San Marcos City Council
June 24, 2025

LOCAL TRANSPORTATION ANALYSIS

ARMORLITE LOFTS
San Marcos, California
November 7, 2024
LLG Ref. 3-23-3814
Prepared by: Under the Supervision of:

Renald Espiritu John Boarman, P.E.

Transportation Engineer III Principal

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3814 Armorlite Lofts
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EXECUTIVE SUMMARY
Linscott, Law & Greenspan (LLG), Engineers has prepared this Local Transportation Analysis (LTA) to assess the potential impacts to the street sy stem as a result of the proposed Armorlite Lofts project. The Project proposes to construct 165 apartment units and 5,600 SF of co mmercial use at 225 Las Posas Road in the City of San Marcos.

Project is calculated to generate 1,214 ADT, with 86 trips during the AM peak hour (20 inbound and 66 outbound), and 109 trips during the PM peak hour (72 inbound and 37 outbound).

While Level of Service (LOS) analysis is not used to determine CEQA signifi cance, the intersection and street segment analysis provided in this study shows that the Proj ect will not have any substantial effects at the study area intersections and street se gments. A CEQA Vehicle Miles Traveled (VMT) analysis is prepared in a report under separate cover.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3814 Armorlite Lofts
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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 ........................................................................... 13

6.0  Trip Generation/Distribution/Assignment ............................................................................ 14

6.1  Trip Generation ................................................................................................................. 14

6.1.1  Trip Rates .............................................................................................................. 14

6.1.2  Project Trips .......................................................................................................... 14

6.2  Trip Distribution and Assignment .................................................................................... 15

7.0  Analysis of Near-Term (Interim Year 2025) Scenarios ........................................................ 18

7.1  Near-Term (Interim Year 2025) Traffic Volumes ............................................................ 18

7.2  Near-Term (Interim Year 2025) Without Project ............................................................. 20

7.2.1  Intersection Analysis ............................................................................................. 20

7.2.2  Segment Operations .............................................................................................. 20

7.3  Near-Term (Interim Year 2025) + Project ........................................................................ 20

7.3.1  Intersection Analysis ............................................................................................. 20

7.3.2  Segment Operations .............................................................................................. 20

8.0  Analysis of Long-Term (Horizon Year 2050) Scenarios ...................................................... 25

8.1  Long-Term (Horizon Year 2050) Traffic Volumes .......................................................... 25

8.2  Long-Term (Horizon Year 2050) Without Project ........................................................... 25

8.2.1  Intersection Analysis ............................................................................................. 25

8.2.2  Segment Operations .............................................................................................. 25

8.3  Long-Term (Horizon Year 2050) + Project ...................................................................... 26

8.3.1  Intersection Analysis ............................................................................................. 26

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3814 Armorlite Lofts
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8.3.2  Segment Operations .............................................................................................. 26

9.0  Site Access, On-Site Circulation, and Parking ...................................................................... 31

9.1  Site Access ........................................................................................................................ 31

9.2  On-Site Circulation ........................................................................................................... 31

9.3  Parking .............................................................................................................................. 31

10.0  Active Transportation Review ................................................................................................ 33

10.1  Bicycle Network ............................................................................................................... 33

10.2  Pedestrian Network ........................................................................................................... 33

10.3  Transit Network ................................................................................................................ 33

11.0  Conclusions ............................................................................................................................... 37

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 2025) Intersection Analysis Worksheets E. Near-Term (Interim Year 2025) + Project Intersection Analysis Worksheets F. Long-Term (Horizon Year 2050) Intersection Analysis Worksheets G. Long-Term (Horizon Year 2050) + Project Intersection Analysis Worksheets H. Excerpts from the City of San Marcos Municipal Code Parking Rate I. Bus Route Schedule and Map

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3814 Armorlite Lofts
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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 ........................................................................................... 16 Figure 6–2  Project Traffic Volumes ................................................................................................ 17 Figure 7–1  Near-Term (Interim Year 2025) without Project Traffic volumes ............................... 23 Figure 7–2  Near-Term (Interim Year 2025) + Project Traffic volumes ......................................... 24 Figure 8–1  Long-Term (Horizon Year 2050) without Project Traffic volumes ............................. 29 Figure 8–2  Long-Term (Horizon Year 2050) + Project Traffic volumes ....................................... 30 Figure 10–1  Bicycle Network ........................................................................................................... 35 Figure 10–2  Pedestrian Network ...................................................................................................... 36

LIST OF TABLES
SECTION—T ABLE # P AGE
Table 5–1 Existing Intersection Operations ........................................................................................ 12 Table 5–2 Existing Street Segment Operations .................................................................................. 13 Table 6–1 Project Trip Generation ..................................................................................................... 15 Table 7–1 Cumulative Projects Information ....................................................................................... 19 Table 7–2 Near-Term (Interim Year 2025) Intersection Operations .................................................. 21 Table 7–3 Near-Term (Interim Year 2025) Street Segment Operations ............................................. 22 Table 8–1 Long-Term (Horizon Year 2050) Intersection Operations ................................................ 27 Table 8–2 Long-Term (Horizon Year 2050) Street Segment Operations ........................................... 28 Table 9–1 City of San Marcos Municipal Code Parking Requirements & Calculations .................... 32

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3814 Armorlite Lofts
N:\3814 - Armorlite Apartments\Report\LTA.3814 November 2024.docx 1 LOCAL TRANSPORTATION ANALYSIS

ARMORLITE LOFTS
San Marcos, California
November 7, 2024

1.0 INTRODUCTION
Linscott, Law & Greenspan (LLG), Engineers has prepared this Local Transportation Analysis (LTA) to assess the potential impacts to the street sy stem as a result of the proposed Armorlite Lofts project (hereafter referred to as the “Project”). The Project proposes to construct 165 apartment units and 5,600 SF of commercial use at 225 Las Posas Road in the City of San Marcos.

Transportation impact analyses within the City of San Marcos includes two sets of requirements.  CEQA Analysis, consisting of Vehicles Miles Traveled (VMT) analysis, is addressed in a report under 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 2025) 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. 3-23-3814 Armorlite Lofts
N:\3814 - Armorlite Apartments\Report\LTA.3814 November 2024.docx 2 2.0 PROJECT DESCRIPTION
The project applicant is reque sting approval of a Specific Plan (SP-23-0001), General Plan Amendment (GPA23-0002), Rezone (R23-0001), S ite Development Plan (SDP23-0003) and a Conditional Use Permit (CUP23-0002). The General Plan Designation on the Proj ect site is Public Institutional (PI). A General Plan Amendment is proposed to change the designation to Specific Plan Area (SPA). The Zoning on the project site is Public-Institutional (P-1). A rezone is proposed to change the site zoning to Specific Plan Area (SPA ). If approved, these entitlements would allow for the development of 165 apartment units and 5,600 SF of commercial use at 225 Las Posas Road in the City of San Marcos. As proposed, 15% of the uni ts will be affordable at the very-low income level (30% to 50% of the Area Median Income or AMI). The Project is anticipated to start construction in 2026 with full occupancy in late 2027/early 2028.

Access to the Project site will be via one unsigna lized driveway on Armorlite Drive. The entrance driveway will be ungated and will be 24-feet wide. Secondary emergency-only access will be provided at the northwest corner of the Project si te and will be accessed through the adjacent AT&T parcels.

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

CARLSBAD

CORONADO

ENCINITAS
SOLANA
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OCEANSIDE
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SAN MARCOS
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NATIONAL
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S.D. COUNTYS.D. COUNTY

ESCONDIDO
Time: 2:56 PM
Date: 11/16/2023
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Vicinity Map
Figure 2-1
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Armorlite Lofts
N:\3814\Figures
Date: 11/16/23
Project
Site
BENCH

BENCH BENCH
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243.70'

ARMORLITE DRIVE
1 LEVEL

PARKING STRUCTURE

33.0 LAS POSAS ROAD
N 66°24'27" W
442.23' S 23°35'33" W
N 23°33'40" E200.00'
175.04'
S 69°12'43" E

10.0 10.0

79.4 51.6

24.0 24.0

9.0 18.0

93.9 10.1
171 SPACES
EVA

18.0 5.1 186.5

PALOMAR STATION APARTMENTS

SPRINTER RAIL
AT&T

GEORGE BURGERS

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PALOMAR COLLEGE STATION

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BIKE RACKS

LOCATION
DOG
PARK
5256 S. Mission Ro
Bonsall, CA 92003
760.724.1198

ARCHITECTURE
SCALE:

NOVEMBER 4, 2024

SAN MARCOS, CA

LAS POSAS VENTURES, LLC

ARMORLITE LOFTS

PROJECT SUMMARY
4-STORY STACKED FLATS ABOVE 1 LEVEL POD
CONST. TYPE V-A OVER 1
OCCUPANCY R-2 / B / A-3
SPRINKLERS NFPA 13
ADDRESS 225 N LAS POSAS R D
APN 219-612-62-00
EXISTING ZONING P-1

PROPOSED ZONING SPECIFIC PLAN
TOTAL RESIDENCES 165 HOMES
AREA 2.44 AC
DENSITY 67 DU/AC
PARKING 254 SP
LOT COVERAGE 58%
FAR 2.3

UNIT MIX
10 PLAN 1 1BD/1BA 620 SF
83 PLAN 2 1BD/1BA 670 SF
45 PLAN 3 2BD/2BA 875 SF
3 PLAN 4 2BD/2BA 1000 S F
24 PLAN 5 2BD/2BA 1020 S F
165 TOTAL UNITS

RESIDENTIAL PARKING

RESIDENTIAL PARKING REQUIRED
93 X 1.5 140 SP
72 X 2.0 144 SP
165 X .33 55 SP
SUBTOTAL 339 SP

CAP REDUCTION
339 X 27% REDUCTION -92 SP
TOTAL REQUIRED 247 SP

RESIDENTIAL PARKING PROVIDED
GARAGE STANDARD 69 SP
GARAGE TANDEM 102 SP
TUCK UNDER 18 SP
OPEN 58 SP
TOTAL PROVIDED 247 SP

RESIDENTIAL ACCESSIBLE PARKING
247 X .02 5 SP

RESIDENTIAL EV PARKING
EV CAPABLE (EV1)
247 SP X 10% = 25 SP
EV READY (EV2)
247 SP X 25% = 62 SP
EV CHARGERS (EV3)
247 SP X 5% = 13 SP

BICYCLE PARKING
165 DU / 5 SP = 33 SP
PROVIDED 34 SP

OPEN SPACE SUMMARY

COMMON OUTDOOR OPEN SPACE
GROUND LEVEL PASSIVE 18,320
DOG PARK 1,876
2ND FLR COURTS 13,198
CA ROOM 700
S
ROOF DECK 800 S
TOTAL PROVIDED 34,894

COMMON INDOOR SPACE
FITNESS 1,200 S
LOUNGE 850 S
TOTAL PROVIDED 2,050 S

PRIVATE OPEN SPACE
PLAN 1 10 DU X 75 SF 760
S
PLAN 2 83 DU X 55 SF 4,565 S
PLAN 3 45 DU X 75 SF 3,420 S
PLAN 4 3 DU X 80 SF 246 S
PLAN 5 24 DU X 60 SF 1,440 S
TOTAL PROVIDED 10,431
TOTAL OPEN SPACE 47,375
N
0 20 40 60

CONCEPTUA

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RETAIL/FL
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TOTAL R

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Site Plan
Figure 2-3
Armorlite Lofts
N:\3814\Figures
Date: 11/06/24

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3814 Armorlite Lofts
N:\3814 - Armorlite Apartments\Report\LTA.3814 November 2024.docx 6 3.0 EXISTING CONDITIONS
Effective evaluation of the traffi c impacts associated with the proposed Armorlite Lofts project requires an understanding of the existing tran sportation system with in the project area. Figure 3–1 shows an existing conditions diagram, including signalized intersections and lane configurations.

The study area includes the following intersections and street segments:

INTERSECTIONS

1. Mission Road / Rancho Santa Fe Road

2. Mission Road / Pacific Street

3. Mission Road / Las Posas Road

4. Mission Road / Knoll Road

5. Armorlite Drive / Las Posas Road

6. Armorlite Drive / Project Driveway

7. Las Posas Road / Descanso Avenue

8. Las Posas Road / SR-78 Westbound Ramps

9. Las Posas Road / Grand Avenue

10. Grand Avenue / SR-78 Eastbound Ramps / Via Vera Cruz

STREET SEGMENTS
Mission Road

1. Rancho Santa Fe Road to Las Posas Road

2. Las Posas Road to Knoll Road
Las Posas Road

3. Mission Road to SR-78 Westbound Ramps

4. SR-78 Westbound Ramps to Grand Avenue

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

Mission Road is currently constructed as a 4-lane divi ded roadway west of P acific Street and a 4- lane undivided roadway with a two-way left-turn lane east of Pacific Street . The posted speed limit is 45 mph. On-street parking is prohibited. Sidewalks are provided on both si des of the roadway.

Class I bike lanes are provided on the Inland Rail Trail which runs on the north side of Mission Road west of Pacific Street, and on the south side of Mission Road east of Paci fic Street. Class II bike lanes are provided west of Rancho Santa Fe Road and east of Pacific Street on both sides of the roadway. Class III bike routes are provided between Rancho Santa Fe Road and Pacific Street.

Armorlite Drive is currently constructed as a 2-lane und ivided roadway. The posted speed limit is 25 mph. On-street angled parking is provided on the south side. Sidewalk s are provided on both

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3814 Armorlite Lofts
N:\3814 - Armorlite Apartments\Report\LTA.3814 November 2024.docx 7 sides of the roadway. Class I bike lanes are provid ed on the north side of Armorlite Drive between Las Posas Road and Bingham Drive.

Las Posas Road is currently constructed as a 6-lane di vided roadway north of Grand Avenue and a 5-lane divided roadway (3 northbound lanes and 2 southbound lanes) south of Grand Avenue. The posted speed limit is 45 mph. On-street parking is prohibite d. Sidewalks and Clas s II bike lanes are provided on both sides of the roadway.

3.2 Existing Traffic Volumes
Peak hour intersection turning movement volume and street segment average daily traffic (ADT) volume counts were conducted on either Thursd ay, September 14, 2023 or Wednesday, October 25, 2023, when schools in the area were in session.

Figure 3–2 shows the Existing Traffic Volumes. Appendix A contains the existing count sheets. ?
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Time: 2:59 PM
Date: 11/16/2023
N:\3814\Figures
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Via Vera Cruz
Amorlite Dr
Grand Ave
Grand Ave
N. Las Posas Rd
N. Las Posas Rd
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Time: 3:00 PM
Date: 11/16/2023
N:\3814\Figures
Existing Traffic Volumes
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N. Las Posas Rd
N. Rancho Santa Fe Rd
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Amorlite Dr Grand Ave
Grand Ave
N. Las Posas Rd
N. Las Posas Rd
N. Pacific St
S. Las Posas Rd
SR-78 WB Ramps
W. Mission RdW. Mission RdW. Mission Rd113 / 396
288 / 158
310 / 377
155 / 157
531 / 858
225 / 333
76 / 38
484 / 519
55 / 39
23 / 51
585 / 975
44 / 57
21 / 41
38 / 32
34 / 42
617 / 470
110 / 118 131 / 83
335 / 340
344 / 347
277 / 480
426 / 720
38 / 94
124 / 166
62 / 72
406 / 884
17 / 3
6 / 6
3 / 3
439 / 1,294
9 / 4
615 / 562
231 / 162
167 / 241
3 / 1
171 / 133
181 / 163
7 / 2
1,077 / 862
24 / 82 42 / 69
1 / 0
153 / 115
114 / 182
697 / 1,277
30 / 6
15 / 5
1 / 3
196 / 184
66 / 264
26 / 20
1,210 / 1,000
11 / 22 25 / 35
18 / 13
157 / 205
125 / 243
744 / 1,473
60 / 67
117 / 73
33 / 36
14 / 24
282 / 341
1,318 / 846
204 / 142
0 / 3
455 / 273746 / 1,375
161 / 357
523 / 283
682 / 629
373 / 342 449 / 749
176 / 146
103 / 46
73 / 172
341 / 902
20 / 45
13 / 25
189 / 611
150 / 344
411 / 280
245 / 202
141 / 298 22 / 10
225 / 363
56 / 9929 / 82
65 / 136
60 / 222
102 / 120
297 / 440
302 / 466
1 2 3 4
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5 9
10 Study Intersections
Intersection AM / PM Peak Hour Volumes
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S. Santa Fe Ave
Fut

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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. 3-23-3814 Armorlite Lofts
N:\3814 - Armorlite Apartments\Report\LTA.3814 November 2024.docx 11 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 the exception of the following intersections:
 Las Posas Road / Descanso Avenue – LOS F during the AM and LOS E during the PM peak hour
 Las Posas Road / Grand Avenue – LOS E during the AM and PM peak hours Appendix C contains the Existing intersection analysis worksheets.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3814 Armorlite Lofts
N:\3814 - Armorlite Apartments\Report\LTA.3814 November 2024.docx 12 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 5–1

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

1. Mission Rd / Rancho Santa Fe Rd Signal AM 29.3 C
PM 30.3 C

2. Mission Rd / Pacific St Signal AM 28.2 C
PM 46.0 D

3. Mission Rd / Las Posas Rd Signal AM 46.6 D
PM 50.0 D

4. Mission Rd / Knoll Rd Signal AM 49.4 D
PM 38.8 D

5. Armorlite Dr / Las Posas Rd Signal AM 28.0 C
PM 24.3 C

6. Armorlite Dr / Project Drwy DNE AM – –
PM – –

7. Las Posas Rd / Descanso Ave Signal AM 97.6 F
PM 80.0 E

8. Las Posas Rd / SR-78 WB Ramps Signal AM 28.5 C
PM 20.0 B

9. Las Posas Rd / Grand Ave Signal AM 68.4 E
PM 72.1 E

10. Grand Ave / SR-78 EB Ramps / Via Vera Cruz Signal AM 39.5 D PM 41.5 D

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. 3-23-3814 Armorlite Lofts
N:\3814 - Armorlite Apartments\Report\LTA.3814 November 2024.docx 13 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 C or better.

TABLE 5–2

EXISTING STREET SEGMENT OPERATIONS
Street Segment Classification Capacity
(LOS E) a ADT b LOS c V/C d
Mission Rd
Rancho Santa Fe Rd to Las Posas Rd 4-Lane Major Arterial with Enhanced Class II Bike Lanes 40,000 14,200 A 0.355
Las Posas Rd to Knoll Rd 4-Lane Major Arterial with
Enhanced Class II Bike Lanes 40,000 19,960 B 0.499
Las Posas Rd
Mission Rd to SR-78 WB Ramps 6-Lane Prime Arterial 60,000 29,710 B 0.495 Mission Rd to Grand Ave 6-Lane Prime Arterial 60,000 38,610 C 0.644

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. 3-23-3814 Armorlite Lofts
N:\3814 - Armorlite Apartments\Report\LTA.3814 November 2024.docx 14 6.0 TRIP GENERATION/DISTRIBUTION/ASSIGNMENT
As described in Section 2.0, The Project proposes to construc t 165 apartment units and 5,600 SF of commercial use.

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 descripti on, the apartment trip rate of 6/unit was used for the 165 apartment units, and the specialty retail/strip co mmercial trip rate of 40 /1,000 SF was used for the 5,600 SF of commercial use. Based on coordination w ith the applicant, the commercial use will be geared more towards the Armorlite Lofts resident s. To be conservative, no mixed-use credit was applied.

The nearest bus stop is located about 500 feet south of the Project site (5-minute walk), just south of the Armorlite Drive / Las Posas Road intersectio n. The Palomar College Station, which serves the Sprinter, is located about 1,000 f eet east of the Mission Road / Las Posas Road intersection (10-minute walk from the Project si te). Given the close proximity of the bus stop and trolley station to the Project site, it is reasonable to assume that a portion of the trip s generated by the Project would utilize public transit. To be conservative, no transit credit was applied.

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 1,214 ADT, with 86 trips during the AM peak hour (20 inbound and 66 outbound), and 109 trips during the PM peak hour (72 inbound and 37 outbound).

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3814 Armorlite Lofts
N:\3814 - Armorlite Apartments\Report\LTA.3814 November 2024.docx 15 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
Apartments 165 dwelling
units 6/DUb 990 8% 20:80 16 63 79 9% 70:30 62 27 89
Commercial
Mixed-Use 5,600 SF 40/KSF c 224 3% 60:40 4 3 7 9% 50:50 10 10 20 Total 1,214 20 66 86 72 3 7 109
Footnotes:
a. Rates are based on SANDAG’s (Not So) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, April 2002 b. Based on apartment rate of 6/DU.
c. Based on specialty retail/strip commercial rate of 40/1,000 SF.

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 20% of trips oriented to/from the west a nd 40% of trips oriented to/from the east, and local distributions assumes 20% oriented to/from the south, 10% to/from the west and 10% to/from the east.

Figure 6–1 shows the overall Project traffic distribution. Figure 6–2 shows the Project traffic volumes.
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Los Vallecitos Blvd
Descanso Ave
Armorlite Dr
GrandAve
ViaVeraCruz
NRanchoSantaFeRd
NPacificSt
W Mission Rd
N
LasPosasRd
1 3
4 5
6 8
9 10
2 7
1 3
4 5
6 8
9 10
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Time: 3:00 PM
Date: 11/16/2023
N:\3814\Figures
Project Traffic Distribution
Figure 6-1
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Amorlite Dr
Descanso Ave
Knoll Rd
N. Las Posas Rd
N. Las Posas Rd
N. Rancho Santa Fe Rd
Proj Dwy
W. Mission Rd
SR-78 EB Ramps
Via Vera Cruz
Amorlite Dr Grand Ave
Grand Ave
N. Las Posas Rd
N. Las Posas Rd
N. Pacific St
S. Las Posas Rd
SR-78 WB Ramps
W. Mission RdW. Mission RdW. Mission Rd
1 2 3 4
876
5 9
10 7%
3% 10%
10%
10%
7%
3%
20%
80%
100%
80%
20%
60%
10%
50%
10%
40%
7%
3%
10%
10%
10%
7%
3%
20%
80%
100%
80%
40%
40%
30%
10%
20%
10%
Study Intersection
Inbound Trip Distribution
Outbound Trip Distribution
Regional Trip Distribution
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XX %
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7%
10%
20%
10%
7%
40%
20%
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S. Santa Fe Ave
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Los Vallecitos Blvd
Descanso Ave
Armorlite Dr
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ViaVeraCruz
NRanchoSantaFeRd
NPacificSt
W Mission Rd
N
LasPosasRd
120
610
970
120
1 3
4 5
6 8
9 10
2 7
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Time: 3:01 PM
Date: 11/16/2023
N:\3814\Figures
Project Traffic Volumes
Figure 6-2
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Amorlite Dr
Descanso Ave
Knoll Rd
N. Las Posas Rd
N. Las Posas Rd
N. Rancho Santa Fe Rd
Proj Dwy
W. Mission Rd
SR-78 EB Ramps
Via Vera Cruz
Amorlite Dr Grand Ave
Grand Ave
N. Las Posas Rd
N. Las Posas Rd
N. Pacific St
S. Las Posas Rd
SR-78 WB Ramps
W. Mission RdW. Mission RdW. Mission Rd
4 / 2
2 / 1
1 / 5
1 / 2
6 / 3
2 / 7
2 / 7
7 / 4
6 / 3
2 / 7 5 / 3
1 / 5
1 / 2
2 / 1
4 / 14
13 / 7
53 / 30
16 / 58
66 / 37
20 / 72
53 / 30
16 / 58
13 / 8
40 / 22
8 / 29
8 / 29
7 / 4
33 / 18
6 / 22
2 / 7
4 / 15
2 / 7
7 / 4
26 / 15
1 2 3 4
876
5 9
10 Study Intersections
Intersection AM / PM Peak Hour Volumes
#
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XX,XXX Street Segment ADT
S. Santa Fe Ave

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3814 Armorlite Lofts
N:\3814 - Armorlite Apartments\Report\LTA.3814 November 2024.docx 18 7.0 ANALYSIS OF NEAR-TERM (INTERIM YEAR 2025) SCENARIOS The following section presents th e analysis of study area intersections and st reet segments under Interim Year conditions without and with the Project.

Based on the City of San Marcos Transportation Anal ysis Guidelines (dated November 16, 2020) , the Interim Year conditions for a transportati on analysis is based on one of SANDAG’s pre- established interim year scenario models, depe nding on whichever is cl osest to the project’s anticipated opening year. As mentioned in Section 2.0, the Project is anticipated to start construction in 2026 with full occupancy in late 2027/early 2 028. Therefore, SANDAG’s Year 2025 was used as the Interim Year for this report.

7.1 Near-Term (Interim Year 2025) Traffic Volumes
To forecast future traffic volumes for Nea r-Term (Interim Year 2025) conditions, the SANDAG ABM2+ Year 2016 and Year 2025 models were utilized to obtain the growth per year percent. Year 2025 traffic volumes were then developed based on an extrapolation us ing the calculated growth per year percent and applying it to the Year 2023 existi ng traffic volume counts for 2 years. In addition, traffic volumes from potential Cumulative project s provided by City of San Marcos staff were manually added onto the study area intersection and street segmen ts. These Cumulative projects are listed in Table 7–1 below. Cumulative projects are other pr ojects in the study area that will add traffic to the local circulation system by the Interim Year.

Figure 7–1 shows the Near-Term (Inter im Year 2025) traffic volumes. Figure 7–2 shows the Near- Term (Interim Year 2025) + Project traffic volumes.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3814 Armorlite Lofts
N:\3814 - Armorlite Apartments\Report\LTA.3814 November 2024.docx 19 TABLE 7–1

CUMULATIVE PROJECTS INFORMATION
Name Description Location
Santa Fe Flores Construct a 54-unit residential apartment building and 117 parking spaces on 2.23 acres.

Northwest corner of S. Santa Fe
Avenue and Las Flores Drive
San Marcos, CA 92069
Meritage Homes Construct a 120-unit residential condominium development on 7.6 acres.

West of intersection of Las
Posas Road and Palm Road
San Marcos, CA 92078
Lonnie Tabbaa Construct a gas station, car wash, commercial drive thru, and convenience store on the subject property.

Southwest corner of W. Mission
Road and N. Las Posas Road
San Marcos, CA 92078
Mariposa Construct a 100-unit affordable apartment complex on the western parcel as Phase I.
604 W. Richmar Avenue
San Marcos, CA 92069
Karl Strauss Brewery &
Tasting Room
Develop on a vacant 1.95-acre site for a 6,132 SF
brewing tasting room and commercial kitchen, 2,916
SF entertainment area (game room), 1,480 SF building
for cabana, restrooms and refuse area, outdoor
patio/garden area and associated parking.

Las Posas Road & Los
Vallecitos Blvd
San Marcos, CA 92078
Lab Holding, LLC
Construct a horizontal mixed-use project consisting of
102 residential units on the west side and 63,641
square feet of commercial space and eight/live work
units on the east side.

Southwest corner of Grand
Avenue and Linda Vista Drive
San Marcos, CA 92069
Las Posas Owner LPV,
LLC
Develop the site with 495 residential units, inclusive of 75 affordable units.

Northwest Corner of Las Posas
Road and Linda Vista Drive
San Marcos, CA 92078
Murai-Sab, LLC
Develop an 89-unit single family residential
subdivision at the west side of the northern end of Las Posas Road.

West side of the northern end of
Las Posas Road.

San Marcos, CA 92069
San Marcos Highlands Develop 187 single-family residence.

East side of the northern end of
Las Posas Road.

San Marcos, CA 92069

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3814 Armorlite Lofts
N:\3814 - Armorlite Apartments\Report\LTA.3814 November 2024.docx 20 7.2 Near-Term (Interim Year 2025) Without Project

7.2.1 Intersection Analysis
Table 7–2 summarizes the intersection operations unde r Near-Term (Interim Year 2025) without Project conditions. As shown in Table 7–2, all the study area intersections are calculated to operate at LOS D or better during both the AM and PM p eak hours with the exce ption of the following intersections:
 Las Posas Road / Descanso Avenue – LOS F during the AM and PM peak hours  Las Posas Road / Grand Avenue – LOS F during the AM and PM peak hours Appendix D contains the Near-Term (Interim Year 2025) intersection analysis worksheets.

7.2.2 Segment Operations
Table 7–3 summarizes the street segment operations under Near-Term (Interim Year 2025) without Project conditions. As shown in Table 7–3, all street segments are calcul ated to operate at LOS C or better.

7.3 Near-Term (Interim Year 2025) + Project

7.3.1 Intersection Analysis
Table 7–2 summarizes the intersection operations under Near-Term (In terim Year 2025) + Project conditions. As shown in Table 7–2 , 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 the exception of the following intersections:
 Las Posas Road / Descanso Avenue – LOS F during the AM and PM peak hours  Las Posas Road / Grand Avenue – LOS F during the AM and PM peak hours Based on the established Level of Service Standards outlined in Section 4.2, 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 E contains the Near-Term (Interim Year 2025) + Project intersection analysis worksheets.

