 4.4 0.0 2.2 0.1 3.1 0.1 3.4 Intersection Summary
HCM 6th Ctrl Delay 53.5
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. _ "i"i tt '{' "i"i tf+
HCM 6th Signalized Intersection Summary Opening Year + Project AM 5: Rancheros Dr & San Marcos Blvd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 614 310 131 826 10 130 10 50 10 10 10 Future Volume (veh/h) 30 614 310 131 826 10 130 10 50 10 10 10 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.95 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 33 682 344 152 960 12 188 0 68 17 17 17 Peak Hour Factor 0.90 0.90 0.90 0.86 0.86 0.86 0.73 0.73 0.73 0.58 0.58 0.58 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 91 1191 517 186 1396 17 549 0 233 76 76 128
Arrive On Green 0.05 0.34 0.34 0.10 0.39 0.39 0.15 0.00 0.15 0.08 0.08 0.08 Sat Flow, veh/h 1781 3554 1542 1781 3593 45 3563 0 1514 912 912 1545 Grp Volume(v), veh/h 33 682 344 152 475 497 188 0 68 34 0 17 Grp Sat Flow(s),veh/h/ln1781 1777 1542 1781 1777 1861 1781 0 1514 1825 0 1545 Q Serve(g_s), s 1.5 13.2 16.0 7.0 18.6 18.6 3.9 0.0 3.3 1.5 0.0 0.9 Cycle Q Clear(g_c), s 1.5 13.2 16.0 7.0 18.6 18.6 3.9 0.0 3.3 1.5 0.0 0.9 Prop In Lane 1.00 1.00 1.00 0.02 1.00 1.00 0.50 1.00
Lane Grp Cap(c), veh/h 91 1191 517 186 690 723 549 0 233 152 0 128 V/C Ratio(X) 0.36 0.57 0.67 0.82 0.69 0.69 0.34 0.00 0.29 0.22 0.00 0.13 Avail Cap(c_a), veh/h 171 1191 517 192 690 723 1535 0 652 218 0 185 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 38.3 22.9 23.8 36.6 21.3 21.3 31.6 0.0 31.3 35.8 0.0 35.5 Incr Delay (d2), s/veh 2.4 2.0 6.6 22.7 5.5 5.3 0.4 0.0 0.7 0.7 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 5.4 6.3 4.1 8.1 8.4 1.7 0.0 1.2 0.7 0.0 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.7 24.9 30.4 59.3 26.9 26.6 31.9 0.0 32.0 36.5 0.0 36.0 LnGrp LOS D C C E C C C A C D A D
Approach Vol, veh/h 1059 1124 256 51
Approach Delay, s/veh 27.2 31.1 31.9 36.3
Approach LOS CCCD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.2 34.5 13.9 10.8 39.0 19.9
Change Period (Y+Rc), s 6.5 6.5 7.0 6.5 6.5 7.0
Max Green Setting (Gmax), s 9.0 28.0 10.0 8.0 29.0 36.0 Max Q Clear Time (g_c+I1), s 9.0 18.0 3.5 3.5 20.6 5.9
Green Ext Time (p_c), s 0.0 4.0 0.1 0.0 3.7 0.9
Intersection Summary
HCM 6th Ctrl Delay 29.6
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. "i tt '{' "i tf+ +t '{' ____ _
HCM 6th TWSC Opening Year + Project PM
1: Woodward St & Project Dwy 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Intersection
Int Delay, s/veh 0.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 10 1 370 25 1 230
Future Vol, veh/h 10 1 370 25 1 230
Conflicting Peds, #/hr 0 0 0 10 10 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 50 -
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 11 1 402 27 1 250

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 553 225 0 0 439 0
Stage 1 426 -----
Stage 2 127 -----
Critical Hdwy 6.84 6.94 - - 4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 - - 2.22 -
Pot Cap-1 Maneuver 463 778 - - 1117 -
Stage 1 627 -----
Stage 2 885 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 458 771 - - 1106 -
Mov Cap-2 Maneuver 458 -----
Stage 1 621 -----
Stage 2 884 -----

Approach WB NB SB
HCM Control Delay, s 12.8 0 0

HCM LOS B

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 476 1106 -
HCM Lane V/C Ratio - - 0.025 0.001 -
HCM Control Delay (s) - - 12.8 8.3 -
HCM Lane LOS - - B A -
HCM 95th %tile Q(veh) - - 0.1 0 -
HCM 6th Signalized Intersection Summary Opening Year + Project PM 2: Pico Ave & Mission Rd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 973 110 110 481 10 80 60 120 20 60 20 Future Volume (veh/h) 30 973 110 110 481 10 80 60 120 20 60 20 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.95 1.00 0.96 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 32 1035 117 117 512 11 83 88 143 28 83 28 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.84 0.84 0.84 0.72 0.72 0.72 Percent Heavy Veh, % 222222222222
Cap, veh/h 61 1654 187 144 1984 43 249 261 210 136 101 34 Arrive On Green 0.03 0.52 0.52 0.08 0.56 0.56 0.14 0.14 0.14 0.08 0.08 0.08 Sat Flow, veh/h 1781 3204 362 1781 3554 76 1781 1870 1508 1781 1322 446 Grp Volume(v), veh/h 32 574 578 117 256 267 83 88 143 28 0 111 Grp Sat Flow(s),veh/h/ln 1781 1777 1789 1781 1777 1853 1781 1870 1508 1781 0 1769 Q Serve(g_s), s 1.9 25.4 25.4 7.1 8.2 8.2 4.6 4.7 9.9 1.6 0.0 6.8 Cycle Q Clear(g_c), s 1.9 25.4 25.4 7.1 8.2 8.2 4.6 4.7 9.9 1.6 0.0 6.8 Prop In Lane 1.00 0.20 1.00 0.04 1.00 1.00 1.00 0.25
Lane Grp Cap(c), veh/h 61 917 924 144 992 1035 249 261 210 136 0 135 V/C Ratio(X) 0.53 0.63 0.63 0.82 0.26 0.26 0.33 0.34 0.68 0.21 0.00 0.82 Avail Cap(c_a), veh/h 102 917 924 152 992 1035 471 495 399 136 0 135 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 0.00 1.00 Uniform Delay (d), s/veh 52.3 19.0 19.0 49.8 12.5 12.5 42.7 42.7 45.0 47.7 0.0 50.1 Incr Delay (d2), s/veh 6.9 3.2 3.2 26.7 0.6 0.6 0.8 0.8 3.8 0.7 0.0 31.8 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 1.0 10.3 10.4 4.1 3.1 3.3 2.1 2.2 4.0 0.8 0.0 4.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.2 22.2 22.2 76.5 13.2 13.1 43.5 43.5 48.8 48.4 0.0 81.8 LnGrp LOS E C C E B B DDDDAF
Approach Vol, veh/h 1184 640 314 139
Approach Delay, s/veh 23.2 24.7 45.9 75.1
Approach LOS C C D E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 13.5 63.1 13.0 8.8 67.7 20.4
Change Period (Y+Rc), s 4.6 6.3 4.6 5.1 6.3 5.1
Max Green Setting (Gmax), s 9.4 42.5 8.4 6.3 45.1 29.1
Max Q Clear Time (g_c+I1), s 9.1 27.4 8.8 3.9 10.2 11.9 Green Ext Time (p_c), s 0.0 6.2 0.0 0.0 3.0 1.1
Intersection Summary
HCM 6th Ctrl Delay 29.9
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. ----- ~ t~ ~ 4' .,, ~ ~
HCM 6th Signalized Intersection Summary Opening Year + Project PM 3: San Marcos Blvd/Woodward St & Mission Rd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 113 860 60 330 490 73 60 249 580 31 188 51 Future Volume (veh/h) 113 860 60 330 490 73 60 249 580 31 188 51 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.99 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 128 977 68 347 516 77 65 271 630 41 247 67 Peak Hour Factor 0.88 0.88 0.88 0.95 0.95 0.95 0.92 0.92 0.92 0.76 0.76 0.76 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 151 1158 502 393 1261 547 112 1182 523 79 847 224 Arrive On Green 0.08 0.33 0.33 0.11 0.35 0.35 0.06 0.33 0.33 0.04 0.31 0.31 Sat Flow, veh/h 1781 3554 1541 3456 3554 1543 1781 3554 1571 1781 2760 730 Grp Volume(v), veh/h 128 977 68 347 516 77 65 271 630 41 157 157 Grp Sat Flow(s),veh/h/ln1781 1777 1541 1728 1777 1543 1781 1777 1571 1781 1777 1713 Q Serve(g_s), s 10.4 37.6 4.6 14.6 16.1 5.0 5.2 8.1 49.0 3.3 9.9 10.3 Cycle Q Clear(g_c), s 10.4 37.6 4.6 14.6 16.1 5.0 5.2 8.1 49.0 3.3 9.9 10.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.43
Lane Grp Cap(c), veh/h 151 1158 502 393 1261 547 112 1182 523 79 545 526 V/C Ratio(X) 0.85 0.84 0.14 0.88 0.41 0.14 0.58 0.23 1.21 0.52 0.29 0.30 Avail Cap(c_a), veh/h 230 1158 502 422 1261 547 145 1182 523 97 545 526 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 66.4 46.1 35.0 64.3 35.9 32.3 67.1 35.5 49.1 68.9 38.8 38.9 Incr Delay (d2), s/veh 16.2 7.6 0.6 18.4 1.0 0.5 4.6 0.1 109.5 5.3 0.3 0.3 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/ln5.3 17.4 1.8 7.3 7.1 1.9 2.5 3.5 34.7 1.6 4.3 4.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 82.6 53.7 35.6 82.6 36.8 32.8 71.7 35.6 158.6 74.1 39.1 39.3 LnGrp LOS F D D F D C E D F E D D
Approach Vol, veh/h 1173 940 966 355
Approach Delay, s/veh 55.8 53.4 118.3 43.2
Approach LOS E D F D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s23.8 55.0 16.3 52.2 19.5 59.2 12.5 56.0 Change Period (Y+Rc), s 7.0 7.0 7.0 * 7 7.0 * 7 6.0 7.0 Max Green Setting (Gmax), s18.0 48.0 12.0 * 45 19.0 * 48 8.0 49.0 Max Q Clear Time (g_c+I1), s16.6 39.6 7.2 12.3 12.4 18.1 5.3 51.0 Green Ext Time (p_c), s 0.2 4.0 0.0 1.8 0.1 3.6 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 71.4
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Opening Year + Project PM 4: Twin Oaks Valley Rd & San Marcos Blvd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 340 664 340 316 452 80 270 640 324 90 610 250 Future Volume (veh/h) 340 664 340 316 452 80 270 640 324 90 610 250 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.98 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 347 678 347 351 502 89 287 681 345 100 678 278 Peak Hour Factor 0.98 0.98 0.98 0.90 0.90 0.90 0.94 0.94 0.94 0.90 0.90 0.90 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 395 1066 1052 370 880 155 296 1611 872 193 1024 420 Arrive On Green 0.11 0.30 0.30 0.11 0.29 0.29 0.09 0.45 0.45 0.06 0.42 0.42 Sat Flow, veh/h 3456 3554 2709 3456 3003 530 3456 3554 1548 3456 2438 1000 Grp Volume(v), veh/h 347 678 347 351 296 295 287 681 345 100 494 462 Grp Sat Flow(s),veh/h/ln1728 1777 1354 1728 1777 1756 1728 1777 1548 1728 1777 1661 Q Serve(g_s), s 13.8 23.1 12.6 14.1 19.8 20.0 11.6 18.1 17.6 3.9 31.3 31.3 Cycle Q Clear(g_c), s 13.8 23.1 12.6 14.1 19.8 20.0 11.6 18.1 17.6 3.9 31.3 31.3 Prop In Lane 1.00 1.00 1.00 0.30 1.00 1.00 1.00 0.60
Lane Grp Cap(c), veh/h 395 1066 1052 370 520 514 296 1611 872 193 746 698 V/C Ratio(X) 0.88 0.64 0.33 0.95 0.57 0.57 0.97 0.42 0.40 0.52 0.66 0.66 Avail Cap(c_a), veh/h 420 1066 1052 370 520 514 296 1611 872 207 746 698 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 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 61.0 42.4 30.3 62.1 42.0 42.1 63.8 25.9 17.4 64.2 32.6 32.6 Incr Delay (d2), s/veh 18.1 2.9 0.8 31.5 4.1 4.2 43.7 0.8 1.3 2.1 4.6 4.9 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 7.0 10.4 4.2 7.8 9.2 9.2 6.8 7.6 6.3 1.8 13.9 13.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 79.1 45.3 31.1 93.7 46.1 46.3 107.5 26.7 18.7 66.4 37.2 37.5 LnGrp LOS E D C F D D F C B E D D
Approach Vol, veh/h 1372 942 1313 1056
Approach Delay, s/veh 50.3 63.9 42.3 40.1
Approach LOS D E D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 22.0 49.4 19.0 67.1 23.0 48.4 14.3 71.8 Change Period (Y+Rc), s 7.0 7.4 7.0 * 7.8 7.0 7.4 6.5 7.8 Max Green Setting (Gmax), s 15.0 42.0 12.0 * 42 17.0 40.0 8.4 45.9 Max Q Clear Time (g_c+I1), s 16.1 25.1 13.6 33.3 15.8 22.0 5.9 20.1 Green Ext Time (p_c), s 0.0 5.4 0.0 3.8 0.2 3.2 0.1 5.9 Intersection Summary
HCM 6th Ctrl Delay 48.5
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. _ "i"i tt '{' "i"i tf+
HCM 6th Signalized Intersection Summary Opening Year + Project PM 5: Rancheros Dr & San Marcos Blvd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 818 250 120 428 10 380 10 101 20 10 20 Future Volume (veh/h) 20 818 250 120 428 10 380 10 101 20 10 20 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.96 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 20 835 255 145 516 12 456 0 119 27 13 27 Peak Hour Factor 0.98 0.98 0.98 0.83 0.83 0.83 0.85 0.85 0.85 0.75 0.75 0.75 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 62 1117 484 177 1343 31 686 0 293 111 53 140 Arrive On Green 0.04 0.31 0.31 0.10 0.38 0.38 0.19 0.00 0.19 0.09 0.09 0.09 Sat Flow, veh/h 1781 3554 1540 1781 3547 82 3563 0 1524 1221 588 1543 Grp Volume(v), veh/h 20 835 255 145 258 270 456 0 119 40 0 27 Grp Sat Flow(s),veh/h/ln1781 1777 1540 1781 1777 1853 1781 0 1524 1809 0 1543 Q Serve(g_s), s 1.0 18.8 12.1 7.1 9.4 9.4 10.6 0.0 6.1 1.8 0.0 1.4 Cycle Q Clear(g_c), s 1.0 18.8 12.1 7.1 9.4 9.4 10.6 0.0 6.1 1.8 0.0 1.4 Prop In Lane 1.00 1.00 1.00 0.04 1.00 1.00 0.67 1.00
Lane Grp Cap(c), veh/h 62 1117 484 177 673 702 686 0 293 164 0 140 V/C Ratio(X) 0.32 0.75 0.53 0.82 0.38 0.38 0.67 0.00 0.41 0.24 0.00 0.19 Avail Cap(c_a), veh/h 160 1117 484 180 673 702 1439 0 616 203 0 173 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 42.0 27.4 25.1 39.3 20.1 20.1 33.3 0.0 31.5 37.7 0.0 37.5 Incr Delay (d2), s/veh 2.9 4.6 4.1 24.5 1.7 1.6 1.1 0.0 0.9 0.8 0.0 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 0.5 8.2 4.7 4.2 3.9 4.1 4.5 0.0 2.2 0.8 0.0 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.9 32.0 29.2 63.9 21.8 21.7 34.4 0.0 32.4 38.4 0.0 38.1 LnGrp LOS D C C E C C C A C D A D
Approach Vol, veh/h 1110 673 575 67
Approach Delay, s/veh 31.6 30.8 34.0 38.3
Approach LOS CCCD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.4 34.5 15.1 9.6 40.2 24.1
Change Period (Y+Rc), s 6.5 6.5 7.0 6.5 6.5 7.0
Max Green Setting (Gmax), s 9.0 28.0 10.0 8.0 29.0 36.0 Max Q Clear Time (g_c+I1), s 9.1 20.8 3.8 3.0 11.4 12.6 Green Ext Time (p_c), s 0.0 3.6 0.1 0.0 2.7 2.0
Intersection Summary
HCM 6th Ctrl Delay 32.1
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. "i tt '{' "i tf+ +t '{' ____ _
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
N:\3703 - Woodward 46 Apartment\Report\Appendices\Appendix.3703.doc

APPENDIX G
NEAR-TERM (INTERIM YEAR 2026) + PROJECT QUEUING

ANALYSIS WORKSHEETS
Queuing and Blocking Report Opening Year + Project AM
02/11/2023
Woodward 46 Apartment SimTraffic Report

Intersection: 1: Woodward St & Project Dwy
Movement WB
Directions Served LR
Maximum Queue (ft) 40
Average Queue (ft) 18
95th Queue (ft) 43
Link Distance (ft) 255
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: Pico Ave & Mission Rd
Movement EB EB EB WB WB WB NB NB NB SB SB
Directions Served L T TR L T TR L LT R L TR
Maximum Queue (ft) 66 233 196 175 321 322 91 112 62 99 153 Average Queue (ft) 19 118 76 133 134 115 38 29 45 51 63 95th Queue (ft) 50 197 156 204 306 261 77 82 59 96 127
Link Distance (ft) 394 394 1386 1386 256 256 162
Upstream Blk Time (%) 1
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 200 150 30 75
Storage Blk Time (%) 1 13 3 19 15 8 10
Queuing Penalty (veh) 0 40 6 20 10 6 6
Queuing and Blocking Report Opening Year + Project AM
02/11/2023
Woodward 46 Apartment SimTraffic Report

Intersection: 3: San Marcos Blvd/Woodward St & Mission Rd Movement EB EB EB EB B15 B15 WB WB WB WB WB NB
Directions Served L T T R T T L L T T R L
Maximum Queue (ft) 138 265 282 219 12 19 322 334 650 517 64 74 Average Queue (ft) 35 161 174 30 0 1 249 235 240 185 23 18 95th Queue (ft) 116 249 261 104 8 10 344 354 510 353 50 52 Link Distance (ft) 220 220 1386 1386 721 721 721
Upstream Blk Time (%) 3 3 0 1
Queuing Penalty (veh) 8 10 0 0
Storage Bay Dist (ft) 180 215 310 310 250
Storage Blk Time (%) 9 4 0 4 5 0
Queuing Penalty (veh) 3 1 0 16 19 0
Intersection: 3: San Marcos Blvd/Woodward St & Mission Rd Movement NB NB NB SB SB SB
Directions Served T T R L T TR
Maximum Queue (ft) 56 80 295 180 280 233
Average Queue (ft) 10 31 37 57 166 106
95th Queue (ft) 38 69 185 124 251 192
Link Distance (ft) 492 492 568 568
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 205
Storage Blk Time (%) 4
Queuing Penalty (veh) 2
Queuing and Blocking Report Opening Year + Project AM
02/11/2023
Woodward 46 Apartment SimTraffic Report