7.3.2 Segment Operations
Table 7–3 summarizes the street segment operations under Near-Term (Interim Year 2025) + Project conditions. As shown in Table 7 –3, with the addition of project tr affic, all street segments are calculated to operate at LOS C or better.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3814 Armorlite Lofts
N:\3814 - Armorlite Apartments\Report\LTA.3814 November 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 7–2
NEAR-TERM (INTERIM YEAR 2025) INTERSECTION OPERATIONS
Intersection Control
Type
Peak
Hour
Near-Term
(Interim Year 2025)
Near-Term
(Interim Year 2025) +
Project Δc Substantial
Effect?
Delay LOS Delay LOS

1. Mission Rd / Rancho Santa Fe
Rd Signal
AM 29.6 C 29.6 C 0.0 No
PM 31.6 C 31.8 C 0.2 No

2. Mission Rd / Pacific St Signal AM 29.6 C 29.8 C 0.2 No PM 50.3 D 50.8 D 0.5 No

3. Mission Rd / Las Posas Rd Signal
AM 49.7 D 50.0 D 0.3 No
PM 52.5 D 53.2 D 0.7 No

4. Mission Rd / Knoll Rd Signal
AM 53.4 D 53.9 D 0.5 No
PM 43.1 D 43.2 D 0.1 No

5. Armorlite Dr / Las Posas Rd Signal AM 28.2 C 43.4 D 15.2 No PM 25.5 C 31.6 C 6.1 No

6. Armorlite Dr / Project Drwy DNE /
TWSCd
AM – – 10.1 B – No
PM – – 9.7 A – No

7. Las Posas Rd / Descanso Ave Signal
AM 116.5 F 117.1 F 0.6 No
PM 112.0 F 113.2 F 1.2 No

8. Las Posas Rd / SR-78 WB
Ramps Signal
AM 34.8 C 36.2 D 1.4 No
PM 30.1 C 32.2 C 2.1 No

9. Las Posas Rd / Grand Ave Signal
AM 112.6 F 113.9 F 1.3 No
PM 130.8 F 132.1 F 1.3 No

10. Grand Ave / SR-78 EB Ramps /
Via Vera Cruz Signal
AM 39.6 D 40.1 D 0.5 No
PM 43.4 D 43.8 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.

General Note:

1. DNE – does not exist.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3814 Armorlite Lofts
N:\3814 - Armorlite Apartments\Report\LTA.3814 November 2024.docx 22 TABLE 7–3
NEAR-TERM (INTERIM YEAR 2025) STREET SEGMENT OPERATIONS Street Segment Capacity
(LOS E)a
Near-Term
(Interim Year 2025)
Near-Term
(Interim Year 2025) + Project Δe Substantial
Effect? ADTb LOS c V/Cd ADT LOS V/C
Mission Rd
Rancho Santa Fe Rd to Las Posas Rd 40,000 15,390 B 0.385 15,510 B 0.388 0.003 No Las Posas Rd to Knoll Rd 40,000 21,266 C 0.532 21,386 C 0.535 0.003 No Las Posas Rd
Mission Rd to SR-78 WB Ramps 60,000 33,637 B 0.561 34,607 B 0.577 0.016 No Mission Rd to Grand Ave 60,000 43,651 C 0.728 44,261 C 0.738 0.010 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 ?
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Los Vallecitos Blvd
Descanso Ave
Armorlite Dr
GrandAve
ViaVeraCruz
NRanchoSantaFeRd
NPacificSt
W Mission Rd
N
LasPosasRd
21,266
43,651
33,637
15,390
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4 5
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2 7
1 3
4 5
6 8
9 10
2 7
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Time: 1:33 PM
Date: 11/21/2023
N:\3814\Figures
Near-Term (Interim Year 2025) without Project Traffic Volumes Figure 7-1
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Amorlite Dr
Descanso Ave
Knoll Rd
N. Las Posas Rd
N. Las Posas Rd
N. Rancho Santa Fe Rd
Proj Dwy
W. Mission Rd
SR-78 EB Ramps
Via Vera Cruz
Amorlite Dr Grand Ave
Grand Ave
N. Las Posas Rd
N. Las Posas Rd
N. Pacific St
S. Las Posas Rd
SR-78 WB Ramps
W. Mission RdW. Mission RdW. Mission Rd122 / 421
294 / 162
339 / 408
169 / 173
553 / 912
231 / 340
78 / 39
528 / 566
56 / 40
23 / 52
618 / 1,050
45 / 58
21 / 42
39 / 33
46 / 49
716 / 524
123 / 126 138 / 98
344 / 349
364 / 392
304 / 517
467 / 839
60 / 125
130 / 182
77 / 112
416 / 904
17 / 3
6 / 6
3 / 3
5 / 5
9 / 4
640 / 611
241 / 167
171 / 251
3 / 1
178 / 151
195 / 176
472 / 1,345
7 / 2
1,215 / 1,003
24 / 90 43 / 72
1 / 0
156 / 117
116 / 186
789 / 1,469
31 / 6
15 / 5
1 / 3
200 / 190
67 / 275
27 / 20
1,350 / 1,144
11 / 22 26 / 36
18 / 13
161 / 219
131 / 271
837 / 1,669
61 / 68
119 / 74
34 / 37
14 / 24
310 / 364
1,438 / 979
227 / 215
0 / 3
511 / 412822 / 1,523
205 / 412
534 / 289
726 / 734
492 / 510 505 / 891
180 / 149
111 / 74
125 / 199
404 / 961
20 / 46
13 / 26
193 / 623
153 / 351
435 / 348
250 / 206
161 / 343 53 / 83
262 / 444
57 / 101
30 / 84
66 / 139
66 / 243
115 / 131
357 / 568
405 / 532
1 2 3 4
876
5 9
10 Study Intersections
Intersection AM / PM Peak Hour Volumes
#
DJL
XX,XXX Street Segment ADT
S. Santa Fe Ave
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Los Vallecitos Blvd
Descanso Ave
Armorlite Dr
GrandAve
ViaVeraCruz
NRanchoSantaFeRd
NPacificSt
W Mission Rd
N
LasPosasRd
21,386
44,261
34,607
15,510
1 3
4 5
6 8
9 10
2 7
1 3
4 5
6 8
9 10
2 7
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Time: 1:34 PM
Date: 11/21/2023
N:\3814\Figures
Near-Term (Interim Year 2025) + Project Traffic Volumes Figure 7-2
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Amorlite Dr
Descanso Ave
Knoll Rd
N. Las Posas Rd
N. Las Posas Rd
N. Rancho Santa Fe Rd
Proj Dwy
W. Mission Rd
SR-78 EB Ramps
Via Vera Cruz
Amorlite Dr Grand Ave
Grand Ave
N. Las Posas Rd
N. Las Posas Rd
N. Pacific St
S. Las Posas Rd
SR-78 WB Ramps
W. Mission RdW. Mission RdW. Mission Rd123 / 423
294 / 162
343 / 410
171 / 174
554 / 917
231 / 340
78 / 39
534 / 569
56 / 40
23 / 52
620 / 1,057
45 / 58
21 / 42
39 / 33
46 / 49
716 / 524
123 / 126 138 / 98
344 / 349
366 / 399
311 / 521
467 / 839
66 / 128
130 / 182
79 / 119
416 / 904
17 / 3
6 / 6
3 / 3
5 / 5
9 / 4
641 / 616
241 / 167
171 / 251
3 / 1
179 / 153
197 / 177
477 / 1,348
7 / 2
1,215 / 1,003
28 / 104 56 / 79
1 / 0
209 / 147
132 / 244
789 / 1,469
31 / 6
15 / 5
1 / 3
66 / 37
200 / 190
67 / 275
20 / 72
27 / 20
1,403 / 1,174
11 / 22 26 / 36
18 / 13
161 / 219
131 / 271
853 / 1,727
61 / 68
119 / 74
34 / 37
14 / 24
323 / 372
1,478 / 1,001
235 / 244
0 / 3
511 / 412830 / 1,552
205 / 412
534 / 289
733 / 738
525 / 528 511 / 913
180 / 149
111 / 74
125 / 199
406 / 968
20 / 46
13 / 26
193 / 623
153 / 351
439 / 363
250 / 206
161 / 343 53 / 83
262 / 444
57 / 101
30 / 84
66 / 139
68 / 250
122 / 135
357 / 568
431 / 547
1 2 3 4
876
5 9
10 Study Intersections
Intersection AM / PM Peak Hour Volumes
#
DJL
XX,XXX Street Segment ADT
S. Santa Fe Ave

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3814 Armorlite Lofts
N:\3814 - Armorlite Apartments\Report\LTA.3814 November 2024.docx 25 8.0 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.

8.1 Long-Term (Horizon Year 2050) Traffic Volumes
The Long-Term (Horizon Year 2050) street network in the SANDAG ABM2+ Year 2050 model includes the roadways built to their City Mobility Element Cl assification. Fo r the Year 2050 analysis, no changes to the study area roadway geometry or intersection control shown in Figure 3–1 were assumed.

To obtain future ADTs for Long-Term (Horizon Year 2050) conditions, the forecasted Year 2050 ADT volumes were used to calculate peak hour vol umes based partially on the existing relationship between ADT and peak hour volumes.

Figure 8–1 shows the Long-Term (Horiz on Year 2050) traffic volumes. Figure 8–2 shows the Long-Term (Horizon Year 2050) + Project traffic volumes.

8.2 Long-Term (Horizon Year 2050) Without Project

8.2.1 Intersection Analysis
Table 8–1 summarizes the intersection operations unde r Long-Term (Horizon Year 2050) 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 p eak hours with the exce ption of the following intersections:
 Mission Road / Pacific Street – LOS E during the PM peak hour  Mission Road / Las Posas Road – LOS E during the AM and PM peak hours  Mission Road / Knoll Road – LOS E during the AM and PM peak hours  Las Posas Road / Descanso Avenue – LOS F during the AM and PM peak hours  Las Posas Road / SR-78 WB Ramps – LOS E during the AM and LOS F during the PM peak hour
 Las Posas Road / Grand Avenue – LOS F during the AM and PM peak hours Appendix F contains the Long-Term (Horizon Year 2050) intersection analysis worksheets.

8.2.2 Segment Operations
Table 8–2 summarizes the street segment operations under Long-Term (Horizon Year 2050) without Project conditions. As shown in Table 8–2, all street segments are calcul ated to operate at LOS C or better.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3814 Armorlite Lofts
N:\3814 - Armorlite Apartments\Report\LTA.3814 November 2024.docx 26 8.3 Long-Term (Horizon Year 2050) + Project

8.3.1 Intersection Analysis
Table 8–1 summarizes the Long-Term (Horizon Year 2050) + Project intersection operations. 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 during both the AM and PM peak hours with the exception of the following intersections:
 Mission Road / Pacific Street – LOS E during the PM peak hour  Mission Road / Las Posas Road – LOS E during the AM and PM peak hours  Mission Road / Knoll Road – LOS E during the AM and PM peak hours  Las Posas Road / Descanso Avenue – LOS F during the AM and PM peak hours  Las Posas Road / SR-78 WB Ramps – LOS E during the AM and LOS F during the PM peak hour
 Las Posas Road / Grand Avenue – LOS F during the AM and PM peak hours Based on the established Level of Service Standards outlined in Section 4.2, 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 G contains the Long-Term (Horizon Year 2050) + Project intersection analysis worksheets.

8.3.2 Segment Operations
Table 8–2 summarizes the street segment operations under Long-Term (Horizon Year 2050) + Project conditions. As shown in Table 8–2, with the addition of project traffic, all street segments are calculated to continue to operate at LOS C or better.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3814 Armorlite Lofts
N:\3814 - Armorlite Apartments\Report\LTA.3814 November 2024.docx 27 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
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. Mission Rd / Rancho Santa Fe
Rd Signal
AM 34.4 C 34.4 C 0.0 No
PM 37.3 D 37.5 D 0.2 No

2. Mission Rd / Pacific St Signal AM 35.3 D 35.6 D 0.3 No PM 75.0 E 76.4 E 1.4 No

3. Mission Rd / Las Posas Rd Signal
AM 58.9 E 59.4 E 0.5 No
PM 75.0 E 75.7 E 0.7 No

4. Mission Rd / Knoll Rd Signal
AM 64.8 E 65.4 E 0.6 No
PM 71.4 E 71.6 E 0.2 No

5. Armorlite Dr / Las Posas Rd Signal AM 32.1 C 46.9 D 14.8 No PM 29.0 C 35.4 D 6.4 No

6. Armorlite Dr / Project Drwy DNE /
TWSCd
AM – – 10.3 B – No
PM – – 10.0 A – No

7. Las Posas Rd / Descanso Ave Signal
AM 164.5 F 165.5 F 1.0 No
PM 161.4 F 162.5 F 1.1 No

8. Las Posas Rd / SR-78 WB
Ramps Signal
AM 74.1 E 75.4 E 1.3 No
PM 80.7 F 82.5 F 1.8 No

9. Las Posas Rd / Grand Ave Signal
AM 152.8 F 153.9 F 1.1 No
PM 202.9 F 203.1 F 0.2 No

10. Grand Ave / SR-78 EB Ramps /
Via Vera Cruz Signal
AM 47.8 D 52.5 D 4.7 No
PM 52.4 D 54.5 D 2.1 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.

General Note:

1. DNE – does not exist.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3814 Armorlite Lofts
N:\3814 - Armorlite Apartments\Report\LTA.3814 November 2024.docx 28 TABLE 8–2
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 Rd
Rancho Santa Fe Rd to Las Posas Rd 40,000 16,160 B 0.404 16,280 B 0.407 0.003 No Las Posas Rd to Knoll Rd 40,000 22,330 C 0.558 22,450 C 0.561 0.003 No Las Posas Rd
Mission Rd to SR-78 WB Ramps 60,000 35,320 C 0.589 36,290 C 0.605 0.016 No Mission Rd to Grand Ave 60,000 45,830 C 0.764 46,440 C 0.774 0.010 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

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KnollRd
Los Vallecitos Blvd
Descanso Ave
Armorlite Dr
GrandAve
ViaVeraCruz
NRanchoSantaFeRd
NPacificSt
W Mission Rd
N
LasPosasRd
22,330
45,830
35,320
16,160
1 3
4 5
6 8
9 10
2 7
1 3
4 5
6 8
9 10
2 7
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Time: 9:06 AM
Date: 11/22/2023
N:\3814\Figures
Long-Term (Horizon Year 2050) Without Project Traffic Volumes Figure 8-1
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Armorlite Lofts
NCTD Sprinter
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JD
J D
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LJD
LJD
LJ D
LJ
LJD
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LJ D
LJD
LJD
LJ D
LJ D
LJD
LJD
LJ D
Amorlite Dr
Descanso Ave
Knoll Rd
N. Las Posas Rd
N. Las Posas Rd
N. Rancho Santa Fe Rd
Proj Dwy
W. Mission Rd
SR-78 EB Ramps
Via Vera Cruz
Amorlite Dr Grand Ave
Grand Ave
N. Las Posas Rd
N. Las Posas Rd
N. Pacific St
S. Las Posas Rd
SR-78 WB Ramps
W. Mission RdW. Mission RdW. Mission Rd160 / 560
380 / 210
380 / 460
220 / 220
650 / 1,010
300 / 440
90 / 50
640 / 690
90 / 60
30 / 60
730 / 1,190
70 / 90
30 / 50
50 / 40
60 / 70
770 / 590
150 / 150 150 / 130
450 / 460
400 / 450
350 / 580
520 / 910
90 / 170
180 / 240
100 / 160
500 / 1,070
20 / 10
10 / 10
10 / 10
10 / 10
10 / 10
680 / 690
270 / 190
190 / 280
10 / 10
200 / 180
220 / 200
520 / 1,430
10 / 10
1,380 / 1,160
30 / 100 50 / 80
10 / 10
170 / 130
130 / 200
900 / 1,680
40 / 10
20 / 10
10 / 10
230 / 220
90 / 320
40 / 30
1,510 / 1,310
20 / 30 30 / 40
20 / 20
170 / 240
140 / 310
950 / 1,890
70 / 80
130 / 80
40 / 40
20 / 40
450 / 540
1,600 / 1,130
270 / 310
10 / 10
580 / 560910 / 1,670
270 / 570
630 / 340
790 / 860
610 / 670 580 / 1,060
200 / 170
130 / 110
190 / 240
480 / 1,050
30 / 50
20 / 30
220 / 700
180 / 410
470 / 430
320 / 270
190 / 400 90 / 160
310 / 540
70 / 130
40 / 110
90 / 180
80 / 290
140 / 160
430 / 710
520 / 610
1 2 3 4
876
5 9
10 Study Intersections
Intersection AM / PM Peak Hour Volumes
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XX,XXX Street Segment ADT
S. Santa Fe Ave
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Los Vallecitos Blvd
Descanso Ave
Armorlite Dr
Grand Ave
ViaVeraCruz
NRanchoSantaFeRd
NPacificSt
W Mission Rd
N
LasPosasRd
22,450
46,440
36,290
16,280
1 3
4 5
6 8
9 10
2 7
1 3
4 5
6 8
9 10
2 7
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Time: 9:07 AM
Date: 11/22/2023
N:\3814\Figures
Long-Term (Horizon Year 2050) + Project Traffic Volumes Figure 8-2
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Armorlite Lofts
NCTD Sprinter
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L
L
JD
J D
D
J
L
L
J L
D
L LJ D
LJD
LJD
DLJ
LJ DD
LJD
LJD
LJ
LJ D
LJD
LJD
L D
L
J
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LJ D
LJD
LJD
LJ D
LJ
LJD
JD
LJ D
LJD
LJD
LJ D
LJ D
LJD
LJD
LJ D
Amorlite Dr
Descanso Ave
Knoll Rd
N. Las Posas Rd
N. Las Posas Rd
N. Rancho Santa Fe Rd
Proj Dwy
W. Mission Rd
SR-78 EB Ramps
Via Vera Cruz
Amorlite Dr Grand Ave
Grand Ave
N. Las Posas Rd
N. Las Posas Rd
N. Pacific St
S. Las Posas Rd
SR-78 WB Ramps
W. Mission RdW. Mission RdW. Mission Rd161 / 562
380 / 210
384 / 462
222 / 221
651 / 1,015
300 / 440
90 / 50
646 / 693
90 / 60
30 / 60
732 / 1,197
70 / 90
30 / 50
50 / 40
60 / 70
770 / 590
150 / 150 150 / 130
450 / 460
402 / 457
357 / 584
520 / 910
96 / 173
180 / 240
102 / 167
500 / 1,070
20 / 10
10 / 10
10 / 10
10 / 10
10 / 10
681 / 695
270 / 190
190 / 280
10 / 10
201 / 182
222 / 201
525 / 1,433
10 / 10
1,380 / 1,160
34 / 114 63 / 87
10 / 10
223 / 160
146 / 258
900 / 1,680
40 / 10
20 / 10
10 / 10
66 / 37
230 / 220
90 / 320
20 / 72
40 / 30
1,563 / 1,340
20 / 30 30 / 40
20 / 20
170 / 240
140 / 310
966 / 1,948
70 / 80
130 / 80
40 / 40
20 / 40
463 / 548
1,640 / 1,152
278 / 339
10 / 10
580 / 560918 / 1,699
270 / 570
630 / 340
797 / 864
643 / 688 586 / 1,082
200 / 170
130 / 110
190 / 240
482 / 1,057
30 / 50
20 / 30
220 / 700
180 / 410
474 / 445
320 / 270
190 / 400 90 / 160
310 / 540
70 / 130
40 / 110
90 / 180
82 / 297
147 / 164
430 / 710
546 / 625
1 2 3 4
876
5 9
10 Study Intersections
Intersection AM / PM Peak Hour Volumes
#
DJL
XX,XXX Street Segment ADT
S. Santa Fe Ave

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3814 Armorlite Lofts
N:\3814 - Armorlite Apartments\Report\LTA.3814 November 2024.docx 31 9.0 SITE ACCESS, ON-SITE CIRCULATION, AND PARKING

9.1 Site Access
As described in Section 2.0, access to the Project site will be via one (1) unsignalized driveway on Armorlite Drive. The entrance dr iveway will be ungated and will be 24 feet wide. Secondary emergency-only access will be provided at the northwe st corner of the Project site and will be accessed through the adjacent AT&T parcels.

The Project site is currently front ing a 2-lane undivided roadway that primarily serves residents and offices. As shown in Table 7–2 and Table 8–1, the Project driveway is calculated to operate at LOS B and A during the AM and PM peak hours, respectively.

Armorlite Drive is a relatively straight roadway bot h east and west of the Project site. The Armorlite Drive / Las Posas Road intersection is about 200 f eet west of the Project site, which provides a controlled signalized intersection. The remainder of Armorlite Drive, east of the Project site, is half of a mile until it reaches its terminus at Vallecitos De Oro.

Since almost all of the trips leaving the Projec t site will make a southbound right-turn, drivers will only yield to oncoming vehicles from the east. There will be very fe w trips leaving the Project site and making a southbound left-turn. In this case, drivers will also yi eld to oncoming traffic from the east, and the west which is controlled by the si gnal at the Armorlite Dr ive / Las Posas Road intersection.

9.2 On-Site Circulation
The Project will provide adequate on-site circ ulation for passenger vehicles, bicyclists and pedestrians with internal vehicular movement provided via a 24-foot-wide drive aisle.

9.3 Parking
The project will provide 247 parking spaces for residential use (69 garage standard spaces, 102 garage tandem spaces, 18 tuck under spaces and 58 open spaces) and 17 spaces for the commercial use. Commercial parking requirements would be met by providing 7 open parking spaces, and 10 of the residential open spaces will be available for commercial use from 9:00 AM to 5:00 PM to meet the required 17 spaces. The proposed number of parki ng spaces meets the requirement of the City’s Climate Action Plan which calls for a reduction of parking by 27% for projec t sites withing on half mile of a major transit stop. The project design in cludes 13 Level 2 electric vehicle (EV) spaces, 62 EV ready spaces and 25 EV capable spaces. The project also includes 34 bicycle parking spaces.

A summary of the parking code requirements and calculations per the City of San Marcos Municipal Code, Chapter 20.340 are shown in Table 9–1. As shown in Table 9–1, the project meets the parking requirements.

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

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3814 Armorlite Lofts
N:\3814 - Armorlite Apartments\Report\LTA.3814 November 2024.docx 32 TABLE 9–1

CITY OF SAN MARCOS MUNICIPAL CODE PARKING REQUIREMENTS & CALCULATIONS Parking Code Land Use Required Off-Street Parking
Ratea
Project Quantity
(dwelling units)
Code Required
Parking
Residential Uses
1-bedroom apartment units 1.5 sp aces / dwelling unit 93 DU 140 2-bedroom apartment units 2.0 sp aces / dwelling unit 72 DU 144 Guest Parking 1 space / 3 dwelling units 165 DU 55
Subtotal Spaces 339
Cap Reduction 339 x 27% reduction 247
Commercial Uses 1 space / 250 SF gross floor area 5,600 SF 23 Cap Reduction 23 x 27% reduction 17
Footnotes:
a. Rates from the City of San Marcos Municipal Code, Chapter 20.340.

General Notes:

1. Parking required = 264 spaces

2. Parking proposed to be provided = 264 spaces

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3814 Armorlite Lofts
N:\3814 - Armorlite Apartments\Report\LTA.3814 November 2024.docx 33 10.0 ACTIVE TRANSPORTATION REVIEW

10.1 Bicycle Network
Currently, the City of San Marcos provides Class I bike lanes via the Inland Rail Trail which runs on the north side of Mission Road west of Pacific St reet, on the south side of Mission Road east of Pacific Street, and on the north side of Armorl ite Drive between Las Posas Road and Bingham Drive. Class II bike lanes are prov ided on Mission Road west of Ranc ho Santa Fe Road and east of Pacific Street, Grand Avenue west of Las Posas Road, Rancho Sant a Fe Road, Las Posas Road, Via Vera Cruz and Knoll Road. Class III bike rout es are provided on Mission Road between Rancho Sante Fe Road and Pacific Street. Per the City of San Marcos Bicycle and Pedestrian Master Plan , there are no plans to add or alter bicycle facilities within the immediate Project vicinity.

Figure 10–1 shows the existing bicycle network.

10.2 Pedestrian Network
Sidewalk connection is provided be tween the Project site and the Palomar College Station and bus stops. Sidewalks are provided on both sides of Armorlite Drive and other study area roadways except for the south side of Mission Road from Paci fic Street to 350 feet west, the north side of Mission Road from Pacific Street to 170 feet west, and the north si de of Mission Ro ad from Pacific Street to 670 feet east. Per the City of San Marcos Bicycle and Pedestrian Master Plan , there are no plans to add or alter sidewalks within the immediate Project vicinity.

Figure 10–2 shows the existing pedestrian network.

10.3 Transit Network
Transit service is provided to the area via Nort h County Transit District (NCTD). The nearest bus stop is located about 500 feet south of the Project site (2-minute walk), just south of the Armorlite Drive / Las Posas Road intersection. This bus st op serves bus routes 347, 445 and 645. The Palomar College Station, which serves the Sprinter, is located about 1,000 feet east of the Mission Road / Las Posas Road intersection (8-minute walk from the Project site). Con tinuous sidewalk connectivity is provided between the Project site and these transit stops. A description of the nearest transit service is as follows:

Bus Route 347 provides bus service to the area vi a Mission Road and Las Posas Road, within the City of San Marcos. During weekda ys, headways are 30 minutes for the duration of the day. During Saturdays, headways are 1 hour for the duration of the day.

Bus Route 445 provides bus service to the area vi a Mission Road and Las Posas Road, connecting Carlsbad to San Marcos. During w eekdays, headways are 1 hour for the duration of the day. This bus route does not run on weekends.

Bus Route 645 provides bus service to the area vi a Mission Road and Las Posas Road, within the City of San Marcos. During weekda ys, there are only 2 services in the morning

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3814 Armorlite Lofts
N:\3814 - Armorlite Apartments\Report\LTA.3814 November 2024.docx 34 starting at 7:50 AM, and only 1 service in the afternoon sometime between 3:30 PM and 3:50 PM.

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 I contains the bus route schedule and map.

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Los Vallecitos Blvd
Descanso Ave
Armorlite Dr
Grand Ave
ViaVeraCruz
NRanchoSantaFeRd
W Mission Rd
SRanchoSantaFeRd
NPacificSt
N
LasPosasRd
1 3
4 5
6 8
9 10
2 7
1 3
4 5
6 8
9 10
2 7
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Time: 9:47 AM
Date: 11/6/2024
N:\3814\Figures
Bicycle Network
Figure 10-1
[
Armorlite Lofts
S. Santa Fe Ave
Class I Bike Lanes
Class II Bike Lanes
Class III Bike Routes
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Los Vallecitos Blvd
Descanso Ave
Armorlite Dr
GrandAve
ViaVeraCruz
NRanchoSantaFeRd
NPacificSt
W Mission Rd
N
LasPosasRd
1 3
4 5
6 8
9 10
2 7
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Time: 10:46 AM
Date: 11/27/2023
N:\3814\Figures
Pedestrian Network
Figure 10-2
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N. Rancho
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W. Mission Rd
SR-78 EB
Ramps
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Amorlite Dr Grand Ave
Grand Ave
N. Las
Posas Rd
N. Las
Posas Rd
N. Pacific St
S. Las
Posas Rd
SR-78 WB
Ramps
W. Mission RdW. Mission RdW. Mission Rd
1 2 3 4
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10 Fut
S. Santa Fe Ave
Study Intersection High Visibility Crosswalk
Traffic Signal Ped Crossing Prohibited
ADA Tactile Paving
Standard Crosswalk
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LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3814 Armorlite Lofts
N:\3814 - Armorlite Apartments\Report\LTA.3814 November 2024.docx 37 11.0 CONCLUSIONS
The Project proposes to constr uct 165 apartment units and 5,600 SF of commercial use at 225 Las Posas Road in the City of San Marcos.

LOCAL TRANSPORTATION ANALYSIS
Intersections
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 2025) without and with Project, and Long-Term (Horizon Year 2050) without and w ith Project scenarios with exception to the following intersections:

Existing
 Las Posas Road / Descanso Avenue – LOS F during the AM and LOS E during the PM peak hour
 Las Posas Road / Grand Avenue – LOS E during the AM and PM peak hours Near-Term (Interim Year 2025) without and with Project
 Las Posas Road / Descanso Avenue – LOS F during the AM and PM peak hours  Las Posas Road / Grand Avenue – LOS F during the AM and PM peak hours Long-Term (Horizon Year 2050) without and with Project
 Mission Road / Pacific Street – LOS E during the PM peak hour  Mission Road / Las Posas Road – LOS E during the AM and PM peak hours  Mission Road / Knoll Road – LOS E during the AM and PM peak hours  Las Posas Road / Descanso Avenue – LOS F during the AM and PM peak hours  Las Posas Road / SR-78 WB Ramps – LOS E during the AM and LOS F during the PM peak hour
 Las Posas Road / Grand Avenue – LOS F during the AM and PM peak hours Based on the established Level of Service Standards outlined in Section 4.2, no substantial effects are identified as the Project adds less than 2 seconds of average vehicle delay. Therefore, improvements are not required under any of the analysis scenarios.

Street Segments
The study area street segments ar e calculated to operate acceptabl y at LOS D or better under the Existing, Near-Term (Interim Year 2025) without and with Projec t, and Long-Term (Horizon Year 2050) without and with Project scenarios. Therefore, improvements are not required under any of the analysis scenarios.

TECHNICAL APPENDICES

ARMORLITE LOFTS
San Marcos, California
November 7, 2024

LLG Ref. 3-23-3814

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3814 Armorlite Lofts
N:\3814 - Armorlite Apartments\Report\LTA Appendix.3814.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 2025) Intersection Analysis Worksheets E. Near-Term (Interim Year 2025) + Project Intersection Analysis Worksheets F. Long-Term (Horizon Year 2050) Intersection Analysis Worksheets G. Long-Term (Horizon Year 2050) + Project Intersection Analysis Worksheets H. Excerpts from the City of San Marcos Municipal Code Parking Rate I. Bus Route Schedule and Map

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3814 Armorlite Lofts
N:\3814 - Armorlite Apartments\Report\LTA Appendix.3814.doc

APPENDIX A

INTERSECTION AND STREET SEGMENT MANUAL COUNT
SHEETS
Location: File Name:

Intersection: Project:

Date of Count:

Left Thru Right Left Thru Right Left Thru Right U-Turns Thru Right Total 7:00 0 0 0 17 68 0 47 0 15 0 72 46 265
7:15 0 0 0 23 56 0 50 0 33 0 110 67 339
7:30 0 0 0 43 87 0 49 0 32 0 188 71 470
7:45 0 0 0 45 92 0 68 0 24 0 118 60 407
8:00 0 0 0 44 75 0 58 0 24 0 115 90 406
8:15 0 0 0 44 68 0 54 0 25 1 92 48 332
8:30 0 0 0 42 71 0 52 0 30 1 74 47 317
8:45 0 0 0 34 61 0 51 0 29 0 69 57 301
Total 0 0 0 292 578 0 429 0 212 2 838 486 2837
Approach% - - - 33.6 66.4 - 66.9 - 33.1 0.2 63.2 36.7
Total% - - - 10.3 20.4 - 15.1 - 7.5 0.1 29.5 17.1
AM Intersection Peak Hour:

Volume - - - 155 310 - 225 - 113 - 531 288 1,622 Approach% - - - 33.3 66.7 - 66.6 - 33.4 - 64.8 35.2 Total% - - - 9.6 19.1 - 13.9 - 7.0 - 32.7 17.8 PHF #DIV/0! 0.85 0.92 0.79 0.86
Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 16:00 0 0 0 44 116 0 82 0 83 0 165 42 532
16:15 0 0 0 35 85 0 92 0 101 0 193 36 542
16:30 0 0 0 49 80 0 67 0 102 0 230 38 566
16:45 0 0 0 29 96 0 92 0 110 0 270 42 639
17:00 0 0 0 34 82 0 68 0 89 0 201 43 517
17:15 0 0 0 35 95 0 81 0 97 0 161 41 510
17:30 0 0 0 33 73 0 74 0 94 0 214 55 543
17:45 0 0 0 33 103 0 67 0 105 0 147 33 488
Total 0 0 0 292 730 0 623 0 781 0 1581 330 4337
Approach% - - - 28.6 71.4 - 44.4 - 55.6 - 82.7 17.3
Total% - - - 6.7 16.8 - 14.4 - 18.0 - 36.5 7.6
PM Intersection Peak Hour:

Volume - - - 157 377 - 333 - 396 - 858 158 2,279 Approach% - - - 29.4 70.6 - 45.7 - 54.3 - 84.4 15.6 Total% - - - 6.9 16.5 - 14.6 - 17.4 - 37.6 6.9 PHF #DIV/0! 0.83 0.90 0.81 0.89
16:00 to 17:00
#01 ITM-23-092-01
Rancho Santa Fe Road & Mission Road LLG Ref. 3-23-3814
Westbound Northbound Eastbound
Armorlite Apartment
-
Southbound
Mission Road
Southbound
Westbound
Mission Road
Northbound
Rancho Santa Fe Road
Eastbound
Mission Road
07:15 to 08:15
AM
Thursday September 14, 2023
PM
- Mission Road Rancho Santa Fe Road
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Intersection Turning Movement - Peak Hour Vehicle Count

Location: File Name:

Intersection: Project:

Date of Count:

B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 7:00 0 0 0 0 0 0 0 0 0 0 1 0 1
7:15 0 0 0 0 2 0 0 0 0 0 0 0 2
7:30 0 0 0 0 0 0 0 0 0 0 1 0 1
7:45 0 0 0 0 1 0 0 0 0 0 0 0 1
8:00 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 0 0 0 0 1 0 0 0 0 0 0 0 1
8:30 0 0 0 0 0 0 0 0 0 0 2 0 2
8:45 0 0 0 0 0 0 0 0 0 0 0 0 0
Ped Total
Bike Total 0 0 0 0 4 0 0 0 0 0 4 0 8
B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 16:00 0 0 0 0 1 0 0 0 0 0 0 0 1
16:15 0 0 0 0 2 0 3 0 1 0 1 0 7
16:30 0 0 0 0 2 0 1 0 1 0 2 0 6
16:45 0 0 0 0 2 0 0 0 0 0 1 1 4
17:00 0 0 0 0 1 0 0 0 1 0 0 1 3
17:15 0 0 0 0 1 0 0 0 1 0 0 0 2
17:30 0 0 0 0 0 0 0 0 0 0 0 0 0
17:45 0 0 0 0 0 0 0 0 0 0 0 0 0
Ped Total
Bike Total 0 0 0 0 9 0 4 0 4 0 4 2 23
14 4 0
0 2 0 0 2
3 0
3 0
#01 ITM-23-092-01
Rancho Santa Fe Road & Mission Road LLG Ref. 3-23-3814
9 0 0 0 0 0
Ped
0 0 1 0 1
AM
Thursday September 14, 2023 Armorlite Apartment
Ped Ped Ped Ped
0 0
Ped
0 Mission Road
Southbound
2 4
0 0
0 0
-
0 Rancho Santa Fe Road
Northbound
Ped
0 0
0 0
Westbound
Ped
1 0
0 1
0 4
1 Mission Road
Eastbound
Ped
0 0
0 Totals
1 Ped
0 0
20 0
0 TotalsSouthbound Westbound Northbound
2 0
0 9 1 0
0 0
20 10
0 0
0 Eastbound
0 PM
- Mission Road Rancho Santa Fe Road Mission Road
0 7 2 0
0 3 0 0
0 0 0 0
0 0 0 0 0
2 1 0
18 Intersection Turning Movement - Bicycle & Pedestrian Count Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 |

Location: File Name:

Intersection: Project:

Date of Count:

Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Rancho Santa Fe Road & Mission Road LLG Ref. 3-23-3814
Thursday September 14, 2023 Armorlite Apartment
N
Intersection Turning Movement - Peak Hour Summary
#01 ITM-23-092-01
0 / 0
PM: 0 858 158 6
AM: 0 531 288 4 Time Period
AM = 07:15 to 08:15
PM = 16:00 to 17:00
9 / 14
AM: 155 310 0 4
PM: 157 377 0 9
-
AM: 0 0 0 0
PM: 0 0 0 0
0 / 0 Mission Road
Mission Road 1 / 4
Rancho Santa Fe Road
AM: 225 0 113 0
PM: 333 0 396 8

File Name : 02_SNM_Pac_Mis AM
Site Code : 231019
Start Date : 10/25/2023
Page No : 1
City of San Marcos
N/S: Pacific Street
E/W: Mission Road
Weather: Clear
Groups Printed- Total Volume
Pacific Street
Southbound
Mission Road
Westbound
Pacific Street
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 9 0 11 20 0 63 5 68 0 1 4 5 2 73 8 83 176
07:15 AM 15 0 12 27 0 110 6 116 0 0 12 12 0 117 7 124 279 07:30 AM 14 0 8 22 0 106 6 112 1 1 10 12 3 184 13 200 346 07:45 AM 25 0 13 38 0 156 7 163 0 2 15 17 2 158 13 173 391 Total 63 0 44 107 0 435 24 459 1 4 41 46 7 532 41 580 1192 08:00 AM 19 0 5 24 0 104 6 110 0 1 12 13 4 122 12 138 285 08:15 AM 18 0 12 30 0 118 4 122 0 1 7 8 6 121 17 144 304 08:30 AM 11 0 11 22 0 78 14 92 0 1 9 10 5 128 11 144 268 08:45 AM 9 0 3 12 0 77 13 90 0 0 0 0 5 90 9 104 206
Total 57 0 31 88 0 377 37 414 0 3 28 31 20 461 49 530 1063 Grand Total 120 0 75 195 0 812 61 873 1 7 69 77 27 993 90 1110 2255 Apprch % 61.5 0 38.5 0 93 7 1.3 9.1 89.6 2.4 89.5 8.1 Total % 5.3 0 3.3 8.6 0 36 2.7 38.7 0 0.3 3.1 3.4 1.2 44 4 49.2 Pacific Street
Southbound
Mission Road
Westbound
Pacific Street
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 14 0 8 22 0 106 6 112 1 1 10 12 3 184 13 200 346 07:45 AM 25 0 13 38 0 156 7 163 0 2 15 17 2 158 13 173 391 08:00 AM 19 0 5 24 0 104 6 110 0 1 12 13 4 122 12 138 285 08:15 AM 18 0 12 30 0 118 4 122 0 1 7 8 6 121 17 144 304 Total Volume 76 0 38 114 0 484 23 507 1 5 44 50 15 585 55 655 1326 % App. Total 66.7 0 33.3 0 95.5 4.5 2 10 88 2.3 89.3 8.4 PHF .760 .000 .731 .750 .000 .776 .821 .778 .250 .625 .733 .735 .625 .795 .809 .819 .848 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_SNM_Pac_Mis AM
Site Code : 231019
Start Date : 10/25/2023
Page No : 2
City of San Marcos
N/S: Pacific Street
E/W: Mission Road
Weather: Clear
Pacific Street
Mission Road
Mission Road
Pacific Street
Right
38 Thru
0 Left
76 InOut Total
43 114 157
Right
23 Thru
484
Left
0 OutTotal In
705 507 1212
Left
1 Thru
5 Right
44 Out TotalIn
55 50 105
Left
15 Thru
585
Right
55 TotalOut In
523 655 1178
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 07:15 AM 07:30 AM
+0 mins. 14 0 8 22 0 106 6 112 0 0 12 12 3 184 13 200
+15 mins. 25 0 13 38 0 156 7 163 1 1 10 12 2 158 13 173 +30 mins. 19 0 5 24 0 104 6 110 0 2 15 17 4 122 12 138
+45 mins. 18 0 12 30 0 118 4 122 0 1 12 13 6 121 17 144 Total Volume 76 0 38 114 0 484 23 507 1 4 49 54 15 585 55 655 % App. Total 66.7 0 33.3 0 95.5 4.5 1.9 7.4 90.7 2.3 89.3 8.4 PHF .760 .000 .731 .750 .000 .776 .821 .778 .250 .500 .817 .794 .625 .795 .809 .819 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_SNM_Pac_Mis PM
Site Code : 231019
Start Date : 10/25/2023
Page No : 1
City of San Marcos
N/S: Pacific Street
E/W: Mission Road
Weather: Clear
Groups Printed- Total Volume
Pacific Street
Southbound
Mission Road
Westbound
Pacific Street
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 13 0 6 19 0 138 18 156 0 1 17 18 11 223 14 248 441 04:15 PM 7 0 13 20 0 126 10 136 0 2 16 18 8 273 12 293 467 04:30 PM 11 0 7 18 0 117 13 130 0 1 7 8 7 227 3 237 393 04:45 PM 7 0 6 13 0 138 10 148 0 5 17 22 6 252 10 268 451 Total 38 0 32 70 0 519 51 570 0 9 57 66 32 975 39 1046 1752 05:00 PM 10 0 14 24 0 161 11 172 0 1 17 18 9 201 12 222 436 05:15 PM 12 0 12 24 0 137 15 152 0 3 8 11 13 230 6 249 436 05:30 PM 7 0 13 20 0 101 8 109 0 0 20 20 6 194 3 203 352 05:45 PM 4 0 11 15 0 107 18 125 0 3 14 17 19 209 4 232 389 Total 33 0 50 83 0 506 52 558 0 7 59 66 47 834 25 906 1613 Grand Total 71 0 82 153 0 1025 103 1128 0 16 116 132 79 1809 64 1952 3365 Apprch % 46.4 0 53.6 0 90.9 9.1 0 12.1 87.9 4 92.7 3.3 Total % 2.1 0 2.4 4.5 0 30.5 3.1 33.5 0 0.5 3.4 3.9 2.3 53.8 1.9 58 Pacific Street
Southbound
Mission Road
Westbound
Pacific Street
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 04:00 PM
04:00 PM 13 0 6 19 0 138 18 156 0 1 17 18 11 223 14 248 441 04:15 PM 7 0 13 20 0 126 10 136 0 2 16 18 8 273 12 293 467 04:30 PM 11 0 7 18 0 117 13 130 0 1 7 8 7 227 3 237 393 04:45 PM 7 0 6 13 0 138 10 148 0 5 17 22 6 252 10 268 451 Total Volume 38 0 32 70 0 519 51 570 0 9 57 66 32 975 39 1046 1752 % App. Total 54.3 0 45.7 0 91.1 8.9 0 13.6 86.4 3.1 93.2 3.7 PHF .731 .000 .615 .875 .000 .940 .708 .913 .000 .450 .838 .750 .727 .893 .696 .892 .938 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_SNM_Pac_Mis PM
Site Code : 231019
Start Date : 10/25/2023
Page No : 2
City of San Marcos
N/S: Pacific Street
E/W: Mission Road
Weather: Clear
Pacific Street
Mission Road
Mission Road
Pacific Street
Right
32 Thru
0 Left
38 InOut Total
92 70 162
Right
51 Thru
519
Left
0 OutTotal In
1070 570 1640
Left
0 Thru
9 Right
57 Out TotalIn
39 66 105
Left
32 Thru
975
Right
39 TotalOut In
551 1046 1597
Peak Hour Begins at 04:00 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:
05:00 PM 04:30 PM 04:45 PM 04:00 PM
+0 mins. 10 0 14 24 0 117 13 130 0 5 17 22 11 223 14 248 +15 mins. 12 0 12 24 0 138 10 148 0 1 17 18 8 273 12 293 +30 mins. 7 0 13 20 0 161 11 172 0 3 8 11 7 227 3 237
+45 mins. 4 0 11 15 0 137 15 152 0 0 20 20 6 252 10 268 Total Volume 33 0 50 83 0 553 49 602 0 9 62 71 32 975 39 1046 % App. Total 39.8 0 60.2 0 91.9 8.1 0 12.7 87.3 3.1 93.2 3.7 PHF .688 .000 .893 .865 .000 .859 .817 .875 .000 .450 .775 .807 .727 .893 .696 .892 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Location: Date: 10/25/2023
N/S: Day: Wednesday
E/W:

North Leg East Leg South Leg West Leg
Pacific Street Mission Road Pacific Street Mission Road Pedestrians Pedestrians Pedestrians Pedestrians
1000 1
1012 4
1030 4
0010 1
1004 5
0000 0
1012 4
0012 3
5 0 7 10 22
North Leg East Leg South Leg West Leg
Pacific Street Mission Road Pacific Street Mission Road Pedestrians Pedestrians Pedestrians Pedestrians
0000 0
1053 9
0001 1
0023 5
0001 1
1035 9
2054 11
3036 12
7 0 18 23 48
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
San Marcos
Pacific Street
Mission Road

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
Location: Date: 10/25/2023
N/S: Day: Wednesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 200020001000 5
000010000020 3
000100001000 2
010010001010 4
120000000020 5
300030001000 7
101000000010 3
200000001010 4
931170005070 3 3
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000010001000 2
000150000130 10
000040000000 4
000120001030 7
000130000000 4
000012020000 5
100010001000 3
000201001110 6
1005 1 7 3024270 4 1
Mission Road
TOTAL VOLUMES:

Pacific Street Mission Road Pacific Street Mission Road Southbound Westbound Northbound Eastbound
5:30 PM
5:45 PM
Pacific Street Mission Road Pacific Street
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
Mission Road
Pacific Street
San Marcos

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
Location: File Name:

Intersection: Project:

Date of Count:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 7:00 20 140 8 56 52 13 11 84 33 16 58 17 508
7:15 29 143 2 55 59 20 4 88 60 26 102 19 607
7:30 42 145 14 80 86 29 7 120 85 24 135 16 783
7:45 23 153 5 93 105 35 14 128 83 47 115 23 824
8:00 22 154 6 96 75 28 9 89 68 23 90 13 673
8:15 23 165 9 75 69 39 8 89 41 30 66 10 624
8:30 31 170 19 74 69 30 14 81 40 13 51 11 603
8:45 24 140 10 56 54 15 20 64 51 19 64 12 529
Total 214 1210 73 585 569 209 87 743 461 198 681 121 5151 Approach% 14.3 80.8 4.9 42.9 41.7 15.3 6.7 57.6 35.7 19.8 68.1 12.1 Total% 4.2 23.5 1.4 11.4 11.0 4.1 1.7 14.4 8.9 3.8 13.2 2.3 AM Intersection Peak Hour:

Volume 110 617 34 344 335 131 38 426 277 124 406 62 2,904 Approach% 14.5 81.1 4.5 42.5 41.4 16.2 5.1 57.5 37.4 20.9 68.6 10.5 Total% 3.8 21.2 1.2 11.8 11.5 4.5 1.3 14.7 9.5 4.3 14.0 2.1 PHF 0.95 0.87 0.82 0.80 0.88
Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 16:00 34 97 18 53 104 18 24 165 109 32 220 13 887
16:15 30 132 7 77 95 33 21 161 119 35 204 33 947
16:30 19 119 14 65 93 22 26 170 119 38 208 16 909
16:45 20 133 12 93 84 18 19 166 97 49 216 14 921
17:00 26 109 6 89 88 23 26 162 111 33 240 21 934
17:15 37 134 8 91 87 19 22 173 136 38 213 18 976
17:30 35 94 16 74 81 23 27 219 136 46 215 19 985
17:45 20 135 10 70 69 26 22 181 112 39 165 12 861
Total 221 953 91 612 701 182 187 1397 939 310 1681 146 7420 Approach% 17.5 75.3 7.2 40.9 46.9 12.2 7.4 55.4 37.2 14.5 78.7 6.8 Total% 3.0 12.8 1.2 8.2 9.4 2.5 2.5 18.8 12.7 4.2 22.7 2.0 PM Intersection Peak Hour:

Volume 118 470 42 347 340 83 94 720 480 166 884 72 3,816 Approach% 18.7 74.6 6.7 45.1 44.2 10.8 7.3 55.6 37.1 14.8 78.8 6.4 Total% 3.1 12.3 1.1 9.1 8.9 2.2 2.5 18.9 12.6 4.4 23.2 1.9 PHF 0.88 0.96 0.85 0.95 0.97
16:45 to 17:45
#02 ITM-23-092-02
Las Posas Road & Mission Road LLG Ref. 3-23-3814
Westbound Northbound Eastbound
Armorlite Apartment
Las Posas Road
Southbound
Mission Road
Southbound
Westbound
Mission Road
Northbound
Las Posas Road
Eastbound
Mission Road
07:30 to 08:30
AM
Thursday September 14, 2023
PM
Las Posas Road Mission Road Las Posas Road
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Intersection Turning Movement - Peak Hour Vehicle Count

Location: File Name:

Intersection: Project:

Date of Count:

B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 7:00 0 1 0 0 1 0 0 0 0 0 3 0 5
7:15 0 1 0 0 1 0 0 1 0 0 1 0 4
7:30 1 0 0 0 0 0 0 0 0 0 0 0 1
7:45 0 1 0 0 0 0 0 0 0 0 0 0 1
8:00 0 2 0 0 1 0 0 1 0 0 0 0 4
8:15 0 1 0 0 0 0 0 0 0 0 2 0 3
8:30 0 1 0 0 0 0 0 0 0 0 2 0 3
8:45 0 0 0 0 0 0 0 0 0 0 2 0 2
Ped Total
Bike Total 1 7 0 0 3 0 0 2 0 0 10 0 23
B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 16:00 0 0 0 0 0 0 0 2 0 0 0 0 2
16:15 0 0 0 0 2 0 0 1 0 0 0 0 3
16:30 0 0 0 0 0 0 0 0 0 0 1 0 1
16:45 0 0 0 0 0 0 0 1 0 0 0 1 2
17:00 0 0 0 0 0 0 0 0 0 0 1 0 1
17:15 0 0 0 1 0 0 0 0 0 0 1 0 2
17:30 0 0 0 0 0 0 0 0 0 0 0 0 0
17:45 0 0 0 0 1 0 0 0 0 0 1 0 2
Ped Total
Bike Total 0 0 0 1 3 0 0 4 0 0 4 1 13
5 12 2
0 0 1 0 1
6 6
1 5
#02 ITM-23-092-02
Las Posas Road & Mission Road LLG Ref. 3-23-3814
3 0 0 2 1 3
Ped
0 0 0 0 0
AM
Thursday September 14, 2023 Armorlite Apartment
Ped Ped Ped Ped
1 0
Ped
1 Mission Road
Southbound
0 2
0 1
0 0
Las Posas Road
1 Las Posas Road
Northbound
Ped
0 2
4 2
Westbound
Ped
0 0
5 1
0 7
2 Mission Road
Eastbound
Ped
0 0
0 Totals
1 Ped
2 5
20 0
0 TotalsSouthbound Westbound Northbound
7 18
5 14 25 0
0 0
02 44
11 5
6 Eastbound
6 PM
Las Posas Road Mission Road Las Posas Road Mission Road 0 0 3 0
0 1 4 1
3 2 1 0
0 3 2 0 0
0 1 0
25 Intersection Turning Movement - Bicycle & Pedestrian Count Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 |

Location: File Name:

Intersection: Project:

Date of Count:

Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Las Posas Road & Mission Road LLG Ref. 3-23-3814
Thursday September 14, 2023 Armorlite Apartment
N
Intersection Turning Movement - Peak Hour Summary
#02 ITM-23-092-02
0 / 2
PM: 166 884 72 5
AM: 124 406 62 10 Time Period
AM = 07:30 to 08:30
PM = 16:45 to 17:45
14 / 5
AM: 344 335 131 3
PM: 347 340 83 4
Las Posas Road
AM: 8 34 617 110
PM: 0 42 470 118
5 / 6 Mission Road
Mission Road 25 / 12
Las Posas Road
AM: 38 426 277 2
PM: 94 720 480 4

Location: File Name:

Intersection: Project:

Date of Count:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 7:00 0 0 0 34 97 0 35 0 19 0 50 19 254
7:15 0 0 0 39 117 0 48 2 20 0 86 26 338
7:30 2 1 5 49 143 1 71 0 45 0 112 61 490
7:45 1 2 5 69 164 2 48 2 37 0 124 82 536
8:00 0 2 5 52 156 2 24 1 40 0 118 22 422
8:15 0 1 2 61 152 4 28 0 45 0 85 16 394
8:30 0 0 0 64 163 4 37 1 27 0 86 20 402
8:45 0 1 3 55 104 0 32 2 31 0 89 15 332
Total 3 7 20 423 1096 13 323 8 264 0 750 261 3168
Approach% 10.0 23.3 66.7 27.6 71.5 0.8 54.3 1.3 44.4 - 74.2 25.8 Total% 0.1 0.2 0.6 13.4 34.6 0.4 10.2 0.3 8.3 - 23.7 8.2 AM Intersection Peak Hour:

Volume 3 6 17 231 615 9 171 3 167 - 439 181 1,842 Approach% 11.5 23.1 65.4 27.0 71.9 1.1 50.1 0.9 49.0 - 70.8 29.2 Total% 0.2 0.3 0.9 12.5 33.4 0.5 9.3 0.2 9.1 - 23.8 9.8 PHF 0.81 0.91 0.73 0.75 0.86
Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 16:00 0 2 0 34 127 1 36 0 63 0 292 39 594
16:15 2 3 0 36 132 2 33 0 64 0 327 35 634
16:30 1 1 1 46 149 1 34 0 70 0 308 51 662
16:45 0 0 2 46 154 0 30 1 44 0 367 38 682
17:00 1 1 0 27 137 0 44 0 65 0 288 28 591
17:15 2 1 1 36 151 0 54 1 49 0 291 26 612
17:30 0 1 0 38 137 0 52 1 52 0 283 39 603
17:45 1 1 0 39 144 3 56 0 41 0 252 41 578
Total 7 10 4 302 1131 7 339 3 448 0 2408 297 4956
Approach% 33.3 47.6 19.0 21.0 78.5 0.5 42.9 0.4 56.7 - 89.0 11.0 Total% 0.1 0.2 0.1 6.1 22.8 0.1 6.8 0.1 9.0 - 48.6 6.0
PM Intersection Peak Hour:

Volume 3 6 3 162 562 4 133 1 241 - 1,294 163 2,572 Approach% 25.0 50.0 25.0 22.3 77.2 0.5 35.5 0.3 64.3 - 88.8 11.2 Total% 0.1 0.2 0.1 6.3 21.9 0.2 5.2 0.0 9.4 - 50.3 6.3 PHF 0.60 0.91 0.90 0.90 0.94
16:00 to 17:00
#03 ITM-23-092-03
Knoll Road & Mission Road LLG Ref. 3-23-3814
Westbound Northbound Eastbound
Armorlite Apartment
Knoll Road
Southbound
Mission Road
Southbound
Westbound
Mission Road
Northbound
Knoll Road
Eastbound
Mission Road
07:30 to 08:30
AM
Thursday September 14, 2023
PM
Knoll Road Mission Road Knoll Road
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Intersection Turning Movement - Peak Hour Vehicle Count

Location: File Name:

Intersection: Project:

Date of Count:

B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 7:00 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 0 0 0 1 2 0 0 0 0 0 3 0 6
7:30 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 0 0 0 0 1 0 0 0 0 0 0 0 1
8:00 0 0 0 0 1 0 0 0 0 0 1 0 2
8:15 0 0 0 0 0 0 0 0 0 0 1 0 1
8:30 0 0 0 0 1 0 0 0 0 0 2 0 3
8:45 0 0 0 0 0 0 0 0 0 0 0 0 0
Ped Total
Bike Total 0 0 0 1 5 0 0 0 0 0 7 0 13
B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 16:00 0 0 0 0 0 0 1 0 0 0 0 0 1
16:15 0 0 1 0 1 2 0 0 0 0 1 0 5
16:30 0 0 0 0 1 0 0 0 0 0 1 0 2
16:45 0 0 0 0 0 0 0 0 1 0 0 0 1
17:00 0 0 0 0 2 0 0 0 1 0 3 0 6
17:15 0 0 0 0 0 0 0 0 0 0 3 0 3
17:30 0 0 0 1 1 0 0 0 1 0 2 0 5
17:45 0 0 0 1 1 0 0 0 0 0 0 0 2
Ped Total
Bike Total 0 0 1 2 6 2 1 0 3 0 10 0 25
5 23 0
3 0 7 0 10
6 0
13 1
#03 ITM-23-092-03
Knoll Road & Mission Road LLG Ref. 3-23-3814
4 0 0 4 0 4
Ped
0 0 0 0 0
AM
Thursday September 14, 2023 Armorlite Apartment
Ped Ped Ped Ped
4 2
Ped
2 Mission Road
Southbound
1 2
4 0
2 0
Knoll Road
4 Knoll Road
Northbound
Ped
1 1
21 30
Westbound
Ped
2 2
1 3
3 5
3 Mission Road
Eastbound
Ped
0 0
0 Totals
7 Ped
7 28
330
0 0
TotalsSouthbound Westbound Northbound
2 11
18 10 68 0
0 0
00 96
0 2
9 Eastbound
10 PM
Knoll Road Mission Road Knoll Road Mission Road
4 0 0 0
1 4 1 0
0 0 0 0
1 1 0 0 0
1 11 0
38 Intersection Turning Movement - Bicycle & Pedestrian Count Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 |

Location: File Name:

Intersection: Project:

Date of Count:

Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Knoll Road & Mission Road LLG Ref. 3-23-3814
Thursday September 14, 2023 Armorlite Apartment
N
Intersection Turning Movement - Peak Hour Summary
#03 ITM-23-092-03
0 / 0
PM: 0 1294 163 10
AM: 0 439 181 7 Time Period
AM = 07:30 to 08:30
PM = 16:00 to 17:00
10 / 5
AM: 231 615 9 6
PM: 162 562 4 10
Knoll Road
AM: 0 17 6 3
PM: 1 3 6 3
18 / 10 Mission Road
Mission Road 68 / 23
Knoll Road
AM: 171 3 167 0
PM: 133 1 241 4

Location: File Name:

Intersection: Project:

Date of Count:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 7:00 6 204 7 25 1 4 2 116 25 0 0 9 399
7:15 12 218 10 39 0 5 4 143 20 2 2 1 456
7:30 3 245 1 42 0 10 11 202 21 0 0 2 537
7:45 6 319 2 40 1 6 3 218 29 0 0 4 628
8:00 9 272 1 37 0 17 9 146 32 1 0 4 528
8:15 6 241 3 34 0 9 7 131 32 0 0 5 468
8:30 7 242 4 42 0 15 7 121 29 1 0 4 472
8:45 16 234 4 26 0 12 4 134 39 0 0 6 475
Total 65 1975 32 285 2 78 47 1211 227 4 2 35 3963
Approach% 3.1 95.3 1.5 78.1 0.5 21.4 3.2 81.5 15.3 9.8 4.9 85.4 Total% 1.6 49.8 0.8 7.2 0.1 2.0 1.2 30.6 5.7 0.1 0.1 0.9 AM Intersection Peak Hour:

Volume 24 1,077 7 153 1 42 30 697 114 1 - 15 2,161 Approach% 2.2 97.2 0.6 78.1 0.5 21.4 3.6 82.9 13.6 6.3 - 93.8 Total% 1.1 49.8 0.3 7.1 0.0 1.9 1.4 32.3 5.3 0.0 - 0.7 PHF 0.85 0.91 0.84 0.80 0.86
Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 16:00 14 166 2 40 0 13 3 283 29 0 0 7 557
16:15 15 215 1 23 0 11 2 309 30 3 2 4 615
16:30 26 167 1 39 0 15 6 289 45 3 0 6 597
16:45 25 236 0 29 0 20 3 322 54 0 0 2 691
17:00 18 219 2 29 0 15 0 290 41 2 0 0 616
17:15 20 213 0 27 0 18 1 307 41 1 0 2 630
17:30 19 194 0 30 0 16 2 358 46 0 0 1 666
17:45 18 203 1 28 0 13 1 316 77 0 0 1 658
Total 155 1613 7 245 0 121 18 2474 363 9 2 23 5030
Approach% 8.7 90.9 0.4 66.9 - 33.1 0.6 86.7 12.7 26.5 5.9 67.6 Total% 3.1 32.1 0.1 4.9 - 2.4 0.4 49.2 7.2 0.2 0.0 0.5
PM Intersection Peak Hour:

Volume 82 862 2 115 - 69 6 1,277 182 3 - 5 2,603 Approach% 8.7 91.1 0.2 62.5 - 37.5 0.4 87.2 12.4 37.5 - 62.5 Total% 3.2 33.1 0.1 4.4 - 2.7 0.2 49.1 7.0 0.1 - 0.2 PHF 0.91 0.94 0.90 0.67 0.94
16:45 to 17:45
#04 ITM-23-092-04
Los Posas Road & Armorlite Drive LLG Ref. 3-23-3814
Westbound Northbound Eastbound
Armorlite Apartment
Las Posas Road
Southbound
Armorlite Drive
Southbound
Westbound
Armorlite Drive
Northbound
Las Posas Road
Eastbound
Armorlite Drive
07:30 to 08:30
AM
Thursday September 14, 2023
PM
Las Posas Road Armorlite Drive Las Posas Road
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Intersection Turning Movement - Peak Hour Vehicle Count