Intersection: 4: Twin Oaks Valley Rd & San Marcos Blvd
Movement EB EB EB EB EB EB WB WB WB WB NB NB
Directions Served L L T T R R L L T TR L L
Maximum Queue (ft) 141 153 254 309 210 88 202 215 522 442 188 205 Average Queue (ft) 53 112 102 173 83 7 189 202 317 192 116 163 95th Queue (ft) 154 166 225 267 160 52 233 246 596 400 215 217 Link Distance (ft) 323 323 323 526 526
Upstream Blk Time (%) 0 6 0
Queuing Penalty (veh) 0 28 0
Storage Bay Dist (ft) 130 130 85 190 190 180 180
Storage Blk Time (%) 0 10 1 7 0 8 39 1 0 8
Queuing Penalty (veh) 1 19 2 10 0 18 85 6 1 20
Intersection: 4: Twin Oaks Valley Rd & San Marcos Blvd
Movement NB NB NB SB SB SB SB
Directions Served T T R L L T TR
Maximum Queue (ft) 330 228 298 148 205 257 277
Average Queue (ft) 172 125 164 29 126 233 250
95th Queue (ft) 269 217 278 104 228 276 263
Link Distance (ft) 406 406 406 232 232
Upstream Blk Time (%) 31 76
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft) 180 180
Storage Blk Time (%) 6 0 3 51
Queuing Penalty (veh) 12 0 10 51
Intersection: 5: Rancheros Dr & San Marcos Blvd
Movement EB EB EB EB WB WB WB NB NB NB SB SB
Directions Served L T T R L T TR L LT R LT R
Maximum Queue (ft) 109 400 480 195 204 429 359 149 83 46 57 32 Average Queue (ft) 25 100 239 124 113 200 148 66 10 16 16 9 95th Queue (ft) 66 275 433 246 230 402 307 124 48 41 45 32 Link Distance (ft) 526 526 492 492 323 323 181
Upstream Blk Time (%) 0 0 0 0
Queuing Penalty (veh) 0 1 1 0
Storage Bay Dist (ft) 165 170 180 70 75
Storage Blk Time (%) 0 1 16 0 1 11 0 0 0
Queuing Penalty (veh) 0 0 50 0 5 15 0 0 0
Network Summary
Network wide Queuing Penalty: 485
Queuing and Blocking Report Opening Year + Project PM
02/11/2023
Woodward 46 Apartment SimTraffic Report

Intersection: 1: Woodward St & Project Dwy
Movement WB SB
Directions Served LR L
Maximum Queue (ft) 35 10
Average Queue (ft) 11 0
95th Queue (ft) 35 5
Link Distance (ft) 255
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 50
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: Pico Ave & Mission Rd
Movement EB EB EB WB WB WB NB NB NB SB SB
Directions Served L T TR L T TR L LT R L TR
Maximum Queue (ft) 136 400 335 174 250 249 108 189 57 85 158 Average Queue (ft) 34 225 177 75 66 77 49 62 48 21 64
95th Queue (ft) 117 346 291 146 183 190 93 139 62 61 128 Link Distance (ft) 394 394 1386 1386 256 256 162
Upstream Blk Time (%) 0 0 0 1
Queuing Penalty (veh) 0 0 0 0
Storage Bay Dist (ft) 200 150 30 75
Storage Blk Time (%) 11 1 2 33 22 0 14
Queuing Penalty (veh) 3 3 2 40 22 0 3
Queuing and Blocking Report Opening Year + Project PM
02/11/2023
Woodward 46 Apartment SimTraffic Report

Intersection: 3: San Marcos Blvd/Woodward St & Mission Rd Movement EB EB EB EB B15 B15 WB WB WB WB WB NB
Directions Served L T T R T T L L T T R L
Maximum Queue (ft) 205 304 312 220 190 184 259 260 260 231 63 109 Average Queue (ft) 133 253 257 67 47 48 149 146 153 128 25 54 95th Queue (ft) 238 347 344 208 145 147 238 236 236 213 50 104 Link Distance (ft) 220 220 1386 1386 721 721 721
Upstream Blk Time (%) 0 22 23 0
Queuing Penalty (veh) 0 121 129 0
Storage Bay Dist (ft) 180 215 310 310 250
Storage Blk Time (%) 2 26 24 0 0 0 0
Queuing Penalty (veh) 7 30 14 1 1 0 0
Intersection: 3: San Marcos Blvd/Woodward St & Mission Rd Movement NB NB NB SB SB SB
Directions Served T T R L T TR
Maximum Queue (ft) 142 176 360 93 200 140
Average Queue (ft) 58 85 108 31 100 63
95th Queue (ft) 121 144 330 75 165 126
Link Distance (ft) 492 492 568 568
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 205
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Queuing and Blocking Report Opening Year + Project PM
02/11/2023
Woodward 46 Apartment SimTraffic Report

Intersection: 4: Twin Oaks Valley Rd & San Marcos Blvd
Movement EB EB EB EB EB EB WB WB WB WB NB NB
Directions Served L L T T R R L L T TR L L
Maximum Queue (ft) 142 155 350 350 309 71 201 214 295 286 192 205 Average Queue (ft) 133 153 320 305 104 2 134 154 148 167 150 191 95th Queue (ft) 164 161 390 398 257 28 217 230 250 256 225 232 Link Distance (ft) 323 323 323 526 526
Upstream Blk Time (%) 37 23 1
Queuing Penalty (veh) 0 0 0
Storage Bay Dist (ft) 130 130 85 190 190 180 180
Storage Blk Time (%) 5 52 16 40143 2 2 0
Queuing Penalty (veh) 17 173 55 70298 7 6 4
Intersection: 4: Twin Oaks Valley Rd & San Marcos Blvd
Movement NB NB NB SB SB SB SB
Directions Served T T R L L T TR
Maximum Queue (ft) 425 335 284 154 205 258 280
Average Queue (ft) 270 201 126 44 120 229 242
95th Queue (ft) 407 306 240 131 236 282 289
Link Distance (ft) 406 406 406 232 232
Upstream Blk Time (%) 1 19 44
Queuing Penalty (veh) 0 0 0
Storage Bay Dist (ft) 180 180
Storage Blk Time (%) 14 0 6 33
Queuing Penalty (veh) 38 0 20 30
Intersection: 5: Rancheros Dr & San Marcos Blvd
Movement EB EB EB EB WB WB WB NB NB NB SB SB
Directions Served L T T R L T TR L LT R LT R
Maximum Queue (ft) 133 522 544 195 192 243 200 239 174 93 64 48 Average Queue (ft) 22 290 411 165 99 96 86 143 67 39 26 16 95th Queue (ft) 78 549 617 259 172 196 173 219 161 85 59 46 Link Distance (ft) 526 526 492 492 323 323 181
Upstream Blk Time (%) 1 6
Queuing Penalty (veh) 6 30
Storage Bay Dist (ft) 165 170 180 70 75
Storage Blk Time (%) 0 14 40 0 2 1 4110
Queuing Penalty (veh) 0 3 101 1 4 1 4200
Network Summary
Network wide Queuing Penalty: 959
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
N:\3703 - Woodward 46 Apartment\Report\Appendices\Appendix.3703.doc

APPENDIX H
LONG-TERM (HORIZON YEAR 2050) INTERSECTION

ANALYSIS WORKSHEETS
HCM 6th TWSC Horizon Year AM
1: Woodward St & Project Dwy 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 0 170 0 0 410
Future Vol, veh/h 0 0 170 0 0 410
Conflicting Peds, #/hr 0 0 0 10 10 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 50 -
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 0 185 0 0 446

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 418 103 0 0 195 0
Stage 1 195 -----
Stage 2 223 -----
Critical Hdwy 6.84 6.94 - - 4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 - - 2.22 -
Pot Cap-1 Maneuver 563 932 - - 1375 -
Stage 1 819 -----
Stage 2 793 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 557 923 - - 1362 -
Mov Cap-2 Maneuver 557 -----
Stage 1 811 -----
Stage 2 793 -----

Approach WB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - - 1362 -
HCM Lane V/C Ratio -----
HCM Control Delay (s) - - 0 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - - 0 -
HCM 6th Signalized Intersection Summary Horizon Year AM 2: Pico Ave & Mission Rd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 520 90 220 740 20 80 40 120 70 80 20 Future Volume (veh/h) 30 520 90 220 740 20 80 40 120 70 80 20 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.95 1.00 0.96 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 35 612 106 289 974 26 64 73 124 113 129 32 Peak Hour Factor 0.85 0.85 0.85 0.76 0.76 0.76 0.93 0.93 0.93 0.62 0.62 0.62 Percent Heavy Veh, % 222222222222
Cap, veh/h 66 1349 233 239 1908 51 234 246 198 143 115 28 Arrive On Green 0.04 0.45 0.45 0.13 0.54 0.54 0.13 0.13 0.13 0.08 0.08 0.08 Sat Flow, veh/h 1781 3009 520 1781 3532 94 1781 1870 1505 1781 1434 356 Grp Volume(v), veh/h 35 361 357 289 490 510 64 73 124 113 0 161 Grp Sat Flow(s),veh/h/ln 1781 1777 1752 1781 1777 1849 1781 1870 1505 1781 0 1790 Q Serve(g_s), s 1.9 14.1 14.1 13.4 17.5 17.5 3.2 3.5 7.8 6.2 0.0 8.0 Cycle Q Clear(g_c), s 1.9 14.1 14.1 13.4 17.5 17.5 3.2 3.5 7.8 6.2 0.0 8.0 Prop In Lane 1.00 0.30 1.00 0.05 1.00 1.00 1.00 0.20
Lane Grp Cap(c), veh/h 66 797 786 239 960 999 234 246 198 143 0 143 V/C Ratio(X) 0.53 0.45 0.45 1.21 0.51 0.51 0.27 0.30 0.63 0.79 0.00 1.12 Avail Cap(c_a), veh/h 109 797 786 239 960 999 517 542 436 143 0 143 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 0.00 1.00 Uniform Delay (d), s/veh 47.3 19.1 19.1 43.3 14.6 14.6 39.1 39.2 41.1 45.2 0.0 46.0 Incr Delay (d2), s/veh 6.3 1.9 1.9 127.2 1.9 1.9 0.6 0.7 3.2 25.6 0.0 112.5 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 0.9 5.7 5.7 14.1 6.8 7.0 1.5 1.7 3.1 3.8 0.0 8.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.6 20.9 21.0 170.5 16.5 16.5 39.7 39.9 44.3 70.8 0.0 158.5 LnGrp LOS D C C F B B D D D E A F
Approach Vol, veh/h 753 1289 261 274
Approach Delay, s/veh 22.5 51.0 42.0 122.3
Approach LOS C D D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 18.0 51.1 12.6 8.8 60.3 18.3
Change Period (Y+Rc), s 4.6 6.3 4.6 5.1 6.3 5.1
Max Green Setting (Gmax), s 13.4 29.0 8.0 6.1 35.8 29.0 Max Q Clear Time (g_c+I1), s 15.4 16.1 10.0 3.9 19.5 9.8 Green Ext Time (p_c), s 0.0 3.3 0.0 0.0 5.4 1.0
Intersection Summary
HCM 6th Ctrl Delay 49.3
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. ----- ~ t~ ~ 4' .,, ~ ~
HCM 6th Signalized Intersection Summary Horizon Year AM 3: San Marcos Blvd/Woodward St & Mission Rd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 610 50 720 880 90 30 70 610 60 330 80 Future Volume (veh/h) 40 610 50 720 880 90 30 70 610 60 330 80 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.98 1.00 0.99 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 49 744 61 867 1060 108 33 77 670 68 375 91 Peak Hour Factor 0.82 0.82 0.82 0.83 0.83 0.83 0.91 0.91 0.91 0.88 0.88 0.88 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 83 854 368 919 1633 712 89 925 408 90 717 172 Arrive On Green 0.05 0.24 0.24 0.27 0.46 0.46 0.05 0.26 0.26 0.05 0.25 0.25 Sat Flow, veh/h 1781 3554 1532 3456 3554 1548 1781 3554 1567 1781 2823 676 Grp Volume(v), veh/h 49 744 61 867 1060 108 33 77 670 68 234 232 Grp Sat Flow(s),veh/h/ln1781 1777 1532 1728 1777 1548 1781 1777 1567 1781 1777 1722 Q Serve(g_s), s 4.0 29.8 4.7 36.4 34.0 6.0 2.7 2.4 38.5 5.6 16.7 17.2 Cycle Q Clear(g_c), s 4.0 29.8 4.7 36.4 34.0 6.0 2.7 2.4 38.5 5.6 16.7 17.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.39
Lane Grp Cap(c), veh/h 83 854 368 919 1633 712 89 925 408 90 451 438 V/C Ratio(X) 0.59 0.87 0.17 0.94 0.65 0.15 0.37 0.08 1.64 0.75 0.52 0.53 Avail Cap(c_a), veh/h 108 854 368 958 1633 712 120 925 408 96 451 438 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 69.1 54.0 44.4 53.2 30.8 23.2 68.0 41.4 54.7 69.3 47.4 47.6 Incr Delay (d2), s/veh 6.4 11.8 1.0 16.7 2.0 0.5 2.5 0.0 300.3 26.3 1.0 1.2 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/ln1.9 14.4 1.9 17.5 14.5 2.3 1.3 1.1 48.9 3.2 7.5 7.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 75.5 65.8 45.4 69.9 32.8 23.7 70.5 41.4 355.0 95.6 48.5 48.8 LnGrp LOS E E D E C C E D F F D D
Approach Vol, veh/h 854 2035 780 534
Approach Delay, s/veh 64.9 48.1 312.0 54.6
Approach LOS E D F D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s46.4 42.6 14.4 44.6 13.9 75.0 13.5 45.5 Change Period (Y+Rc), s 7.0 7.0 7.0 * 7 7.0 * 7 6.0 7.0 Max Green Setting (Gmax), s41.0 35.5 10.0 * 36 9.0 * 68 8.0 38.5 Max Q Clear Time (g_c+I1), s38.4 31.8 4.7 19.2 6.0 36.0 7.6 40.5 Green Ext Time (p_c), s 1.0 1.7 0.0 2.4 0.0 8.7 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 101.3
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Horizon Year AM 4: Twin Oaks Valley Rd & San Marcos Blvd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 170 420 350 520 510 40 230 540 560 120 900 310 Future Volume (veh/h) 170 420 350 520 510 40 230 540 560 120 900 310 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.98 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 202 500 417 571 560 44 247 581 602 122 918 316 Peak Hour Factor 0.84 0.84 0.84 0.91 0.91 0.91 0.93 0.93 0.93 0.98 0.98 0.98 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 252 1066 992 395 1137 89 222 1583 871 196 1120 384 Arrive On Green 0.07 0.30 0.30 0.11 0.34 0.34 0.06 0.45 0.45 0.06 0.43 0.43 Sat Flow, veh/h 3456 3554 2709 3456 3331 261 3456 3554 1548 3456 2579 883 Grp Volume(v), veh/h 202 500 417 571 298 306 247 581 602 122 631 603 Grp Sat Flow(s),veh/h/ln1728 1777 1354 1728 1777 1815 1728 1777 1548 1728 1777 1686 Q Serve(g_s), s 8.1 16.0 16.2 16.0 18.6 18.7 9.0 15.2 39.2 4.8 43.6 44.1 Cycle Q Clear(g_c), s 8.1 16.0 16.2 16.0 18.6 18.7 9.0 15.2 39.2 4.8 43.6 44.1 Prop In Lane 1.00 1.00 1.00 0.14 1.00 1.00 1.00 0.52
Lane Grp Cap(c), veh/h 252 1066 992 395 606 619 222 1583 871 196 772 732 V/C Ratio(X) 0.80 0.47 0.42 1.45 0.49 0.49 1.11 0.37 0.69 0.62 0.82 0.82 Avail Cap(c_a), veh/h 321 1066 992 395 606 619 222 1583 871 239 772 732 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 0.67 0.67 0.67 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 63.9 39.9 33.4 62.0 36.5 36.5 65.5 25.7 22.2 64.6 34.7 34.9 Incr Delay (d2), s/veh 10.7 1.5 1.3 210.1 1.9 1.9 93.6 0.7 4.5 3.4 9.4 10.2 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 3.9 7.2 5.4 18.5 8.3 8.5 6.8 6.4 14.4 2.2 20.0 19.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 74.6 41.4 34.7 272.1 38.4 38.4 159.1 26.4 26.7 68.0 44.1 45.0 LnGrp LOS E D C F D D F C C E D D
Approach Vol, veh/h 1119 1175 1430 1356
Approach Delay, s/veh 44.9 152.0 49.4 46.7
Approach LOS D F D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 23.0 49.4 16.0 69.1 17.2 55.2 14.4 70.7 Change Period (Y+Rc), s 7.0 7.4 7.0 * 7.8 7.0 7.4 6.5 7.8 Max Green Setting (Gmax), s 16.0 42.0 9.0 * 44 13.0 45.0 9.7 43.6 Max Q Clear Time (g_c+I1), s 18.0 18.2 11.0 46.1 10.1 20.7 6.8 41.2 Green Ext Time (p_c), s 0.0 5.1 0.0 0.0 0.2 3.5 0.1 1.4 Intersection Summary
HCM 6th Ctrl Delay 71.4
HCM 6th LOS E
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. _ "i"i tt '{' "i"i tf+
HCM 6th Signalized Intersection Summary Horizon Year AM 5: Rancheros Dr & San Marcos Blvd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 690 350 150 920 20 150 20 60 20 20 20 Future Volume (veh/h) 40 690 350 150 920 20 150 20 60 20 20 20 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.95 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 44 767 389 174 1070 23 224 0 82 34 34 34 Peak Hour Factor 0.90 0.90 0.90 0.86 0.86 0.86 0.73 0.73 0.73 0.58 0.58 0.58 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 108 1156 501 186 1312 28 537 0 228 97 97 164 Arrive On Green 0.06 0.33 0.33 0.10 0.37 0.37 0.15 0.00 0.15 0.11 0.11 0.11 Sat Flow, veh/h 1781 3554 1541 1781 3555 76 3563 0 1513 912 912 1544 Grp Volume(v), veh/h 44 767 389 174 535 558 224 0 82 68 0 34 Grp Sat Flow(s),veh/h/ln1781 1777 1541 1781 1777 1854 1781 0 1513 1825 0 1544 Q Serve(g_s), s 2.0 16.0 19.6 8.3 23.4 23.4 4.9 0.0 4.2 3.0 0.0 1.7 Cycle Q Clear(g_c), s 2.0 16.0 19.6 8.3 23.4 23.4 4.9 0.0 4.2 3.0 0.0 1.7 Prop In Lane 1.00 1.00 1.00 0.04 1.00 1.00 0.50 1.00
Lane Grp Cap(c), veh/h 108 1156 501 186 656 685 537 0 228 193 0 164 V/C Ratio(X) 0.41 0.66 0.78 0.93 0.82 0.82 0.42 0.00 0.36 0.35 0.00 0.21 Avail Cap(c_a), veh/h 165 1156 501 186 656 685 1489 0 632 212 0 179 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 39.0 25.0 26.2 38.3 24.5 24.5 33.1 0.0 32.8 35.7 0.0 35.2 Incr Delay (d2), s/veh 2.5 3.0 11.2 47.5 10.7 10.3 0.5 0.0 1.0 1.1 0.0 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/ln 0.9 6.7 8.2 5.9 10.9 11.3 2.1 0.0 1.6 1.3 0.0 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.4 28.0 37.4 85.7 35.2 34.8 33.7 0.0 33.8 36.8 0.0 35.8 LnGrp LOS D C D F D C C A C D A D
Approach Vol, veh/h 1200 1267 306 102
Approach Delay, s/veh 31.6 42.0 33.7 36.5
Approach LOS CDCD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.5 34.5 16.1 11.7 38.3 20.0
Change Period (Y+Rc), s 6.5 6.5 7.0 6.5 6.5 7.0
Max Green Setting (Gmax), s 9.0 28.0 10.0 8.0 29.0 36.0 Max Q Clear Time (g_c+I1), s 10.3 21.6 5.0 4.0 25.4 6.9 Green Ext Time (p_c), s 0.0 3.3 0.1 0.0 2.1 1.1
Intersection Summary
HCM 6th Ctrl Delay 36.6
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. "i tt '{' "i tf+ +t '{' ____ _
HCM 6th TWSC Horizon Year PM
1: Woodward St & Project Dwy 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 0 390 0 0 240
Future Vol, veh/h 0 0 390 0 0 240
Conflicting Peds, #/hr 0 0 0 10 10 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 50 -
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 0 424 0 0 261

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 565 222 0 0 434 0
Stage 1 434 -----
Stage 2 131 -----
Critical Hdwy 6.84 6.94 - - 4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 - - 2.22 -
Pot Cap-1 Maneuver 455 782 - - 1122 -
Stage 1 621 -----
Stage 2 881 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 450 775 - - 1111 -
Mov Cap-2 Maneuver 450 -----
Stage 1 615 -----
Stage 2 881 -----

Approach WB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - - 1111 -
HCM Lane V/C Ratio -----
HCM Control Delay (s) - - 0 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - - 0 -
HCM 6th Signalized Intersection Summary Horizon Year PM 2: Pico Ave & Mission Rd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 1120 120 120 550 20 90 70 130 30 70 30 Future Volume (veh/h) 40 1120 120 120 550 20 90 70 130 30 70 30 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.95 1.00 0.96 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 43 1191 128 128 585 21 95 100 155 42 97 42 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.84 0.84 0.84 0.72 0.72 0.72 Percent Heavy Veh, % 222222222222
Cap, veh/h 71 1610 173 152 1889 68 262 275 222 144 99 43 Arrive On Green 0.04 0.50 0.50 0.09 0.54 0.54 0.15 0.15 0.15 0.08 0.08 0.08 Sat Flow, veh/h 1781 3224 345 1781 3494 125 1781 1870 1511 1781 1222 529 Grp Volume(v), veh/h 43 655 664 128 297 309 95 100 155 42 0 139 Grp Sat Flow(s),veh/h/ln 1781 1777 1792 1781 1777 1842 1781 1870 1511 1781 0 1751 Q Serve(g_s), s 2.6 32.1 32.4 7.8 10.2 10.2 5.3 5.3 10.7 2.4 0.0 8.7 Cycle Q Clear(g_c), s 2.6 32.1 32.4 7.8 10.2 10.2 5.3 5.3 10.7 2.4 0.0 8.7 Prop In Lane 1.00 0.19 1.00 0.07 1.00 1.00 1.00 0.30
Lane Grp Cap(c), veh/h 71 888 895 152 960 996 262 275 222 144 0 142 V/C Ratio(X) 0.61 0.74 0.74 0.84 0.31 0.31 0.36 0.36 0.70 0.29 0.00 0.98 Avail Cap(c_a), veh/h 112 888 895 152 960 996 470 493 398 144 0 142 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 0.00 1.00 Uniform Delay (d), s/veh 52.0 21.8 21.9 49.6 13.9 13.9 42.3 42.3 44.6 47.6 0.0 50.5 Incr Delay (d2), s/veh 8.0 5.5 5.5 32.3 0.8 0.8 0.8 0.8 3.9 1.1 0.0 69.6 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 1.3 13.5 13.7 4.7 4.0 4.1 2.4 2.5 4.3 1.1 0.0 6.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.0 27.3 27.4 81.9 14.8 14.8 43.1 43.1 48.6 48.7 0.0 120.1 LnGrp LOS E C C F B B DDDDAF
Approach Vol, veh/h 1362 734 350 181
Approach Delay, s/veh 28.4 26.5 45.5 103.5
Approach LOS C C D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 14.0 61.2 13.5 9.5 65.8 21.3
Change Period (Y+Rc), s 4.6 6.3 4.6 5.1 6.3 5.1
Max Green Setting (Gmax), s 9.4 42.1 8.9 6.9 44.1 29.0
Max Q Clear Time (g_c+I1), s 9.8 34.4 10.7 4.6 12.2 12.7 Green Ext Time (p_c), s 0.0 4.6 0.0 0.0 3.5 1.3
Intersection Summary
HCM 6th Ctrl Delay 35.3
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. ----- ~ t~ ~ 4' .,, ~ ~
HCM 6th Signalized Intersection Summary Horizon Year PM 3: San Marcos Blvd/Woodward St & Mission Rd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 120 990 70 380 560 80 70 250 660 40 190 60 Future Volume (veh/h) 120 990 70 380 560 80 70 250 660 40 190 60 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.99 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 136 1125 40 400 589 84 76 272 712 53 250 79 Peak Hour Factor 0.88 0.88 0.88 0.95 0.95 0.95 0.92 0.92 0.92 0.76 0.76 0.76 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 159 1192 517 417 1303 566 114 1120 495 85 775 238 Arrive On Green 0.09 0.34 0.34 0.12 0.37 0.37 0.06 0.32 0.32 0.05 0.29 0.29 Sat Flow, veh/h 1781 3554 1542 3456 3554 1544 1781 3554 1570 1781 2655 816 Grp Volume(v), veh/h 136 1125 40 400 589 84 76 272 712 53 165 164 Grp Sat Flow(s),veh/h/ln1781 1777 1542 1728 1777 1544 1781 1777 1570 1781 1777 1694 Q Serve(g_s), s 11.2 45.9 2.6 17.2 18.8 5.4 6.2 8.5 47.0 4.4 10.8 11.3 Cycle Q Clear(g_c), s 11.2 45.9 2.6 17.2 18.8 5.4 6.2 8.5 47.0 4.4 10.8 11.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.48
Lane Grp Cap(c), veh/h 159 1192 517 417 1303 566 114 1120 495 85 519 495 V/C Ratio(X) 0.85 0.94 0.08 0.96 0.45 0.15 0.66 0.24 1.44 0.62 0.32 0.33 Avail Cap(c_a), veh/h 239 1192 517 417 1303 566 143 1120 495 96 519 495 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 66.9 48.2 33.8 65.2 35.9 31.6 68.2 37.9 51.1 69.7 41.2 41.4 Incr Delay (d2), s/veh 17.0 15.7 0.3 33.5 1.1 0.6 7.8 0.1 208.7 10.0 0.3 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/ln5.8 22.3 1.0 9.4 8.2 2.1 3.1 3.7 46.8 2.2 4.8 4.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 83.9 63.9 34.1 98.7 37.0 32.2 76.0 38.0 259.8 79.7 41.5 41.8 LnGrp LOS F E C F D C E D F E D D
Approach Vol, veh/h 1301 1073 1060 382
Approach Delay, s/veh 65.1 59.6 189.7 46.9
Approach LOS E E F D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s25.0 57.0 16.6 50.5 20.3 61.7 13.1 54.0 Change Period (Y+Rc), s 7.0 7.0 7.0 * 7 7.0 * 7 6.0 7.0 Max Green Setting (Gmax), s18.0 50.0 12.0 * 43 20.0 * 49 8.0 47.0 Max Q Clear Time (g_c+I1), s19.2 47.9 8.2 13.3 13.2 20.8 6.4 49.0 Green Ext Time (p_c), s 0.0 1.4 0.0 1.9 0.2 4.1 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 96.3
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Horizon Year PM 4: Twin Oaks Valley Rd & San Marcos Blvd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 390 760 390 360 520 90 310 740 360 100 700 290 Future Volume (veh/h) 390 760 390 360 520 90 310 740 360 100 700 290 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.98 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 398 776 398 400 578 100 330 787 383 111 778 322 Peak Hour Factor 0.98 0.98 0.98 0.90 0.90 0.90 0.94 0.94 0.94 0.90 0.90 0.90 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 446 1066 1052 346 817 141 296 1635 871 195 1039 429 Arrive On Green 0.13 0.30 0.30 0.10 0.27 0.27 0.09 0.46 0.46 0.06 0.43 0.43 Sat Flow, veh/h 3456 3554 2709 3456 3014 520 3456 3554 1548 3456 2432 1005 Grp Volume(v), veh/h 398 776 398 400 340 338 330 787 383 111 568 532 Grp Sat Flow(s),veh/h/ln1728 1777 1354 1728 1777 1757 1728 1777 1548 1728 1777 1660 Q Serve(g_s), s 15.9 27.4 14.8 14.0 24.1 24.3 12.0 21.5 20.2 4.4 37.7 37.8 Cycle Q Clear(g_c), s 15.9 27.4 14.8 14.0 24.1 24.3 12.0 21.5 20.2 4.4 37.7 37.8 Prop In Lane 1.00 1.00 1.00 0.30 1.00 1.00 1.00 0.61
Lane Grp Cap(c), veh/h 446 1066 1052 346 482 476 296 1635 871 195 759 709 V/C Ratio(X) 0.89 0.73 0.38 1.16 0.71 0.71 1.11 0.48 0.44 0.57 0.75 0.75 Avail Cap(c_a), veh/h 469 1066 1052 346 482 476 296 1635 871 220 759 709 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 0.87 0.87 0.87 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 60.0 43.9 31.0 63.0 46.0 46.1 64.0 26.2 18.0 64.4 33.8 33.8 Incr Delay (d2), s/veh 18.5 4.4 1.0 95.6 7.4 7.6 86.5 1.0 1.6 2.7 6.7 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 8.0 12.5 4.9 10.7 11.5 11.5 8.7 9.0 7.3 2.0 17.0 16.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 78.6 48.2 32.0 158.6 53.4 53.7 150.5 27.2 19.6 67.1 40.4 41.0 LnGrp LOS E D C F D D F C B E D D
Approach Vol, veh/h 1572 1078 1500 1211
Approach Delay, s/veh 51.8 92.5 52.4 43.1
Approach LOS D F D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 21.0 49.4 19.0 68.1 25.1 45.3 14.4 72.7 Change Period (Y+Rc), s 7.0 7.4 7.0 * 7.8 7.0 7.4 6.5 7.8 Max Green Setting (Gmax), s 14.0 42.0 12.0 * 43 19.0 37.0 8.9 46.4 Max Q Clear Time (g_c+I1), s 16.0 29.4 14.0 39.8 17.9 26.3 6.4 23.5 Green Ext Time (p_c), s 0.0 5.4 0.0 2.1 0.2 2.9 0.1 6.7 Intersection Summary
HCM 6th Ctrl Delay 58.2
HCM 6th LOS E
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. _ "i"i tt '{' "i"i tf+
HCM 6th Signalized Intersection Summary Horizon Year PM 5: Rancheros Dr & San Marcos Blvd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 910 290 140 480 20 430 20 110 30 20 30 Future Volume (veh/h) 30 910 290 140 480 20 430 20 110 30 20 30 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.96 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 31 929 296 169 578 24 523 0 129 40 27 40 Peak Hour Factor 0.98 0.98 0.98 0.83 0.83 0.83 0.85 0.85 0.85 0.75 0.75 0.75 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 85 1074 465 173 1222 51 742 0 318 110 74 156 Arrive On Green 0.05 0.30 0.30 0.10 0.35 0.35 0.21 0.00 0.21 0.10 0.10 0.10 Sat Flow, veh/h 1781 3554 1539 1781 3473 144 3563 0 1527 1084 732 1541 Grp Volume(v), veh/h 31 929 296 169 295 307 523 0 129 67 0 40 Grp Sat Flow(s),veh/h/ln1781 1777 1539 1781 1777 1840 1781 0 1527 1816 0 1541 Q Serve(g_s), s 1.6 22.9 15.4 8.8 12.0 12.0 12.6 0.0 6.8 3.2 0.0 2.2 Cycle Q Clear(g_c), s 1.6 22.9 15.4 8.8 12.0 12.0 12.6 0.0 6.8 3.2 0.0 2.2 Prop In Lane 1.00 1.00 1.00 0.08 1.00 1.00 0.60 1.00
Lane Grp Cap(c), veh/h 85 1074 465 173 625 647 742 0 318 184 0 156 V/C Ratio(X) 0.37 0.87 0.64 0.98 0.47 0.47 0.70 0.00 0.41 0.37 0.00 0.26 Avail Cap(c_a), veh/h 154 1074 465 173 625 647 1384 0 593 196 0 166 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 42.8 30.5 27.9 41.7 23.3 23.4 34.0 0.0 31.7 38.9 0.0 38.4 Incr Delay (d2), s/veh 2.6 9.3 6.5 61.4 2.6 2.5 1.2 0.0 0.8 1.2 0.0 0.9 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 0.7 10.6 6.2 6.7 5.2 5.4 5.4 0.0 2.5 1.5 0.0 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.4 39.9 34.4 103.1 25.9 25.8 35.3 0.0 32.6 40.1 0.0 39.3 LnGrp LOS D D C F C C D A C D A D
Approach Vol, veh/h 1256 771 652 107
Approach Delay, s/veh 38.7 42.8 34.7 39.8
Approach LOS DDCD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.5 34.5 16.4 10.9 39.1 26.3
Change Period (Y+Rc), s 6.5 6.5 7.0 6.5 6.5 7.0
Max Green Setting (Gmax), s 9.0 28.0 10.0 8.0 29.0 36.0 Max Q Clear Time (g_c+I1), s 10.8 24.9 5.2 3.6 14.0 14.6 Green Ext Time (p_c), s 0.0 2.0 0.1 0.0 3.0 2.3
Intersection Summary
HCM 6th Ctrl Delay 39.0
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. "i tt '{' "i tf+ +t '{' ____ _
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
N:\3703 - Woodward 46 Apartment\Report\Appendices\Appendix.3703.doc

APPENDIX I
LONG-TERM (HORIZON YEAR 2050) QUEUING ANALYSIS

WORKSHEETS
Queuing and Blocking Report Horizon Year AM
02/03/2023
Woodward 46 Apartment SimTraffic Report

Intersection: 1: Woodward St & Project Dwy
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: Pico Ave & Mission Rd
Movement EB EB EB WB WB WB NB NB NB SB SB
Directions Served L T TR L T TR L LT R L TR
Maximum Queue (ft) 117 244 199 175 325 327 132 138 66 100 174 Average Queue (ft) 25 136 100 121 114 118 43 38 45 52 85 95th Queue (ft) 70 223 190 199 283 264 93 101 63 104 162 Link Distance (ft) 394 394 1386 1386 256 256 162
Upstream Blk Time (%) 4
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 200 150 30 75
Storage Blk Time (%) 1 13 2 25 14 11 21
Queuing Penalty (veh) 0 48 4 30 11 11 15
Queuing and Blocking Report Horizon Year AM
02/03/2023
Woodward 46 Apartment SimTraffic Report

Intersection: 3: San Marcos Blvd/Woodward St & Mission Rd Movement EB EB EB EB B15 B15 WB WB WB WB WB NB
Directions Served L T T R T T L L T T R L
Maximum Queue (ft) 204 290 304 220 58 64 322 335 767 727 188 76 Average Queue (ft) 54 203 215 64 4 6 312 327 674 452 26 26 95th Queue (ft) 147 288 300 188 31 40 341 358 944 861 161 64 Link Distance (ft) 220 220 1386 1386 721 721 721
Upstream Blk Time (%) 0 9 10 0 57 2 1
Queuing Penalty (veh) 0 30 37 0 0 0 0
Storage Bay Dist (ft) 180 215 310 310 250
Storage Blk Time (%) 0 18 11 0 44 48 0
Queuing Penalty (veh) 0751 1 9 5 2 1 02
Intersection: 3: San Marcos Blvd/Woodward St & Mission Rd Movement NB NB NB SB SB SB
Directions Served T T R L T TR
Maximum Queue (ft) 51 76 389 230 417 386
Average Queue (ft) 10 31 99 77 208 146
95th Queue (ft) 36 68 328 183 356 302
Link Distance (ft) 492 492 568 568
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 250 205
Storage Blk Time (%) 0 16
Queuing Penalty (veh) 0 9
Queuing and Blocking Report Horizon Year AM
02/03/2023
Woodward 46 Apartment SimTraffic Report

Intersection: 4: Twin Oaks Valley Rd & San Marcos Blvd
Movement EB EB EB EB EB EB WB WB WB WB NB NB
Directions Served L L T T R R L L T TR L L
Maximum Queue (ft) 141 155 341 342 331 110 202 215 545 540 192 205 Average Queue (ft) 63 120 225 269 128 18 200 213 531 301 137 177 95th Queue (ft) 164 186 404 394 292 84 206 217 571 585 236 237 Link Distance (ft) 323 323 323 526 526
Upstream Blk Time (%) 17 30 2 29 0
Queuing Penalty (veh) 0 0 0 161 2
Storage Bay Dist (ft) 130 130 85 190 190 180 180
Storage Blk Time (%) 1 15 15 10 0 16 77 1 2 22
Queuing Penalty (veh) 2 32 26 17 0 42 196 5 6 60
Intersection: 4: Twin Oaks Valley Rd & San Marcos Blvd
Movement NB NB NB SB SB SB SB
Directions Served T T R L L T TR
Maximum Queue (ft) 428 406 445 183 205 268 281
Average Queue (ft) 235 261 330 49 148 234 247
95th Queue (ft) 410 477 521 154 238 278 280
Link Distance (ft) 406 406 406 232 232
Upstream Blk Time (%) 2 6 39 38 70
Queuing Penalty (veh) 0 0 0 0 0
Storage Bay Dist (ft) 180 180
Storage Blk Time (%) 10 0 17 45
Queuing Penalty (veh) 24 1 75 54
Intersection: 5: Rancheros Dr & San Marcos Blvd
Movement EB EB EB EB WB WB WB NB NB NB SB SB
Directions Served L T T R L T TR L LT R LT R
Maximum Queue (ft) 147 546 554 195 205 510 506 216 137 86 83 47 Average Queue (ft) 34 312 472 173 173 459 271 94 33 24 37 16 95th Queue (ft) 96 619 658 255 264 596 494 179 107 58 74 43 Link Distance (ft) 526 526 492 492 323 323 181
Upstream Blk Time (%) 1 16 20 1
Queuing Penalty (veh) 5 90 112 3
Storage Bay Dist (ft) 165 170 180 70 75
Storage Blk Time (%) 0 6 48 0 6 65 1020
Queuing Penalty (veh) 0 3 168 1 28 97 1000
Network Summary
Network wide Queuing Penalty: 1826
Queuing and Blocking Report Horizon Year PM
02/03/2023
Woodward 46 Apartment SimTraffic Report

Intersection: 1: Woodward St & Project Dwy
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: Pico Ave & Mission Rd
Movement EB EB EB WB WB WB NB NB NB SB SB
Directions Served L T TR L T TR L LT R L TR
Maximum Queue (ft) 225 410 406 174 294 276 112 198 63 100 165 Average Queue (ft) 67 302 250 92 96 100 49 72 48 34 82
95th Queue (ft) 194 440 389 170 240 235 95 154 65 82 152 Link Distance (ft) 394 394 1386 1386 256 256 162
Upstream Blk Time (%) 3 1 0 2
Queuing Penalty (veh) 0 0 0 0
Storage Bay Dist (ft) 200 150 30 75
Storage Blk Time (%) 23 4 3 35 26 2 24
Queuing Penalty (veh) 9 12 3 46 30 2 7
Queuing and Blocking Report Horizon Year PM
02/03/2023
Woodward 46 Apartment SimTraffic Report

Intersection: 3: San Marcos Blvd/Woodward St & Mission Rd Movement EB EB EB EB B15 B15 WB WB WB WB WB NB
Directions Served L T T R T T L L T T R L
Maximum Queue (ft) 205 316 312 220 434 424 314 315 404 324 64 164 Average Queue (ft) 139 282 284 78 159 166 216 194 183 150 24 63 95th Queue (ft) 235 332 331 233 372 376 320 311 321 253 50 127 Link Distance (ft) 220 220 1386 1386 721 721 721
Upstream Blk Time (%) 0 36 38 0
Queuing Penalty (veh) 0 230 245 0
Storage Bay Dist (ft) 180 215 310 310 250
Storage Blk Time (%) 6 39 38 0 1 2 0
Queuing Penalty (veh) 28 47 27 2 3 6 0
Intersection: 3: San Marcos Blvd/Woodward St & Mission Rd Movement NB NB NB SB SB SB
Directions Served T T R L T TR
Maximum Queue (ft) 116 127 435 113 232 178
Average Queue (ft) 53 73 164 37 102 64
95th Queue (ft) 107 124 412 81 183 135
Link Distance (ft) 492 492 568 568
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 205
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Queuing and Blocking Report Horizon Year PM
02/03/2023
Woodward 46 Apartment SimTraffic Report