Location: File Name:

Intersection: Project:

Date of Count:

B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 7:00 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 0 3 0 1 0 0 0 0 0 0 0 0 4
7:30 0 1 0 0 0 0 0 2 1 0 0 0 4
7:45 0 2 0 0 0 0 0 2 0 0 0 0 4
8:00 0 2 0 0 0 0 0 0 0 0 0 0 2
8:15 0 1 0 0 0 0 0 1 0 0 0 0 2
8:30 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 0 1 0 0 0 0 0 0 0 0 0 0 1
Ped Total
Bike Total 0 10 0 1 0 0 0 5 1 0 0 0 17
B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 16:00 0 0 0 0 0 0 0 2 0 0 0 0 2
16:15 0 0 0 0 0 0 0 0 1 0 0 0 1
16:30 0 0 0 0 0 0 0 0 0 0 1 0 1
16:45 0 0 0 0 0 0 0 3 0 0 0 0 3
17:00 0 0 0 0 0 0 0 0 0 0 0 0 0
17:15 0 0 0 0 0 0 0 0 1 0 0 0 1
17:30 0 1 0 0 0 0 2 1 0 0 0 0 4
17:45 0 1 0 0 0 0 0 1 0 0 0 0 2
Ped Total
Bike Total 0 2 0 0 0 0 2 7 2 0 1 0 14
11 3 2
0 0 0 0 0
0 8
4 3
#04 ITM-23-092-04
Los Posas Road & Armorlite Drive LLG Ref. 3-23-3814
2 0 0 0 0 0
Ped
0 0 1 0 1
AM
Thursday September 14, 2023 Armorlite Apartment
Ped Ped Ped Ped
0 0
Ped
0 Armorlite Drive
Southbound
2 1
0 1
1 1
Las Posas Road
1 Las Posas Road
Northbound
Ped
0 0
0 0
Westbound
Ped
0 2
0 0
1 2
2 Armorlite Drive
Eastbound
Ped
0 0
0 Totals
1 Ped
2 1
20 0
0 TotalsSouthbound Westbound Northbound
3 3
3 11 1 1
0 1
30 16
1 0
1 Eastbound
2 PM
Las Posas Road Armorlite Drive Las Posas Road Armorlite Drive 0 1 1 0
0 0 0 0
0 5 1 2
2 0 3 0 0
2 0 0
18 Intersection Turning Movement - Bicycle & Pedestrian Count Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 |

Location: File Name:

Intersection: Project:

Date of Count:

Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Los Posas Road & Armorlite Drive LLG Ref. 3-23-3814
Thursday September 14, 2023 Armorlite Apartment
N
Intersection Turning Movement - Peak Hour Summary
#04 ITM-23-092-04
1 / 2
PM: 3 0 5 1
AM: 1 0 15 0 Time Period
AM = 07:30 to 08:30
PM = 16:45 to 17:45
11 / 11
AM: 153 1 42 1
PM: 115 0 69 0
Las Posas Road
AM: 10 7 1077 24
PM: 2 2 862 82
3 / 2 Armorlite Drive
Armorlite Drive 1 / 3
Las Posas Road
AM: 30 697 114 6
PM: 6 1277 182 11

File Name : 01_SNM_LP_DS AM
Site Code : 231019
Start Date : 10/25/2023
Page No : 1
City of San Marcos
N/S: Las Posas Road
E/W: Descanso Ave/Furniture Row
Weather: Clear
Groups Printed- Total Volume
Las Posas Road
Southbound
Furniture Row
Westbound
Las Posas Road
Northbound
Descanso Avenue
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 1 238 13 252 23 1 5 29 15 112 24 151 3 3 11 17 449 07:15 AM 5 223 2 230 33 10 6 49 22 158 31 211 0 6 12 18 508 07:30 AM 1 295 8 304 38 3 9 50 12 196 24 232 2 8 20 30 616 07:45 AM 5 303 5 313 52 8 9 69 14 193 27 234 3 8 31 42 658 Total 12 1059 28 1099 146 22 29 197 63 659 106 828 8 25 74 107 2231 08:00 AM 3 309 6 318 46 4 5 55 22 178 31 231 4 6 38 48 652 08:15 AM 2 303 7 312 21 3 2 26 12 177 43 232 5 11 28 44 614 08:30 AM 2 235 5 242 30 10 1 41 21 138 57 216 2 10 15 27 526 08:45 AM 4 220 5 229 43 7 3 53 19 166 38 223 4 5 22 31 536 Total 11 1067 23 1101 140 24 11 175 74 659 169 902 15 32 103 150 2328 Grand Total 23 2126 51 2200 286 46 40 372 137 1318 275 1730 23 57 177 257 4559 Apprch % 1 96.6 2.3 76.9 12.4 10.8 7.9 76.2 15.9 8.9 22.2 68.9 Total % 0.5 46.6 1.1 48.3 6.3 1 0.9 8.2 3 28.9 6 37.9 0.5 1.3 3.9 5.6 Las Posas Road
Southbound
Furniture Row
Westbound
Las Posas Road
Northbound
Descanso Avenue
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 1 295 8 304 38 3 9 50 12 196 24 232 2 8 20 30 616 07:45 AM 5 303 5 313 52 8 9 69 14 193 27 234 3 8 31 42 658 08:00 AM 3 309 6 318 46 4 5 55 22 178 31 231 4 6 38 48 652 08:15 AM 2 303 7 312 21 3 2 26 12 177 43 232 5 11 28 44 614 Total Volume 11 1210 26 1247 157 18 25 200 60 744 125 929 14 33 117 164 2540 % App. Total 0.9 97 2.1 78.5 9 12.5 6.5 80.1 13.5 8.5 20.1 71.3 PHF .550 .979 .813 .980 .755 .563 .694 .725 .682 .949 .727 .993 .700 .750 .770 .854 .965 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_SNM_LP_DS AM
Site Code : 231019
Start Date : 10/25/2023
Page No : 2
City of San Marcos
N/S: Las Posas Road
E/W: Descanso Ave/Furniture Row
Weather: Clear
Las Posas Road
Descanso Avenue
Furniture Row
Las Posas Road
Right
26 Thru
1210
Left
11 InOut Total
783 1247 2030
Right
25 Thru
18 Left
157
OutTotal In
169 200 369
Left
60 Thru
744
Right
125
Out TotalIn
1484 929 2413
Left
14 Thru
33 Right
117
TotalOut In
104 164 268
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 07:15 AM 07:30 AM 07:30 AM
+0 mins. 1 295 8 304 33 10 6 49 12 196 24 232 2 8 20 30 +15 mins. 5 303 5 313 38 3 9 50 14 193 27 234 3 8 31 42 +30 mins. 3 309 6 318 52 8 9 69 22 178 31 231 4 6 38 48 +45 mins. 2 303 7 312 46 4 5 55 12 177 43 232 5 11 28 44 Total Volume 11 1210 26 1247 169 25 29 223 60 744 125 929 14 33 117 164 % App. Total 0.9 97 2.1 75.8 11.2 13 6.5 80.1 13.5 8.5 20.1 71.3 PHF .550 .979 .813 .980 .813 .625 .806 .808 .682 .949 .727 .993 .700 .750 .770 .854 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_SNM_LP_DS PM
Site Code : 231019
Start Date : 10/25/2023
Page No : 1
City of San Marcos
N/S: Las Posas Road
E/W: Descanso Ave/Furniture Row
Weather: Clear
Groups Printed- Total Volume
Las Posas Road
Southbound
Furniture Row
Westbound
Las Posas Road
Northbound
Descanso Avenue
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 4 246 6 256 47 4 7 58 14 331 63 408 4 15 30 49 771 04:15 PM 8 223 4 235 46 12 4 62 25 327 44 396 8 6 32 46 739 04:30 PM 4 239 5 248 39 6 7 52 19 367 49 435 5 13 27 45 780 04:45 PM 8 206 4 218 45 4 5 54 14 344 56 414 8 11 16 35 721 Total 24 914 19 957 177 26 23 226 72 1369 212 1653 25 45 105 175 3011 05:00 PM 6 286 8 300 57 3 12 72 20 361 48 429 4 10 25 39 840 05:15 PM 3 259 4 266 46 1 12 59 15 386 62 463 5 11 19 35 823 05:30 PM 5 249 4 258 57 5 6 68 18 382 77 477 7 4 13 24 827 05:45 PM 8 212 4 224 41 8 3 52 8 340 64 412 6 5 19 30 718 Total 22 1006 20 1048 201 17 33 251 61 1469 251 1781 22 30 76 128 3208 Grand Total 46 1920 39 2005 378 43 56 477 133 2838 463 3434 47 75 181 303 6219 Apprch % 2.3 95.8 1.9 79.2 9 11.7 3.9 82.6 13.5 15.5 24.8 59.7 Total % 0.7 30.9 0.6 32.2 6.1 0.7 0.9 7.7 2.1 45.6 7.4 55.2 0.8 1.2 2.9 4.9 Las Posas Road
Southbound
Furniture Row
Westbound
Las Posas Road
Northbound
Descanso Avenue
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 04:45 PM
04:45 PM 8 206 4 218 45 4 5 54 14 344 56 414 8 11 16 35 721 05:00 PM 6 286 8 300 57 3 12 72 20 361 48 429 4 10 25 39 840 05:15 PM 3 259 4 266 46 1 12 59 15 386 62 463 5 11 19 35 823 05:30 PM 5 249 4 258 57 5 6 68 18 382 77 477 7 4 13 24 827 Total Volume 22 1000 20 1042 205 13 35 253 67 1473 243 1783 24 36 73 133 3211 % App. Total 2.1 96 1.9 81 5.1 13.8 3.8 82.6 13.6 18 27.1 54.9 PHF .688 .874 .625 .868 .899 .650 .729 .878 .838 .954 .789 .934 .750 .818 .730 .853 .956 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_SNM_LP_DS PM
Site Code : 231019
Start Date : 10/25/2023
Page No : 2
City of San Marcos
N/S: Las Posas Road
E/W: Descanso Ave/Furniture Row
Weather: Clear
Las Posas Road
Descanso Avenue
Furniture Row
Las Posas Road
Right
20 Thru
1000
Left
22 InOut Total
1532 1042 2574
Right
35 Thru
13 Left
205
OutTotal In
301 253 554
Left
67 Thru
1473
Right
243
Out TotalIn
1278 1783 3061
Left
24 Thru
36 Right
73 TotalOut In
100 133 233
Peak Hour Begins at 04:45 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:
05:00 PM 04:45 PM 04:45 PM 04:00 PM
+0 mins. 6 286 8 300 45 4 5 54 14 344 56 414 4 15 30 49 +15 mins. 3 259 4 266 57 3 12 72 20 361 48 429 8 6 32 46 +30 mins. 5 249 4 258 46 1 12 59 15 386 62 463 5 13 27 45 +45 mins. 8 212 4 224 57 5 6 68 18 382 77 477 8 11 16 35 Total Volume 22 1006 20 1048 205 13 35 253 67 1473 243 1783 25 45 105 175 % App. Total 2.1 96 1.9 81 5.1 13.8 3.8 82.6 13.6 14.3 25.7 60 PHF .688 .879 .625 .873 .899 .650 .729 .878 .838 .954 .789 .934 .781 .750 .820 .893 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Location: Date: 10/25/2023
N/S: Day: Wednesday
E/W:

North Leg East Leg South Leg West Leg
Las Posas Road Furniture Row Las Posas Road Descanso Avenue Pedestrians Pedestrians Pedestrians Pedestrians
0100 1
0300 3
0100 1
0111 3
0000 0
1200 3
0000 0
0002 2
1813 1 3
North Leg East Leg South Leg West Leg
Las Posas Road Furniture Row Las Posas Road Descanso Avenue Pedestrians Pedestrians Pedestrians Pedestrians
0310 4
0101 2
0300 3
1002 3
0000 0
0100 1
0001 1
1000 1
2814 1 5
San Marcos
Las Posas Road
Descanso Ave/Furniture Row

PEDESTRIANS
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
Location: Date: 10/25/2023
N/S: Day: Wednesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000100000100 2
010000000000 1
010000010000 2
010000030000 4
010010002000 4
010000001000 2
010000000000 1
010000000000 1
070110043100 1 7
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000001012000 4
050000030000 8
000000001000 1
020000030011 7
000000000010 1
020100010010 5
020100000000 3
000000010000 1
0 1 1 0201093031 3 0
Descanso Ave/Furniture Row
Las Posas Road
San Marcos

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
5:30 PM
5:45 PM
Las Posas Road Furniture Row Las Posas Road Descanso Avenue TOTAL VOLUMES:

Las Posas Road Furniture Row Las Posas Road Descanso Avenue Southbound Westbound Northbound Eastbound
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
Location: File Name:

Intersection: Project:

Date of Count:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 7:00 0 213 53 76 0 62 27 114 0 0 0 0 545
7:15 0 216 75 82 0 53 28 143 0 0 0 0 597
7:30 0 267 58 95 0 57 33 204 0 0 0 0 714
7:45 0 368 75 101 0 68 46 211 0 0 0 0 869
8:00 0 335 77 142 0 38 38 163 0 0 0 0 793
8:15 0 348 72 117 0 41 44 168 0 0 0 0 790
8:30 0 245 95 93 0 41 47 154 0 0 0 0 675
8:45 0 231 90 77 0 50 46 182 0 0 0 0 676
Total 0 2223 595 783 0 410 309 1339 0 0 0 0 5659
Approach% - 78.9 21.1 65.6 - 34.4 18.8 81.3 - - - -
Total% - 39.3 10.5 13.8 - 7.2 5.5 23.7 - - - -
AM Intersection Peak Hour:

Volume - 1,318 282 455 - 204 161 746 - - - - 3,166 Approach% - 82.4 17.6 69.0 - 31.0 17.8 82.2 - - - - Total% - 41.6 8.9 14.4 - 6.4 5.1 23.6 - - - - PHF 0.90 0.92 0.88 #DIV/0! 0.91
Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 16:00 0 170 92 61 1 38 111 336 0 0 0 0 809
16:15 0 231 78 62 1 30 102 346 0 0 0 0 850
16:30 0 186 94 72 2 40 85 370 0 0 0 0 849
16:45 0 222 76 78 0 26 77 330 0 0 0 0 809
17:00 0 207 93 61 0 46 93 329 0 0 0 0 829
17:15 0 195 82 67 2 37 86 365 0 0 0 0 834
17:30 0 193 85 51 0 43 77 377 0 0 0 0 826
17:45 0 212 75 57 0 58 60 372 0 0 0 0 834
Total 0 1616 675 509 6 318 691 2825 0 0 0 0 6640
Approach% - 70.5 29.5 61.1 0.7 38.2 19.7 80.3 - - - -
Total% - 24.3 10.2 7.7 0.1 4.8 10.4 42.5 - - - -
PM Intersection Peak Hour:

Volume - 846 341 273 3 142 357 1,375 - - - - 3,337 Approach% - 71.3 28.7 65.3 0.7 34.0 20.6 79.4 - - - - Total% - 25.4 10.2 8.2 0.1 4.3 10.7 41.2 - - - - PHF 0.96 0.92 0.95 #DIV/0! 0.98
Intersection Turning Movement - Peak Hour Vehicle Count AM
Thursday September 14, 2023
PM
Las Posas Road SR-78 WB Ramps Las Posas Road
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | #05 ITM-23-092-05
Los Posas Road and SR-78 westbound ramps LLG Ref. 3-23-3814 Westbound Northbound Eastbound
Armorlite Apartment
Las Posas Road
Southbound
SR-78 WB Ramps
Southbound
Westbound
SR-78 WB Ramps
Northbound
Las Posas Road
Eastbound
SR-78 WB Ramps
07:30 to 08:30
16:15 to 17:15

Location: File Name:

Intersection: Project:

Date of Count:

B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 7:00 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 0 4 0 0 0 0 0 0 0 0 0 0 4
7:30 0 3 0 0 0 0 0 1 0 0 0 0 4
7:45 0 0 0 0 0 0 0 2 0 0 0 0 2
8:00 0 3 0 0 0 0 0 1 0 0 0 0 4
8:15 0 3 0 0 0 0 0 1 0 0 0 0 4
8:30 0 0 0 0 0 0 0 1 0 0 0 0 1
8:45 0 0 0 0 0 0 0 0 0 0 0 0 0
Ped Total
Bike Total 0 13 0 0 0 0 0 6 0 0 0 0 19
B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 16:00 0 1 0 0 0 0 0 3 0 0 0 0 4
16:15 0 2 0 0 0 0 0 1 0 0 0 0 3
16:30 0 0 0 0 0 0 0 0 0 0 0 0 0
16:45 0 4 0 0 0 0 0 2 0 0 0 0 6
17:00 0 0 0 0 0 0 0 0 0 0 0 0 0
17:15 0 1 0 0 0 0 0 1 0 0 0 0 2
17:30 0 0 0 0 0 0 0 1 0 0 0 0 1
17:45 0 1 0 0 0 0 0 1 0 0 0 0 2
Ped Total
Bike Total 0 9 0 0 0 0 0 9 0 0 0 0 18
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Intersection Turning Movement - Bicycle & Pedestrian Count 0 0 0 2
0 0 0
170
PM
Las Posas Road SR-78 WB Ramps Las Posas Road SR-78 WB Ramps 0 0 0 4
0 1 0 0
0 0 0 6
0 TotalsSouthbound Westbound Northbound
0 3
0 1 0 5
0 2
00 6
1 0
0 Eastbound
0 0
0 0
0 1
1 SR-78 WB Ramps
Eastbound
Ped
0 1
0 Totals
0 Ped
1 0
00 1
1 Ped
0 0
Ped
0 SR-78 WB Ramps
Southbound
0 0
0 0
0 0
Las Posas Road
0 Las Posas Road
Northbound
Ped
0 0
0 0
Westbound
Ped
0 0 0 3 3
Ped
0 0 0 1 1
AM
Thursday September 14, 2023 Armorlite Apartment
Ped Ped Ped
1 0 16
0 0 0 0 0
1 6
0 2
#05 ITM-23-092-05
Los Posas Road and SR-78 westbound ramps LLG Ref. 3-23-3814 4 Location: File Name:

Intersection: Project:

Date of Count:

SR-78 WB Ramps 0 / 0
Las Posas Road
AM: 161 746 0 6
PM: 357 1375 0 9
Las Posas Road
AM: 13 282 1318 0
PM: 9 341 846 0
0 / 0 SR-78 WB Ramps
5 / 16
PM: 0 0 0 0
AM: 0 0 0 0 Time Period
AM = 07:30 to 08:30
PM = 16:15 to 17:15
1 / 1
AM: 455 0 204 0
PM: 273 3 142 0
Intersection Turning Movement - Peak Hour Summary
#05 ITM-23-092-05
Los Posas Road and SR-78 westbound ramps LLG Ref. 3-23-3814 Thursday September 14, 2023 Armorlite Apartment
N
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 |

Location: File Name:

Intersection: Project:

Date of Count:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 7:00 98 118 71 4 21 97 2 46 23 20 24 1 525
7:15 97 131 90 14 21 113 5 59 10 17 22 1 580
7:30 68 168 105 32 39 131 4 77 15 30 28 2 699
7:45 117 184 151 26 42 131 5 103 20 30 35 2 846
8:00 87 184 167 28 54 97 3 76 19 40 59 6 820
8:15 101 146 100 17 41 90 8 85 19 50 67 3 727
8:30 91 134 85 11 18 108 1 77 17 16 47 7 612
8:45 105 126 71 14 34 131 7 75 20 22 49 9 663
Total 764 1191 840 146 270 898 35 598 143 225 331 31 5472 Approach% 27.3 42.6 30.1 11.1 20.5 68.3 4.5 77.1 18.4 38.3 56.4 5.3 Total% 14.0 21.8 15.4 2.7 4.9 16.4 0.6 10.9 2.6 4.1 6.0 0.6 AM Intersection Peak Hour:

Volume 373 682 523 103 176 449 20 341 73 150 189 13 3,092 Approach% 23.6 43.2 33.1 14.1 24.2 61.7 4.6 78.6 16.8 42.6 53.7 3.7 Total% 12.1 22.1 16.9 3.3 5.7 14.5 0.6 11.0 2.4 4.9 6.1 0.4 PHF 0.87 0.90 0.85 0.73 0.92
Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 16:00 82 111 59 9 36 184 8 251 83 65 121 9 1018
16:15 86 133 60 10 37 165 9 239 63 91 116 8 1017
16:30 91 111 66 9 38 174 16 220 50 105 123 2 1005
16:45 92 144 74 10 39 179 10 225 38 75 111 11 1008
17:00 77 124 80 11 39 195 10 209 41 93 129 7 1015
17:15 82 250 63 16 30 201 9 248 43 71 248 5 1266
17:30 75 134 52 6 33 239 6 231 41 73 96 5 991
17:45 100 114 41 10 32 217 14 203 43 65 69 11 919
Total 685 1121 495 81 284 1554 82 1826 402 638 1013 58 8239 Approach% 29.8 48.7 21.5 4.2 14.8 81.0 3.5 79.0 17.4 37.3 59.3 3.4 Total% 8.3 13.6 6.0 1.0 3.4 18.9 1.0 22.2 4.9 7.7 12.3 0.7 PM Intersection Peak Hour:

Volume 342 629 283 46 146 749 45 902 172 344 611 25 4,294 Approach% 27.3 50.2 22.6 4.9 15.5 79.6 4.0 80.6 15.4 35.1 62.3 2.6 Total% 8.0 14.6 6.6 1.1 3.4 17.4 1.0 21.0 4.0 8.0 14.2 0.6 PHF 0.79 0.95 0.93 0.76 0.85
Intersection Turning Movement - Peak Hour Vehicle Count AM
Thursday September 14, 2023
PM
South Las Posas Road Grand Avenue South Las Posas Road
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | #06 ITM-23-092-06
Grand Avenue & South Las Posas Road LLG Ref. 3-23-3814 Westbound Northbound Eastbound
Armorlite Apartment
South Las Posas Road
Southbound
Grand Avenue
Southbound
Westbound
Grand Avenue
Northbound
South Las Posas Road
Eastbound
Grand Avenue
07:30 to 08:30
16:30 to 17:30

Location: File Name:

Intersection: Project:

Date of Count:

B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 7:00 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 0 1 1 0 0 0 0 0 0 0 0 0 2
7:30 0 0 0 0 0 0 0 0 0 1 0 0 1
7:45 0 0 0 0 0 0 0 2 0 0 0 0 2
8:00 0 0 0 0 0 0 0 0 0 0 0 1 1
8:15 0 0 0 0 0 0 0 0 0 1 0 0 1
8:30 0 1 0 0 0 0 0 0 0 0 0 0 1
8:45 0 0 0 0 0 0 0 0 0 0 0 0 0
Ped Total
Bike Total 0 2 1 0 0 0 0 2 0 2 0 1 8
B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 16:00 0 0 0 0 0 0 0 2 0 1 0 0 3
16:15 0 0 1 0 0 0 0 0 0 0 0 0 1
16:30 0 0 0 0 0 0 0 3 0 0 1 0 4
16:45 0 0 2 0 0 0 0 3 0 0 1 0 6
17:00 0 0 0 0 0 0 0 1 0 1 1 0 3
17:15 0 1 0 0 0 0 0 0 0 0 0 0 1
17:30 0 0 0 0 0 0 0 2 0 0 0 0 2
17:45 0 1 0 0 0 0 0 3 0 0 1 0 5
Ped Total
Bike Total 0 2 3 0 0 0 0 14 0 2 4 0 25
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Intersection Turning Movement - Bicycle & Pedestrian Count 0 0 0 1
2 3 0
280
PM
South Las Posas Road Grand Avenue South Las Posas Road Grand Avenue 0 2 0 1
0 3 2 0
0 5 1 2
0 TotalsSouthbound Westbound Northbound
1 3
0 7 2 3
0 2
10 12
0 0
1 Eastbound
0 1
0 0
2 1
1 Grand Avenue
Eastbound
Ped
0 1
0 Totals
1 Ped
2 2
10 0
0 Ped
0 0
Ped
0 Grand Avenue
Southbound
1 1
0 1
0 0
South Las Posas Road
0 South Las Posas Road
Northbound
Ped
1 0
0 0
Westbound
Ped
0 0 0 0 0
Ped
0 0 1 1 2
AM
Thursday September 14, 2023 Armorlite Apartment
Ped Ped Ped
12 9 7
0 0 2 2 4
5 8
5 1
#06 ITM-23-092-06
Grand Avenue & South Las Posas Road LLG Ref. 3-23-3814 3 Location: File Name:

Intersection: Project:

Date of Count:

Grand Avenue 2 / 9
South Las Posas Road
AM: 20 341 73 2
PM: 45 902 172 14
South Las Posas Road
AM: 3 523 682 373
PM: 5 283 629 342
0 / 0 Grand Avenue
3 / 7
PM: 344 611 25 6
AM: 150 189 13 3 Time Period
AM = 07:30 to 08:30
PM = 16:30 to 17:30
7 / 12
AM: 103 176 449 0
PM: 46 146 749 0
Intersection Turning Movement - Peak Hour Summary
#06 ITM-23-092-06
Grand Avenue & South Las Posas Road LLG Ref. 3-23-3814 Thursday September 14, 2023 Armorlite Apartment
N
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 |

Location: File Name:

Intersection: Project:

Date of Count:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 7:00 20 47 83 3 28 3 8 11 5 61 57 19 345
7:15 26 50 90 6 34 3 11 15 8 66 64 24 397
7:30 39 65 104 15 57 5 19 19 6 79 77 27 512
7:45 37 53 113 17 61 7 15 18 8 83 82 21 515
8:00 34 55 100 10 52 4 14 12 8 63 65 28 445
8:15 31 72 94 14 55 6 12 16 7 77 73 26 483
8:30 35 53 111 18 56 4 14 20 9 71 73 23 487
8:45 36 47 95 15 52 3 15 22 12 64 68 18 447
Total 258 442 790 98 395 35 108 133 63 564 559 186 3631 Approach% 17.3 29.7 53.0 18.6 74.8 6.6 35.5 43.8 20.7 43.1 42.7 14.2 Total% 7.1 12.2 21.8 2.7 10.9 1.0 3.0 3.7 1.7 15.5 15.4 5.1 AM Intersection Peak Hour:

Volume 141 245 411 56 225 22 60 65 29 302 297 102 1,955 Approach% 17.7 30.7 51.6 18.5 74.3 7.3 39.0 42.2 18.8 43.1 42.4 14.6 Total% 7.2 12.5 21.0 2.9 11.5 1.1 3.1 3.3 1.5 15.4 15.2 5.2 PHF 0.96 0.89 0.88 0.94 0.95
Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 16:00 75 55 81 22 88 5 67 47 24 129 109 30 732
16:15 74 45 65 21 84 1 61 36 16 117 108 23 651
16:30 76 38 74 27 90 2 53 31 21 119 121 33 685
16:45 73 64 60 29 101 2 41 22 21 101 102 34 650
17:00 69 42 80 17 97 4 47 44 14 111 104 29 658
17:15 82 52 103 14 103 0 51 31 11 88 92 36 663
17:30 81 45 107 25 107 3 51 48 19 92 99 23 700
17:45 77 44 97 20 94 2 41 40 13 68 90 28 614
Total 607 385 667 175 764 19 412 299 139 825 825 236 5353 Approach% 36.6 23.2 40.2 18.3 79.7 2.0 48.5 35.2 16.4 43.7 43.7 12.5 Total% 11.3 7.2 12.5 3.3 14.3 0.4 7.7 5.6 2.6 15.4 15.4 4.4 PM Intersection Peak Hour:

Volume 298 202 280 99 363 10 222 136 82 466 440 120 2,718 Approach% 38.2 25.9 35.9 21.0 76.9 2.1 50.5 30.9 18.6 45.4 42.9 11.7 Total% 11.0 7.4 10.3 3.6 13.4 0.4 8.2 5.0 3.0 17.1 16.2 4.4 PHF 0.92 0.89 0.80 0.94 0.93
16:00 to 17:00
#07 ITM-23-092-07
Grand Avenue & SR-78 Eastbound Ramps & Via Vera Cruz LLG Ref. 3-23-3814 Westbound Northbound Eastbound
Armorlite Apartment
SR-78 EB Ramps
Southbound
Grand Avenue
Southbound
Westbound
Grand Avenue
Northbound
Via Vera Cruz
Eastbound
Grand Avenue
07:30 to 08:30
AM
Thursday September 14, 2023
PM
SR-78 EB Ramps Grand Avenue Via Vera Cruz
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Intersection Turning Movement - Peak Hour Vehicle Count

Location: File Name:

Intersection: Project:

Date of Count:

B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 7:00 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 0 0 0 0 0 0 0 0 0 0 1 0 1
7:45 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 0 0 0 0 0 0 0 0 0 0 1 0 1
8:45 0 0 0 0 0 0 0 0 0 0 1 0 1
Ped Total
Bike Total 0 0 0 0 0 0 0 0 0 0 3 0 3
B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 16:00 0 0 0 0 0 0 0 0 0 0 0 0 0
16:15 0 0 0 0 0 0 0 0 0 0 0 0 0
16:30 0 0 0 0 0 0 0 0 0 0 0 0 0
16:45 0 0 0 0 0 0 0 0 0 0 2 1 3
17:00 0 0 0 0 0 0 0 0 0 0 0 0 0
17:15 0 0 0 0 0 0 0 0 0 0 0 0 0
17:30 0 0 0 0 0 0 0 0 0 0 0 0 0
17:45 0 0 0 0 0 0 0 0 0 0 1 0 1
Ped Total
Bike Total 0 0 0 0 0 0 0 0 0 0 3 1 4
0 2 0
0 0 0 0 0
0 0
0 2
#07 ITM-23-092-07
Grand Avenue & SR-78 Eastbound Ramps & Via Vera Cruz LLG Ref. 3-23-3814 0 0 0 0 0 0
Ped
0 0 0 0 0
AM
Thursday September 14, 2023 Armorlite Apartment
Ped Ped Ped Ped
0 0
Ped
0 Grand Avenue
Southbound
0 0
0 0
0 0
SR-78 EB Ramps
0 Via Vera Cruz
Northbound
Ped
0 1
0 0
Westbound
Ped
0 0
0 0
0 0
0 Grand Avenue
Eastbound
Ped
0 0
0 Totals
0 Ped
1 0
00 0
0 TotalsSouthbound Westbound Northbound
0 0
0 0 1 0
0 0
00 1
0 0
0 Eastbound
0 PM
SR-78 EB Ramps Grand Avenue Via Vera Cruz Grand Avenue 0 0 0 0
0 0 0 0
0 0 0 0
0 0 0 2 0
0 0 0
2 Intersection Turning Movement - Bicycle & Pedestrian Count Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 |

Location: File Name:

Intersection: Project:

Date of Count:

Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Grand Avenue & SR-78 Eastbound Ramps & Via Vera Cruz LLG Ref. 3-23-3814 Thursday September 14, 2023 Armorlite Apartment
N
Intersection Turning Movement - Peak Hour Summary
#07 ITM-23-092-07
0 / 0
PM: 466 440 120 4
AM: 302 297 102 3 Time Period
AM = 07:30 to 08:30
PM = 16:00 to 17:00
0 / 0
AM: 56 225 22 0
PM: 99 363 10 0
SR-78 EB Ramps
AM: 0 411 245 141
PM: 0 280 202 298
0 / 0 Grand Avenue
Grand Avenue 1 / 2
Via Vera Cruz
AM: 60 65 29 0
PM: 222 136 82 0

Location: Loc A: Mission Road between Pacific Street & Las Posas Road Date: Thursday, September 15, 2023 Total Daily Volume: Description: Total Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 112 73 26 25 63 193 394 1019 813 674 614 542 734 758 1110 1397 1620 1493 826 630 454 317 198 115 38 27 13 2 3 32 72 179 231 186 143 148 189 184 206 337 411 373 279 182 123 84 65 33 42 15 4 3 7 36 91 228 207 199 148 147 183 190 265 320 387 414 200 130 121 96 45 30 16 22 3 11 22 39 111 293 187 154 154 135 176 198 313 355 424 387 186 152 115 69 53 23 16 9 6 9 31 86 120 319 188 135 169 112 186 186 326 385 398 319 161 166 95 68 35 29 Date: Thursday, September 15, 2023 Total Daily Volume: Description: Eastbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 81 49 15 12 36 79 225 626 424 397 332 287 367 415 641 949 1098 1013 452 286 220 155 99 62 30 20 8 2 0 12 40 104 127 113 78 74 101 102 138 243 265 251 157 83 62 46 32 14 30 9 2 0 3 9 57 152 117 113 83 69 98 101 156 224 260 290 104 67 58 38 24 13 11 13 3 5 13 18 58 186 82 87 86 77 83 101 165 239 291 265 100 62 52 34 30 13 10 7 2 5 20 40 70 184 98 84 85 67 85 111 182 243 282 207 91 74 48 37 13 22 Date: Thursday, September 15, 2023 Total Daily Volume: Description: Westbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 31 24 11 13 27 114 169 393 389 277 282 255 367 343 469 448 522 480 374 344 234 162 99 53 8 7 5 0 3 20 32 75 104 73 65 74 88 82 68 94 146 122 122 99 61 38 33 19 12 6 2 3 4 27 34 76 90 86 65 78 85 89 109 96 127 124 96 63 63 58 21 17 5 9 0 6 9 21 53 107 105 67 68 58 93 97 148 116 133 122 86 90 63 35 23 10 6 2 4 4 11 46 50 135 90 51 84 45 101 75 144 142 116 112 70 92 47 31 22 7 5880
Report Generated by "Count Data" all rights reserved
Linscott, Law & Greenspan, Engineers
4542 Ruffner Street, Suite 100, San Diego, CA 92111
Average Daily Traffic
14200
8320
Location: Loc B: Mission Road between Las Posas Road & Palomar College Date: Thursday, September 15, 2023 Total Daily Volume: Description: Total Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 90 66 25 31 82 226 543 1583 1315 951 826 860 1067 960 1707 1991 2176 2212 1087 913 574 382 193 104 33 21 3 1 4 37 90 257 392 245 187 275 218 228 285 448 551 535 362 229 178 134 72 31 31 10 9 7 12 56 107 359 353 302 181 228 254 249 423 498 559 598 289 188 141 95 43 24 8 21 5 12 28 50 160 468 304 223 190 186 307 209 539 493 548 577 229 212 134 77 45 23 18 14 8 11 38 83 186 499 266 181 268 171 288 274 460 552 518 502 207 284 121 76 33 26 Date: Thursday, September 15, 2023 Total Daily Volume: Description: Eastbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 64 40 9 11 29 72 254 853 613 556 478 481 609 568 992 1343 1440 1515 582 421 287 203 100 53 29 18 2 1 0 12 38 120 189 146 111 153 121 139 190 310 374 365 211 112 79 77 38 16 21 5 4 3 4 11 55 205 150 182 106 136 157 139 267 362 367 408 146 107 71 44 21 8 4 11 1 4 10 19 68 272 132 125 104 93 172 130 268 323 358 402 119 101 65 42 28 10 10 6 2 3 15 30 93 256 142 103 157 99 159 160 267 348 341 340 106 101 72 40 13 19 Date: Thursday, September 15, 2023 Total Daily Volume: Description: Westbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 26 26 16 20 53 154 289 730 702 395 348 379 458 392 715 648 736 697 505 492 287 179 93 51 4 3 1 0 4 25 52 137 203 99 76 122 97 89 95 138 177 170 151 117 99 57 34 15 10 5 5 4 8 45 52 154 203 120 75 92 97 110 156 136 192 190 143 81 70 51 22 16 4 10 4 8 18 31 92 196 172 98 86 93 135 79 271 170 190 175 110 111 69 35 17 13 8 8 6 8 23 53 93 243 124 78 111 72 129 114 193 204 177 162 101 183 49 36 20 7 8391
Report Generated by "Count Data" all rights reserved
Linscott, Law & Greenspan, Engineers
4542 Ruffner Street, Suite 100, San Diego, CA 92111
Average Daily Traffic
19964
11573
Location: Loc C: Las Posas Road between Armorlite Drive & Descanso Avenue Date: Thursday, September 15, 2023 Total Daily Volume: Description: Total Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 135 108 113 110 241 432 995 2002 1911 1664 1514 1851 1939 1670 1986 2303 2393 2538 1828 1456 1125 771 387 238 38 33 32 22 34 73 149 403 530 439 348 547 434 377 411 520 553 617 524 417 367 246 128 59 41 24 35 20 53 89 208 452 467 489 317 501 473 441 517 603 582 610 436 372 277 249 93 79 27 30 30 30 82 115 267 514 451 419 382 389 499 421 522 549 606 665 466 315 269 156 91 52 29 21 16 38 72 155 371 633 463 317 467 414 533 431 536 631 652 646 402 352 212 120 75 48 Date: Thursday, September 15, 2023 Total Daily Volume: Description: Northbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 88 75 42 51 111 114 379 816 693 787 702 783 880 847 981 1196 1381 1533 946 712 568 395 245 128 29 22 16 7 14 24 42 151 180 209 136 214 209 186 199 275 325 354 282 184 183 120 80 33 21 15 12 12 27 19 77 173 171 255 137 181 239 217 234 314 337 360 233 189 145 105 55 44 18 22 6 14 38 31 114 234 160 167 187 174 248 215 263 272 353 423 225 169 137 96 66 24 20 16 8 18 32 40 146 258 182 156 242 214 184 229 285 335 366 396 206 170 103 74 44 27 Date: Thursday, September 15, 2023 Total Daily Volume: Description: Southbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 47 33 71 59 130 318 616 1186 1218 877 812 1068 1059 823 1005 1107 1012 1005 882 744 557 376 142 110 9 11 16 15 20 49 107 252 350 230 212 333 225 191 212 245 228 263 242 233 184 126 48 26 20 9 23 8 26 70 131 279 296 234 180 320 234 224 283 289 245 250 203 183 132 144 38 35 9 8 24 16 44 84 153 280 291 252 195 215 251 206 259 277 253 242 241 146 132 60 25 28 9 5 8 20 40 115 225 375 281 161 225 200 349 202 251 296 286 250 196 182 109 46 31 21 15257
Report Generated by "Count Data" all rights reserved
Linscott, Law & Greenspan, Engineers
4542 Ruffner Street, Suite 100, San Diego, CA 92111
Average Daily Traffic
29710
14453
Location: Loc D: Las Posas Road between SR-78 Westbound Ramps & Grand Avenue Date: Thursday, September 15, 2023 Total Daily Volume: Description: Total Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 173 161 136 170 335 723 1320 2379 2488 2144 2033 2366 2629 2391 2686 3089 3190 3227 2230 1820 1301 904 450 269 46 52 28 39 43 133 234 476 693 550 447 660 662 602 575 699 767 807 616 519 431 286 148 63 61 37 40 31 58 166 295 514 627 603 469 613 619 606 663 764 817 830 565 473 314 270 113 92 35 40 40 35 111 182 335 638 605 540 512 560 646 543 712 795 799 811 549 393 307 191 98 67 31 32 28 65 123 242 456 751 563 451 605 533 702 640 736 831 807 779 500 435 249 157 91 47 Date: Thursday, September 15, 2023 Total Daily Volume: Description: Northbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 105 94 49 63 88 154 389 878 903 956 892 1012 1207 1197 1437 1718 2005 2107 1225 966 654 497 304 162 33 27 15 9 7 23 53 167 226 252 170 292 305 300 301 366 512 511 345 259 206 167 105 44 33 23 15 13 20 48 89 189 225 280 197 236 304 278 324 403 504 541 306 245 148 120 72 61 20 24 11 13 40 35 107 250 223 229 243 232 319 289 396 486 510 558 307 220 160 118 70 30 19 20 8 28 21 48 140 272 229 195 282 252 279 330 416 463 479 497 267 242 140 92 57 27 Date: Thursday, September 15, 2023 Total Daily Volume: Description: Southbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 68 67 87 107 247 569 931 1501 1585 1188 1141 1354 1422 1194 1249 1371 1185 1120 1005 854 647 407 146 107 13 25 13 30 36 110 181 309 467 298 277 368 357 302 274 333 255 296 271 260 225 119 43 19 28 14 25 18 38 118 206 325 402 323 272 377 315 328 339 361 313 289 259 228 166 150 41 31 15 16 29 22 71 147 228 388 382 311 269 328 327 254 316 309 289 253 242 173 147 73 28 37 12 12 20 37 102 194 316 479 334 256 323 281 423 310 320 368 328 282 233 193 109 65 34 20 19552
Report Generated by "Count Data" all rights reserved
Linscott, Law & Greenspan, Engineers
4542 Ruffner Street, Suite 100, San Diego, CA 92111
Average Daily Traffic
38614
19062

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3814 Armorlite Lofts
N:\3814 - Armorlite Apartments\Report\LTA Appendix.3814.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. 3-23-3814 Armorlite Lofts
N:\3814 - Armorlite Apartments\Report\LTA Appendix.3814.doc

APPENDIX C

EXISTING INTERSECTION ANALYSIS WORKSHEETS
HCM 6th Signalized Intersection Summary EX AM
1: N Rancho Santa Fe Rd & W. Mission Rd 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 531 288 155 310 0 225 0 113 0 0 0 Future Volume (veh/h) 0 531 288 155 310 0 225 0 113 0 0 0 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 0 1856 0 1856 Adj Flow Rate, veh/h 0 672 365 182 365 0 245 0 123
Peak Hour Factor 0.79 0.79 0.79 0.85 0.85 0.85 0.92 0.92 0.92 Percent Heavy Veh, % 333330303
Cap, veh/h 88 1061 450 388 1659 0 1043 0 842
Arrive On Green 0.00 0.30 0.30 0.22 0.47 0.00 0.30 0.00 0.30 Sat Flow, veh/h 1767 3526 1496 1767 3618 0 3428 0 2768
Grp Volume(v), veh/h 0 672 365 182 365 0 245 0 123
Grp Sat Flow(s),veh/h/ln 1767 1763 1496 1767 1763 0 1714 0 1384 Q Serve(g_s), s 0.0 16.5 22.6 9.0 6.1 0.0 5.4 0.0 3.2
Cycle Q Clear(g_c), s 0.0 16.5 22.6 9.0 6.1 0.0 5.4 0.0 3.2 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 88 1061 450 388 1659 0 1043 0 842 V/C Ratio(X) 0.00 0.63 0.81 0.47 0.22 0.00 0.23 0.00 0.15 Avail Cap(c_a), veh/h 88 1403 595 388 2000 0 1043 0 842 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 30.3 32.4 34.1 15.7 0.0 26.1 0.0 25.4 Incr Delay (d2), s/veh 0.0 0.6 6.3 4.0 0.1 0.0 0.5 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 6.7 8.5 4.1 2.3 0.0 2.2 0.0 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 30.9 38.7 38.1 15.7 0.0 26.7 0.0 25.8 LnGrp LOS A C D D B A C A C
Approach Vol, veh/h 1037 547 368
Approach Delay, s/veh 33.6 23.2 26.4
Approach LOS C C C
Timer - Assigned Phs 1 2 5 6 8
Phs Duration (G+Y+Rc), s 27.0 36.3 10.0 53.3 37.0
Change Period (Y+Rc), s 5.0 * 6.1 5.0 * 6.1 6.5
Max Green Setting (Gmax), s 22.0 * 40 5.0 * 57 30.5
Max Q Clear Time (g_c+I1), s 11.0 24.6 0.0 8.1 7.4
Green Ext Time (p_c), s 0.3 5.0 0.0 2.3 1.3
Intersection Summary
HCM 6th Ctrl Delay 29.3
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

User approved changes to right turn type.

HCM 6th Signalized Intersection Summary EX AM
2: N Pacific St & W. Mission Rd 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 21 585 55 0 484 23 0 0 44 76 0 38 Future Volume (veh/h) 21 585 55 0 484 23 0 0 44 76 0 38 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.94 1.00 0.97 1.00 0.94 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 1726 1726 1726 0 1726 1726 0 1726 1726 1726 1726 1726 Adj Flow Rate, veh/h 26 713 67 0 621 29 0 0 59 101 0 51 Peak Hour Factor 0.82 0.82 0.82 0.78 0.78 0.78 0.74 0.74 0.74 0.75 0.75 0.75 Percent Heavy Veh, % 3 33033033333
Cap, veh/h 157 1176 110 0 746 35 0 0 419 188 0 158
Arrive On Green 0.10 0.39 0.39 0.00 0.23 0.23 0.00 0.00 0.30 0.11 0.00 0.11 Sat Flow, veh/h 1643 3016 283 0 3266 148 0 0 1419 1643 0 1380 Grp Volume(v), veh/h 26 387 393 0 320 330 0 0 59 101 0 51 Grp Sat Flow(s),veh/h/ln1643 1639 1660 0 1639 1689 0 0 1420 1643 0 1380 Q Serve(g_s), s 1.2 16.0 16.1 0.0 15.8 15.8 0.0 0.0 2.6 4.9 0.0 2.9 Cycle Q Clear(g_c), s 1.2 16.0 16.1 0.0 15.8 15.8 0.0 0.0 2.6 4.9 0.0 2.9 Prop In Lane 1.00 0.17 0.00 0.09 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 157 639 647 0 384 396 0 0 419 188 0 158 V/C Ratio(X) 0.17 0.61 0.61 0.00 0.83 0.83 0.00 0.00 0.14 0.54 0.00 0.32 Avail Cap(c_a), veh/h 157 841 852 0 571 588 0 0 419 486 0 408 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 35.3 20.7 20.7 0.0 30.9 30.9 0.0 0.0 22.0 35.5 0.0 34.6 Incr Delay (d2), s/veh 2.3 0.3 0.3 0.0 4.2 4.2 0.0 0.0 0.7 0.9 0.0 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/ln0.6 5.5 5.6 0.0 6.2 6.4 0.0 0.0 0.9 2.0 0.0 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.6 21.0 21.1 0.0 35.1 35.1 0.0 0.0 22.7 36.4 0.0 35.0 LnGrp LOS D C C A D D A A C D A D
Approach Vol, veh/h 806 650 59 152
Approach Delay, s/veh 21.6 35.1 22.7 35.9
Approach LOS CDCD
Timer - Assigned Phs 2 4 5 6 8
Phs Duration (G+Y+Rc), s 39.9 14.8 13.2 26.7 30.2
Change Period (Y+Rc), s * 6.8 5.1 5.1 6.8 5.1
Max Green Setting (Gmax), s * 44 25.1 8.1 29.6 25.1
Max Q Clear Time (g_c+I1), s 18.1 6.9 3.2 17.8 4.6
Green Ext Time (p_c), s 2.8 0.3 0.0 1.8 0.2
Intersection Summary
HCM 6th Ctrl Delay 28.2
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary EX AM
3: N. Las Posas Rd & W. Mission Rd 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 124 406 62 344 335 131 38 426 277 110 617 34 Future Volume (veh/h) 124 406 62 344 335 131 38 426 277 110 617 34 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.94 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 1856 1856 1726 1726 1856 1856 1726 1726 1726 1856 1726 1856 Adj Flow Rate, veh/h 155 508 78 395 385 151 46 520 338 116 649 36 Peak Hour Factor 0.80 0.80 0.80 0.87 0.87 0.87 0.82 0.82 0.82 0.95 0.95 0.95 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 212 1122 568 385 787 303 137 896 974 286 1246 69 Arrive On Green 0.12 0.32 0.32 0.12 0.32 0.32 0.08 0.27 0.27 0.08 0.27 0.27 Sat Flow, veh/h 1767 3526 1401 3188 2454 946 1643 3279 2424 3428 4559 251 Grp Volume(v), veh/h 155 508 78 395 275 261 46 520 338 116 446 239 Grp Sat Flow(s),veh/h/ln1767 1763 1401 1594 1763 1637 1643 1639 1212 1714 1570 1670 Q Serve(g_s), s 10.2 13.8 4.2 14.5 15.0 15.5 3.2 16.4 11.8 3.9 14.4 14.6 Cycle Q Clear(g_c), s 10.2 13.8 4.2 14.5 15.0 15.5 3.2 16.4 11.8 3.9 14.4 14.6 Prop In Lane 1.00 1.00 1.00 0.58 1.00 1.00 1.00 0.15
Lane Grp Cap(c), veh/h 212 1122 568 385 566 525 137 896 974 286 858 456 V/C Ratio(X) 0.73 0.45 0.14 1.03 0.49 0.50 0.34 0.58 0.35 0.41 0.52 0.52 Avail Cap(c_a), veh/h 212 1122 568 385 566 525 137 902 978 286 864 459 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 0.95 0.95 0.95 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.9 32.6 22.7 52.8 32.8 32.9 51.9 37.7 25.6 52.2 36.9 37.0 Incr Delay (d2), s/veh 19.8 1.3 0.5 52.5 3.0 3.3 6.2 2.6 0.9 4.2 2.2 4.3 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/ln5.5 5.9 1.4 8.4 6.7 6.4 1.5 6.7 3.4 1.8 5.6 6.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 70.7 33.9 23.3 105.2 35.8 36.3 58.1 40.3 26.5 56.4 39.2 41.2 LnGrp LOS E C C F D D E D C E D D
Approach Vol, veh/h 741 931 904 801
Approach Delay, s/veh 40.5 65.4 36.0 42.3
Approach LOS D E D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s15.1 39.6 20.8 44.5 15.1 39.6 20.5 44.8 Change Period (Y+Rc), s 5.1 6.8 6.3 6.3 5.1 6.8 * 6.1 * 6.3 Max Green Setting (Gmax), s10.0 33.0 14.5 38.0 10.0 33.0 * 14 * 39 Max Q Clear Time (g_c+I1), s5.9 18.4 16.5 15.8 5.2 16.6 12.2 17.5 Green Ext Time (p_c), s 0.1 2.6 0.0 2.1 0.0 2.4 0.0 1.8 Intersection Summary
HCM 6th Ctrl Delay 46.6
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

User approved changes to right turn type.

HCM 6th Signalized Intersection Summary EX AM
4: Knoll Rd/Drwy & W. Mission Rd 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 439 181 231 615 9 171 3 167 3 6 17 Future Volume (veh/h) 0 439 181 231 615 9 171 3 167 3 6 17 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.94 1.00 0.95 1.00 0.96 1.00 0.93 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 1856 1856 1726 1726 1856 1856 1726 1726 1726 1856 1726 1856 Adj Flow Rate, veh/h 0 585 241 254 676 10 237 0 229 4 7 21 Peak Hour Factor 0.75 0.75 0.75 0.91 0.91 0.91 0.73 0.73 0.73 0.81 0.81 0.81 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 2 1520 591 179 2100 31 640 0 274 29 51 69
Arrive On Green 0.00 0.43 0.43 0.11 0.59 0.59 0.19 0.00 0.19 0.05 0.05 0.05 Sat Flow, veh/h 1767 3526 1370 1643 3553 53 3287 0 1407 616 1079 1455 Grp Volume(v), veh/h 0 585 241 254 335 351 237 0 229 11 0 21 Grp Sat Flow(s),veh/h/ln1767 1763 1370 1643 1763 1843 1643 0 1407 1695 0 1455 Q Serve(g_s), s 0.0 11.3 12.1 10.9 9.6 9.6 6.3 0.0 15.7 0.6 0.0 1.4 Cycle Q Clear(g_c), s 0.0 11.3 12.1 10.9 9.6 9.6 6.3 0.0 15.7 0.6 0.0 1.4 Prop In Lane 1.00 1.00 1.00 0.03 1.00 1.00 0.36 1.00
Lane Grp Cap(c), veh/h 2 1520 591 179 1042 1089 640 0 274 80 0 69 V/C Ratio(X) 0.00 0.38 0.41 1.42 0.32 0.32 0.37 0.00 0.84 0.14 0.00 0.31 Avail Cap(c_a), veh/h 124 1520 591 179 1042 1089 887 0 380 136 0 116 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 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 0.0 19.4 19.6 44.5 10.3 10.3 34.9 0.0 38.7 45.7 0.0 46.1 Incr Delay (d2), s/veh 0.0 0.7 2.1 217.5 0.8 0.8 0.1 0.0 8.1 0.3 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/ln0.0 4.4 3.9 15.1 3.5 3.6 2.5 0.0 5.9 0.3 0.0 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 20.1 21.7 262.1 11.1 11.1 35.1 0.0 46.9 46.0 0.0 47.0 LnGrp LOS A C C F B B D A D D A D
Approach Vol, veh/h 826 940 466 32
Approach Delay, s/veh 20.6 78.9 40.9 46.6
Approach LOS C E D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s16.0 48.9 9.9 0.0 64.9 25.2
Change Period (Y+Rc), s 5.1 5.8 * 5.2 4.6 5.8 5.7
Max Green Setting (Gmax), s10.9 32.3 * 8 7.0 36.7 27.0
Max Q Clear Time (g_c+I1), s12.9 14.1 3.4 0.0 11.6 17.7 Green Ext Time (p_c), s 0.0 2.6 0.0 0.0 2.3 0.7
Intersection Summary
HCM 6th Ctrl Delay 49.4
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary EX AM
5: N. Las Posas Rd & Armorlite Dr 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1 0 15 153 1 42 30 697 114 24 1077 7 Future Volume (veh/h) 1 0 15 153 1 42 30 697 114 24 1077 7 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 0.96 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 1 0 19 168 1 46 36 830 136 28 1267 8 Peak Hour Factor 0.80 0.80 0.80 0.91 0.91 0.91 0.84 0.84 0.84 0.85 0.85 0.85 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 4 0 240 150 8 362 78 2126 346 67 2497 16
Arrive On Green 0.00 0.00 0.16 0.09 0.24 0.24 0.04 0.49 0.49 0.04 0.48 0.48 Sat Flow, veh/h 1767 0 1504 1767 32 1494 1767 4362 709 1767 5192 33 Grp Volume(v), veh/h 1 0 19 168 0 47 36 641 325 28 824 451 Grp Sat Flow(s),veh/h/ln1767 0 1504 1767 0 1526 1767 1689 1694 1767 1689 1848 Q Serve(g_s), s 0.1 0.0 1.1 8.5 0.0 2.4 2.0 12.0 12.2 1.5 16.8 16.8 Cycle Q Clear(g_c), s 0.1 0.0 1.1 8.5 0.0 2.4 2.0 12.0 12.2 1.5 16.8 16.8 Prop In Lane 1.00 1.00 1.00 0.98 1.00 0.42 1.00 0.02
Lane Grp Cap(c), veh/h 4 0 240 150 0 370 78 1646 826 67 1624 889 V/C Ratio(X) 0.26 0.00 0.08 1.12 0.00 0.13 0.46 0.39 0.39 0.42 0.51 0.51 Avail Cap(c_a), veh/h 141 0 586 150 0 603 124 1646 826 124 1624 889 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.43 0.43 0.43 0.70 0.70 0.70 Uniform Delay (d), s/veh 49.8 0.0 35.7 45.8 0.0 29.6 46.6 16.2 16.3 47.0 17.8 17.8 Incr Delay (d2), s/veh 12.5 0.0 0.1 108.8 0.0 0.1 0.7 0.3 0.6 1.1 0.8 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 0.0 0.4 8.3 0.0 0.9 0.9 4.3 4.4 0.7 6.1 6.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 62.3 0.0 35.8 154.5 0.0 29.6 47.3 16.5 16.9 48.1 18.6 19.3 LnGrp LOS E A D F A C D B B D B B
Approach Vol, veh/h 20 215 1002 1303
Approach Delay, s/veh 37.1 127.2 17.7 19.5
Approach LOS D F B B
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s9.8 54.7 14.0 21.5 10.4 54.1 5.7 29.8 Change Period (Y+Rc), s 6.0 6.0 5.5 5.5 6.0 6.0 5.5 5.5 Max Green Setting (Gmax), s7.0 22.5 8.5 39.0 7.0 22.5 8.0 39.5 Max Q Clear Time (g_c+I1), s3.5 14.2 10.5 3.1 4.0 18.8 2.1 4.4 Green Ext Time (p_c), s 0.0 2.6 0.0 0.0 0.0 1.9 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 28.0
HCM 6th LOS C
HCM 6th Signalized Intersection Summary EX AM
7: N. Las Posas Rd & Descanso Ave 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 14 33 117 157 18 25 60 744 125 11 1210 26 Future Volume (veh/h) 14 33 117 157 18 25 60 744 125 11 1210 26 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.94 1.00 0.94 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 16 39 138 215 25 34 61 752 126 11 1235 27 Peak Hour Factor 0.85 0.85 0.85 0.73 0.73 0.73 0.99 0.99 0.99 0.98 0.98 0.98 Percent Heavy Veh, % 333333333333
Cap, veh/h 148 361 425 955 195 265 88 897 148 88 1073 23 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.05 0.21 0.21 0.05 0.21 0.21 Sat Flow, veh/h 532 1297 1525 3428 699 950 1767 4332 717 1767 5093 111 Grp Volume(v), veh/h 55 0 138 215 0 59 61 584 294 11 819 443 Grp Sat Flow(s),veh/h/ln 1829 0 1525 1714 0 1649 1767 1689 1671 1767 1689 1827 Q Serve(g_s), s 3.1 0.0 10.1 6.8 0.0 3.7 4.8 23.2 23.7 0.8 29.5 29.5 Cycle Q Clear(g_c), s 3.1 0.0 10.1 6.8 0.0 3.7 4.8 23.2 23.7 0.8 29.5 29.5 Prop In Lane 0.29 1.00 1.00 0.58 1.00 0.43 1.00 0.06
Lane Grp Cap(c), veh/h 509 0 425 955 0 459 88 700 346 88 712 385 V/C Ratio(X) 0.11 0.00 0.32 0.23 0.00 0.13 0.69 0.84 0.85 0.12 1.15 1.15 Avail Cap(c_a), veh/h 509 0 425 955 0 459 88 712 352 88 712 385 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.97 0.97 0.97 0.84 0.84 0.84 Uniform Delay (d), s/veh 37.6 0.0 40.1 38.9 0.0 37.8 65.4 53.2 53.4 63.6 55.2 55.3 Incr Delay (d2), s/veh 0.4 0.0 2.0 0.5 0.0 0.6 35.2 11.0 21.5 2.4 81.4 90.5 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 1.5 0.0 4.1 3.0 0.0 1.6 3.0 10.7 11.8 0.4 20.3 22.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.0 0.0 42.1 39.4 0.0 38.4 100.6 64.2 74.9 66.0 136.6 145.7 LnGrp LOS D A D D A D F E E E F F
Approach Vol, veh/h 193 274 939 1273
Approach Delay, s/veh 40.9 39.2 69.9 139.2
Approach LOS D D E F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 13.5 35.5 45.5 13.0 36.0 45.5
Change Period (Y+Rc), s 6.5 * 6.5 6.5 6.0 6.5 6.5
Max Green Setting (Gmax), s 7.0 * 30 39.0 7.0 29.5 39.0 Max Q Clear Time (g_c+I1), s 2.8 25.7 12.1 6.8 31.5 8.8 Green Ext Time (p_c), s 0.0 1.4 0.4 0.0 0.0 0.6
Intersection Summary
HCM 6th Ctrl Delay 97.6
HCM 6th LOS F
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.