Intersection: 4: Twin Oaks Valley Rd & San Marcos Blvd
Movement EB EB EB EB EB EB WB WB WB WB NB NB
Directions Served L L T T R R L L T TR L L
Maximum Queue (ft) 142 155 358 363 338 94 202 215 522 507 192 205 Average Queue (ft) 125 149 336 336 153 10 183 201 339 282 169 199 95th Queue (ft) 185 177 381 358 358 58 237 243 578 495 220 221 Link Distance (ft) 323 323 323 526 526
Upstream Blk Time (%) 61 58 5 3 0
Queuing Penalty (veh) 0 0 0 12 1
Storage Bay Dist (ft) 130 130 85 190 190 180 180
Storage Blk Time (%) 6 44 30 7 0 8 42 6 8 43
Queuing Penalty (veh) 24 166 115 13 0 20 109 22 30 160
Intersection: 4: Twin Oaks Valley Rd & San Marcos Blvd
Movement NB NB NB SB SB SB SB
Directions Served T T R L L T TR
Maximum Queue (ft) 436 415 418 180 204 255 279
Average Queue (ft) 350 277 168 54 126 223 248
95th Queue (ft) 483 423 333 150 232 278 276
Link Distance (ft) 406 406 406 232 232
Upstream Blk Time (%) 20 2 1 28 68
Queuing Penalty (veh) 0 0 0 0 0
Storage Bay Dist (ft) 180 180
Storage Blk Time (%) 18 0 10 39
Queuing Penalty (veh) 55 0 37 39
Intersection: 5: Rancheros Dr & San Marcos Blvd
Movement EB EB EB EB WB WB WB NB NB NB SB SB
Directions Served L T T R L T TR L LT R LT R
Maximum Queue (ft) 151 561 552 195 204 290 235 312 233 93 113 88 Average Queue (ft) 24 396 504 177 115 115 108 177 95 40 39 22 95th Queue (ft) 82 639 613 254 188 223 218 277 207 86 85 57 Link Distance (ft) 526 526 492 492 323 323 181
Upstream Blk Time (%) 2 15 0
Queuing Penalty (veh) 13 90 0
Storage Bay Dist (ft) 165 170 180 70 75
Storage Blk Time (%) 16 57 0 1 3 5130
Queuing Penalty (veh) 5 165 1 3 4 6210
Network Summary
Network wide Queuing Penalty: 1790

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
N:\3703 - Woodward 46 Apartment\Report\Appendices\Appendix.3703.doc

APPENDIX J
LONG-TERM (HORIZON YEAR 2050) + PROJECT

INTERSECTION ANALYSIS WORKSHEETS
HCM 6th TWSC Horizon Year + Project AM
1: Woodward St & Project Dwy 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Intersection
Int Delay, s/veh 0.4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 22 1 170 6 0 410
Future Vol, veh/h 22 1 170 6 0 410
Conflicting Peds, #/hr 0 0 0 10 10 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 50 -
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 24 1 185 7 0 446

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 422 106 0 0 202 0
Stage 1 199 -----
Stage 2 223 -----
Critical Hdwy 6.84 6.94 - - 4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 - - 2.22 -
Pot Cap-1 Maneuver 560 928 - - 1367 -
Stage 1 815 -----
Stage 2 793 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 554 919 - - 1354 -
Mov Cap-2 Maneuver 554 -----
Stage 1 807 -----
Stage 2 793 -----

Approach WB NB SB
HCM Control Delay, s 11.7 0 0

HCM LOS B

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 564 1354 -
HCM Lane V/C Ratio - - 0.044 - -
HCM Control Delay (s) - - 11.7 0 -
HCM Lane LOS - - B A -
HCM 95th %tile Q(veh) - - 0.1 0 -
HCM 6th Signalized Intersection Summary Horizon Year + Project AM 2: Pico Ave & Mission Rd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 521 90 220 743 20 80 40 120 70 80 20 Future Volume (veh/h) 30 521 90 220 743 20 80 40 120 70 80 20 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.95 1.00 0.96 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 35 613 106 289 978 26 64 73 129 113 129 32 Peak Hour Factor 0.85 0.85 0.85 0.76 0.76 0.76 0.93 0.93 0.93 0.62 0.62 0.62 Percent Heavy Veh, % 222222222222
Cap, veh/h 66 1341 231 239 1898 50 239 251 202 143 115 28 Arrive On Green 0.04 0.45 0.45 0.13 0.54 0.54 0.13 0.13 0.13 0.08 0.08 0.08 Sat Flow, veh/h 1781 3010 519 1781 3532 94 1781 1870 1506 1781 1434 356 Grp Volume(v), veh/h 35 361 358 289 492 512 64 73 129 113 0 161 Grp Sat Flow(s),veh/h/ln 1781 1777 1752 1781 1777 1849 1781 1870 1506 1781 0 1790 Q Serve(g_s), s 1.9 14.1 14.2 13.4 17.7 17.7 3.2 3.5 8.1 6.2 0.0 8.0 Cycle Q Clear(g_c), s 1.9 14.1 14.2 13.4 17.7 17.7 3.2 3.5 8.1 6.2 0.0 8.0 Prop In Lane 1.00 0.30 1.00 0.05 1.00 1.00 1.00 0.20
Lane Grp Cap(c), veh/h 66 792 781 239 955 994 239 251 202 143 0 143 V/C Ratio(X) 0.53 0.46 0.46 1.21 0.52 0.52 0.27 0.29 0.64 0.79 0.00 1.12 Avail Cap(c_a), veh/h 109 792 781 239 955 994 517 542 437 143 0 143 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 0.00 1.00 Uniform Delay (d), s/veh 47.3 19.3 19.3 43.3 14.8 14.8 38.9 39.0 41.0 45.2 0.0 46.0 Incr Delay (d2), s/veh 6.3 1.9 1.9 127.2 2.0 1.9 0.6 0.6 3.3 25.6 0.0 112.5 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 0.9 5.8 5.7 14.1 6.8 7.1 1.5 1.7 3.2 3.8 0.0 8.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.6 21.2 21.2 170.5 16.8 16.7 39.5 39.6 44.3 70.8 0.0 158.5 LnGrp LOS D C C F B B D D D E A F
Approach Vol, veh/h 754 1293 266 274
Approach Delay, s/veh 22.7 51.1 41.8 122.3
Approach LOS C D D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 18.0 50.9 12.6 8.8 60.0 18.5
Change Period (Y+Rc), s 4.6 6.3 4.6 5.1 6.3 5.1
Max Green Setting (Gmax), s 13.4 29.0 8.0 6.1 35.8 29.0 Max Q Clear Time (g_c+I1), s 15.4 16.2 10.0 3.9 19.7 10.1 Green Ext Time (p_c), s 0.0 3.3 0.0 0.0 5.4 1.0
Intersection Summary
HCM 6th Ctrl Delay 49.4
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. ----- ~ t~ ~ 4' .,, ~ ~
HCM 6th Signalized Intersection Summary Horizon Year + Project AM 3: San Marcos Blvd/Woodward St & Mission Rd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 41 610 50 720 880 91 30 74 610 62 347 83 Future Volume (veh/h) 41 610 50 720 880 91 30 74 610 62 347 83 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.98 1.00 0.99 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 50 744 61 867 1060 110 33 81 670 70 394 94 Peak Hour Factor 0.82 0.82 0.82 0.83 0.83 0.83 0.91 0.91 0.91 0.88 0.88 0.88 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 84 853 368 921 1632 711 90 919 405 91 716 169 Arrive On Green 0.05 0.24 0.24 0.27 0.46 0.46 0.05 0.26 0.26 0.05 0.25 0.25 Sat Flow, veh/h 1781 3554 1532 3456 3554 1548 1781 3554 1567 1781 2833 668 Grp Volume(v), veh/h 50 744 61 867 1060 110 33 81 670 70 245 243 Grp Sat Flow(s),veh/h/ln1781 1777 1532 1728 1777 1548 1781 1777 1567 1781 1777 1724 Q Serve(g_s), s 4.0 29.6 4.6 36.1 33.8 6.1 2.6 2.5 38.0 5.7 17.6 18.0 Cycle Q Clear(g_c), s 4.0 29.6 4.6 36.1 33.8 6.1 2.6 2.5 38.0 5.7 17.6 18.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.39
Lane Grp Cap(c), veh/h 84 853 368 921 1632 711 90 919 405 91 449 436 V/C Ratio(X) 0.59 0.87 0.17 0.94 0.65 0.15 0.37 0.09 1.65 0.77 0.55 0.56 Avail Cap(c_a), veh/h 109 853 368 964 1632 711 121 919 405 109 449 436 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 68.6 53.7 44.2 52.8 30.6 23.1 67.5 41.4 54.5 68.9 47.6 47.8 Incr Delay (d2), s/veh 6.5 11.9 1.0 16.3 2.0 0.5 2.5 0.0 305.3 23.2 1.4 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/ln2.0 14.3 1.9 17.4 14.4 2.3 1.3 1.1 49.1 3.2 7.9 7.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 75.1 65.6 45.2 69.1 32.7 23.6 70.0 41.4 359.8 92.0 49.0 49.4 LnGrp LOS E E D E C C E D F F D D
Approach Vol, veh/h 855 2037 784 558
Approach Delay, s/veh 64.7 47.7 314.7 54.6
Approach LOS E D F D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s46.2 42.3 14.4 44.1 14.0 74.5 13.5 45.0 Change Period (Y+Rc), s 7.0 7.0 7.0 * 7 7.0 * 7 6.0 7.0 Max Green Setting (Gmax), s41.0 35.0 10.0 * 37 9.0 * 68 9.0 38.0 Max Q Clear Time (g_c+I1), s38.1 31.6 4.6 20.0 6.0 35.8 7.7 40.0 Green Ext Time (p_c), s 1.1 1.6 0.0 2.5 0.0 8.7 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 101.5
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Horizon Year + Project AM 4: Twin Oaks Valley Rd & San Marcos Blvd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 170 421 350 533 513 40 230 540 563 120 900 310 Future Volume (veh/h) 170 421 350 533 513 40 230 540 563 120 900 310 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.98 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 202 501 417 586 564 44 247 581 605 122 918 316 Peak Hour Factor 0.84 0.84 0.84 0.91 0.91 0.91 0.93 0.93 0.93 0.98 0.98 0.98 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 252 1066 1012 395 1137 89 247 1583 871 196 1102 377 Arrive On Green 0.07 0.30 0.30 0.11 0.34 0.34 0.07 0.45 0.45 0.06 0.43 0.43 Sat Flow, veh/h 3456 3554 2709 3456 3333 259 3456 3554 1548 3456 2579 883 Grp Volume(v), veh/h 202 501 417 586 300 308 247 581 605 122 631 603 Grp Sat Flow(s),veh/h/ln1728 1777 1354 1728 1777 1815 1728 1777 1548 1728 1777 1686 Q Serve(g_s), s 8.1 16.1 16.0 16.0 18.7 18.8 10.0 15.2 39.6 4.8 44.2 44.7 Cycle Q Clear(g_c), s 8.1 16.1 16.0 16.0 18.7 18.8 10.0 15.2 39.6 4.8 44.2 44.7 Prop In Lane 1.00 1.00 1.00 0.14 1.00 1.00 1.00 0.52
Lane Grp Cap(c), veh/h 252 1066 1012 395 606 619 247 1583 871 196 759 720 V/C Ratio(X) 0.80 0.47 0.41 1.48 0.49 0.50 1.00 0.37 0.69 0.62 0.83 0.84 Avail Cap(c_a), veh/h 321 1066 1012 395 606 619 247 1583 871 239 759 720 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 0.65 0.65 0.65 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 63.9 39.9 32.7 62.0 36.6 36.6 65.0 25.7 22.3 64.6 35.6 35.8 Incr Delay (d2), s/veh 10.7 1.5 1.2 226.4 1.9 1.9 57.5 0.7 4.6 3.4 10.3 11.2 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 3.9 7.2 5.3 19.3 8.4 8.6 6.3 6.4 14.6 2.2 20.5 19.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 74.6 41.4 33.9 288.4 38.4 38.4 122.5 26.4 26.8 68.0 45.9 46.9 LnGrp LOS E D C F D D F C C E D D
Approach Vol, veh/h 1120 1194 1433 1356
Approach Delay, s/veh 44.6 161.1 43.1 48.4
Approach LOS D F D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 23.0 49.4 17.0 68.1 17.2 55.2 14.4 70.7 Change Period (Y+Rc), s 7.0 7.4 7.0 * 7.8 7.0 7.4 6.5 7.8 Max Green Setting (Gmax), s 16.0 42.0 10.0 * 43 13.0 45.0 9.7 43.6 Max Q Clear Time (g_c+I1), s 18.0 18.1 12.0 46.7 10.1 20.8 6.8 41.6 Green Ext Time (p_c), s 0.0 5.1 0.0 0.0 0.2 3.5 0.1 1.2 Intersection Summary
HCM 6th Ctrl Delay 72.5
HCM 6th LOS E
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. _ "i"i tt '{' "i"i tf+
HCM 6th Signalized Intersection Summary Horizon Year + Project AM 5: Rancheros Dr & San Marcos Blvd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 694 350 151 936 20 150 20 60 20 20 20 Future Volume (veh/h) 40 694 350 151 936 20 150 20 60 20 20 20 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.95 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 44 771 389 176 1088 23 224 0 82 34 34 34 Peak Hour Factor 0.90 0.90 0.90 0.86 0.86 0.86 0.73 0.73 0.73 0.58 0.58 0.58 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 108 1156 501 186 1313 28 537 0 228 97 97 164 Arrive On Green 0.06 0.33 0.33 0.10 0.37 0.37 0.15 0.00 0.15 0.11 0.11 0.11 Sat Flow, veh/h 1781 3554 1541 1781 3556 75 3563 0 1513 912 912 1544 Grp Volume(v), veh/h 44 771 389 176 544 567 224 0 82 68 0 34 Grp Sat Flow(s),veh/h/ln1781 1777 1541 1781 1777 1854 1781 0 1513 1825 0 1544 Q Serve(g_s), s 2.0 16.1 19.6 8.5 23.9 23.9 4.9 0.0 4.2 3.0 0.0 1.7 Cycle Q Clear(g_c), s 2.0 16.1 19.6 8.5 23.9 23.9 4.9 0.0 4.2 3.0 0.0 1.7 Prop In Lane 1.00 1.00 1.00 0.04 1.00 1.00 0.50 1.00
Lane Grp Cap(c), veh/h 108 1156 501 186 656 685 537 0 228 193 0 164 V/C Ratio(X) 0.41 0.67 0.78 0.95 0.83 0.83 0.42 0.00 0.36 0.35 0.00 0.21 Avail Cap(c_a), veh/h 165 1156 501 186 656 685 1489 0 632 212 0 179 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 39.0 25.0 26.2 38.3 24.7 24.7 33.1 0.0 32.8 35.7 0.0 35.2 Incr Delay (d2), s/veh 2.5 3.1 11.2 50.2 11.5 11.1 0.5 0.0 1.0 1.1 0.0 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/ln 0.9 6.8 8.2 6.1 11.3 11.7 2.1 0.0 1.6 1.3 0.0 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.4 28.1 37.4 88.5 36.2 35.8 33.7 0.0 33.8 36.8 0.0 35.8 LnGrp LOS D C D F D D C A C D A D
Approach Vol, veh/h 1204 1287 306 102
Approach Delay, s/veh 31.6 43.2 33.7 36.5
Approach LOS CDCD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.5 34.5 16.1 11.7 38.3 20.0
Change Period (Y+Rc), s 6.5 6.5 7.0 6.5 6.5 7.0
Max Green Setting (Gmax), s 9.0 28.0 10.0 8.0 29.0 36.0 Max Q Clear Time (g_c+I1), s 10.5 21.6 5.0 4.0 25.9 6.9 Green Ext Time (p_c), s 0.0 3.3 0.1 0.0 1.9 1.1
Intersection Summary
HCM 6th Ctrl Delay 37.1
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. "i tt '{' "i tf+ +t '{' ____ _
HCM 6th TWSC Horizon Year + Project PM
1: Woodward St & Project Dwy 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Intersection
Int Delay, s/veh 0.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 10 1 390 25 1 240
Future Vol, veh/h 10 1 390 25 1 240
Conflicting Peds, #/hr 0 0 0 10 10 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 50 -
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 11 1 424 27 1 261

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 581 236 0 0 461 0
Stage 1 448 -----
Stage 2 133 -----
Critical Hdwy 6.84 6.94 - - 4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 - - 2.22 -
Pot Cap-1 Maneuver 445 766 - - 1096 -
Stage 1 611 -----
Stage 2 879 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 440 759 - - 1086 -
Mov Cap-2 Maneuver 440 -----
Stage 1 605 -----
Stage 2 878 -----