HCM 6th Signalized Intersection Summary EX AM
8: N. Las Posas Rd & SR-78 WB Ramps 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 455 0 204 161 746 0 0 1318 282 Future Volume (veh/h) 0 0 0 455 0 204 161 746 0 0 1318 282 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 0 0 1856 1856 Adj Flow Rate, veh/h 358 191 222 183 848 0 0 1464 313
Peak Hour Factor 0.92 0.92 0.92 0.88 0.88 0.88 0.90 0.90 0.90 Percent Heavy Veh, % 333330033
Cap, veh/h 474 206 239 217 3105 0 0 1844 393
Arrive On Green 0.27 0.27 0.27 0.12 0.61 0.00 0.00 0.44 0.44 Sat Flow, veh/h 1767 768 893 1767 5233 0 0 4327 886
Grp Volume(v), veh/h 358 0 413 183 848 0 0 1187 590
Grp Sat Flow(s),veh/h/ln 1767 0 1661 1767 1689 0 0 1689 1669 Q Serve(g_s), s 18.6 0.0 24.2 10.1 7.8 0.0 0.0 30.2 30.4 Cycle Q Clear(g_c), s 18.6 0.0 24.2 10.1 7.8 0.0 0.0 30.2 30.4 Prop In Lane 1.00 0.54 1.00 0.00 0.00 0.53
Lane Grp Cap(c), veh/h 474 0 445 217 3105 0 0 1497 740
V/C Ratio(X) 0.76 0.00 0.93 0.84 0.27 0.00 0.00 0.79 0.80 Avail Cap(c_a), veh/h 497 0 467 256 3105 0 0 1497 740
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.91 0.91 0.00 0.00 0.13 0.13 Uniform Delay (d), s/veh 33.6 0.0 35.7 42.9 9.0 0.0 0.0 23.9 24.0 Incr Delay (d2), s/veh 5.5 0.0 23.7 21.5 0.2 0.0 0.0 0.6 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 %ile BackOfQ(50%),veh/ln 8.5 0.0 12.5 5.5 2.5 0.0 0.0 11.0 11.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.1 0.0 59.3 64.4 9.2 0.0 0.0 24.5 25.2 LnGrp LOS D AEEAAACC
Approach Vol, veh/h 771 1031 1777
Approach Delay, s/veh 49.9 19.0 24.7
Approach LOS D B C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 68.1 17.0 51.1 31.9
Change Period (Y+Rc), s 6.8 * 4.7 6.8 5.1
Max Green Setting (Gmax), s 60.0 * 15 40.8 28.1
Max Q Clear Time (g_c+I1), s 9.8 12.1 32.4 26.2
Green Ext Time (p_c), s 3.9 0.2 4.9 0.6
Intersection Summary
HCM 6th Ctrl Delay 28.5
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary EX AM
9: N. Las Posas Rd & Grand Ave 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 150 189 13 103 176 449 20 341 73 373 682 523 Future Volume (veh/h) 150 189 13 103 176 449 20 341 73 373 682 523 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 205 259 18 114 196 499 24 401 86 429 784 601 Peak Hour Factor 0.73 0.73 0.73 0.90 0.90 0.90 0.85 0.85 0.85 0.87 0.87 0.87 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 280 635 44 145 353 720 112 1734 359 265 1509 774 Arrive On Green 0.08 0.19 0.19 0.08 0.19 0.19 0.06 0.41 0.41 0.08 0.43 0.43 Sat Flow, veh/h 3428 3336 230 1767 1856 2660 1767 4185 866 3428 3526 1510 Grp Volume(v), veh/h 205 136 141 114 196 499 24 321 166 429 784 601 Grp Sat Flow(s),veh/h/ln1714 1763 1803 1767 1856 1330 1767 1689 1674 1714 1763 1510 Q Serve(g_s), s 6.4 7.4 7.6 7.0 10.5 18.6 1.4 6.8 7.1 8.5 18.0 35.7 Cycle Q Clear(g_c), s 6.4 7.4 7.6 7.0 10.5 18.6 1.4 6.8 7.1 8.5 18.0 35.7 Prop In Lane 1.00 0.13 1.00 1.00 1.00 0.52 1.00 1.00
Lane Grp Cap(c), veh/h 280 335 343 145 353 720 112 1399 694 265 1509 774 V/C Ratio(X) 0.73 0.41 0.41 0.79 0.55 0.69 0.21 0.23 0.24 1.62 0.52 0.78 Avail Cap(c_a), veh/h 595 513 525 145 369 743 112 1399 694 265 1509 774 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 0.44 0.44 0.44 Uniform Delay (d), s/veh 49.3 39.1 39.1 49.6 40.3 36.3 48.9 20.8 20.9 50.7 23.1 22.0 Incr Delay (d2), s/veh 1.4 0.3 0.3 28.3 0.7 1.7 4.3 0.4 0.8 286.3 0.6 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/ln2.7 3.2 3.3 4.1 4.8 6.0 0.7 2.6 2.8 14.1 7.1 12.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 50.7 39.4 39.4 77.8 41.0 38.0 53.2 21.2 21.8 337.1 23.7 25.4 LnGrp LOS D D D E DDDCCFCC
Approach Vol, veh/h 482 809 511 1814
Approach Delay, s/veh 44.2 44.4 22.9 98.4
Approach LOS D D C F
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s15.0 52.1 15.5 27.4 13.5 53.6 15.5 27.4 Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5 6.5 6.5 Max Green Setting (Gmax), s8.5 34.5 9.0 32.0 7.0 36.0 19.1 21.9 Max Q Clear Time (g_c+I1), s10.5 9.1 9.0 9.6 3.4 37.7 8.4 20.6 Green Ext Time (p_c), s 0.0 1.8 0.0 0.9 0.0 0.0 0.3 0.3 Intersection Summary
HCM 6th Ctrl Delay 68.4
HCM 6th LOS E
Notes
User approved changes to right turn type.

HCM 6th Signalized Intersection Summary EX AM
10: Via Vera Cruz & Grand Ave 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 302 297 102 56 225 22 60 65 29 141 245 411 Future Volume (veh/h) 302 297 102 56 225 22 60 65 29 141 245 411 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.94 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 321 316 109 63 253 25 68 74 33 147 255 428 Peak Hour Factor 0.94 0.94 0.94 0.89 0.89 0.89 0.88 0.88 0.88 0.96 0.96 0.96 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 410 1005 606 161 1200 116 193 203 162 526 553 455 Arrive On Green 0.12 0.29 0.29 0.09 0.26 0.26 0.11 0.11 0.11 0.30 0.30 0.30 Sat Flow, veh/h 3428 3526 1525 1767 4683 451 1767 1856 1481 1767 1856 1527 Grp Volume(v), veh/h 321 316 109 63 181 97 68 74 33 147 255 428 Grp Sat Flow(s),veh/h/ln1714 1763 1525 1767 1689 1757 1767 1856 1481 1767 1856 1527 Q Serve(g_s), s 9.1 7.0 4.7 3.4 4.2 4.4 3.6 3.7 2.0 6.4 11.2 27.4 Cycle Q Clear(g_c), s 9.1 7.0 4.7 3.4 4.2 4.4 3.6 3.7 2.0 6.4 11.2 27.4 Prop In Lane 1.00 1.00 1.00 0.26 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 410 1005 606 161 865 450 193 203 162 526 553 455 V/C Ratio(X) 0.78 0.31 0.18 0.39 0.21 0.22 0.35 0.37 0.20 0.28 0.46 0.94 Avail Cap(c_a), veh/h 531 1005 606 194 865 450 194 204 163 546 573 472 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.81 0.81 0.81 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.7 28.1 19.8 42.9 29.2 29.3 41.3 41.3 40.6 26.9 28.6 34.2 Incr Delay (d2), s/veh 6.8 0.7 0.5 0.6 0.0 0.1 0.4 0.4 0.2 0.1 0.2 26.3 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/ln4.1 3.0 2.0 1.5 1.7 1.8 1.5 1.7 0.7 2.6 4.8 12.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.6 28.7 20.3 43.4 29.3 29.4 41.7 41.7 40.8 27.0 28.8 60.6 LnGrp LOS D CCDCCDDDCCE
Approach Vol, veh/h 746 341 175 830
Approach Delay, s/veh 36.5 31.9 41.5 44.9
Approach LOS DCDD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s13.8 35.3 34.9 16.7 32.4 16.0
Change Period (Y+Rc), s * 4.7 6.8 5.1 * 4.7 6.8 5.1
Max Green Setting (Gmax), s* 11 25.4 30.9 * 16 20.9 11.0 Max Q Clear Time (g_c+I1), s5.4 9.0 29.4 11.1 6.4 5.7
Green Ext Time (p_c), s 0.0 1.3 0.4 0.9 0.8 0.2
Intersection Summary
HCM 6th Ctrl Delay 39.5
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary EX PM
1: N Rancho Santa Fe Rd & W. Mission Rd 11/28/2023
Armorlite Apartments Synchro 11 Report
3-23-3814 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 858 158 157 377 0 333 0 396 0 0 0 Future Volume (veh/h) 0 858 158 157 377 0 333 0 396 0 0 0 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 0 1856 0 1856 Adj Flow Rate, veh/h 0 1059 195 189 454 0 370 0 440
Peak Hour Factor 0.81 0.81 0.81 0.83 0.83 0.83 0.90 0.90 0.90 Percent Heavy Veh, % 333330303
Cap, veh/h 86 1264 539 328 1747 0 972 0 785
Arrive On Green 0.00 0.36 0.36 0.19 0.50 0.00 0.28 0.00 0.28 Sat Flow, veh/h 1767 3526 1504 1767 3618 0 3428 0 2768
Grp Volume(v), veh/h 0 1059 195 189 454 0 370 0 440
Grp Sat Flow(s),veh/h/ln 1767 1763 1504 1767 1763 0 1714 0 1384 Q Serve(g_s), s 0.0 28.2 9.8 10.0 7.6 0.0 8.9 0.0 13.9
Cycle Q Clear(g_c), s 0.0 28.2 9.8 10.0 7.6 0.0 8.9 0.0 13.9 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 86 1264 539 328 1747 0 972 0 785 V/C Ratio(X) 0.00 0.84 0.36 0.58 0.26 0.00 0.38 0.00 0.56 Avail Cap(c_a), veh/h 86 1530 653 328 2013 0 972 0 785
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 30.1 24.2 38.0 14.9 0.0 29.4 0.0 31.2 Incr Delay (d2), s/veh 0.0 3.6 0.4 7.2 0.1 0.0 1.1 0.0 2.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 11.7 3.3 4.8 2.8 0.0 3.7 0.0 4.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 33.7 24.6 45.1 15.0 0.0 30.6 0.0 34.1 LnGrp LOS A C C D B A C A C
Approach Vol, veh/h 1254 643 810
Approach Delay, s/veh 32.3 23.9 32.5
Approach LOS C C C
Timer - Assigned Phs 1 2 5 6 8
Phs Duration (G+Y+Rc), s 24.0 42.8 10.0 56.8 35.5
Change Period (Y+Rc), s 5.0 * 6.1 5.0 * 6.1 6.5
Max Green Setting (Gmax), s 19.0 * 44 5.0 * 58 29.0
Max Q Clear Time (g_c+I1), s 12.0 30.2 0.0 9.6 15.9
Green Ext Time (p_c), s 0.3 6.5 0.0 3.0 2.7
Intersection Summary
HCM 6th Ctrl Delay 30.3
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary EX PM
2: N Pacific St & W. Mission Rd 11/28/2023
Armorlite Apartments Synchro 11 Report
3-23-3814 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 41 975 39 0 519 51 0 0 57 38 0 32 Future Volume (veh/h) 41 975 39 0 519 51 0 0 57 38 0 32 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.95 1.00 0.99 1.00 0.95 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 1726 1726 1726 0 1726 1726 0 1726 1726 1726 1726 1726 Adj Flow Rate, veh/h 46 1096 44 0 570 56 0 0 76 43 0 36 Peak Hour Factor 0.89 0.89 0.89 0.91 0.91 0.91 0.75 0.75 0.75 0.88 0.88 0.88 Percent Heavy Veh, % 3 33033033333
Cap, veh/h 125 1187 48 0 740 72 0 0 340 386 0 327
Arrive On Green 0.08 0.37 0.37 0.00 0.25 0.25 0.00 0.00 0.24 0.24 0.00 0.24 Sat Flow, veh/h 1643 3205 129 0 3085 294 0 0 1444 1643 0 1390 Grp Volume(v), veh/h 46 561 579 0 311 315 0 0 76 43 0 36 Grp Sat Flow(s),veh/h/ln1643 1639 1694 0 1639 1653 0 0 1444 1643 0 1390 Q Serve(g_s), s 2.8 34.9 34.9 0.0 18.8 18.9 0.0 0.0 4.5 2.2 0.0 2.2 Cycle Q Clear(g_c), s 2.8 34.9 34.9 0.0 18.8 18.9 0.0 0.0 4.5 2.2 0.0 2.2 Prop In Lane 1.00 0.08 0.00 0.18 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 125 607 627 0 404 408 0 0 340 386 0 327 V/C Ratio(X) 0.37 0.92 0.92 0.00 0.77 0.77 0.00 0.00 0.22 0.11 0.00 0.11 Avail Cap(c_a), veh/h 125 670 692 0 455 458 0 0 340 386 0 327 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 46.9 32.1 32.2 0.0 37.4 37.4 0.0 0.0 33.0 32.1 0.0 32.0 Incr Delay (d2), s/veh 8.2 16.8 16.4 0.0 5.9 6.0 0.0 0.0 1.5 0.6 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/ln1.4 15.7 16.1 0.0 7.9 8.0 0.0 0.0 1.7 0.9 0.0 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.1 48.9 48.6 0.0 43.2 43.4 0.0 0.0 34.5 32.6 0.0 32.7 LnGrp LOS E D D A D D A A C C A C
Approach Vol, veh/h 1186 626 76 79
Approach Delay, s/veh 49.0 43.3 34.5 32.7
Approach LOS DDCC
Timer - Assigned Phs 2 4 5 6 8
Phs Duration (G+Y+Rc), s 46.3 30.2 13.2 33.1 30.2
Change Period (Y+Rc), s * 6.8 5.1 5.1 6.8 5.1
Max Green Setting (Gmax), s * 44 25.1 8.1 29.6 25.1
Max Q Clear Time (g_c+I1), s 36.9 4.2 4.8 20.9 6.5
Green Ext Time (p_c), s 2.6 0.1 0.0 1.5 0.2
Intersection Summary
HCM 6th Ctrl Delay 46.0
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary EX PM
3: N. Las Posas Rd & W. Mission Rd 11/28/2023
Armorlite Apartments Synchro 11 Report
3-23-3814 Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 166 884 72 347 340 83 94 720 480 118 470 42 Future Volume (veh/h) 166 884 72 347 340 83 94 720 480 118 470 42 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 1856 1856 1726 1726 1856 1856 1726 1726 1726 1856 1726 1856 Adj Flow Rate, veh/h 175 931 76 361 354 86 111 847 565 134 534 48 Peak Hour Factor 0.95 0.95 0.95 0.96 0.96 0.96 0.85 0.85 0.85 0.88 0.88 0.88 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 191 1122 573 385 932 223 137 904 985 286 1211 108 Arrive On Green 0.11 0.32 0.32 0.12 0.33 0.33 0.08 0.28 0.28 0.08 0.28 0.28 Sat Flow, veh/h 1767 3526 1419 3188 2803 671 1643 3279 2443 3428 4392 390 Grp Volume(v), veh/h 175 931 76 361 221 219 111 847 565 134 380 202 Grp Sat Flow(s),veh/h/ln1767 1763 1419 1594 1763 1711 1643 1639 1221 1714 1570 1641 Q Serve(g_s), s 11.8 29.4 4.1 13.5 11.5 11.8 8.0 30.3 21.8 4.5 12.0 12.2 Cycle Q Clear(g_c), s 11.8 29.4 4.1 13.5 11.5 11.8 8.0 30.3 21.8 4.5 12.0 12.2 Prop In Lane 1.00 1.00 1.00 0.39 1.00 1.00 1.00 0.24
Lane Grp Cap(c), veh/h 191 1122 573 385 586 569 137 904 985 286 866 453 V/C Ratio(X) 0.91 0.83 0.13 0.94 0.38 0.39 0.81 0.94 0.57 0.47 0.44 0.45 Avail Cap(c_a), veh/h 191 1122 573 385 586 569 137 904 985 286 866 453 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 0.78 0.78 0.78 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.9 37.9 22.7 52.3 30.6 30.7 54.1 42.4 28.4 52.5 35.8 35.9 Incr Delay (d2), s/veh 45.8 7.1 0.5 32.4 1.8 2.0 31.9 15.0 1.9 5.4 1.6 3.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln7.5 13.2 1.4 7.0 5.0 5.0 4.4 13.6 6.3 2.1 4.6 5.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 98.7 45.0 23.2 84.7 32.4 32.6 86.0 57.5 30.3 57.9 37.4 39.1 LnGrp LOS F D C F C C F E C E D D
Approach Vol, veh/h 1182 801 1523 716
Approach Delay, s/veh 51.6 56.0 49.5 41.7
Approach LOS D E D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s15.1 39.9 20.8 44.5 15.1 39.9 19.1 46.2 Change Period (Y+Rc), s 5.1 6.8 6.3 6.3 5.1 6.8 * 6.1 * 6.3 Max Green Setting (Gmax), s10.0 33.0 14.5 38.0 10.0 33.0 * 13 * 40 Max Q Clear Time (g_c+I1), s6.5 32.3 15.5 31.4 10.0 14.2 13.8 13.8 Green Ext Time (p_c), s 0.1 0.5 0.0 2.4 0.0 2.0 0.0 1.5 Intersection Summary
HCM 6th Ctrl Delay 50.0
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

User approved changes to right turn type.

HCM 6th Signalized Intersection Summary EX PM
4: Knoll Rd/Drwy & W. Mission Rd 11/28/2023
Armorlite Apartments Synchro 11 Report
3-23-3814 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1294 163 162 562 4 133 1 241 3 6 3 Future Volume (veh/h) 0 1294 163 162 562 4 133 1 241 3 6 3 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 0.92 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 1856 1856 1726 1726 1856 1856 1726 1726 1726 1856 1726 1856 Adj Flow Rate, veh/h 0 1438 181 178 618 4 149 0 268 5 10 5 Peak Hour Factor 0.90 0.90 0.90 0.91 0.91 0.91 0.90 0.90 0.90 0.60 0.60 0.60 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 2 1612 647 163 2163 14 698 0 299 19 38 48
Arrive On Green 0.00 0.46 0.46 0.10 0.60 0.60 0.21 0.00 0.21 0.03 0.03 0.03 Sat Flow, veh/h 1767 3526 1416 1643 3590 23 3287 0 1410 566 1132 1445 Grp Volume(v), veh/h 0 1438 181 178 303 319 149 0 268 15 0 5 Grp Sat Flow(s),veh/h/ln1767 1763 1416 1643 1763 1851 1643 0 1410 1697 0 1445 Q Serve(g_s), s 0.0 41.1 8.7 10.9 9.1 9.1 4.1 0.0 20.3 0.9 0.0 0.4 Cycle Q Clear(g_c), s 0.0 41.1 8.7 10.9 9.1 9.1 4.1 0.0 20.3 0.9 0.0 0.4 Prop In Lane 1.00 1.00 1.00 0.01 1.00 1.00 0.33 1.00
Lane Grp Cap(c), veh/h 2 1612 647 163 1062 1115 698 0 299 56 0 48 V/C Ratio(X) 0.00 0.89 0.28 1.09 0.29 0.29 0.21 0.00 0.90 0.27 0.00 0.10 Avail Cap(c_a), veh/h 112 1612 647 163 1062 1115 807 0 346 123 0 105 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 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 0.0 27.4 18.6 49.5 10.5 10.5 35.7 0.0 42.1 51.9 0.0 51.6 Incr Delay (d2), s/veh 0.0 7.9 1.1 97.6 0.7 0.6 0.1 0.0 20.9 0.9 0.0 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/ln0.0 17.6 2.9 8.7 3.4 3.5 1.6 0.0 8.7 0.4 0.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 35.3 19.7 147.1 11.2 11.1 35.8 0.0 63.0 52.8 0.0 51.9 LnGrp LOS A D B F B B D A E D A D
Approach Vol, veh/h 1619 800 417 20
Approach Delay, s/veh 33.6 41.4 53.3 52.6
Approach LOS CDDD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s16.0 56.1 8.9 0.0 72.1 29.1
Change Period (Y+Rc), s 5.1 5.8 * 5.2 4.6 5.8 5.7
Max Green Setting (Gmax), s10.9 42.3 * 8 7.0 46.7 27.0
Max Q Clear Time (g_c+I1), s12.9 43.1 2.9 0.0 11.1 22.3 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 2.1 0.4
Intersection Summary
HCM 6th Ctrl Delay 38.8
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary EX PM
5: N. Las Posas Rd & Amorlite Dr 11/28/2023
Armorlite Apartments Synchro 11 Report
3-23-3814 Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 3 0 5 115 0 69 6 1277 182 82 862 2 Future Volume (veh/h) 3 0 5 115 0 69 6 1277 182 82 862 2 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 0.96 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 4 0 7 122 0 73 7 1419 202 90 947 2 Peak Hour Factor 0.67 0.67 0.67 0.94 0.94 0.94 0.90 0.90 0.90 0.91 0.91 0.91 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 15 0 235 133 0 339 22 2207 314 112 2854 6
Arrive On Green 0.01 0.00 0.16 0.08 0.00 0.22 0.01 0.50 0.50 0.06 0.55 0.55 Sat Flow, veh/h 1767 0 1502 1767 0 1518 1767 4455 634 1767 5219 11 Grp Volume(v), veh/h 4 0 7 122 0 73 7 1076 545 90 613 336 Grp Sat Flow(s),veh/h/ln1767 0 1502 1767 0 1518 1767 1689 1711 1767 1689 1853 Q Serve(g_s), s 0.2 0.0 0.4 7.5 0.0 4.3 0.4 25.9 26.0 5.5 11.0 11.1 Cycle Q Clear(g_c), s 0.2 0.0 0.4 7.5 0.0 4.3 0.4 25.9 26.0 5.5 11.0 11.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.37 1.00 0.01
Lane Grp Cap(c), veh/h 15 0 235 133 0 339 22 1673 848 112 1847 1013 V/C Ratio(X) 0.27 0.00 0.03 0.91 0.00 0.22 0.32 0.64 0.64 0.80 0.33 0.33 Avail Cap(c_a), veh/h 129 0 533 133 0 542 112 1673 848 112 1847 1013 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.09 0.09 0.09 0.77 0.77 0.77 Uniform Delay (d), s/veh 54.2 0.0 39.3 50.5 0.0 34.8 53.9 20.5 20.6 50.8 13.8 13.8 Incr Delay (d2), s/veh 3.6 0.0 0.0 52.0 0.0 0.1 0.3 0.2 0.3 24.5 0.4 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.1 0.0 0.2 5.3 0.0 1.6 0.2 9.4 9.6 3.1 4.0 4.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.8 0.0 39.3 102.5 0.0 35.0 54.2 20.7 20.9 75.4 14.2 14.5 LnGrp LOS E A D F A CDCCEBB
Approach Vol, veh/h 11 195 1628 1039
Approach Delay, s/veh 46.1 77.2 20.9 19.6
Approach LOS D E C B
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s13.0 60.5 13.8 22.7 7.3 66.1 6.4 30.1 Change Period (Y+Rc), s 6.0 6.0 5.5 5.5 6.0 6.0 5.5 5.5 Max Green Setting (Gmax), s7.0 32.7 8.3 39.0 7.0 32.7 8.0 39.3 Max Q Clear Time (g_c+I1), s7.5 28.0 9.5 2.4 2.4 13.1 2.2 6.3 Green Ext Time (p_c), s 0.0 2.9 0.0 0.0 0.0 3.6 0.0 0.3 Intersection Summary
HCM 6th Ctrl Delay 24.3
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

HCM 6th Signalized Intersection Summary EX PM
7: N. Las Posas Rd & Descanso Ave 11/28/2023
Armorlite Apartments Synchro 11 Report
3-23-3814 Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 24 36 73 205 13 35 67 1473 243 22 1000 20 Future Volume (veh/h) 24 36 73 205 13 35 67 1473 243 22 1000 20 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.95 1.00 0.95 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 28 42 86 233 15 40 72 1584 261 25 1149 23 Peak Hour Factor 0.85 0.85 0.85 0.88 0.88 0.88 0.93 0.93 0.93 0.87 0.87 0.87 Percent Heavy Veh, % 333333333333
Cap, veh/h 203 304 425 955 122 325 88 1429 234 88 1696 34 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.05 0.33 0.33 0.05 0.33 0.33 Sat Flow, veh/h 728 1091 1525 3428 437 1166 1767 4350 713 1767 5106 102 Grp Volume(v), veh/h 70 0 86 233 0 55 72 1228 617 25 760 412 Grp Sat Flow(s),veh/h/ln 1819 0 1525 1714 0 1603 1767 1689 1687 1767 1689 1831 Q Serve(g_s), s 4.0 0.0 6.0 7.4 0.0 3.6 5.6 46.0 46.0 1.9 27.1 27.2 Cycle Q Clear(g_c), s 4.0 0.0 6.0 7.4 0.0 3.6 5.6 46.0 46.0 1.9 27.1 27.2 Prop In Lane 0.40 1.00 1.00 0.73 1.00 0.42 1.00 0.06
Lane Grp Cap(c), veh/h 507 0 425 955 0 446 88 1110 554 88 1122 608 V/C Ratio(X) 0.14 0.00 0.20 0.24 0.00 0.12 0.81 1.11 1.11 0.28 0.68 0.68 Avail Cap(c_a), veh/h 507 0 425 955 0 446 88 1110 554 88 1122 608 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.92 0.92 0.92 0.95 0.95 0.95 Uniform Delay (d), s/veh 37.9 0.0 38.6 39.1 0.0 37.7 65.9 47.0 47.0 64.1 40.3 40.3 Incr Delay (d2), s/veh 0.6 0.0 1.1 0.6 0.0 0.6 51.1 60.3 72.0 7.5 3.1 5.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 0.0 2.4 3.2 0.0 1.5 3.8 27.9 29.7 1.0 11.5 12.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.5 0.0 39.7 39.7 0.0 38.3 117.0 107.3 119.0 71.5 43.4 46.0 LnGrp LOS D A D D A D F F F E D D
Approach Vol, veh/h 156 288 1917 1197
Approach Delay, s/veh 39.1 39.4 111.4 44.9
Approach LOS D D F D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 13.5 53.0 45.5 13.0 53.5 45.5
Change Period (Y+Rc), s 6.5 * 6.5 6.5 6.0 6.5 6.5
Max Green Setting (Gmax), s 7.0 * 30 39.0 7.0 29.5 39.0 Max Q Clear Time (g_c+I1), s 3.9 48.0 8.0 7.6 29.2 9.4
Green Ext Time (p_c), s 0.0 0.0 0.4 0.0 0.2 0.6
Intersection Summary
HCM 6th Ctrl Delay 80.0
HCM 6th LOS F
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.

HCM 6th Signalized Intersection Summary EX PM
8: N. Las Posas Rd & SR-78 WB Ramps 11/28/2023
Armorlite Apartments Synchro 11 Report
3-23-3814 Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 273 3 142 357 1375 0 0 846 341 Future Volume (veh/h) 0 0 0 273 3 142 357 1375 0 0 846 341 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 1.00 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 0 0 1856 1856 Adj Flow Rate, veh/h 227 101 154 376 1447 0 0 881 355
Peak Hour Factor 0.92 0.92 0.92 0.95 0.95 0.95 0.96 0.96 0.96 Percent Heavy Veh, % 333330033
Cap, veh/h 313 114 175 411 3619 0 0 1545 620
Arrive On Green 0.18 0.18 0.18 0.47 1.00 0.00 0.00 0.44 0.44 Sat Flow, veh/h 1767 645 984 1767 5233 0 0 3685 1413
Grp Volume(v), veh/h 227 0 255 376 1447 0 0 845 391
Grp Sat Flow(s),veh/h/ln 1767 0 1629 1767 1689 0 0 1689 1554 Q Serve(g_s), s 13.3 0.0 16.8 21.8 0.0 0.0 0.0 20.6 20.7 Cycle Q Clear(g_c), s 13.3 0.0 16.8 21.8 0.0 0.0 0.0 20.6 20.7 Prop In Lane 1.00 0.60 1.00 0.00 0.00 0.91
Lane Grp Cap(c), veh/h 313 0 289 411 3619 0 0 1483 682
V/C Ratio(X) 0.72 0.00 0.88 0.91 0.40 0.00 0.00 0.57 0.57 Avail Cap(c_a), veh/h 384 0 354 535 3619 0 0 1483 682
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.47 0.47 0.00 0.00 0.27 0.27 Uniform Delay (d), s/veh 42.7 0.0 44.1 28.4 0.0 0.0 0.0 23.1 23.1 Incr Delay (d2), s/veh 3.6 0.0 17.1 11.6 0.2 0.0 0.0 0.4 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 %ile BackOfQ(50%),veh/ln 6.1 0.0 8.1 7.4 0.1 0.0 0.0 7.7 7.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.3 0.0 61.3 40.0 0.2 0.0 0.0 23.5 24.1 LnGrp LOS D A E D A A A C C
Approach Vol, veh/h 482 1823 1236
Approach Delay, s/veh 54.2 8.4 23.7
Approach LOS D A C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 85.4 30.3 55.1 24.6
Change Period (Y+Rc), s 6.8 * 4.7 6.8 5.1
Max Green Setting (Gmax), s 74.2 * 33 36.2 23.9
Max Q Clear Time (g_c+I1), s 2.0 23.8 22.7 18.8
Green Ext Time (p_c), s 8.1 1.8 4.6 0.7
Intersection Summary
HCM 6th Ctrl Delay 20.0
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary EX PM
9: N. Las Posas Rd & Grand Ave 11/28/2023
Armorlite Apartments Synchro 11 Report
3-23-3814 Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 344 611 25 46 146 749 45 902 172 342 629 283 Future Volume (veh/h) 344 611 25 46 146 749 45 902 172 342 629 283 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.97 1.00 0.95 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 453 804 33 48 154 788 48 970 185 433 796 358 Peak Hour Factor 0.76 0.76 0.76 0.95 0.95 0.95 0.93 0.93 0.93 0.79 0.79 0.79 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 496 1003 41 145 423 824 117 1332 253 265 1144 712 Arrive On Green 0.14 0.29 0.29 0.08 0.23 0.23 0.07 0.31 0.31 0.05 0.22 0.22 Sat Flow, veh/h 3428 3446 141 1767 1856 2672 1767 4247 807 3428 3526 1495 Grp Volume(v), veh/h 453 411 426 48 154 788 48 771 384 433 796 358 Grp Sat Flow(s),veh/h/ln1714 1763 1825 1767 1856 1336 1767 1689 1678 1714 1763 1495 Q Serve(g_s), s 14.3 23.7 23.7 2.8 7.7 25.1 2.9 22.3 22.4 8.5 22.9 19.3 Cycle Q Clear(g_c), s 14.3 23.7 23.7 2.8 7.7 25.1 2.9 22.3 22.4 8.5 22.9 19.3 Prop In Lane 1.00 0.08 1.00 1.00 1.00 0.48 1.00 1.00
Lane Grp Cap(c), veh/h 496 513 531 145 423 824 117 1059 526 265 1144 712 V/C Ratio(X) 0.91 0.80 0.80 0.33 0.36 0.96 0.41 0.73 0.73 1.63 0.70 0.50 Avail Cap(c_a), veh/h 496 513 531 145 423 824 117 1059 526 265 1144 712 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 Upstream Filter(I) 1.00 1.00 1.00 0.81 0.81 0.81 1.00 1.00 1.00 0.71 0.71 0.71 Uniform Delay (d), s/veh 46.4 36.1 36.1 47.7 35.7 37.6 49.3 33.6 33.6 52.2 38.0 23.9 Incr Delay (d2), s/veh 23.9 12.5 12.1 4.9 0.2 18.5 10.2 4.4 8.7 297.4 2.5 1.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln7.6 11.6 11.9 1.4 3.4 12.1 1.6 9.3 9.9 14.6 10.5 7.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 70.3 48.5 48.2 52.6 35.9 56.1 59.5 38.0 42.3 349.6 40.5 25.7 LnGrp LOS E DDDDEEDDFDC
Approach Vol, veh/h 1290 990 1203 1587
Approach Delay, s/veh 56.0 52.8 40.2 121.5
Approach LOS E D D F
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s15.0 41.0 15.5 38.5 13.8 42.2 22.4 31.6 Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5 6.5 6.5 Max Green Setting (Gmax), s8.5 34.5 9.0 32.0 7.3 35.7 15.9 25.1 Max Q Clear Time (g_c+I1), s10.5 24.4 4.8 25.7 4.9 24.9 16.3 27.1 Green Ext Time (p_c), s 0.0 3.6 0.0 1.8 0.0 3.2 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 72.1
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green.