Approach WB NB SB
HCM Control Delay, s 13.1 0 0

HCM LOS B

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 457 1086 -
HCM Lane V/C Ratio - - 0.026 0.001 -
HCM Control Delay (s) - - 13.1 8.3 -
HCM Lane LOS - - B A -
HCM 95th %tile Q(veh) - - 0.1 0 -
HCM 6th Signalized Intersection Summary Horizon Year + Project PM 2: Pico Ave & Mission Rd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 1123 120 120 551 20 90 70 130 30 70 30 Future Volume (veh/h) 40 1123 120 120 551 20 90 70 130 30 70 30 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.95 1.00 0.96 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 43 1195 128 128 586 21 95 100 155 42 97 42 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.84 0.84 0.84 0.72 0.72 0.72 Percent Heavy Veh, % 222222222222
Cap, veh/h 71 1614 172 152 1892 68 262 275 222 143 98 42 Arrive On Green 0.04 0.50 0.50 0.09 0.54 0.54 0.15 0.15 0.15 0.08 0.08 0.08 Sat Flow, veh/h 1781 3225 344 1781 3494 125 1781 1870 1511 1781 1222 529 Grp Volume(v), veh/h 43 657 666 128 298 309 95 100 155 42 0 139 Grp Sat Flow(s),veh/h/ln 1781 1777 1793 1781 1777 1842 1781 1870 1511 1781 0 1751 Q Serve(g_s), s 2.6 32.2 32.5 7.8 10.2 10.2 5.3 5.3 10.7 2.4 0.0 8.7 Cycle Q Clear(g_c), s 2.6 32.2 32.5 7.8 10.2 10.2 5.3 5.3 10.7 2.4 0.0 8.7 Prop In Lane 1.00 0.19 1.00 0.07 1.00 1.00 1.00 0.30
Lane Grp Cap(c), veh/h 71 889 897 152 962 997 262 275 222 143 0 140 V/C Ratio(X) 0.61 0.74 0.74 0.84 0.31 0.31 0.36 0.36 0.70 0.29 0.00 0.99 Avail Cap(c_a), veh/h 112 889 897 152 962 997 471 495 400 143 0 140 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 0.00 1.00 Uniform Delay (d), s/veh 52.0 21.8 21.8 49.6 13.9 13.9 42.3 42.3 44.6 47.7 0.0 50.6 Incr Delay (d2), s/veh 8.0 5.5 5.5 32.3 0.8 0.8 0.8 0.8 3.9 1.1 0.0 73.6 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 1.3 13.5 13.8 4.7 4.0 4.1 2.4 2.5 4.3 1.1 0.0 6.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.0 27.2 27.4 81.9 14.7 14.7 43.1 43.1 48.5 48.8 0.0 124.2 LnGrp LOS E C C F B B DDDDAF
Approach Vol, veh/h 1366 735 350 181
Approach Delay, s/veh 28.3 26.4 45.5 106.7
Approach LOS C C D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 14.0 61.3 13.4 9.5 65.9 21.3
Change Period (Y+Rc), s 4.6 6.3 4.6 5.1 6.3 5.1
Max Green Setting (Gmax), s 9.4 42.1 8.8 6.9 44.1 29.1
Max Q Clear Time (g_c+I1), s 9.8 34.5 10.7 4.6 12.2 12.7 Green Ext Time (p_c), s 0.0 4.6 0.0 0.0 3.5 1.3
Intersection Summary
HCM 6th Ctrl Delay 35.5
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. ----- ~ t~ ~ 4' .,, ~ ~
HCM 6th Signalized Intersection Summary Horizon Year + Project PM 3: San Marcos Blvd/Woodward St & Mission Rd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 123 990 70 380 560 83 70 269 660 41 198 61 Future Volume (veh/h) 123 990 70 380 560 83 70 269 660 41 198 61 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.99 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 140 1125 80 400 589 87 76 292 717 54 261 80 Peak Hour Factor 0.88 0.88 0.88 0.95 0.95 0.95 0.92 0.92 0.92 0.76 0.76 0.76 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 163 1191 517 417 1294 562 114 1120 495 85 782 233 Arrive On Green 0.09 0.34 0.34 0.12 0.36 0.36 0.06 0.32 0.32 0.05 0.29 0.29 Sat Flow, veh/h 1781 3554 1542 3456 3554 1544 1781 3554 1570 1781 2676 799 Grp Volume(v), veh/h 140 1125 80 400 589 87 76 292 717 54 171 170 Grp Sat Flow(s),veh/h/ln1781 1777 1542 1728 1777 1544 1781 1777 1570 1781 1777 1698 Q Serve(g_s), s 11.6 45.9 5.4 17.2 18.8 5.7 6.2 9.1 47.0 4.4 11.2 11.7 Cycle Q Clear(g_c), s 11.6 45.9 5.4 17.2 18.8 5.7 6.2 9.1 47.0 4.4 11.2 11.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.47
Lane Grp Cap(c), veh/h 163 1191 517 417 1294 562 114 1120 495 85 519 496 V/C Ratio(X) 0.86 0.94 0.15 0.96 0.46 0.15 0.66 0.26 1.45 0.63 0.33 0.34 Avail Cap(c_a), veh/h 239 1191 517 417 1294 562 143 1120 495 96 519 496 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 66.8 48.2 34.8 65.2 36.1 31.9 68.2 38.1 51.1 69.7 41.3 41.5 Incr Delay (d2), s/veh 18.1 15.7 0.6 33.6 1.2 0.6 7.8 0.1 213.3 10.9 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/ln6.0 22.3 2.1 9.4 8.2 2.2 3.1 4.0 47.4 2.3 5.0 5.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 84.9 64.0 35.4 98.8 37.3 32.5 76.0 38.2 264.4 80.6 41.7 41.9 LnGrp LOS F E D F D C E D F F D D
Approach Vol, veh/h 1345 1076 1085 395
Approach Delay, s/veh 64.4 59.8 190.3 47.1
Approach LOS E E F D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s25.0 57.0 16.6 50.6 20.7 61.3 13.1 54.0 Change Period (Y+Rc), s 7.0 7.0 7.0 * 7 7.0 * 7 6.0 7.0 Max Green Setting (Gmax), s18.0 50.0 12.0 * 43 20.0 * 49 8.0 47.0 Max Q Clear Time (g_c+I1), s19.2 47.9 8.2 13.7 13.6 20.8 6.4 49.0 Green Ext Time (p_c), s 0.0 1.4 0.0 1.9 0.2 4.1 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 96.4
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Horizon Year + Project PM 4: Twin Oaks Valley Rd & San Marcos Blvd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 390 764 390 366 522 90 310 740 374 100 700 290 Future Volume (veh/h) 390 764 390 366 522 90 310 740 374 100 700 290 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.98 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 398 780 398 407 580 100 330 787 398 111 778 322 Peak Hour Factor 0.98 0.98 0.98 0.90 0.90 0.90 0.94 0.94 0.94 0.90 0.90 0.90 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 446 1066 1052 346 817 140 296 1635 871 195 1039 429 Arrive On Green 0.13 0.30 0.30 0.10 0.27 0.27 0.09 0.46 0.46 0.06 0.43 0.43 Sat Flow, veh/h 3456 3554 2709 3456 3016 518 3456 3554 1548 3456 2432 1005 Grp Volume(v), veh/h 398 780 398 407 341 339 330 787 398 111 568 532 Grp Sat Flow(s),veh/h/ln1728 1777 1354 1728 1777 1758 1728 1777 1548 1728 1777 1660 Q Serve(g_s), s 15.9 27.6 14.8 14.0 24.2 24.4 12.0 21.5 21.3 4.4 37.7 37.8 Cycle Q Clear(g_c), s 15.9 27.6 14.8 14.0 24.2 24.4 12.0 21.5 21.3 4.4 37.7 37.8 Prop In Lane 1.00 1.00 1.00 0.29 1.00 1.00 1.00 0.61
Lane Grp Cap(c), veh/h 446 1066 1052 346 482 476 296 1635 871 195 759 709 V/C Ratio(X) 0.89 0.73 0.38 1.18 0.71 0.71 1.11 0.48 0.46 0.57 0.75 0.75 Avail Cap(c_a), veh/h 469 1066 1052 346 482 476 296 1635 871 220 759 709 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 0.86 0.86 0.86 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 60.0 43.9 31.0 63.0 46.0 46.1 64.0 26.2 18.2 64.4 33.8 33.8 Incr Delay (d2), s/veh 18.5 4.4 1.0 103.0 7.4 7.6 86.5 1.0 1.7 2.7 6.7 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 8.0 12.6 4.9 11.0 11.5 11.5 8.7 9.0 7.7 2.0 17.0 16.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 78.6 48.4 32.0 166.0 53.4 53.7 150.5 27.2 20.0 67.1 40.4 41.0 LnGrp LOS E D C F D D F C B E D D
Approach Vol, veh/h 1576 1087 1515 1211
Approach Delay, s/veh 51.9 95.7 52.2 43.1
Approach LOS D F D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 21.0 49.4 19.0 68.1 25.1 45.3 14.4 72.7 Change Period (Y+Rc), s 7.0 7.4 7.0 * 7.8 7.0 7.4 6.5 7.8 Max Green Setting (Gmax), s 14.0 42.0 12.0 * 43 19.0 37.0 8.9 46.4 Max Q Clear Time (g_c+I1), s 16.0 29.6 14.0 39.8 17.9 26.4 6.4 23.5 Green Ext Time (p_c), s 0.0 5.4 0.0 2.1 0.2 2.9 0.1 6.8 Intersection Summary
HCM 6th Ctrl Delay 58.8
HCM 6th LOS E
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. _ "i"i tt '{' "i"i tf+
HCM 6th Signalized Intersection Summary Horizon Year + Project PM 5: Rancheros Dr & San Marcos Blvd 02/02/2023
Woodward 46 Apartment Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 928 290 140 488 20 430 20 111 30 20 30 Future Volume (veh/h) 30 928 290 140 488 20 430 20 111 30 20 30 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.96 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 31 947 296 169 588 24 523 0 131 40 27 40 Peak Hour Factor 0.98 0.98 0.98 0.83 0.83 0.83 0.85 0.85 0.85 0.75 0.75 0.75 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 85 1074 465 173 1223 50 742 0 318 110 74 156 Arrive On Green 0.05 0.30 0.30 0.10 0.35 0.35 0.21 0.00 0.21 0.10 0.10 0.10 Sat Flow, veh/h 1781 3554 1539 1781 3475 142 3563 0 1527 1084 732 1541 Grp Volume(v), veh/h 31 947 296 169 300 312 523 0 131 67 0 40 Grp Sat Flow(s),veh/h/ln1781 1777 1539 1781 1777 1840 1781 0 1527 1816 0 1541 Q Serve(g_s), s 1.6 23.5 15.4 8.8 12.2 12.2 12.6 0.0 6.9 3.2 0.0 2.2 Cycle Q Clear(g_c), s 1.6 23.5 15.4 8.8 12.2 12.2 12.6 0.0 6.9 3.2 0.0 2.2 Prop In Lane 1.00 1.00 1.00 0.08 1.00 1.00 0.60 1.00
Lane Grp Cap(c), veh/h 85 1074 465 173 625 647 742 0 318 184 0 156 V/C Ratio(X) 0.37 0.88 0.64 0.98 0.48 0.48 0.70 0.00 0.41 0.37 0.00 0.26 Avail Cap(c_a), veh/h 154 1074 465 173 625 647 1384 0 593 196 0 166 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 42.8 30.8 27.9 41.7 23.4 23.4 34.0 0.0 31.8 38.9 0.0 38.4 Incr Delay (d2), s/veh 2.6 10.5 6.5 61.4 2.6 2.6 1.2 0.0 0.9 1.2 0.0 0.9 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 0.7 11.0 6.2 6.7 5.3 5.5 5.4 0.0 2.5 1.5 0.0 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.4 41.2 34.5 103.1 26.1 26.0 35.3 0.0 32.6 40.1 0.0 39.3 LnGrp LOS D D C F C C D A C D A D
Approach Vol, veh/h 1274 781 654 107
Approach Delay, s/veh 39.8 42.7 34.7 39.8
Approach LOS DDCD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.5 34.5 16.4 10.9 39.1 26.3
Change Period (Y+Rc), s 6.5 6.5 7.0 6.5 6.5 7.0
Max Green Setting (Gmax), s 9.0 28.0 10.0 8.0 29.0 36.0 Max Q Clear Time (g_c+I1), s 10.8 25.5 5.2 3.6 14.2 14.6 Green Ext Time (p_c), s 0.0 1.7 0.1 0.0 3.0 2.3
Intersection Summary
HCM 6th Ctrl Delay 39.4
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. "i tt '{' "i tf+ +t '{' ____ _

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
N:\3703 - Woodward 46 Apartment\Report\Appendices\Appendix.3703.doc

APPENDIX K
LONG-TERM (HORIZON YEAR 2050) + PROJECT

QUEUING ANALYSIS WORKSHEETS
Queuing and Blocking Report Horizon Year + Project AM
02/03/2023
Woodward 46 Apartment SimTraffic Report

Intersection: 1: Woodward St & Project Dwy
Movement WB SB SB
Directions Served LR T T
Maximum Queue (ft) 36 59 47
Average Queue (ft) 16 7 3
95th Queue (ft) 42 71 45
Link Distance (ft) 255 376 376
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%) 2
Queuing Penalty (veh) 0
Intersection: 2: Pico Ave & Mission Rd
Movement EB EB EB WB WB WB B15 NB NB NB SB SB
Directions Served L T TR L T TR T L LT R L TR
Maximum Queue (ft) 82 245 202 174 353 321 6 110 147 56 100 178 Average Queue (ft) 25 130 91 105 107 109 0 42 37 44 58 85 95th Queue (ft) 64 209 171 190 301 272 4 85 96 61 108 162 Link Distance (ft) 394 394 1386 1386 220 256 256 162
Upstream Blk Time (%) 3
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 200 150 30 75
Storage Blk Time (%) 1 9 2 23 16 12 20
Queuing Penalty (veh) 0 32 4 28 12 12 14
Queuing and Blocking Report Horizon Year + Project AM
02/03/2023
Woodward 46 Apartment SimTraffic Report

Intersection: 3: San Marcos Blvd/Woodward St & Mission Rd Movement EB EB EB EB B15 B15 WB WB WB WB WB NB
Directions Served L T T R T T L L T T R L
Maximum Queue (ft) 204 294 298 220 83 94 322 335 762 725 193 89 Average Queue (ft) 64 210 222 64 9 10 311 327 719 395 29 31 95th Queue (ft) 163 305 312 185 48 53 343 368 859 854 197 71 Link Distance (ft) 220 220 1386 1386 721 721 721
Upstream Blk Time (%) 0 9 10 0 65 2 0
Queuing Penalty (veh) 0 31 37 0 0 0 0
Storage Bay Dist (ft) 180 215 310 310 250
Storage Blk Time (%) 18 11 0 51 58 1
Queuing Penalty (veh) 7 5 1 225 255 6
Intersection: 3: San Marcos Blvd/Woodward St & Mission Rd Movement NB NB NB SB SB SB
Directions Served T T R L T TR
Maximum Queue (ft) 57 74 394 230 423 373
Average Queue (ft) 9 31 113 96 232 168
95th Queue (ft) 35 64 345 217 419 350
Link Distance (ft) 492 492 568 568
Upstream Blk Time (%) 2 0
Queuing Penalty (veh) 3 0
Storage Bay Dist (ft) 250 205
Storage Blk Time (%) 0 21
Queuing Penalty (veh) 0 13
Queuing and Blocking Report Horizon Year + Project AM
02/03/2023
Woodward 46 Apartment SimTraffic Report

Intersection: 4: Twin Oaks Valley Rd & San Marcos Blvd
Movement EB EB EB EB EB EB WB WB WB WB NB NB
Directions Served L L T T R R L L T TR L L
Maximum Queue (ft) 142 155 338 356 299 110 202 215 546 526 191 205 Average Queue (ft) 55 112 186 249 107 14 199 213 533 259 116 168 95th Queue (ft) 156 177 365 382 233 73 208 220 568 571 225 235 Link Distance (ft) 323 323 323 526 526
Upstream Blk Time (%) 11 18 2 33 0
Queuing Penalty (veh) 0 0 0 184 2
Storage Bay Dist (ft) 130 130 85 190 190 180 180
Storage Blk Time (%) 0 12 7 10 0 17 74 1 1 13
Queuing Penalty (veh) 1 24 12 18 0 43 189 6 2 36
Intersection: 4: Twin Oaks Valley Rd & San Marcos Blvd
Movement NB NB NB SB SB SB SB
Directions Served T T R L L T TR
Maximum Queue (ft) 403 415 448 185 205 259 280
Average Queue (ft) 218 241 342 51 144 228 250
95th Queue (ft) 385 455 540 161 248 283 265
Link Distance (ft) 406 406 406 232 232
Upstream Blk Time (%) 3 5 47 32 75
Queuing Penalty (veh) 0 0 0 0 0
Storage Bay Dist (ft) 180 180
Storage Blk Time (%) 12 0 13 48
Queuing Penalty (veh) 27 1 56 58
Intersection: 5: Rancheros Dr & San Marcos Blvd
Movement EB EB EB EB WB WB WB NB NB NB SB SB
Directions Served L T T R L T TR L LT R LT R
Maximum Queue (ft) 149 533 550 195 205 511 503 233 184 70 79 64 Average Queue (ft) 38 296 477 172 168 479 260 100 37 19 33 17 95th Queue (ft) 110 602 660 257 266 576 476 193 127 60 70 47 Link Distance (ft) 526 526 492 492 323 323 181
Upstream Blk Time (%) 0 15 24 1 1
Queuing Penalty (veh) 3 81 133 5 0
Storage Bay Dist (ft) 165 170 180 70 75
Storage Blk Time (%) 0 6 49 1 3 68 1010
Queuing Penalty (veh) 0 2 171 2 15 103 0000
Network Summary
Network wide Queuing Penalty: 1860
Queuing and Blocking Report Horizon Year + Project PM
02/03/2023
Woodward 46 Apartment SimTraffic Report

Intersection: 1: Woodward St & Project Dwy
Movement WB
Directions Served LR
Maximum Queue (ft) 35
Average Queue (ft) 10
95th Queue (ft) 33
Link Distance (ft) 255
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: Pico Ave & Mission Rd
Movement EB EB EB WB WB WB NB NB NB SB SB
Directions Served L T TR L T TR L LT R L TR
Maximum Queue (ft) 224 424 405 174 290 290 110 211 63 99 175 Average Queue (ft) 59 306 247 98 79 96 50 78 49 30 85
95th Queue (ft) 171 442 385 172 209 223 100 163 68 74 159 Link Distance (ft) 394 394 1386 1386 256 256 162
Upstream Blk Time (%) 4 1 0 4
Queuing Penalty (veh) 0 0 0 0
Storage Bay Dist (ft) 200 150 30 75
Storage Blk Time (%) 24 6 2 41 26 1 24
Queuing Penalty (veh) 9 15 3 53 30 1 7
Queuing and Blocking Report Horizon Year + Project PM
02/03/2023
Woodward 46 Apartment SimTraffic Report

Intersection: 3: San Marcos Blvd/Woodward St & Mission Rd Movement EB EB EB EB B15 B15 WB WB WB WB WB NB
Directions Served L T T R T T L L T T R L
Maximum Queue (ft) 205 316 317 220 379 378 317 316 543 464 76 129 Average Queue (ft) 138 282 286 86 146 157 232 225 220 168 27 54 95th Queue (ft) 236 337 332 238 324 333 343 352 444 337 55 109 Link Distance (ft) 220 220 1386 1386 721 721 721
Upstream Blk Time (%) 0 34 38 0
Queuing Penalty (veh) 0 221 241 0
Storage Bay Dist (ft) 180 215 310 310 250
Storage Blk Time (%) 3 38 38 0 4 7 0
Queuing Penalty (veh) 15 47 26 2 12 18 0
Intersection: 3: San Marcos Blvd/Woodward St & Mission Rd Movement NB NB NB SB SB SB
Directions Served T T R L T TR
Maximum Queue (ft) 146 166 454 91 179 159
Average Queue (ft) 63 83 188 39 104 68
95th Queue (ft) 126 144 432 82 171 134
Link Distance (ft) 492 492 568 568
Upstream Blk Time (%) 0
Queuing Penalty (veh) 1
Storage Bay Dist (ft) 250 205
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Queuing and Blocking Report Horizon Year + Project PM
02/03/2023
Woodward 46 Apartment SimTraffic Report

Intersection: 4: Twin Oaks Valley Rd & San Marcos Blvd
Movement EB EB EB EB EB EB WB WB WB WB NB NB
Directions Served L L T T R R L L T TR L L
Maximum Queue (ft) 142 155 359 361 345 110 202 215 503 472 192 205 Average Queue (ft) 116 147 335 335 157 10 182 201 312 273 171 198 95th Queue (ft) 188 180 377 366 369 59 234 244 547 465 215 224 Link Distance (ft) 323 323 323 526 526
Upstream Blk Time (%) 60 62 7 2 0
Queuing Penalty (veh) 0 0 0 11 0
Storage Bay Dist (ft) 130 130 85 190 190 180 180
Storage Blk Time (%) 4 38 36 5 0 7 37 5 5 41
Queuing Penalty (veh) 16 145 140 10 0 17 98 19 20 152
Intersection: 4: Twin Oaks Valley Rd & San Marcos Blvd
Movement NB NB NB SB SB SB SB
Directions Served T T R L L T TR
Maximum Queue (ft) 435 418 430 191 205 265 280
Average Queue (ft) 342 261 236 65 147 232 247
95th Queue (ft) 481 405 427 172 238 288 274
Link Distance (ft) 406 406 406 232 232
Upstream Blk Time (%) 10 1 5 31 58
Queuing Penalty (veh) 0 0 0 0 0
Storage Bay Dist (ft) 180 180
Storage Blk Time (%) 15 0 14 40
Queuing Penalty (veh) 47 1 49 40
Intersection: 5: Rancheros Dr & San Marcos Blvd
Movement EB EB EB EB WB WB WB NB NB NB SB SB
Directions Served L T T R L T TR L LT R LT R
Maximum Queue (ft) 161 566 564 195 202 273 239 289 225 95 82 74 Average Queue (ft) 33 433 512 170 114 121 111 168 88 40 37 21 95th Queue (ft) 107 632 606 258 195 228 212 254 193 88 72 52 Link Distance (ft) 526 526 492 492 323 323 181
Upstream Blk Time (%) 4 19 0
Queuing Penalty (veh) 26 119 0
Storage Bay Dist (ft) 165 170 180 70 75
Storage Blk Time (%) 21 59 0 4 3 6120
Queuing Penalty (veh) 6 172 1 9 5 7210
Network Summary
Network wide Queuing Penalty: 1815

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
N:\3703 - Woodward 46 Apartment\Report\Appendices\Appendix.3703.doc

APPENDIX L

EXCERPTS FROM THE CITY OF SAN MARCOS MUNICIPAL

CODE PARKING RATE AND AASHTO SIGHT DISTANCE
A.

B.

C.

D.

E.

A.

1. 2.

A.

B.

C.

D.

E.

CHAPTER 20.340 - OFF-STREET PARKING AND LOADING
Section 20.340.010 - Purpose of Chapter
The purpose of this chapter is to regulate the provision of off-street parking and loading for all land uses, facilitate community- wide accessibility, and promote viability of business within San Marcos. Specifically, the purpose of this chapter is to do the following:

Ensure adequate off-street parking and loading facilities to serve land use needs.