User approved changes to right turn type.

HCM 6th Signalized Intersection Summary EX PM
10: Via Vera Cruz & Grand Ave 11/28/2023
Armorlite Apartments Synchro 11 Report
3-23-3814 Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 466 440 120 99 363 10 222 136 82 298 202 280 Future Volume (veh/h) 466 440 120 99 363 10 222 136 82 298 202 280 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 0.96 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 496 468 128 111 408 11 224 246 102 324 220 206 Peak Hour Factor 0.94 0.94 0.94 0.89 0.89 0.89 0.80 0.80 0.80 0.92 0.92 0.92 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 577 1216 771 171 1385 37 274 287 233 364 383 312 Arrive On Green 0.17 0.35 0.35 0.10 0.27 0.27 0.15 0.15 0.15 0.21 0.21 0.21 Sat Flow, veh/h 3428 3526 1530 1767 5067 136 1767 1856 1502 1767 1856 1515 Grp Volume(v), veh/h 496 468 128 111 271 148 224 246 102 324 220 206 Grp Sat Flow(s),veh/h/ln1714 1763 1530 1767 1689 1826 1767 1856 1502 1767 1856 1515 Q Serve(g_s), s 15.5 11.0 5.0 6.7 7.0 7.0 13.5 14.2 6.8 19.6 11.7 13.7 Cycle Q Clear(g_c), s 15.5 11.0 5.0 6.7 7.0 7.0 13.5 14.2 6.8 19.6 11.7 13.7 Prop In Lane 1.00 1.00 1.00 0.07 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 577 1216 771 171 923 499 274 287 233 364 383 312 V/C Ratio(X) 0.86 0.38 0.17 0.65 0.29 0.30 0.82 0.86 0.44 0.89 0.57 0.66 Avail Cap(c_a), veh/h 639 1216 771 198 923 499 361 380 307 458 481 392 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.09 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.5 27.2 15.0 47.9 31.6 31.6 45.0 45.3 42.1 42.4 39.3 40.1 Incr Delay (d2), s/veh 1.3 0.1 0.0 3.7 0.1 0.1 8.1 11.2 0.5 14.2 0.5 1.4 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/ln6.5 4.5 2.3 3.0 2.8 3.0 6.4 7.3 2.5 9.7 5.3 5.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.7 27.3 15.1 51.6 31.7 31.7 53.1 56.5 42.6 56.7 39.8 41.5 LnGrp LOS D C B DCCDEDEDD
Approach Vol, veh/h 1092 530 572 750
Approach Delay, s/veh 34.2 35.9 52.7 47.6
Approach LOS CDDD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s15.3 44.8 27.8 23.2 36.9 22.1
Change Period (Y+Rc), s * 4.7 6.8 5.1 * 4.7 6.8 5.1
Max Green Setting (Gmax), s* 12 25.0 28.5 * 21 16.8 22.5 Max Q Clear Time (g_c+I1), s8.7 13.0 21.6 17.5 9.0 16.2 Green Ext Time (p_c), s 0.0 1.7 1.1 1.1 1.0 0.8
Intersection Summary
HCM 6th Ctrl Delay 41.5
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3814 Armorlite Lofts
N:\3814 - Armorlite Apartments\Report\LTA Appendix.3814.doc

APPENDIX D
NEAR-TERM (INTERIM YEAR 2025) INTERSECTION

ANALYSIS WORKSHEETS
HCM 6th Signalized Intersection Summary EX + C AM
1: N Rancho Santa Fe Rd & W. Mission Rd 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 553 294 169 339 0 231 0 122 0 0 0 Future Volume (veh/h) 0 553 294 169 339 0 231 0 122 0 0 0 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 0 1856 0 1856 Adj Flow Rate, veh/h 0 700 372 199 399 0 251 0 133
Peak Hour Factor 0.79 0.79 0.79 0.85 0.85 0.85 0.92 0.92 0.92 Percent Heavy Veh, % 333330303
Cap, veh/h 88 1075 457 385 1670 0 1037 0 837
Arrive On Green 0.00 0.31 0.31 0.22 0.47 0.00 0.30 0.00 0.30 Sat Flow, veh/h 1767 3526 1497 1767 3618 0 3428 0 2768
Grp Volume(v), veh/h 0 700 372 199 399 0 251 0 133
Grp Sat Flow(s),veh/h/ln 1767 1763 1497 1767 1763 0 1714 0 1384 Q Serve(g_s), s 0.0 17.4 23.2 10.0 6.8 0.0 5.6 0.0 3.6
Cycle Q Clear(g_c), s 0.0 17.4 23.2 10.0 6.8 0.0 5.6 0.0 3.6 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 88 1075 457 385 1670 0 1037 0 837 V/C Ratio(X) 0.00 0.65 0.81 0.52 0.24 0.00 0.24 0.00 0.16 Avail Cap(c_a), veh/h 88 1395 592 385 1989 0 1037 0 837 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 30.4 32.4 34.7 15.8 0.0 26.5 0.0 25.8 Incr Delay (d2), s/veh 0.0 0.7 6.7 4.9 0.1 0.0 0.6 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 7.0 8.7 4.6 2.5 0.0 2.3 0.0 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 31.1 39.1 39.6 15.8 0.0 27.0 0.0 26.2 LnGrp LOS A C D D B A C A C
Approach Vol, veh/h 1072 598 384
Approach Delay, s/veh 33.9 23.7 26.7
Approach LOS C C C
Timer - Assigned Phs 1 2 5 6 8
Phs Duration (G+Y+Rc), s 27.0 36.9 10.0 53.9 37.0
Change Period (Y+Rc), s 5.0 * 6.1 5.0 * 6.1 6.5
Max Green Setting (Gmax), s 22.0 * 40 5.0 * 57 30.5
Max Q Clear Time (g_c+I1), s 12.0 25.2 0.0 8.8 7.6
Green Ext Time (p_c), s 0.4 5.1 0.0 2.6 1.3
Intersection Summary
HCM 6th Ctrl Delay 29.6
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

User approved changes to right turn type.

HCM 6th Signalized Intersection Summary EX + C AM
2: N Pacific St & W. Mission Rd 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 21 618 56 0 528 23 0 0 45 78 0 39 Future Volume (veh/h) 21 618 56 0 528 23 0 0 45 78 0 39 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.95 1.00 0.97 1.00 0.94 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 1726 1726 1726 0 1726 1726 0 1726 1726 1726 1726 1726 Adj Flow Rate, veh/h 26 754 68 0 677 29 0 0 61 104 0 52 Peak Hour Factor 0.82 0.82 0.82 0.78 0.78 0.78 0.74 0.74 0.74 0.75 0.75 0.75 Percent Heavy Veh, % 3 33033033333
Cap, veh/h 154 1212 109 0 790 34 0 0 412 186 0 156
Arrive On Green 0.09 0.40 0.40 0.00 0.25 0.25 0.00 0.00 0.29 0.11 0.00 0.11 Sat Flow, veh/h 1643 3029 273 0 3281 137 0 0 1419 1643 0 1379 Grp Volume(v), veh/h 26 408 414 0 347 359 0 0 61 104 0 52 Grp Sat Flow(s),veh/h/ln1643 1639 1663 0 1639 1692 0 0 1419 1643 0 1379 Q Serve(g_s), s 1.3 17.2 17.2 0.0 17.5 17.5 0.0 0.0 2.8 5.2 0.0 3.0 Cycle Q Clear(g_c), s 1.3 17.2 17.2 0.0 17.5 17.5 0.0 0.0 2.8 5.2 0.0 3.0 Prop In Lane 1.00 0.16 0.00 0.08 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 154 656 665 0 406 419 0 0 412 186 0 156 V/C Ratio(X) 0.17 0.62 0.62 0.00 0.86 0.86 0.00 0.00 0.15 0.56 0.00 0.33 Avail Cap(c_a), veh/h 154 826 838 0 561 579 0 0 412 477 0 400 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 36.1 20.7 20.7 0.0 31.1 31.1 0.0 0.0 22.8 36.3 0.0 35.3 Incr Delay (d2), s/veh 2.4 0.4 0.4 0.0 7.1 7.0 0.0 0.0 0.8 1.0 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/ln0.6 6.0 6.0 0.0 7.2 7.4 0.0 0.0 1.0 2.1 0.0 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.5 21.1 21.1 0.0 38.2 38.1 0.0 0.0 23.5 37.3 0.0 35.8 LnGrp LOS D C C A D D A A C D A D
Approach Vol, veh/h 848 706 61 156
Approach Delay, s/veh 21.6 38.1 23.5 36.8
Approach LOS CDCD
Timer - Assigned Phs 2 4 5 6 8
Phs Duration (G+Y+Rc), s 41.4 14.9 13.2 28.2 30.2
Change Period (Y+Rc), s * 6.8 5.1 5.1 6.8 5.1
Max Green Setting (Gmax), s * 44 25.1 8.1 29.6 25.1
Max Q Clear Time (g_c+I1), s 19.2 7.2 3.3 19.5 4.8
Green Ext Time (p_c), s 2.9 0.3 0.0 1.9 0.2
Intersection Summary
HCM 6th Ctrl Delay 29.6
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary EX + C AM
3: N. Las Posas Rd & W. Mission Rd 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 130 416 77 364 344 138 60 467 304 123 716 46 Future Volume (veh/h) 130 416 77 364 344 138 60 467 304 123 716 46 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.94 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 1856 1856 1726 1726 1856 1856 1726 1726 1726 1856 1726 1856 Adj Flow Rate, veh/h 162 520 96 418 395 159 73 570 371 129 754 48 Peak Hour Factor 0.80 0.80 0.80 0.87 0.87 0.87 0.82 0.82 0.82 0.95 0.95 0.95 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 212 1122 568 385 780 309 137 896 974 286 1235 78 Arrive On Green 0.12 0.32 0.32 0.12 0.32 0.32 0.08 0.27 0.27 0.08 0.27 0.27 Sat Flow, veh/h 1767 3526 1401 3188 2432 963 1643 3279 2424 3428 4517 286 Grp Volume(v), veh/h 162 520 96 418 284 270 73 570 371 129 523 279 Grp Sat Flow(s),veh/h/ln1767 1763 1401 1594 1763 1633 1643 1639 1212 1714 1570 1662 Q Serve(g_s), s 10.7 14.2 5.3 14.5 15.7 16.1 5.1 18.3 13.1 4.3 17.4 17.6 Cycle Q Clear(g_c), s 10.7 14.2 5.3 14.5 15.7 16.1 5.1 18.3 13.1 4.3 17.4 17.6 Prop In Lane 1.00 1.00 1.00 0.59 1.00 1.00 1.00 0.17
Lane Grp Cap(c), veh/h 212 1122 568 385 566 524 137 896 974 286 858 454 V/C Ratio(X) 0.76 0.46 0.17 1.08 0.50 0.51 0.53 0.64 0.38 0.45 0.61 0.61 Avail Cap(c_a), veh/h 212 1122 568 385 566 524 137 902 978 286 864 457 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 0.93 0.93 0.93 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.2 32.7 23.1 52.8 33.0 33.1 52.8 38.3 26.0 52.4 38.0 38.1 Incr Delay (d2), s/veh 22.6 1.4 0.6 70.6 3.2 3.6 13.1 3.2 1.1 5.1 3.2 6.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.9 6.1 1.8 9.4 7.0 6.7 2.6 7.5 3.8 2.0 6.9 7.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.8 34.1 23.7 123.3 36.2 36.7 65.9 41.6 27.1 57.5 41.2 44.2 LnGrp LOS E C C F D D E D C E D D
Approach Vol, veh/h 778 972 1014 931
Approach Delay, s/veh 41.1 73.8 38.0 44.4
Approach LOS D E D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s15.1 39.6 20.8 44.5 15.1 39.6 20.5 44.8 Change Period (Y+Rc), s 5.1 6.8 6.3 6.3 5.1 6.8 * 6.1 * 6.3 Max Green Setting (Gmax), s10.0 33.0 14.5 38.0 10.0 33.0 * 14 * 39 Max Q Clear Time (g_c+I1), s6.3 20.3 16.5 16.2 7.1 19.6 12.7 18.1 Green Ext Time (p_c), s 0.1 2.7 0.0 2.1 0.0 2.6 0.0 1.9 Intersection Summary
HCM 6th Ctrl Delay 49.7
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

User approved changes to right turn type.

HCM 6th Signalized Intersection Summary EX + C AM
4: Knoll Rd/Drwy & W. Mission Rd 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 5 472 195 241 640 9 178 3 171 3 6 17 Future Volume (veh/h) 5 472 195 241 640 9 178 3 171 3 6 17 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.94 1.00 0.95 1.00 0.96 1.00 0.93 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 1856 1856 1726 1726 1856 1856 1726 1726 1726 1856 1726 1856 Adj Flow Rate, veh/h 7 629 260 265 703 10 247 0 234 4 7 21 Peak Hour Factor 0.75 0.75 0.75 0.91 0.91 0.91 0.73 0.73 0.73 0.81 0.81 0.81 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 22 1509 586 179 1883 27 650 0 278 29 51 69
Arrive On Green 0.01 0.43 0.43 0.11 0.53 0.53 0.20 0.00 0.20 0.05 0.05 0.05 Sat Flow, veh/h 1767 3526 1370 1643 3555 51 3287 0 1407 616 1079 1455 Grp Volume(v), veh/h 7 629 260 265 348 365 247 0 234 11 0 21 Grp Sat Flow(s),veh/h/ln1767 1763 1370 1643 1763 1843 1643 0 1407 1695 0 1455 Q Serve(g_s), s 0.4 12.4 13.4 10.9 11.6 11.6 6.5 0.0 16.0 0.6 0.0 1.4 Cycle Q Clear(g_c), s 0.4 12.4 13.4 10.9 11.6 11.6 6.5 0.0 16.0 0.6 0.0 1.4 Prop In Lane 1.00 1.00 1.00 0.03 1.00 1.00 0.36 1.00
Lane Grp Cap(c), veh/h 22 1509 586 179 934 976 650 0 278 80 0 69 V/C Ratio(X) 0.32 0.42 0.44 1.48 0.37 0.37 0.38 0.00 0.84 0.14 0.00 0.31 Avail Cap(c_a), veh/h 124 1509 586 179 934 976 887 0 380 136 0 116 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 49.0 19.9 20.2 44.5 13.8 13.8 34.8 0.0 38.6 45.7 0.0 46.1 Incr Delay (d2), s/veh 3.1 0.8 2.4 243.2 1.1 1.1 0.1 0.0 8.9 0.3 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/ln0.2 4.9 4.3 16.4 4.4 4.6 2.6 0.0 6.1 0.3 0.0 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.0 20.8 22.6 287.7 14.9 14.9 34.9 0.0 47.5 46.0 0.0 47.0 LnGrp LOS D C C F B B C A D D A D
Approach Vol, veh/h 896 978 481 32
Approach Delay, s/veh 21.5 88.8 41.0 46.6
Approach LOS C F D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s16.0 48.6 9.9 5.8 58.8 25.5
Change Period (Y+Rc), s 5.1 5.8 * 5.2 4.6 5.8 5.7
Max Green Setting (Gmax), s10.9 32.3 * 8 7.0 36.7 27.0
Max Q Clear Time (g_c+I1), s12.9 15.4 3.4 2.4 13.6 18.0 Green Ext Time (p_c), s 0.0 2.8 0.0 0.0 2.4 0.7
Intersection Summary
HCM 6th Ctrl Delay 53.4
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary EX + C AM
5: N. Las Posas Rd & Armorlite Dr 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1 0 15 156 1 43 31 789 116 24 1215 7 Future Volume (veh/h) 1 0 15 156 1 43 31 789 116 24 1215 7 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 0.96 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 1 0 19 171 1 47 37 939 138 28 1429 8 Peak Hour Factor 0.80 0.80 0.80 0.91 0.91 0.91 0.84 0.84 0.84 0.85 0.85 0.85 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 4 0 241 150 8 363 79 2160 316 67 2494 14
Arrive On Green 0.00 0.00 0.16 0.09 0.24 0.24 0.04 0.49 0.49 0.04 0.48 0.48 Sat Flow, veh/h 1767 0 1504 1767 32 1494 1767 4436 649 1767 5197 29 Grp Volume(v), veh/h 1 0 19 171 0 48 37 714 363 28 929 508 Grp Sat Flow(s),veh/h/ln1767 0 1504 1767 0 1526 1767 1689 1708 1767 1689 1849 Q Serve(g_s), s 0.1 0.0 1.1 8.5 0.0 2.5 2.0 13.8 13.8 1.5 19.7 19.7 Cycle Q Clear(g_c), s 0.1 0.0 1.1 8.5 0.0 2.5 2.0 13.8 13.8 1.5 19.7 19.7 Prop In Lane 1.00 1.00 1.00 0.98 1.00 0.38 1.00 0.02
Lane Grp Cap(c), veh/h 4 0 241 150 0 371 79 1645 832 67 1621 887 V/C Ratio(X) 0.26 0.00 0.08 1.14 0.00 0.13 0.47 0.43 0.44 0.42 0.57 0.57 Avail Cap(c_a), veh/h 141 0 586 150 0 603 124 1645 832 124 1621 887 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.24 0.24 0.24 0.61 0.61 0.61 Uniform Delay (d), s/veh 49.8 0.0 35.7 45.8 0.0 29.6 46.6 16.7 16.7 47.0 18.7 18.7 Incr Delay (d2), s/veh 12.5 0.0 0.1 115.5 0.0 0.1 0.4 0.2 0.4 0.9 0.9 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 0.0 0.4 8.6 0.0 0.9 0.9 4.9 5.0 0.7 7.2 8.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 62.3 0.0 35.8 161.2 0.0 29.6 47.0 16.9 17.1 48.0 19.6 20.3 LnGrp LOS E A D F A C D B B D B C
Approach Vol, veh/h 20 219 1114 1465
Approach Delay, s/veh 37.1 132.4 18.0 20.4
Approach LOS D F B C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s9.8 54.7 14.0 21.5 10.5 54.0 5.7 29.8 Change Period (Y+Rc), s 6.0 6.0 5.5 5.5 6.0 6.0 5.5 5.5 Max Green Setting (Gmax), s7.0 22.5 8.5 39.0 7.0 22.5 8.0 39.5 Max Q Clear Time (g_c+I1), s3.5 15.8 10.5 3.1 4.0 21.7 2.1 4.5 Green Ext Time (p_c), s 0.0 2.6 0.0 0.0 0.0 0.5 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 28.2
HCM 6th LOS C
HCM 6th Signalized Intersection Summary EX + C AM
7: N. Las Posas Rd & Descanso Ave 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 14 34 119 161 18 26 61 837 131 11 1350 27 Future Volume (veh/h) 14 34 119 161 18 26 61 837 131 11 1350 27 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.94 1.00 0.94 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 16 40 140 221 25 36 62 845 132 11 1378 28 Peak Hour Factor 0.85 0.85 0.85 0.73 0.73 0.73 0.99 0.99 0.99 0.98 0.98 0.98 Percent Heavy Veh, % 333333333333
Cap, veh/h 146 364 425 955 188 270 88 940 146 88 1113 23 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.05 0.21 0.21 0.05 0.22 0.22 Sat Flow, veh/h 523 1307 1525 3428 674 971 1767 4381 679 1767 5103 104 Grp Volume(v), veh/h 56 0 140 221 0 61 62 650 327 11 912 494 Grp Sat Flow(s),veh/h/ln 1829 0 1525 1714 0 1645 1767 1689 1682 1767 1689 1829 Q Serve(g_s), s 3.2 0.0 10.2 7.0 0.0 3.9 4.8 26.2 26.5 0.8 30.5 30.5 Cycle Q Clear(g_c), s 3.2 0.0 10.2 7.0 0.0 3.9 4.8 26.2 26.5 0.8 30.5 30.5 Prop In Lane 0.29 1.00 1.00 0.59 1.00 0.40 1.00 0.06
Lane Grp Cap(c), veh/h 510 0 425 955 0 458 88 725 361 88 737 399 V/C Ratio(X) 0.11 0.00 0.33 0.23 0.00 0.13 0.70 0.90 0.91 0.12 1.24 1.24 Avail Cap(c_a), veh/h 510 0 425 955 0 458 88 725 361 88 737 399 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.96 0.96 0.96 0.80 0.80 0.80 Uniform Delay (d), s/veh 37.6 0.0 40.1 38.9 0.0 37.8 65.5 53.5 53.6 63.6 54.7 54.7 Incr Delay (d2), s/veh 0.4 0.0 2.1 0.6 0.0 0.6 36.2 15.5 27.9 2.3 116.5 123.4 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 1.5 0.0 4.1 3.0 0.0 1.7 3.0 12.4 13.8 0.4 24.6 27.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.0 0.0 42.2 39.5 0.0 38.4 101.7 69.0 81.5 65.9 171.2 178.2 LnGrp LOS D A D D A D F E F E F F
Approach Vol, veh/h 196 282 1039 1417
Approach Delay, s/veh 41.0 39.3 74.9 172.8
Approach LOS D D E F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 13.5 36.5 45.5 13.0 37.0 45.5
Change Period (Y+Rc), s 6.5 * 6.5 6.5 6.0 6.5 6.5
Max Green Setting (Gmax), s 7.0 * 30 39.0 7.0 29.5 39.0 Max Q Clear Time (g_c+I1), s 2.8 28.5 12.2 6.8 32.5 9.0 Green Ext Time (p_c), s 0.0 0.5 0.4 0.0 0.0 0.6
Intersection Summary
HCM 6th Ctrl Delay 116.5
HCM 6th LOS F
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.

HCM 6th Signalized Intersection Summary EX + C AM
8: N. Las Posas Rd & SR-78 WB Ramps 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 511 0 227 205 822 0 0 1438 310 Future Volume (veh/h) 0 0 0 511 0 227 205 822 0 0 1438 310 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 0 0 1856 1856 Adj Flow Rate, veh/h 401 216 247 233 934 0 0 1598 344
Peak Hour Factor 0.92 0.92 0.92 0.88 0.88 0.88 0.90 0.90 0.90 Percent Heavy Veh, % 333330033
Cap, veh/h 497 218 249 256 3039 0 0 1696 362
Arrive On Green 0.28 0.28 0.28 0.15 0.60 0.00 0.00 0.41 0.41 Sat Flow, veh/h 1767 776 887 1767 5233 0 0 4325 887
Grp Volume(v), veh/h 401 0 463 233 934 0 0 1295 647
Grp Sat Flow(s),veh/h/ln 1767 0 1663 1767 1689 0 0 1689 1668 Q Serve(g_s), s 21.1 0.0 27.7 13.0 9.0 0.0 0.0 36.8 37.5 Cycle Q Clear(g_c), s 21.1 0.0 27.7 13.0 9.0 0.0 0.0 36.8 37.5 Prop In Lane 1.00 0.53 1.00 0.00 0.00 0.53
Lane Grp Cap(c), veh/h 497 0 467 256 3039 0 0 1378 680
V/C Ratio(X) 0.81 0.00 0.99 0.91 0.31 0.00 0.00 0.94 0.95 Avail Cap(c_a), veh/h 497 0 467 256 3039 0 0 1378 680
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.88 0.88 0.00 0.00 0.09 0.09 Uniform Delay (d), s/veh 33.4 0.0 35.8 42.1 9.8 0.0 0.0 28.4 28.6 Incr Delay (d2), s/veh 8.9 0.0 39.0 31.5 0.2 0.0 0.0 1.7 3.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.1 0.0 16.0 7.7 2.9 0.0 0.0 13.8 14.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.3 0.0 74.9 73.6 10.0 0.0 0.0 30.2 32.5 LnGrp LOS D AEEBAACC
Approach Vol, veh/h 864 1167 1942
Approach Delay, s/veh 59.8 22.7 30.9
Approach LOS E C C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 66.8 19.2 47.6 33.2
Change Period (Y+Rc), s 6.8 * 4.7 6.8 5.1
Max Green Setting (Gmax), s 60.0 * 15 40.8 28.1
Max Q Clear Time (g_c+I1), s 11.0 15.0 39.5 29.7
Green Ext Time (p_c), s 4.3 0.0 1.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 34.8
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary EX + C AM
9: N. Las Posas Rd & Grand Ave 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 153 193 13 111 180 505 20 404 125 492 726 534 Future Volume (veh/h) 153 193 13 111 180 505 20 404 125 492 726 534 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.96 1.00 0.97 1.00 0.95 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 210 264 18 123 200 561 24 475 147 566 834 614 Peak Hour Factor 0.73 0.73 0.73 0.90 0.90 0.90 0.85 0.85 0.85 0.87 0.87 0.87 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 595 973 66 145 369 744 217 1205 359 265 945 673 Arrive On Green 0.17 0.29 0.29 0.08 0.20 0.20 0.12 0.31 0.31 0.08 0.27 0.27 Sat Flow, veh/h 3428 3343 226 1767 1856 2663 1767 3843 1144 3428 3526 1491 Grp Volume(v), veh/h 210 138 144 123 200 561 24 415 207 566 834 614 Grp Sat Flow(s),veh/h/ln1714 1763 1807 1767 1856 1332 1767 1689 1610 1714 1763 1491 Q Serve(g_s), s 5.9 6.6 6.7 7.6 10.6 21.2 1.3 10.6 11.1 8.5 24.9 29.5 Cycle Q Clear(g_c), s 5.9 6.6 6.7 7.6 10.6 21.2 1.3 10.6 11.1 8.5 24.9 29.5 Prop In Lane 1.00 0.13 1.00 1.00 1.00 0.71 1.00 1.00
Lane Grp Cap(c), veh/h 595 513 526 145 369 744 217 1059 505 265 945 673 V/C Ratio(X) 0.35 0.27 0.27 0.85 0.54 0.75 0.11 0.39 0.41 2.14 0.88 0.91 Avail Cap(c_a), veh/h 595 513 526 145 369 744 217 1059 505 265 945 673 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 0.77 0.77 0.77 1.00 1.00 1.00 0.23 0.23 0.23 Uniform Delay (d), s/veh 40.0 30.0 30.0 49.8 39.5 36.5 42.9 29.5 29.7 50.7 38.6 29.0 Incr Delay (d2), s/veh 1.6 1.3 1.3 35.7 0.7 3.0 1.0 1.1 2.5 514.4 3.1 5.6 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/ln2.6 2.9 3.0 4.7 4.8 7.0 0.6 4.3 4.5 22.5 10.7 15.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.6 31.3 31.3 85.5 40.2 39.5 43.9 30.6 32.2 565.1 41.7 34.6 LnGrp LOS D C C F DDDCCFDC
Approach Vol, veh/h 492 884 646 2014
Approach Delay, s/veh 35.7 46.1 31.6 186.6
Approach LOS D D C F
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s15.0 41.0 15.5 38.5 20.0 36.0 25.6 28.4 Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5 6.5 6.5 Max Green Setting (Gmax), s8.5 34.5 9.0 32.0 13.5 29.5 19.1 21.9 Max Q Clear Time (g_c+I1), s10.5 13.1 9.6 8.7 3.3 31.5 7.9 23.2 Green Ext Time (p_c), s 0.0 2.3 0.0 0.9 0.0 0.0 0.3 0.0 Intersection Summary
HCM 6th Ctrl Delay 112.6
HCM 6th LOS F
Notes
User approved changes to right turn type.