Provide adequate off-street parking, circulation, and access to help support the viability of businesses in the City.

Maintain efficient use of land by avoiding excessive amounts of parking.

Allow parking alternatives and reductions to off-street parking requirements that provide flexibility in meeting off-street parking needs, when appropriate.

Ensure off-street parking and loading facilities are designed in a manner that ensures efficiency, protects public safety, minimizes adverse impacts to adjacent land uses, and promotes the general welfare of the community.

Section 20.340.020 - Applicability
Applicability. The standards of this chapter shall be applied to new construction and establishment, conversion, or expansion of any land use in the City, applicable to increases in floor space, seating capacity, dwelling units, employees, or rooms/beds associated with a building or structure. Operations associated with a land use shall not commence, nor a building be occupied, unless off-street parking and loading facilities conform to the requirements of this chapter. Exceptions to these standards are permitted when either of the following occurs:

An adopted Specific Plan, policy plan, or special overlay district supersedes the provisions of this chapter; or An exception has been granted through a Variance or DP in accordance with the provisions in Chapters 20.525 (Variances) and 20.510 (Director's Permit), respectively.

Section 20.340.030 - General Requirements
Use of Parking Areas. Parking spaces regulated in this chapter shall be solely used for parking, not for the display of merchandise; storage or display of equipment; display for sale or lease; or repair of vehicles, trailers, recreation vehicles, boats, and etc. except when permitted by Chapter 20.455 (Temporary Events).

Required Availability and Maintenance. All off-street parking and loading required by this chapter shall be available during all hours of operation, marked for their intended uses, and reserved for parking and loading purposes for the life of the use or facility. Parking spaces and associated driveways, maneuvering areas, and landscaping shall be maintained free of vandalism and litter. Striping, paving, walls, lights, and all other facilities shall be maintained in good condition.

Existing Facilities. Any building or use for which parking facilities become substandard by the adoption of this chapter shall be considered a nonconforming use. Such nonconforming use may continue, but no enlargement or expansion in such a use or building shall be made unless the required number of parking spaces or parking area, as designated by this chapter are provided.

Change of Occupancy or Use. For a change of occupancy, a new business license, or enlargement of a structure or use where the parking demand is increased, off-street parking facilities and loading shall be provided in compliance with the minimum requirements of this chapter.

Parking of Inoperable or Unregistered Vehicles. Except as set forth in this chapter, it shall be unlawful for any F.

G.

A.

B.

C.

D.

E.

1. 2.

3. person to park or store an automotive vehicle or trailer without current registration from the Department of Motor Vehicles or in inoperable condition, except when stored in a fully enclosed building.

Change of Parking Requirements. When parking requirements, as set forth in this chapter, are amended, such amendments shall not invalidate a previously approved permit.

Request for Special Review of Parking. Modifications to parking improvement standards or other parking provisions in this chapter shall be considered in conjunction with the review permit applications or Site Development Plans by the appropriate authority. The applicant shall submit with the request, evidence necessary to demonstrate the unusual conditions warranting the modification, such as floor plans and other evidence, as requested by the reviewing authority.

Section 20.340.040 - Required Number of Parking Spaces
The requirements of this Section shall be applied uniformly, based on land uses, regardless of the Zone in which a land use is to be located, unless otherwise specified.

Minimum Standards. Every use shall provide at least the minimum number of off-street parking spaces required by Table 20.340-1 (see Section 20.340.090 (Bicycle Parking) for bicycle parking requirements).

Reductions to the parking requirements may be permitted, subject to compliance with the provisions of Section 20.340.050 (Off-Street Parking and Trip Reduction Measures). Required parking space dimensions, based on parking configuration, are established in Table 20.3403, Section 20.340.060 (Off-Street Parking Size and Location).

Uses Not Listed. Parking requirements for uses not specifically listed in Table 20.340-1 will be determined by the Director, based on comparable uses in the Table or through a parking demand analysis of similar facilities in the region.

Mixed Use Sites. Where multiple land uses are combined within a single building, structure, or parcel, off- street parking facilities for a single use shall not be considered as providing required parking facilities for any other uses. The aggregate number of parking spaces for each separate use, required by this chapter, shall be met, except where otherwise specified and a reduction of parking is allowed in compliance with Section

20.340.050 (Off-Street Parking and Trip Reduction Measures).

Rounding Calculations. Calculations resulting in a fractional number shall be treated as follows: one (1) parking space is required for fractions of one-half (0.5) or greater; no additional parking space is required for fractions of less than one-half (0.5).

Calculations.

Gross Floor Area Calculations. Gross floor area calculations are based on the area within the surrounding exterior walls of a building or any portion, thereof, including shared bathroom spaces, storage areas, and areas for circulation.

Seating Calculations. Where fixed seats provided are either benches, bleachers, or pews, such seats shall be calculated at one (1) seat per eighteen (18) inches and one (1) seat per twenty-four (24) inches of booth length for dining.

Assembly Area Calculations. All rooms or areas that can be logically used for seating, in addition to any fixed seating area, shall be calculated in determining the parking requirement for assembly areas.

Table 20.340-1
Parking Requirements by Land Use
Land Use Minimum Required ParkingAdditional Use Regulations Residential Uses
Animal Keeping, Small None required
Accessory Dwelling Unit/Accessory
Dwelling ( Ord. 2017-1445,
7/11/2017)
1 space/accessory dwelling unit
Caretaker Unit 1 space Interior dimension: 20 feet x 20 feet Child Care Facility, Large Family
Home
Required residential unit parking
spaces and 1 space/2 employees
Tandem parking is permitted in
driveways; vehicles cannot encroach
into public rights-of-way
Child Care Facility, Small Family
Home
Required residential unit parking
spaces
Tandem parking is permitted in
driveways; vehicles cannot encroach
into public rights-of-way
Community Garden None required.

Continuing Care Retirement
Community
Studio: 1 space/unit
1 Bedroom Unit: 1.5 space/unit
2+ Bedroom Unit: 2 spaces/unit; 1
space shall be covered Guest
Parking: 1 space/3 units
Duplex 2 spaces/unit; guest parking: 1
space/3 units
1 space shall be covered
Emergency Shelter 1 space/4 beds
Farm Employee Housing, Large1 space/unit Space shall be covered Farm Employee Housing, Small
Live/Work Space or Live/Work UnitRefer to live/work requirements under Section 20.340.040.F, Table

20.240-2
Mobile/Manufactured Home2 covered spaces/mobilehome; 1
guest space/6 mobilehomes
Tandem parking is permitted
Mobile/Manufactured Home Mini
Park
Mobile/Manufactured Home Park
Multifamily Dwelling Studio: 1 space/unit;
1 Bedroom Unit: 1.5 space/unit
2+ Bedroom Unit*: 2 spaces/unit; 1
space shall be covered Guest
Parking: 1 space/3 units
*1 garage space shall be provided
for condominiums, duplexes,
townhomes, patio homes.

Apartments shall provide one
covered parking space (garage or
carport) of the required ratio.

Additional multifamily requirements
are provided in Section

20.340.040.G
Multifamily Dwelling, Aordable
Housing (deed restricted)

1.7 spaces/unit Additional multifamily requirements
are provided in Section

20.340.040.G
Non-Commercial HorticultureNone required.

Planned Residential Development
(PRD)
Sum of individual parking
requirements for each use;
residential parking by bedroom
count
Chapter 20.435 (Planned Residential
Development)
Private Residential GarageNone required.

Recreational Vehicles (RVs)/ParksTo be determined by the Director during SDP or CUP review process.

Residential Care Facility, Small &
Large
1 space/3 residents Provision of parking shall be based on the population served and level
of care provided at the facility.

Minimum requirements here are
guidelines for establishing
appropriate service levels on a case
by case basis at time of SDP review
Rooming House 1 space/room; plus 2 spaces
Senior/Age-Restricted Dwelling or
Unit

1.25 spaces/unit Satises resident and visitor parking
Single-Family Attached 2 spaces/unit 1 space shall be covered 9-44 I A Policy on Geometric Design of Highways and Streets in Table 9-6. The length of the sight triangle leg to the right needed for a left-tum maneuver by a passenger car onto the major road, ,shown as dimension bin the drawing on the right in Figure 9-17, is based on a time gap of 7.5 s.- A sight triangle to the left is also needed for the left-turn­ ing vehicle to cross the near lane(s) of the major road on which traffic approaches from the left; the length of the leg of this sight triangle along the major road is. shown as dimension b in the drawing to the left in Figure 9-17. This sight triangle to the left is normally provided by Case B2 for the right-turn maneuver (see below). In the rare case where a right-turn maneuver is not permitted onto a two-way street, Case B2 should still be provided so that sight distance is avail­ able for crossing the near lane(s) in a left-turn maneuver. In applying Table 9-6, it can usually be assumed that the minor-road vehicle is a passenger car. However, where substantial volumes of heavy vehicles enter the major road, such as from a ramp terminal, the use of tabulated values for single-unit or combination trucks should be considered.- Table 9-6 includes appropriate adjustments to the gap times for the number of lanes on the major road and for the approach grade of the minor road. The adjustment for the grade of the minor-road approach is needed only if the rear wheels of the design vehicle would be on an upgrade that exceeds 3 percent when the vehicle is at the stop line of the minor-road approach.

Table 9-6. Time Gap for Case 81, Left Turn from Stop
Passenger car 7.5
Single-unit truck 9.5
Combination truck 11.5
Nate: Time gaps are far a stopped vehicle to turn left onto a two-lane highway with no median and with minor-road approach grades of 3 r.ercent or less. The time gaps are applicable to determining sight distance to the right in left-tum maneuvers. The table values should be adjusted as follows:

For multflane roadways or medians-for left turns onto two-way roadways with more than two lanes, including tum lanes, add 0.5 s for passenger cars or 0.7 s for trucks for each additional lane, from the left, in excess of one, to be crossed by the turning vehicle. Median widths should be converted to an equivalent number of lanes in applying the 0.5 and 0.7 s criteria presented above; for example, an 18-ft [5.5-m} median is equivalent to one and a half lanes, and would require an additional 0.75 s for a passenger to cross and an additional 1.05 s for a truck to cross.

For minor-road approach grades-If the approach grade is an upgrade that exceeds 3 percent, add 0.2 s for each percent grade by which the approach grade exceeds zero percent.

Intersections I
The intersection sight distance along the major road (distance bin Figure 9-17) is determined by:

U.S. Customary
ISD = 1.47 V major tg
where:
_ISD = intersection sight distance (length
of the leg of sight triangle along the
major road) (ft)
Vm•Jot = design speed of major road (mph)
t = time gap for minor road vehicle to enter g
the major road (s)
Metric
where:

ISD = intersection sight distance (length
of the leg of sight triangle along the
major road) (m)
V major = design speed of major road (km/h)
tg = time gap for minor road vehicle to enter
the major road (s)
(9-1)
For example, a passenger car turning left onto a two-lane major road should be provided sight ' distance equivalent to a time gap of 7.5 s in major-!oad traffic. If the design speed of the major road is 60 mph [100 km/h], this corresponds to a sight distance of 1.47(60)(7.5) = 661.5 or 665 ft [0.278(100)(7.5) = 208.5 or 210 m], rounded for design.

A passenger car turning left onto a four-lane undivided roadway will need to cross two near lanes, rather than one. This increases the recommended gap in major-road traffic from 7.5 to

8.0 s. The corresponding value of sight distance for this example would be 706 ft [223 m]. If the minor-road approach to such an intersection is located on a 4 percent upgrade, then the time gap selected for intersection sight distance design for left turns should be increased from 8.0 to

8. 8 s, equivalent to an increase of 0.2 s for each percent grade.

The design values for intersection sight distance for passenger cars are shown in Table 9-7.

No adjustment of the recommended sight distance values for the major-road grade is generally needed because both the major- and minor-road vehicle will be on the same grade when_ depart­ ing from the intersection. However, if the minor-'-road design vehicle is a heavy truck and the intersection is located near a sag vertical curve with grades over 3 percent, then an adjustment to extend the recommended sight distance based on the major-road grade should be considered. 9-46
I
A Policy on Geometric Design of Highways and Streets
Table 9-7. Design lnten;ection Sight Distance-Case B1, Left Turn from Stop Stopping Intersection Sight Stopping Intersection Sight Design Distance for Design Distance for
Speed Sight Passenger Cars Speed Sight Passenger Cars Distance Distance (mph) (ft) Calculated D~sign (km/h) (m) Calculated Design (ft) '(ft) (m) (m)
15 80 165.4 170 20 20 41.7 45
20 115 220.5 225 30 35 62.6 65
25 155 275.6 280 40 50 83.4 85
30 200 330.8 335 50 65 104.3 105
35 250 385.9 390 60 85 125.1 130
40 305 441.0 445 70 105 146.0 150
45 360 496.1 500 80 130 166.8 170
50 425 551.3 • 555 90 160 187.7 190
55 495 606.4 610 100 185 208.5 210
60 570 661.5 665 110 220 229.4 230
65 645 716.6 720 120 250 250.2 255
70 730 771.8 775 130 285 271.1 275
75 820 826.9 830
80 910 882.0 885
Note: Intersection sight distance shown is for a stopped passenger car to tum left onto a two-lane highway with no median and grades 3 percent or less. For other conditions, the time gap should be adjusted and the sight distance recalculated.

Sight distance design for left turns at intersections on divided roads or streets should consider multiple design vehicles and median width. If the design vehicle used to determine sight dis­ tance for an intersection on a aivided road or street is larger than a passenger car, then sight distanc~ for left turns should be checked for that selected design vehicle and for a passenger car as well. If the median on a divided road or street is wide enough to store the design vehicle wit1?­ a clearance to the through lanes of approximately 3 ft [1 m] at both ends of the vehicle, no sepa­ rate analysis for the departure sight triangle for left turns is needed on the minor-road approa~h for the near roadway to the left. In most cases, the departure sight triangle for right turns (Case B2) will provide sufficient sight distance for a passenger car to cross the near roadway to reach the median. Possible exceptions are addressed in the discussion of Case B3.

If the design vehicle can be stored in the median with adequate clearance to the through lanes, a departure sight triangle to the right for left turns should be provided fur that design vehicle turning left from the median roadway. Where the median is not wide enough to store the design vehicle, a departure sight triangle should be provided for that design vehicle to turn left from the minor-road approach. •
Intersections I 9-47
The median width should be considered in determining the number oflanes to be crossed. The median wid~h should be converted to equivalent lanes. For example, an 18-ft [5.5-m] median should be considered as one and a half additional lanes to be crossed in applying the multilane roadway adjustment for time gaps in Table 9-6. Furthermore, a departure sight triangle for left turns from the median roadway should be provided for the largest design vehicle that can be stored on the median roadway with adequate clearance to the through lanes.

If the sight distance along the major road shown in Figure 9-17, including any appropriate ad­ justments, cannot be provided, then consideration should be given to installing regulatory speed signing on the major-road approaches.

For left-turns onto a one-way roadway, time gaps based on Case B2 (see below) can be applied in determining the sight triangle needed for looking at vehicles approaching from the right.

9.5.3.2.2 Case B2-Right Turn from the Minor Road
A departure sight triangle for traffic approaching from th~ left like that shown in Figure 9-17 should be provided for right turns from the minor road onto the major road. The intersection sight distance for right turns is determined in the same manner as for Case Bl, except that the time gaps (tg) in Table 9-6 should be adjusted. Field observations indicate that, in making right turns, drivers generally accept gaps that are slightly shorter than those accepted in making left turns (21). The time gaps in Table 9-6 can be decreased by 1.0 s for right-turn maneuvers wit1?-­ out undue interference with major-road traffic. These adjusted time gaps for the right turn from the minor road are shown in Table 9-8. Design values based on these adjusted time gaps are shown in Table 9-9 for passenger cars. This 1.0-s reduction in the time gap applies only where turns are limited to right turns; where left turns are also permitted, the time gaps for Case Bl from Table 9-5 apply. When the minimum recommended sight distance for a right-turn ma­ neuver cannot be provided, even with the reduction of 1.0 s from the values in Table 9-6, con­ sideration should be given to installing regulatory speed signing or other traffic control devices on the major-road approaches.

Table 9-8. Ti~e Gap for Case B2-Right Turn from Stop
Passenger car 6.5
Single-unit truck 8.5
Combination trt1ck 10.5
Note: Time gaps are for a stopped vehicle to tum right onto or to cross a two-lane roadway with no ·median and with minor-road approach grades of 3 percent or less. The table values should be adjusted as follows:

For minor-road approach grades-If the approach grade is an upgrade that exceeds 3 percent, add 0.1 s for each percent grade by which the approach grade exceeds zero percent.

I A Policy on Geometric Design of Highways and Streets
Table .9-9. Design lnterseqion Sight Distance-Case B2, Right Turn from Stop !F . ::'lltr;I;;;u:-::: ... ,
Design Stopping Intersection Sight Design Stopping Intersection Sight Speed Sight Distance for Speed Sight Distance for
(mph) Distance Passenger Cars (km/h) Distance Passenger Cars (ft) Calculated Design (m) Calculated Design
(ft) (ft) (m) {m)
15 80 143.3 145 20 20 36.1 40
20 115 191.1 195 30 35 54.2 55
25 155 238.9 240 40 50 72.3 75
30 200 286.7 290 50 65 90.4 95
35 250 334.4 335 60 85 108.4 110
40 305 382.2 385 70 105 126.5 130
45 360 430.0 430 80 130 144.6 145
50 425 477.8 480 90 160 162.6 165
55 495 525.5 530 100 185 180.7 185
60 570 573.3 575 110 220 198.8 200
65 645 621.1 625 120 250 ·216.8 220
70 730 668.9 670 130 285 234.9 235
75 820 716.6 720
80 910 764.4 765
Note: Intersection sight distance shown is for a stopped passenger car to turn right onto or to cross a two-lane roadway with no median and with grades of 3 percent or less. For other conditions, the time gap should be adjusted and the sight distance recalculated.

9.5.3.2.3 Case B3-Crossing Maneuver from the Minor Road In most cases, the departure sight triangles fqr left and right turns onto the major road, as de­ scribed for Cases Bl and B2, will also provide adequate sight distance for minor-road vehicles to cross the major road. However, in the following situations, it is advisable to check the availabil­ ity of sight distance for crossing maneuvers:
• where left or right turns or both are not permitted from a particular approach and the cross­ ing maneuver is the only legal maneuver;
• where the crossing vehicle would cross the equivalent width of more than six lanes; or • where substantial volumes of heavy vehicles cross the roadway and steep grades that might slow the vehicle while its back portion is still in the intersection are present on the departure roadway on the far side of the intersection.

The equation for intersection sight distance in Case Bl (see Equation 9-1) is used again for the crossing maneuver except that time gaps (tg) are the same as those for the Right Turn from Stop maneuver, which presents time gaps and appropriate adjustment factors to determine the intersection sight distance along the major road to accommodate crossing maneuvers. At divid- I

*
*
*
*

12.0 10.0 10.0

24.0 10.0

10.1 10.6

10.0 10.6

10.1 10.0

10.0 10.0

10.7 15.4

10.1 11.2

10.0 10.5

26.011.4

17.1 22.1

17.8 WOODWARD STREET

11.8 24.0

24.0 15.2

13.1 19.1

35.6 2:1
SLOPE
2:1
SLOPE 2:1
SLOPE
2:1
SLOPE2:1
SLOPE
2:1
SLOPE
2:1
SLOPE
2:1
SLOPE

30.0 R50.0

7.5 10.1

12.0 PARK
7,480 SF

4.0 PATH TYP.

4.0 PATH
TYP.

TOT LOT

TURF PLAY
AREA

SENSORY
GARDEN

4.0 PATH TYP.

4.0 PATH TYP.

4.0 PATH TYP.

9.0 18.0

18.0 9.0

22.0 9.0
5256 S. Mission Road, Ste 404
Bonsall, CA 92003
760.724.1198 summarch.com

ARCHITECTURE
SCALE:

OCTOBER 26, 2022

SAN MARCOS, CA

CORNERSTONE COMMUNITIES
1241 CAVE STREET, STE. 200 | LA JOLLA, CA 92037
858.458.9700 EXT. 120

WOODWARD STREETCONCEPTUAL SITE PLAN

PROJECT SUMMARY
3-STORY DUPLEXES
HOMES46 HOMES
GROSS AREA 8.57 ACRES GROSS
PAD AREA 2.7 ACRES NET
DENSITY 5.37 DU/AC (17 DU/AC NET)
LOT COVERAGE 10%

UNIT MIX
24 PLAN 1 3BD/3.5BA 1,585 SF
11 PLAN 2 3BD/3.5BA 1,900 SF
11 PLAN 3 3BD/3.5BA 1,900 SF
46 TOTAL UNITS

PARKING SUMMARY

REQUIRED
DUPLEX 46 DU X 2 92 SPACES
GUEST 46 DU X .33 16 SPACES
TOTAL REQUIRED108 SPACES

PROVIDED
GARAGE92 SPACES
OPEN16 SPACES
TOTAL PROVIDED108 SPACES

OPEN SPACE SUMMARY

COMMON OPEN SPACE
PLAN 1 24 X 262 SF 6,288 SF X 30% 1,886 SF
PLAN 2 11 X 488 SF 5,368 SF X 30% 1,610 SF
PLAN 3 11 X 488 SF 5,368 SF X 30% 1,610 SF
TOTAL REQUIRED5,106 SF
TOTAL PROVIDED7,480 SF

PRIVATE OPEN SPACE
DECK
REQUIRED46 X 50 SF2,300 SF

PROVIDED
PLAN 1 24 X 65 SF 1,560 SF
PLAN 2 11 X 540 SF 5,940 SF
PLAN 3 11 X 540 SF 5,940 SF
TOTAL PROVIDED13,440 SF

GROUND FLOOR
REQUIRED 46 X 250 SF 11,500 SF
PROVIDED24,935 SF
0 30 60 90N
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LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3703 Woodward 46 Apartment Project
N:\3703 - Woodward 46 Apartment\Report\Appendices\Appendix.3703.doc

APPENDIX M

BUS ROUTE SCHEDULE AND MAP

90 NORTH COUNTY TRANSIT DISTRICT Rider’s Guide
Destinations/Destinos
• Palomar College
• San Marcos Civic Center
• Mission Hills High School
• San Marcos Middle School
• Vista Transit Center
• Escondido Transit Center
• North Inland Live Well Center
• DMV
M-F • SA • SU
L-V • SÁ • DO
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!!Ä
!!Ä
!!Ä!!Ä
!!Ä
!!Ä
0 1 2 3 40.5
Miles
Walmart
Senior
Center
Stater
Bros.

Palomar
Hospital
CSUSM
VISTA

SAN MARCOS

ESCONDIDO
Woodland
Mission
Mission
Swap
Meet
City
Hall
US Post
Of/f_ice
Walmart
Albertsons
Mission
Hills HS
San
Marcos
MS
Palomar College
304, 347, 445, 604,
645, SPRINTER
Mission
Kaiser
!
The
Wave
Civic Center Vista

SPRINTER
Station
Discounted Palomar College Monthly Pass
available at the Student Affairs Of/f_ice,
Room 207 at Palomar College and at the
Escondido Educational Center Admissions
Of/f_ice.

Pase Mensual de Palomar College con descuento
se puede adquirir en la O/f_icina de Asuntos
Estudientiles, Salón 207 en Palomar College
y en el Centro Educativo
de Escondido, O/f_icina
de Admisión.

Vista Wy
Monte Vista
Buena Creek
Melrose
Sycamore
Rancho Santa Fe
San Marcos Blvd
Barham
Las Posas
Borden
Country Club Ln
Nordahl
Auto Park Wy
RBV
HS
Twin Oaks Valley
CVS
CVSBorden
City
Hall
Quince
!( Vons
Rex
Industries
Deer Springs
Vale Terrace
Melrose
Grocery
Outlet
El Norte
303 306
318
Santa Fe
!
!
!
!
!
!
!
!
!
!
!
!
!
!
! ! !
!
! ! !
!
353, SPRINTER
Nordahl SPRINTER Station
332, SPRINTER
Buena Creek
SPRINTER Station

SPRINTER
San Marcos Civic Center
SPRINTER Station
302, 303, 306, 318,
332, 334, 632, 634,

SPRINTER
Vista Transit Center
302
334
332
445 347
358
359
353 350
Courthouse
Library
!
Kaiser
308, 350, 351/352, 353,
354, 355/357, 356, 358/359,
FLEX 371, 388, 651/652,
MTS 235, 280, SPRINTER,
Greyhound
Escondido Transit Center
304
604
332
632
634
347
445
634
308
353
608
1 2
3 4
5 6
7 Route 305/Ruta 305
BREEZE System/Sistema BREEZE
Select Trips/Viajes Selectos

COASTER/SPRINTER
Street/Calle
Time Point/Punto de Tiempo
Stops/Paradas
Landmark/Punto de Referencia
Transfer/Transbordo
Legend/Leyenda
305 Escondido to Vista via Mission Rd. & S. Santa Fe Ave.

Escondido a Vista vía Mission Rd. y S. Santa Fe Ave.
91 Guía de Pasajeros del NORTH COUNTY TRANSIT DISTRICT
Monday - Friday
Eastbound to Escondido Transit Center
Lunes a Viernes • Dirección hacia el este al Centro de Tránsito Escondido Vista
Transit
Center
S. Santa Fe
& Civic
Center Dr.

S. Santa Fe
& Buena
Creek Rd.

Palomar
College
Transit Center
Mission Rd.
& San
Marcos Bl.

Mission Rd.
&
Auto Pkwy.

Escondido
Transit
Center
1 2 3 4 5 6 7
4:32 4:36 4:41 4:50 4:54 5:00 5:08a
5:02 5:06 5:12 5:23 5:28 5:36 5:45
5:32 5:36 5:42 5:53 5:58 6:06 6:15
6:02 6:08 6:14 6:26 6:32 6:44 6:54
6:32 6:38 6:46 7:00 7:08 7:20 7:32
7:02 7:08 7:17 7:30 7:38 7:50 8:02
7:32 7:38 7:47 8:00 8:08 8:20 8:32
8:02 8:08 8:16 8:28 8:35 8:44 8:56
– – – *8:42 *8:49 *8:58 *9:10
8:32 8:38 8:45 8:57 9:04 9:13 9:25
9:02 9:07 9:14 9:26 9:31 9:40 9:52
9:32 9:37 9:44 9:56 10:01 10:10 10:22
10:02 10:07 10:14 10:26 10:31 10:40 10:52
10:32 10:37 10:44 10:56 11:01 11:10 11:22
11:02 11:07 11:14 11:27 11:32 11:42 11:54
11:32 11:37 11:44 11:57 12:02 12:12 12:24p
12:02 12:07 12:14 12:27 12:32 12:42 12:54
12:32 12:37 12:44 12:57 1:02 1:12 1:24
1:02 1:07 1:15 1:28 1:33 1:43 1:55
1:32 1:37 1:45 1:58 2:03 2:13 2:25
2:02 2:07 2:15 2:29 2:36 2:46 3:00
2:32 2:38 2:46 3:00 3:07 3:17 3:31
3:02 3:08 3:16 3:30 3:37 3:48 4:02
3:32 3:38 3:46 4:00 4:07 4:18 4:32
4:02 4:08 4:16 4:30 4:37 4:48 5:00
4:32 4:38 4:46 5:00 5:07 5:18 5:30
5:02 5:08 5:16 5:30 5:37 5:46 5:57
5:32 5:38 5:46 5:59 6:05 6:14 6:24
6:02 6:08 6:15 6:27 6:33 6:41 6:51
6:32 6:37 6:44 6:56 7:02 7:10 7:20
* Operates T uesdays only.

Opera solamente los Mar
tes.

Please note, BREEZE “school tripper” bus service only runs while schools are in session for in-person learning and are subject to change based on bell times. NCTD will update trip planning applications and GoNCTD.com if this service changes.

Tenga en cuenta que el servicio de autobús “school tripper” de BREEZE solo funciona mientras las escuelas se encuentren abiertas para clases presenciales y está sujeto a cambios en función de los horarios de entrada y salida.

El NCTD actualizará las aplicaciones de planificación de viaje y GoNCTD.com si este servicio cambia.

See pg. 6 for Holiday schedules/Ver pág. 270 para obtener los horarios de días festivos 305 Escondido to Vista via Mission Rd. & S. Santa Fe Ave.

Escondido a Vista vía Mission Rd. y S. Santa Fe Ave.
~
92 NORTH COUNTY TRANSIT DISTRICT Rider’s Guide
Monday - Friday
Eastbound to Escondido Transit Center
Lunes a Viernes • Dirección hacia el este al Centro de Tránsito Escondido Vista
Transit
Center
S. Santa Fe
& Civic
Center Dr.

S. Santa Fe
& Buena
Creek Rd.

Palomar
College
Transit Center
Mission Rd.
& San
Marcos Bl.

Mission Rd.
&
Auto Pkwy.

Escondido
Transit
Center
1 2 3 4 5 6 7
7:02 7:07 7:14 7:25 7:30 7:38 7:46
7:32 7:37 7:44 7:55 8:00 8:08 8:16
8:02 8:07 8:12 8:22 8:27 8:34 8:42
8:32 8:37 8:42 8:52 8:57 9:04 9:12
9:02 9:07 9:12 9:22 9:27 9:34 9:42
9:32 9:37 9:42 9:52 9:57 10:04 10:12
10:02 10:07 10:12 10:22 10:27 10:33 10:41
11:12 11:16 11:21 11:30 11:34 11:39 11:47
See pg. 6 for Holiday schedules/Ver pág. 270 para obtener los horarios de días festivos 305 Escondido to Vista via Mission Rd. & S. Santa Fe Ave.

Escondido a Vista vía Mission Rd. y S. Santa Fe Ave.
93 Guía de Pasajeros del NORTH COUNTY TRANSIT DISTRICT
Monday - Friday
Westbound to Vista Transit Center
Lunes a Viernes • Dirección hacia el oeste al Centro de Tránsito Vista Escondido
Transit
Center
Mission Rd.
&
Auto Pkwy.

Mission Rd.
& San
Marcos Bl.

Palomar
College
Transit Center
S. Santa Fe
& Buena
Creek Rd.

S. Santa Fe
& Civic
Center Dr.

Vista
Transit
Center
7 6 5 4 3 2 1
4:21 4:27 4:32 4:37 4:44 4:49 4:56a
4:50 4:57 5:02 5:07 5:14 5:19 5:26
5:16 5:23 5:28 5:35 5:44 5:49 5:56
5:44 5:52 5:58 6:05 6:14 6:19 6:26
6:11 6:20 6:27 6:34 6:43 6:49 6:56
6:39 6:48 6:57 7:04 7:13 7:19 7:26
7:01 7:11 7:22 7:31 7:42 7:48 7:56
7:31 7:41 7:52 8:01 8:12 8:18 8:26
8:03 8:13 8:22 8:31 8:42 8:48 8:56
8:35 8:45 8:52 9:01 9:12 9:18 9:26
9:06 9:16 9:23 9:31 9:42 9:48 9:56
9:36 9:46 9:53 10:01 10:12 10:18 10:26
10:06 10:16 10:23 10:31 10:42 10:48 10:56
10:36 10:46 10:53 11:01 11:12 11:18 11:26
11:06 11:16 11:23 11:31 11:42 11:48 11:56
11:34 11:44 11:51 12:00 12:11 12:18 12:26p
12:03 12:13 12:21 12:30 12:41 12:48 12:56
12:33 12:43 12:51 1:00 1:11 1:18 1:26
1:03 1:13 1:21 1:30 1:41 1:48 1:56
– *1:21 *1:29 *1:38 1:49* *1:56 *2:04
1:33 1:43 1:51 2:00 2:11 2:18 2:26
1:57 2:07 2:15 2:24 2:39 2:46 2:56
– **2:22 **2:30 **2:39 **2:54 **3:01 **3:13
2:26 2:36 2:45 2:54 3:09 3:16 3:26
2:51 3:01 3:13 3:22 3:39 3:46 3:56
3:21 3:31 3:43 3:52 4:09 4:16 4:26
3:51 4:01 4:13 4:22 4:39 4:46 4:56
4:23 4:32 4:43 4:52 5:09 5:16 5:26
4:54 5:03 5:14 5:23 5:40 5:47 5:57
* Operates W ednesdays only.

Opera solamente los Miércoles.
**
Operates Monday
, Tuesday, Thursday, and Friday.

Opera Lunes, Mar
tes, Jueves y Viernes.

Please note, BREEZE “school tripper” bus service only runs while schools are in session for in-person learning and are subject to change based on bell times. NCTD will update trip planning applications and GoNCTD.com when this service returns.

Tenga en cuenta que el servicio de autobús “school tripper” de BREEZE solo funciona mientras las escuelas se encuentren abiertas para clases presenciales y está sujeto a cambios en función de los horarios de entrada y salida.

El NCTD actualizará las aplicaciones de planificación de viaje y GoNCTD.com cuando el servicio se reanude.

See pg. 6 for Holiday schedules/Ver pág. 270 para obtener los horarios de días festivos 305 Escondido to Vista via Mission Rd. & S. Santa Fe Ave.

Escondido a Vista vía Mission Rd. y S. Santa Fe Ave.
~
94 NORTH COUNTY TRANSIT DISTRICT Rider’s Guide
Monday - Friday
Westbound to Vista Transit Center
Lunes a Viernes • Dirección hacia el oeste al Centro de Tránsito Vista Escondido
Transit
Center
Mission Rd.
&
Auto Pkwy.

Mission Rd.
& San
Marcos Bl.

Palomar
College
Transit Center
S. Santa Fe
& Buena
Creek Rd.

S. Santa Fe
& Civic
Center Dr.

Vista
Transit
Center
7 6 5 4 3 2 1
5:29 5:38 5:48 5:55 6:10 6:17 6:26
6:03 6:12 6:21 6:28 6:41 6:48 6:56
6:38 6:46 6:55 7:02 7:12 7:18 7:26
7:12 7:20 7:27 7:34 7:44 7:49 7:56
7:42 7:50 7:57 8:04 8:14 8:19 8:26
8:13 8:21 8:28 8:35 8:44 8:49 8:56
8:43 8:51 8:58 9:05 9:14 9:19 9:26
9:14 9:22 9:29 9:36 9:44 9:49 9:56
9:53 10:00 10:07 10:14 10:22 10:27 10:34
10:33 10:39 10:45 10:50 10:57 11:01 11:08
See pg. 6 for Holiday schedules/Ver pág. 270 para obtener los horarios de días festivos 305 Escondido to Vista via Mission Rd. & S. Santa Fe Ave.

Escondido a Vista vía Mission Rd. y S. Santa Fe Ave.
95 Guía de Pasajeros del NORTH COUNTY TRANSIT DISTRICT
Saturday & Sunday
Eastbound to Escondido Transit Center
Sábado y Domingo • Dirección hacia el este al Centro de Tránsito Escondido Vista
Transit
Center
S. Santa Fe
& Civic
Center Dr.

S. Santa Fe
& Buena
Creek Rd.

Palomar
College
Transit Center
Mission Rd.
& San
Marcos Bl.

Mission Rd.
&
Auto Pkwy.

Escondido
Transit
Center
1 2 3 4 5 6 7
5:32 5:38 5:43 5:51 5:55 6:03 6:09a
6:02 6:08 6:13 6:21 6:25 6:33 6:39
6:32 6:38 6:43 6:51 6:56 7:04 7:10
7:02 7:08 7:13 7:21 7:26 7:34 7:41
7:32 7:38 7:44 7:54 7:59 8:07 8:14
8:02 8:08 8:14 8:24 8:29 8:37 8:45
8:32 8:38 8:44 8:54 8:59 9:07 9:15
9:02 9:08 9:14 9:24 9:29 9:38 9:47
9:32 9:39 9:45 9:55 10:00 10:09 10:18
10:02 10:09 10:15 10:25 10:30 10:39 10:48
10:32 10:39 10:45 10:55 11:00 11:10 11:19
11:02 11:09 11:15 11:25 11:30 11:40 11:49
11:32 11:39 11:45 11:55 12:00 12:10 12:19p
12:02 12:09 12:15 12:25 12:30 12:38 12:47
12:32 12:39 12:45 12:55 1:00 1:08 1:17
1:02 1:09 1:15 1:25 1:30 1:38 1:47
1:32 1:39 1:45 1:55 2:00 2:08 2:17
2:02 2:09 2:15 2:24 2:30 2:38 2:47
2:32 2:39 2:45 2:54 3:00 3:08 3:17
3:02 3:09 3:15 3:24 3:30 3:38 3:47
3:32 3:39 3:45 3:54 4:00 4:08 4:17
4:02 4:09 4:15 4:24 4:30 4:38 4:47
4:32 4:39 4:45 4:54 5:00 5:08 5:17
5:02 5:09 5:15 5:24 5:30 5:37 5:46
5:32 5:39 5:45 5:54 5:59 6:06 6:14
6:02 6:09 6:15 6:24 6:29 6:36 6:44
6:32 6:39 6:45 6:54 6:59 7:06 7:14
7:02 7:09 7:14 7:22 7:27 7:34 7:42
7:32 7:39 7:44 7:52 7:57 8:04 8:11
8:02 8:09 8:14 8:22 8:27 8:34 8:41
8:32 8:38 8:43 8:51 8:55 9:02 9:09
9:02 9:08 9:13 9:21 9:25 9:32 9:39
9:32 9:38 9:43 9:51 9:55 10:02 10:09
10:02 10:08 10:13 10:21 10:25 10:31 10:37
11:12 11:18 11:23 11:31 11:35 11:41 11:47
See pg. 6 for Holiday schedules/Ver pág. 270 para obtener los horarios de días festivos 305 Escondido to Vista via Mission Rd. & S. Santa Fe Ave.

Escondido a Vista vía Mission Rd. y S. Santa Fe Ave.
~
96 NORTH COUNTY TRANSIT DISTRICT Rider’s Guide
Saturday & Sunday
Westbound to Vista Transit Center
Sábado y Domingo • Dirección hacia el oeste al Centro de Tránsito Vista Escondido
Transit
Center
Mission Rd.
&
Auto Pkwy.

Mission Rd.
& San
Marcos Bl.

Palomar
College
Transit Center
S. Santa Fe
& Buena
Creek Rd.

S. Santa Fe
& Civic
Center Dr.

Vista
Transit
Center
7 6 5 4 3 2 1
5:16 5:24 5:29 5:34 5:43 5:49 5:55a
5:46 5:54 5:59 6:04 6:13 6:19 6:25
6:15 6:23 6:28 6:33 6:42 6:48 6:54
6:43 6:52 6:58 7:03 7:13 7:19 7:25
7:11 7:21 7:27 7:32 7:42 7:48 7:55
7:40 7:50 7:56 8:01 8:11 8:17 8:24
8:09 8:19 8:25 8:30 8:40 8:47 8:55
8:38 8:48 8:55 9:00 9:11 9:18 9:26
9:07 9:17 9:24 9:29 9:40 9:47 9:55
9:37 9:47 9:54 9:59 10:10 10:17 10:25
10:07 10:17 10:24 10:29 10:40 10:47 10:55
10:37 10:47 10:54 10:59 11:10 11:17 11:25
11:07 11:17 11:24 11:29 11:40 11:47 11:55
11:37 11:47 11:54 11:59 12:10 12:17 12:25p
12:06 12:16 12:23 12:28 12:39 12:46 12:54
12:36 12:46 12:53 12:58 1:09 1:16 1:24
1:06 1:16 1:23 1:28 1:39 1:46 1:54
1:36 1:46 1:53 1:58 2:09 2:16 2:24
2:06 2:16 2:23 2:28 2:39 2:46 2:54
2:36 2:46 2:53 2:58 3:09 3:16 3:24
3:06 3:16 3:23 3:28 3:39 3:46 3:54
3:36 3:46 3:53 3:58 4:09 4:16 4:24
4:06 4:16 4:23 4:28 4:39 4:46 4:54
4:36 4:46 4:53 4:58 5:09 5:16 5:24
5:07 5:17 5:24 5:29 5:40 5:47 5:55
5:38 5:48 5:55 6:00 6:11 6:17 6:24
6:10 6:19 6:26 6:31 6:41 6:47 6:54
6:41 6:50 6:56 7:01 7:11 7:17 7:24
7:12 7:21 7:27 7:32 7:42 7:48 7:55
7:42 7:51 7:57 8:02 8:12 8:18 8:24
8:13 8:22 8:28 8:33 8:43 8:49 8:55
8:44 8:51 8:57 9:02 9:12 9:18 9:24
9:15 9:22 9:28 9:32 9:40 9:46 9:52
10:33 10:40 10:46 10:50 10:58 11:04 11:09
See pg. 6 for Holiday schedules/Ver pág. 270 para obtener los horarios de días festivos 305 Escondido to Vista via Mission Rd. & S. Santa Fe Ave.

Escondido a Vista vía Mission Rd. y S. Santa Fe Ave.
~
Monday - Sunday 7 days a week service/Lunes - domingo servicio los 7 días a la semana Monday - Friday ONLY. Service does not run on Saturday, Sunday, and Holidays/Lunes - viernes ÚNICAMENTE. El servicio no funciona los sábados, domingos, ni en días festivos Friday night service ONLY/Servicio el viernes en la noche ÚNICAMENTE Saturday night service ONLY/Servicio el sábado en la noche ÚNICAMENTE Schedule subject to change / Los horarios están sujetos a cambios

OCEANSIDE

TRANSIT CENTER
COAST

HIGHWAY
CROUCH
STREET

EL CAMINO
REAL
RANCHO

DEL ORO

COLLEGE

BOULEVARD

MELROSE
DRIVE
VISTA

TRANSIT CENTER

CIVIC CENTER-
VISTA
BUENA
CREEK

PALOMAR

COLLEGE

SAN MARCOS

CIVIC CENTER

CAL STATE

SAN MARCOS

NORDAHL
ROAD

ESCONDIDO

TRANSIT CENTER

SPRINTER STATIONS
EW

WESTBOUND ESCONDIDO TO OCEANSIDE

STATIONS READ
DOWN
30 MIN
FREQUENCY MONDAY-SUNDAY (Half-shaded boxes indicate NO SATURDAY, SUNDAY, or HOLIDAY service) Escondido Transit Center ↓ :03 | :33 4:03a 4:33a 5:03a 5:33a 6:03a 6:33a 7:03a 7:33a 8:03a 8:33a 9:03a 9:33a 10:03a 10:33a 11:03a 11:33a 12:03p 12:33p 1:03p 1:33p 2:03p 2:33p 3:03p 3:33p 4:03p 4:33p 5:03p 5:33p 6:03p 6:33p 7:03p 7:33p 8:03p 8:33p Nordahl Road ↓ :06 | :36 4:06a 4:36a 5:06a 5:36a 6:06a 6:36a 7:06a 7:36a 8:06a 8:36a 9:06a 9:36a 10:06a 10:36a 11:06a 11:36a 12:06p 12:36p 1:06p 1:36p 2:06p 2:36p 3:06p 3:36p 4:06p 4:36p 5:06p 5:36p 6:06p 6:36p 7:06p 7:36p 8:06p 8:36p Cal State San Marcos ↓ :11 | :41 4:11a 4:41a 5:11a 5:41a 6:11a 6:41a 7:11a 7:41a 8:11a 8:41a 9:11a 9:41a 10:11a 10:41a 11:11a 11:41a 12:11p 12:41p 1:11p 1:41p 2:11p 2:41p 3:11p 3:41p 4:11p 4:41p 5:11p 5:41p 6:11p 6:41p 7:11p 7:41p 8:11p 8:41p San Marcos Civic Center ↓ :14 | :44 4:14a 4:44a 5:14a 5:44a 6:14a 6:44a 7:14a 7:44a 8:14a 8:44a 9:14a 9:44a 10:14a 10:44a 11:14a 11:44a 12:14p 12:44p 1:14p 1:44p 2:14p 2:44p 3:14p 3:44p 4:14p 4:44p 5:14p 5:44p 6:14p 6:44p 7:14p 7:44p 8:14p 8:44p Palomar College ↓ :17 | :47 4:17a 4:47a 5:17a 5:47a 6:17a 6:47a 7:17a 7:47a 8:17a 8:47a 9:17a 9:47a 10:17a 10:47a 11:17a 11:47a 12:17p 12:47p 1:17p 1:47p 2:17p 2:47p 3:17p 3:47p 4:17p 4:47p 5:17p 5:47p 6:17p 6:47p 7:17p 7:47p 8:17p 8:47p Buena Creek ↓ :22 | :52 4:22a 4:52a 5:22a 5:52a 6:22a 6:52a 7:22a 7:52a 8:22a 8:52a 9:22a 9:52a 10:22a 10:52a 11:22a 11:52a 12:22p 12:52p 1:22p 1:52p 2:22p 2:52p 3:22p 3:52p 4:22p 4:52p 5:22p 5:52p 6:22p 6:52p 7:22p 7:52p 8:22p 8:52p Civic Center-Vista ↓ :27 | :57 4:27a 4:57a 5:27a 5:57a 6:27a 6:57a 7:27a 7:57a 8:27a 8:57a 9:27a 9:57a 10:27a 10:57a 11:27a 11:57a 12:27p 12:57p 1:27p 1:57p 2:27p 2:57p 3:27p 3:57p 4:27p 4:57p 5:27p 5:57p 6:27p 6:57p 7:27p 7:57p 8:27p 8:57p Vista Transit Center ↓ :30 | :00 4:30a 5:00a 5:30a 6:00a 6:30a 7:00a 7:30a 8:00a 8:30a 9:00a 9:30a 10:00a 10:30a 11:00a 11:30a 12:00p 12:30p 1:00p 1:30p 2:00p 2:30p 3:00p 3:30p 4:00p 4:30p 5:00p 5:30p 6:00p 6:30p 7:00p 7:30p 8:00p 8:30p 9:00p Melrose Drive ↓ :35 | :05 4:35a 5:05a 5:35a 6:05a 6:35a 7:05a 7:35a 8:05a 8:35a 9:05a 9:35a 10:05a 10:35a 11:05a 11:35a 12:05p 12:35p 1:05p 1:35p 2:05p 2:35p 3:05p 3:35p 4:05p 4:35p 5:05p 5:35p 6:05p 6:35p 7:05p 7:35p 8:05p 8:35p 9:05p College Boulevard ↓ :40 | :10 4:40a 5:10a 5:40a 6:10a 6:40a 7:10a 7:40a 8:10a 8:40a 9:10a 9:40a 10:10a 10:40a 11:10a 11:40a 12:10p 12:40p 1:10p 1:40p 2:10p 2:40p 3:10p 3:40p 4:10p 4:40p 5:10p 5:40p 6:10p 6:40p 7:10p 7:40p 8:10p 8:40p 9:10p Rancho Del Oro ↓ :43 | :13 4:43a 5:13a 5:43a 6:13a 6:43a 7:13a 7:43a 8:13a 8:43a 9:13a 9:43a 10:13a 10:43a 11:13a 11:43a 12:13p 12:43p 1:13p 1:43p 2:13p 2:43p 3:13p 3:43p 4:13p 4:43p 5:13p 5:43p 6:13p 6:43p 7:13p 7:43p 8:13p 8:43p 9:13p El Camino Real ↓ :46 | :16 4:46a 5:16a 5:46a 6:16a 6:46a 7:16a 7:46a 8:16a 8:46a 9:16a 9:46a 10:16a 10:46a 11:16a 11:46a 12:16p 12:46p 1:16p 1:46p 2:16p 2:46p 3:16p 3:46p 4:16p 4:46p 5:16p 5:46p 6:16p 6:46p 7:16p 7:46p 8:16p 8:46p 9:16p Crouch Street ↓ :49 | :19 4:49a 5:19a 5:49a 6:19a 6:49a 7:19a 7:49a 8:19a 8:49a 9:19a 9:49a 10:19a 10:49a 11:19a 11:49a 12:19p 12:49p 1:19p 1:49p 2:19p 2:49p 3:19p 3:49p 4:19p 4:49p 5:19p 5:49p 6:19p 6:49p 7:19p 7:49p 8:19p 8:49p 9:19p Coast Highway ↓ :52 | :22 4:52a 5:22a 5:52a 6:22a 6:52a 7:22a 7:52a 8:22a 8:52a 9:22a 9:52a 10:22a 10:52a 11:22a 11:52a 12:22p 12:52p 1:22p 1:52p 2:22p 2:52p 3:22p 3:52p 4:22p 4:52p 5:22p 5:52p 6:22p 6:52p 7:22p 7:52p 8:22p 8:52p 9:22p Oceanside Transit Center ↓ :56 | :26 4:56a 5:26a 5:56a 6:26a 6:56a 7:26a 7:56a 8:26a 8:56a 9:26a 9:56a 10:26a 10:56a 11:26a 11:56a 12:26p 12:56p 1:26p 1:56p 2:26p 2:56p 3:26p 3:56p 4:26p 4:56p 5:26p 5:56p 6:26p 6:56p 7:26p 7:56p 8:26p 8:56p 9:26p

EASTBOUND OCEANSIDE TO ESCONDIDO

STATIONS READ
DOWN
30 MIN
FREQUENCY MONDAY-SUNDAY (Half-shaded boxes indicate NO SATURDAY, SUNDAY, or HOLIDAY service) Oceanside Transit Center ↓ :03 | :33 4:03a 4:33a 5:03a 5:33a 6:03a 6:33a 7:03a 7:33a 8:03a 8:33a 9:03a 9:33a 10:03a 10:33a 11:03a 11:33a 12:03p 12:33p 1:03p 1:33p 2:03p 2:33p 3:03p 3:33p 4:03p 4:33p 5:03p 5:33p 6:03p 6:33p 7:03p 7:33p 8:03p 8:33p Coast Highway ↓ :05 | :35 4:05a 4:35a 5:05a 5:35a 6:05a 6:35a 7:05a 7:35a 8:05a 8:35a 9:05a 9:35a 10:05a 10:35a 11:05a 11:35a 12:05p 12:35p 1:05p 1:35p 2:05p 2:35p 3:05p 3:35p 4:05p 4:35p 5:05p 5:35p 6:05p 6:35p 7:05p 7:35p 8:05p 8:35p Crouch Street ↓ :07 | :37 4:07a 4:37a 5:07a 5:37a 6:07a 6:37a 7:07a 7:37a 8:07a 8:37a 9:07a 9:37a 10:07a 10:37a 11:07a 11:37a 12:07p 12:37p 1:07p 1:37p 2:07p 2:37p 3:07p 3:37p 4:07p 4:37p 5:07p 5:37p 6:07p 6:37p 7:07p 7:37p 8:07p 8:37p El Camino Real ↓ :11 | :41 4:11a 4:41a 5:11a 5:41a 6:11a 6:41a 7:11a 7:41a 8:11a 8:41a 9:11a 9:41a 10:11a 10:41a 11:11a 11:41a 12:11p 12:41p 1:11p 1:41p 2:11p 2:41p 3:11p 3:41p 4:11p 4:41p 5:11p 5:41p 6:11p 6:41p 7:11p 7:41p 8:11p 8:41p Rancho Del Oro ↓ :14 | :44 4:14a 4:44a 5:14a 5:44a 6:14a 6:44a 7:14a 7:44a 8:14a 8:44a 9:14a 9:44a 10:14a 10:44a 11:14a 11:44a 12:14p 12:44p 1:14p 1:44p 2:14p 2:44p 3:14p 3:44p 4:14p 4:44p 5:14p 5:44p 6:14p 6:44p 7:14p 7:44p 8:14p 8:44p College Boulevard ↓ :17 | :47 4:17a 4:47a 5:17a 5:47a 6:17a 6:47a 7:17a 7:47a 8:17a 8:47a 9:17a 9:47a 10:17a 10:47a 11:17a 11:47a 12:17p 12:47p 1:17p 1:47p 2:17p 2:47p 3:17p 3:47p 4:17p 4:47p 5:17p 5:47p 6:17p 6:47p 7:17p 7:47p 8:17p 8:47p Melrose Drive ↓ :22 | :52 4:22a 4:52a 5:22a 5:52a 6:22a 6:52a 7:22a 7:52a 8:22a 8:52a 9:22a 9:52a 10:22a 10:52a 11:22a 11:52a 12:22p 12:52p 1:22p 1:52p 2:22p 2:52p 3:22p 3:52p 4:22p 4:52p 5:22p 5:52p 6:22p 6:52p 7:22p 7:52p 8:22p 8:52p Vista Transit Center ↓ :26 | :56 4:26a 4:56a 5:26a 5:56a 6:26a 6:56a 7:26a 7:56a 8:26a 8:56a 9:26a 9:56a 10:26a 10:56a 11:26a 11:56a 12:26p 12:56p 1:26p 1:56p 2:26p 2:56p 3:26p 3:56p 4:26p 4:56p 5:26p 5:56p 6:26p 6:56p 7:26p 7:56p 8:26p 8:56p Civic Center-Vista ↓ :29 | :59 4:29a 4:59a 5:29a 5:59a 6:29a 6:59a 7:29a 7:59a 8:29a 8:59a 9:29a 9:59a 10:29a 10:59a 11:29a 11:59a 12:29p 12:59p 1:29p 1:59p 2:29p 2:59p 3:29p 3:59p 4:29p 4:59p 5:29p 5:59p 6:29p 6:59p 7:29p 7:59p 8:29p 8:59p Buena Creek ↓ :35 | :05 4:35a 5:05a 5:35a 6:05a 6:35a 7:05a 7:35a 8:05a 8:35a 9:05a 9:35a 10:05a 10:35a 11:05a 11:35a 12:05p 12:35p 1:05p 1:35p 2:05p 2:35p 3:05p 3:35p 4:05p 4:35p 5:05p 5:35p 6:05p 6:35p 7:05p 7:35p 8:05p 8:35p 9:05p Palomar College ↓ :40 | :10 4:40a 5:10a 5:40a 6:10a 6:40a 7:10a 7:40a 8:10a 8:40a 9:10a 9:40a 10:10a 10:40a 11:10a 11:40a 12:10p 12:40p 1:10p 1:40p 2:10p 2:40p 3:10p 3:40p 4:10p 4:40p 5:10p 5:40p 6:10p 6:40p 7:10p 7:40p 8:10p 8:40p 9:10p San Marcos Civic Center ↓ :43 | :13 4:43a 5:13a 5:43a 6:13a 6:43a 7:13a 7:43a 8:13a 8:43a 9:13a 9:43a 10:13a 10:43a 11:13a 11:43a 12:13p 12:43p 1:13p 1:43p 2:13p 2:43p 3:13p 3:43p 4:13p 4:43p 5:13p 5:43p 6:13p 6:43p 7:13p 7:43p 8:13p 8:43p 9:13p Cal State San Marcos ↓ :46 | :16 4:46a 5:16a 5:46a 6:16a 6:46a 7:16a 7:46a 8:16a 8:46a 9:16a 9:46a 10:16a 10:46a 11:16a 11:46a 12:16p 12:46p 1:16p 1:46p 2:16p 2:46p 3:16p 3:46p 4:16p 4:46p 5:16p 5:46p 6:16p 6:46p 7:16p 7:46p 8:16p 8:46p 9:16p Nordahl Road ↓ :51 | :21 4:51a 5:21a 5:51a 6:21a 6:51a 7:21a 7:51a 8:21a 8:51a 9:21a 9:51a 10:21a 10:51a 11:21a 11:51a 12:21p 12:51p 1:21p 1:51p 2:21p 2:51p 3:21p 3:51p 4:21p 4:51p 5:21p 5:51p 6:21p 6:51p 7:21p 7:51p 8:21p 8:51p 9:21p Escondido Transit Center ↓ :56 | :26 4:56a 5:26a 5:56a 6:26a 6:56a 7:26a 7:56a 8:26a 8:56a 9:26a 9:56a 10:26a 10:56a 11:26a 11:56a 12:26p 12:56p 1:26p 1:56p 2:26p 2:56p 3:26p 3:56p 4:26p 4:56p 5:26p 5:56p 6:26p 6:56p 7:26p 7:56p 8:26p 8:56p 9:26p WB

SAT NIGHT
ONLY
9:33p 10:33p
9:36p 10:36p
9:41p 10:41p
9:44p 10:44p
9:47p 10:47p
9:52p 10:52p
9:57p 10:57p
10:00p 11:00p
10:05p 11:05p
10:10p 11:10p
10:13p 11:13p
10:16p 11:16p
10:19p 11:19p
10:22p 11:22p
10:26p 11:26p
EB

SATURDAY

NIGHT ONLY
9:33p 10:33p 11:33p
9:35p 10:35p 11:35p
9:37p 10:37p 11:37p
9:41p 10:41p 11:41p
9:44p 10:44p 11:44p
9:47p 10:47p 11:47p
9:52p 10:52p 11:52p
9:56p 10:56p 11:56p
9:59p 10:59p 11:59p
10:05p 11:05p 12:05a
10:10p 11:10p 12:10a
10:13p 11:13p 12:13a
10:16p 11:16p 12:16a
10:21p 11:21p 12:21a
10:26p 11:26p 12:26a

EASTBOUND

FRIDAY NIGHT ONLY
9:03p 9:33p 10:03p 10:33p 11:03p 11:33p
9:05p 9:35p 10:05p 10:35p 11:05p 11:35p
9:07p 9:37p 10:07p 10:37p 11:07p 11:37p
9:11p 9:41p 10:11p 10:41p 11:11p 11:41p
9:14p 9:44p 10:14p 10:44p 11:14p 11:44p
9:17p 9:47p 10:17p 10:47p 11:17p 11:47p
9:22p 9:52p 10:22p 10:52p 11:22p 11:52p
9:26p 9:56p 10:26p 10:56p 11:26p 11:56p
9:29p 9:59p 10:29p 10:59p 11:29p 11:59p
9:35p 10:05p 10:35p 11:05p 11:35p 12:05a
9:40p 10:10p 10:40p 11:10p 11:40p 12:10a
9:43p 10:13p 10:43p 11:13p 11:43p 12:13a
9:46p 10:16p 10:46p 11:16p 11:46p 12:16a
9:51p 10:21p 10:51p 11:21p 11:51p 12:21a
9:56p 10:26p 10:56p 11:26p 11:56p 12:26a

WESTBOUND

FRIDAY NIGHT ONLY
9:03p 9:33p 10:03p 10:33p
9:06p 9:36p 10:06p 10:36p
9:11p 9:41p 10:11p 10:41p
9:14p 9:44p 10:14p 10:44p
9:17p 9:47p 10:17p 10:47p
9:22p 9:52p 10:22p 10:52p
9:27p 9:57p 10:27p 10:57p
9:30p 10:00p 10:30p 11:00p
9:35p 10:05p 10:35p 11:05p
9:40p 10:10p 10:40p 11:10p
9:43p 10:13p 10:43p 11:13p
9:46p 10:16p 10:46p 11:16p
9:49p 10:19p 10:49p 11:19p
9:52p 10:22p 10:52p 11:22p
9:56p 10:26p 10:56p 11:26p
GoNCTD.com (760) 966-6500
Holiday SPRINTER Schedule
Schedule subject to change.

Saturday Schedule
•
Memorial Day
•
Independence Day
•
Labor Day
Sunday Schedule
•
New Y
ear’s Day
•
Thanksgiving Day
•
Christmas Day
Horario del sábado
•
Día de la Recordación
•
Día de la Independencia
•
Día del T
rabajo
Horario del domingo
•
Año Nuevo
•
Día de Acción de Gracias
•
Día de Navidad
Los horarios están sujetos a cambios.

Horario Festivo de SPRINTER NORTH COUNTY = ~-­

TRANSIT DISTRICT
~
0 0 @ ~
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