HCM 6th Signalized Intersection Summary EX + C AM
10: Via Vera Cruz & Grand Ave 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 405 357 115 57 262 53 66 66 30 161 250 435 Future Volume (veh/h) 405 357 115 57 262 53 66 66 30 161 250 435 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.96 1.00 0.94 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 431 380 122 64 294 60 75 75 34 168 260 453 Peak Hour Factor 0.94 0.94 0.94 0.89 0.89 0.89 0.88 0.88 0.88 0.96 0.96 0.96 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 503 963 588 162 921 179 193 203 162 546 573 472 Arrive On Green 0.15 0.27 0.27 0.09 0.22 0.22 0.11 0.11 0.11 0.31 0.31 0.31 Sat Flow, veh/h 3428 3526 1524 1767 4226 823 1767 1856 1481 1767 1856 1528 Grp Volume(v), veh/h 431 380 122 64 232 122 75 75 34 168 260 453 Grp Sat Flow(s),veh/h/ln1714 1763 1524 1767 1689 1672 1767 1856 1481 1767 1856 1528 Q Serve(g_s), s 12.3 8.8 5.4 3.4 5.8 6.1 3.9 3.8 2.1 7.3 11.3 29.1 Cycle Q Clear(g_c), s 12.3 8.8 5.4 3.4 5.8 6.1 3.9 3.8 2.1 7.3 11.3 29.1 Prop In Lane 1.00 1.00 1.00 0.49 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 503 963 588 162 736 364 193 203 162 546 573 472 V/C Ratio(X) 0.86 0.39 0.21 0.40 0.32 0.33 0.39 0.37 0.21 0.31 0.45 0.96 Avail Cap(c_a), veh/h 531 963 588 194 736 364 194 204 163 546 573 472 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.09 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.6 29.6 20.7 42.8 32.8 33.0 41.4 41.3 40.6 26.4 27.8 33.9 Incr Delay (d2), s/veh 1.5 0.1 0.1 0.6 0.1 0.2 0.5 0.4 0.2 0.1 0.2 31.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.1 3.6 2.2 1.5 2.3 2.4 1.7 1.7 0.8 3.0 4.8 14.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.2 29.7 20.8 43.4 32.9 33.2 41.9 41.8 40.8 26.5 28.0 65.0 LnGrp LOS D CCDCCDDDCCE
Approach Vol, veh/h 933 418 184 881
Approach Delay, s/veh 34.8 34.6 41.6 46.7
Approach LOS CCDD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s13.8 34.1 36.0 19.4 28.6 16.0
Change Period (Y+Rc), s * 4.7 6.8 5.1 * 4.7 6.8 5.1
Max Green Setting (Gmax), s* 11 25.4 30.9 * 16 20.9 11.0 Max Q Clear Time (g_c+I1), s5.4 10.8 31.1 14.3 8.1 5.9
Green Ext Time (p_c), s 0.0 1.5 0.0 0.4 1.1 0.2
Intersection Summary
HCM 6th Ctrl Delay 39.6
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary EX + C PM
1: N Rancho Santa Fe Rd & W. Mission Rd 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 912 162 173 408 0 340 0 421 0 0 0 Future Volume (veh/h) 0 912 162 173 408 0 340 0 421 0 0 0 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 0 1856 0 1856 Adj Flow Rate, veh/h 0 1126 200 208 492 0 378 0 468
Peak Hour Factor 0.81 0.81 0.81 0.83 0.83 0.83 0.90 0.90 0.90 Percent Heavy Veh, % 333330303
Cap, veh/h 85 1312 560 321 1784 0 952 0 768
Arrive On Green 0.00 0.37 0.37 0.18 0.51 0.00 0.28 0.00 0.28 Sat Flow, veh/h 1767 3526 1505 1767 3618 0 3428 0 2768
Grp Volume(v), veh/h 0 1126 200 208 492 0 378 0 468
Grp Sat Flow(s),veh/h/ln 1767 1763 1505 1767 1763 0 1714 0 1384 Q Serve(g_s), s 0.0 30.8 10.1 11.4 8.4 0.0 9.4 0.0 15.4 Cycle Q Clear(g_c), s 0.0 30.8 10.1 11.4 8.4 0.0 9.4 0.0 15.4 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 85 1312 560 321 1784 0 952 0 768 V/C Ratio(X) 0.00 0.86 0.36 0.65 0.28 0.00 0.40 0.00 0.61 Avail Cap(c_a), veh/h 85 1498 639 321 1971 0 952 0 768
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 30.3 23.7 39.6 14.8 0.0 30.6 0.0 32.8 Incr Delay (d2), s/veh 0.0 4.7 0.4 9.7 0.1 0.0 1.2 0.0 3.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 13.0 3.4 5.6 3.1 0.0 3.9 0.0 5.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 35.0 24.1 49.3 14.9 0.0 31.9 0.0 36.4 LnGrp LOS A C C D B A C A D
Approach Vol, veh/h 1326 700 846
Approach Delay, s/veh 33.3 25.1 34.4
Approach LOS C C C
Timer - Assigned Phs 1 2 5 6 8
Phs Duration (G+Y+Rc), s 24.0 45.0 10.0 59.0 35.5
Change Period (Y+Rc), s 5.0 * 6.1 5.0 * 6.1 6.5
Max Green Setting (Gmax), s 19.0 * 44 5.0 * 58 29.0
Max Q Clear Time (g_c+I1), s 13.4 32.8 0.0 10.4 17.4
Green Ext Time (p_c), s 0.3 6.1 0.0 3.3 2.7
Intersection Summary
HCM 6th Ctrl Delay 31.6
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary EX + C PM
2: N Pacific St & W. Mission Rd 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 42 1050 40 0 566 52 0 0 58 39 0 33 Future Volume (veh/h) 42 1050 40 0 566 52 0 0 58 39 0 33 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.95 1.00 0.99 1.00 0.95 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 1726 1726 1726 0 1726 1726 0 1726 1726 1726 1726 1726 Adj Flow Rate, veh/h 47 1180 45 0 622 57 0 0 77 44 0 38 Peak Hour Factor 0.89 0.89 0.89 0.91 0.91 0.91 0.75 0.75 0.75 0.88 0.88 0.88 Percent Heavy Veh, % 3 33033033333
Cap, veh/h 121 1242 47 0 805 74 0 0 331 376 0 318
Arrive On Green 0.07 0.39 0.39 0.00 0.27 0.27 0.00 0.00 0.23 0.23 0.00 0.23 Sat Flow, veh/h 1643 3213 122 0 3107 276 0 0 1443 1643 0 1388 Grp Volume(v), veh/h 47 602 623 0 337 342 0 0 77 44 0 38 Grp Sat Flow(s),veh/h/ln1643 1639 1696 0 1639 1658 0 0 1443 1643 0 1388 Q Serve(g_s), s 3.0 39.0 39.0 0.0 20.8 20.9 0.0 0.0 4.8 2.3 0.0 2.4 Cycle Q Clear(g_c), s 3.0 39.0 39.0 0.0 20.8 20.9 0.0 0.0 4.8 2.3 0.0 2.4 Prop In Lane 1.00 0.07 0.00 0.17 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 121 634 656 0 437 442 0 0 331 376 0 318 V/C Ratio(X) 0.39 0.95 0.95 0.00 0.77 0.77 0.00 0.00 0.23 0.12 0.00 0.12 Avail Cap(c_a), veh/h 121 652 675 0 443 448 0 0 331 376 0 318 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 48.4 32.6 32.6 0.0 37.1 37.2 0.0 0.0 34.4 33.5 0.0 33.5 Incr Delay (d2), s/veh 9.1 22.8 22.5 0.0 7.3 7.4 0.0 0.0 1.6 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/ln1.5 18.4 19.0 0.0 8.9 9.0 0.0 0.0 1.8 1.0 0.0 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.4 55.3 55.1 0.0 44.4 44.5 0.0 0.0 36.0 34.1 0.0 34.2 LnGrp LOS E E E A D D A A D C A C
Approach Vol, veh/h 1272 679 77 82
Approach Delay, s/veh 55.3 44.5 36.0 34.2
Approach LOS E D D C
Timer - Assigned Phs 2 4 5 6 8
Phs Duration (G+Y+Rc), s 49.2 30.2 13.2 36.0 30.2
Change Period (Y+Rc), s * 6.8 5.1 5.1 6.8 5.1
Max Green Setting (Gmax), s * 44 25.1 8.1 29.6 25.1
Max Q Clear Time (g_c+I1), s 41.0 4.4 5.0 22.9 6.8
Green Ext Time (p_c), s 1.3 0.2 0.0 1.5 0.2
Intersection Summary
HCM 6th Ctrl Delay 50.3
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary EX + C PM
3: N. Las Posas Rd & W. Mission Rd 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 182 904 112 392 349 98 125 839 517 126 524 49 Future Volume (veh/h) 182 904 112 392 349 98 125 839 517 126 524 49 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 1856 1856 1726 1726 1856 1856 1726 1726 1726 1856 1726 1856 Adj Flow Rate, veh/h 192 952 118 408 364 102 147 987 608 143 595 56 Peak Hour Factor 0.95 0.95 0.95 0.96 0.96 0.96 0.85 0.85 0.85 0.88 0.88 0.88 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 191 1122 573 385 901 249 137 1082 1121 286 1443 134 Arrive On Green 0.11 0.32 0.32 0.12 0.33 0.33 0.08 0.33 0.33 0.08 0.33 0.33 Sat Flow, veh/h 1767 3526 1419 3188 2710 748 1643 3279 2456 3428 4373 407 Grp Volume(v), veh/h 192 952 118 408 235 231 147 987 608 143 425 226 Grp Sat Flow(s),veh/h/ln1767 1763 1419 1594 1763 1694 1643 1639 1228 1714 1570 1639 Q Serve(g_s), s 13.0 30.3 6.5 14.5 12.3 12.7 10.0 34.6 21.7 4.8 12.6 12.8 Cycle Q Clear(g_c), s 13.0 30.3 6.5 14.5 12.3 12.7 10.0 34.6 21.7 4.8 12.6 12.8 Prop In Lane 1.00 1.00 1.00 0.44 1.00 1.00 1.00 0.25
Lane Grp Cap(c), veh/h 191 1122 573 385 586 563 137 1082 1121 286 1036 541 V/C Ratio(X) 1.00 0.85 0.21 1.06 0.40 0.41 1.07 0.91 0.54 0.50 0.41 0.42 Avail Cap(c_a), veh/h 191 1122 573 385 586 563 137 1082 1121 286 1036 541 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 0.69 0.69 0.69 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.5 38.2 23.4 52.8 30.8 31.0 55.0 38.5 24.0 52.6 31.2 31.2 Incr Delay (d2), s/veh 65.8 8.0 0.8 62.3 2.0 2.2 84.7 9.6 1.3 6.1 1.2 2.4 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/ln9.1 13.7 2.2 9.0 5.4 5.3 7.3 14.7 6.2 2.3 4.8 5.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 119.3 46.2 24.2 115.1 32.9 33.2 139.7 48.1 25.4 58.8 32.4 33.6 LnGrp LOS F D C F C C F D C E C C
Approach Vol, veh/h 1262 874 1742 794
Approach Delay, s/veh 55.3 71.3 47.9 37.5
Approach LOS E E D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s15.1 46.6 20.8 44.5 15.1 46.6 19.1 46.2 Change Period (Y+Rc), s 5.1 6.8 6.3 6.3 5.1 6.8 * 6.1 * 6.3 Max Green Setting (Gmax), s10.0 33.0 14.5 38.0 10.0 33.0 * 13 * 40 Max Q Clear Time (g_c+I1), s6.8 36.6 16.5 32.3 12.0 14.8 15.0 14.7 Green Ext Time (p_c), s 0.1 0.0 0.0 2.3 0.0 2.3 0.0 1.6 Intersection Summary
HCM 6th Ctrl Delay 52.5
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

User approved changes to right turn type.

HCM 6th Signalized Intersection Summary EX + C PM
4: Knoll Rd/Drwy & W. Mission Rd 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 5 1345 176 167 611 4 151 1 251 3 6 3 Future Volume (veh/h) 5 1345 176 167 611 4 151 1 251 3 6 3 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 0.92 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 1856 1856 1726 1726 1856 1856 1726 1726 1726 1856 1726 1856 Adj Flow Rate, veh/h 6 1494 196 184 671 4 169 0 279 5 10 5 Peak Hour Factor 0.90 0.90 0.90 0.91 0.91 0.91 0.90 0.90 0.90 0.60 0.60 0.60 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 19 1589 638 163 1953 12 719 0 309 19 38 48
Arrive On Green 0.01 0.45 0.45 0.10 0.54 0.54 0.22 0.00 0.22 0.03 0.03 0.03 Sat Flow, veh/h 1767 3526 1416 1643 3592 21 3287 0 1411 566 1132 1445 Grp Volume(v), veh/h 6 1494 196 184 329 346 169 0 279 15 0 5 Grp Sat Flow(s),veh/h/ln1767 1763 1416 1643 1763 1851 1643 0 1411 1697 0 1445 Q Serve(g_s), s 0.4 44.4 9.7 10.9 11.5 11.5 4.7 0.0 21.2 0.9 0.0 0.4 Cycle Q Clear(g_c), s 0.4 44.4 9.7 10.9 11.5 11.5 4.7 0.0 21.2 0.9 0.0 0.4 Prop In Lane 1.00 1.00 1.00 0.01 1.00 1.00 0.33 1.00
Lane Grp Cap(c), veh/h 19 1589 638 163 958 1006 719 0 309 56 0 48 V/C Ratio(X) 0.32 0.94 0.31 1.13 0.34 0.34 0.24 0.00 0.90 0.27 0.00 0.10 Avail Cap(c_a), veh/h 112 1589 638 163 958 1006 807 0 346 123 0 105 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 54.0 28.8 19.3 49.5 14.1 14.1 35.4 0.0 41.8 51.9 0.0 51.6 Incr Delay (d2), s/veh 3.5 12.2 1.2 109.7 1.0 0.9 0.1 0.0 23.0 0.9 0.0 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/ln0.2 19.9 3.2 9.3 4.4 4.7 1.9 0.0 9.2 0.4 0.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.6 41.0 20.5 159.2 15.1 15.0 35.5 0.0 64.9 52.8 0.0 51.9 LnGrp LOS E D C F B B D A E D A D
Approach Vol, veh/h 1696 859 448 20
Approach Delay, s/veh 38.7 45.9 53.8 52.6
Approach LOS DDDD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s16.0 55.4 8.9 5.8 65.6 29.8
Change Period (Y+Rc), s 5.1 5.8 * 5.2 4.6 5.8 5.7
Max Green Setting (Gmax), s10.9 42.3 * 8 7.0 46.7 27.0
Max Q Clear Time (g_c+I1), s12.9 46.4 2.9 2.4 13.5 23.2 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 2.3 0.4
Intersection Summary
HCM 6th Ctrl Delay 43.1
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary EX + C PM
5: N. Las Posas Rd & Amorlite Dr 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 3 0 5 117 0 72 6 1469 186 90 1003 2 Future Volume (veh/h) 3 0 5 117 0 72 6 1469 186 90 1003 2 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 0.96 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 4 0 7 124 0 77 7 1632 207 99 1102 2 Peak Hour Factor 0.67 0.67 0.67 0.94 0.94 0.94 0.90 0.90 0.90 0.91 0.91 0.91 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 15 0 236 133 0 340 22 2241 283 112 2852 5
Arrive On Green 0.01 0.00 0.16 0.08 0.00 0.22 0.01 0.49 0.49 0.06 0.55 0.55 Sat Flow, veh/h 1767 0 1503 1767 0 1518 1767 4530 572 1767 5221 9 Grp Volume(v), veh/h 4 0 7 124 0 77 7 1215 624 99 713 391 Grp Sat Flow(s),veh/h/ln1767 0 1503 1767 0 1518 1767 1689 1725 1767 1689 1853 Q Serve(g_s), s 0.2 0.0 0.4 7.7 0.0 4.6 0.4 31.2 31.5 6.1 13.4 13.4 Cycle Q Clear(g_c), s 0.2 0.0 0.4 7.7 0.0 4.6 0.4 31.2 31.5 6.1 13.4 13.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.33 1.00 0.01
Lane Grp Cap(c), veh/h 15 0 236 133 0 340 22 1671 854 112 1845 1012 V/C Ratio(X) 0.27 0.00 0.03 0.93 0.00 0.23 0.32 0.73 0.73 0.88 0.39 0.39 Avail Cap(c_a), veh/h 129 0 533 133 0 542 112 1671 854 112 1845 1012 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.09 0.09 0.09 0.69 0.69 0.69 Uniform Delay (d), s/veh 54.2 0.0 39.3 50.6 0.0 34.9 53.9 21.9 22.0 51.1 14.4 14.4 Incr Delay (d2), s/veh 3.6 0.0 0.0 56.1 0.0 0.1 0.3 0.3 0.5 37.4 0.4 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/ln0.1 0.0 0.2 5.5 0.0 1.7 0.2 11.3 11.7 3.8 4.8 5.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.8 0.0 39.3 106.7 0.0 35.0 54.2 22.2 22.5 88.5 14.8 15.1 LnGrp LOS E A D F A DDCCFBB
Approach Vol, veh/h 11 201 1846 1203
Approach Delay, s/veh 46.0 79.2 22.4 21.0
Approach LOS D E C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s13.0 60.4 13.8 22.8 7.3 66.1 6.4 30.1 Change Period (Y+Rc), s 6.0 6.0 5.5 5.5 6.0 6.0 5.5 5.5 Max Green Setting (Gmax), s7.0 32.7 8.3 39.0 7.0 32.7 8.0 39.3 Max Q Clear Time (g_c+I1), s8.1 33.5 9.7 2.4 2.4 15.4 2.2 6.6 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 4.1 0.0 0.3 Intersection Summary
HCM 6th Ctrl Delay 25.5
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

HCM 6th Signalized Intersection Summary EX + C PM
7: N. Las Posas Rd & Descanso Ave 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 24 37 74 219 13 36 68 1669 271 22 1144 20 Future Volume (veh/h) 24 37 74 219 13 36 68 1669 271 22 1144 20 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.95 1.00 0.95 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 28 44 87 249 15 41 73 1795 291 25 1315 23 Peak Hour Factor 0.85 0.85 0.85 0.88 0.88 0.88 0.93 0.93 0.93 0.87 0.87 0.87 Percent Heavy Veh, % 333333333333
Cap, veh/h 197 310 425 955 119 327 88 1435 230 88 1701 30 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.05 0.33 0.33 0.05 0.33 0.33 Sat Flow, veh/h 708 1112 1525 3428 429 1172 1767 4368 699 1767 5122 90 Grp Volume(v), veh/h 72 0 87 249 0 56 73 1383 703 25 867 471 Grp Sat Flow(s),veh/h/ln 1820 0 1525 1714 0 1601 1767 1689 1690 1767 1689 1834 Q Serve(g_s), s 4.2 0.0 6.1 7.9 0.0 3.7 5.7 46.0 46.0 1.9 32.3 32.3 Cycle Q Clear(g_c), s 4.2 0.0 6.1 7.9 0.0 3.7 5.7 46.0 46.0 1.9 32.3 32.3 Prop In Lane 0.39 1.00 1.00 0.73 1.00 0.41 1.00 0.05
Lane Grp Cap(c), veh/h 507 0 425 955 0 446 88 1110 555 88 1122 609 V/C Ratio(X) 0.14 0.00 0.20 0.26 0.00 0.13 0.83 1.25 1.27 0.28 0.77 0.77 Avail Cap(c_a), veh/h 507 0 425 955 0 446 88 1110 555 88 1122 609 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.87 0.87 0.87 0.93 0.93 0.93 Uniform Delay (d), s/veh 37.9 0.0 38.6 39.3 0.0 37.8 65.9 47.0 47.0 64.1 42.0 42.0 Incr Delay (d2), s/veh 0.6 0.0 1.1 0.7 0.0 0.6 51.0 117.4 132.2 7.3 4.9 8.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 0.0 2.4 3.5 0.0 1.5 3.8 36.7 39.0 1.0 13.8 15.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.5 0.0 39.7 39.9 0.0 38.3 116.9 164.4 179.2 71.4 46.9 50.6 LnGrp LOS D A D D A D F F F E D D
Approach Vol, veh/h 159 305 2159 1363
Approach Delay, s/veh 39.2 39.7 167.7 48.6
Approach LOS D D F D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 13.5 53.0 45.5 13.0 53.5 45.5
Change Period (Y+Rc), s 6.5 * 6.5 6.5 6.0 6.5 6.5
Max Green Setting (Gmax), s 7.0 * 30 39.0 7.0 29.5 39.0 Max Q Clear Time (g_c+I1), s 3.9 48.0 8.1 7.7 34.3 9.9
Green Ext Time (p_c), s 0.0 0.0 0.4 0.0 0.0 0.7
Intersection Summary
HCM 6th Ctrl Delay 112.0
HCM 6th LOS F
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.

HCM 6th Signalized Intersection Summary EX + C PM
8: N. Las Posas Rd & SR-78 WB Ramps 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 412 3 215 412 1523 0 0 979 364 Future Volume (veh/h) 0 0 0 412 3 215 412 1523 0 0 979 364 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 1.00 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 0 0 1856 1856 Adj Flow Rate, veh/h 342 151 234 434 1603 0 0 1020 379
Peak Hour Factor 0.92 0.92 0.92 0.95 0.95 0.95 0.96 0.96 0.96 Percent Heavy Veh, % 333330033
Cap, veh/h 384 139 216 463 3417 0 0 1333 495
Arrive On Green 0.22 0.22 0.22 0.52 1.00 0.00 0.00 0.37 0.37 Sat Flow, veh/h 1767 641 993 1767 5233 0 0 3770 1339
Grp Volume(v), veh/h 342 0 385 434 1603 0 0 956 443
Grp Sat Flow(s),veh/h/ln 1767 0 1634 1767 1689 0 0 1689 1565 Q Serve(g_s), s 20.7 0.0 23.9 25.3 0.0 0.0 0.0 27.4 27.4 Cycle Q Clear(g_c), s 20.7 0.0 23.9 25.3 0.0 0.0 0.0 27.4 27.4 Prop In Lane 1.00 0.61 1.00 0.00 0.00 0.86
Lane Grp Cap(c), veh/h 384 0 355 463 3417 0 0 1249 579
V/C Ratio(X) 0.89 0.00 1.08 0.94 0.47 0.00 0.00 0.77 0.77 Avail Cap(c_a), veh/h 384 0 355 535 3417 0 0 1249 579
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.31 0.31 0.00 0.00 0.09 0.09 Uniform Delay (d), s/veh 41.8 0.0 43.1 25.3 0.0 0.0 0.0 30.5 30.5 Incr Delay (d2), s/veh 21.3 0.0 72.3 10.5 0.1 0.0 0.0 0.4 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 %ile BackOfQ(50%),veh/ln 11.2 0.0 16.7 7.7 0.0 0.0 0.0 10.5 9.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.1 0.0 115.4 35.8 0.1 0.0 0.0 30.9 31.4 LnGrp LOS E A F D A A A C C
Approach Vol, veh/h 727 2037 1399
Approach Delay, s/veh 90.8 7.7 31.0
Approach LOS F A C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 81.0 33.5 47.5 29.0
Change Period (Y+Rc), s 6.8 * 4.7 6.8 5.1
Max Green Setting (Gmax), s 74.2 * 33 36.2 23.9
Max Q Clear Time (g_c+I1), s 2.0 27.3 29.4 25.9
Green Ext Time (p_c), s 9.6 1.5 3.5 0.0
Intersection Summary
HCM 6th Ctrl Delay 30.1
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary EX + C PM
9: N. Las Posas Rd & Grand Ave 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 351 623 26 74 149 891 46 961 199 510 734 289 Future Volume (veh/h) 351 623 26 74 149 891 46 961 199 510 734 289 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.97 1.00 0.95 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 462 820 34 78 157 938 49 1033 214 646 929 366 Peak Hour Factor 0.76 0.76 0.76 0.95 0.95 0.95 0.93 0.93 0.93 0.79 0.79 0.79 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 496 1002 42 145 423 824 117 1310 271 265 1144 712 Arrive On Green 0.14 0.29 0.29 0.08 0.23 0.23 0.07 0.31 0.31 0.05 0.22 0.22 Sat Flow, veh/h 3428 3445 143 1767 1856 2672 1767 4178 864 3428 3526 1495 Grp Volume(v), veh/h 462 420 434 78 157 938 49 835 412 646 929 366 Grp Sat Flow(s),veh/h/ln1714 1763 1825 1767 1856 1336 1767 1689 1665 1714 1763 1495 Q Serve(g_s), s 14.7 24.4 24.4 4.7 7.8 25.1 2.9 24.8 24.9 8.5 27.5 19.8 Cycle Q Clear(g_c), s 14.7 24.4 24.4 4.7 7.8 25.1 2.9 24.8 24.9 8.5 27.5 19.8 Prop In Lane 1.00 0.08 1.00 1.00 1.00 0.52 1.00 1.00
Lane Grp Cap(c), veh/h 496 513 531 145 423 824 117 1059 522 265 1144 712 V/C Ratio(X) 0.93 0.82 0.82 0.54 0.37 1.14 0.42 0.79 0.79 2.44 0.81 0.51 Avail Cap(c_a), veh/h 496 513 531 145 423 824 117 1059 522 265 1144 712 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 Upstream Filter(I) 1.00 1.00 1.00 0.65 0.65 0.65 1.00 1.00 1.00 0.39 0.39 0.39 Uniform Delay (d), s/veh 46.5 36.3 36.3 48.5 35.8 38.3 49.3 34.4 34.4 52.2 39.9 24.1 Incr Delay (d2), s/veh 26.7 13.6 13.2 9.1 0.1 72.5 10.6 5.9 11.5 651.8 2.6 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln7.9 12.0 12.4 2.4 3.5 18.9 1.6 10.5 11.2 27.6 12.6 7.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.2 49.8 49.5 57.6 35.9 110.8 59.9 40.4 46.0 703.9 42.4 25.1 LnGrp LOS E D D E D F E D D F D C
Approach Vol, veh/h 1316 1173 1296 1941
Approach Delay, s/veh 57.9 97.3 42.9 259.3
Approach LOS E F D F
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s15.0 41.0 15.5 38.5 13.8 42.2 22.4 31.6 Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5 6.5 6.5 Max Green Setting (Gmax), s8.5 34.5 9.0 32.0 7.3 35.7 15.9 25.1 Max Q Clear Time (g_c+I1), s10.5 26.9 6.7 26.4 4.9 29.5 16.7 27.1 Green Ext Time (p_c), s 0.0 3.3 0.0 1.7 0.0 2.7 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 130.8
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.

User approved changes to right turn type.

HCM 6th Signalized Intersection Summary EX + C PM
10: Via Vera Cruz & Grand Ave 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 532 568 131 101 444 83 243 139 84 343 206 348 Future Volume (veh/h) 532 568 131 101 444 83 243 139 84 343 206 348 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 566 604 139 113 499 26 239 265 105 373 224 248 Peak Hour Factor 0.94 0.94 0.94 0.89 0.89 0.89 0.80 0.80 0.80 0.92 0.92 0.92 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 626 1092 732 171 1102 57 291 305 248 409 430 352 Arrive On Green 0.18 0.31 0.31 0.10 0.22 0.22 0.16 0.16 0.16 0.23 0.23 0.23 Sat Flow, veh/h 3428 3526 1528 1767 4922 254 1767 1856 1505 1767 1856 1519 Grp Volume(v), veh/h 566 604 139 113 341 184 239 265 105 373 224 248 Grp Sat Flow(s),veh/h/ln1714 1763 1528 1767 1689 1799 1767 1856 1505 1767 1856 1519 Q Serve(g_s), s 17.8 15.7 5.8 6.8 9.6 9.7 14.4 15.3 6.9 22.6 11.6 16.5 Cycle Q Clear(g_c), s 17.8 15.7 5.8 6.8 9.6 9.7 14.4 15.3 6.9 22.6 11.6 16.5 Prop In Lane 1.00 1.00 1.00 0.14 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 626 1092 732 171 756 403 291 305 248 409 430 352 V/C Ratio(X) 0.90 0.55 0.19 0.66 0.45 0.46 0.82 0.87 0.42 0.91 0.52 0.70 Avail Cap(c_a), veh/h 639 1092 732 198 756 403 361 380 308 458 481 394 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.09 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.0 31.6 16.7 47.9 36.9 36.9 44.4 44.8 41.3 41.2 36.9 38.8 Incr Delay (d2), s/veh 2.0 0.2 0.1 4.2 0.2 0.3 9.6 13.9 0.4 19.9 0.4 3.8 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/ln7.5 6.5 2.7 3.1 3.9 4.2 6.9 8.0 2.5 11.8 5.2 6.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.0 31.8 16.8 52.2 37.0 37.2 54.0 58.7 41.7 61.0 37.3 42.6 LnGrp LOS D C B DDDDEDEDD
Approach Vol, veh/h 1309 638 609 845
Approach Delay, s/veh 36.4 39.7 53.9 49.3
Approach LOS DDDD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s15.4 40.9 30.6 24.8 31.4 23.2
Change Period (Y+Rc), s * 4.7 6.8 5.1 * 4.7 6.8 5.1
Max Green Setting (Gmax), s* 12 25.0 28.5 * 21 16.8 22.5 Max Q Clear Time (g_c+I1), s8.8 17.7 24.6 19.8 11.7 17.3 Green Ext Time (p_c), s 0.0 1.8 0.9 0.3 1.0 0.8
Intersection Summary
HCM 6th Ctrl Delay 43.4
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3814 Armorlite Lofts
N:\3814 - Armorlite Apartments\Report\LTA Appendix.3814.doc

APPENDIX E
NEAR-TERM (INTERIM YEAR 2025) + PROJECT

INTERSECTION ANALYSIS WORKSHEETS
HCM 6th Signalized Intersection Summary EX + C + P AM
1: N Rancho Santa Fe Rd & W. Mission Rd 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 554 294 171 343 0 231 0 123 0 0 0 Future Volume (veh/h) 0 554 294 171 343 0 231 0 123 0 0 0 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 0 1856 0 1856 Adj Flow Rate, veh/h 0 701 372 201 404 0 251 0 134
Peak Hour Factor 0.79 0.79 0.79 0.85 0.85 0.85 0.92 0.92 0.92 Percent Heavy Veh, % 333330303
Cap, veh/h 88 1075 457 385 1670 0 1037 0 837
Arrive On Green 0.00 0.31 0.31 0.22 0.47 0.00 0.30 0.00 0.30 Sat Flow, veh/h 1767 3526 1497 1767 3618 0 3428 0 2768
Grp Volume(v), veh/h 0 701 372 201 404 0 251 0 134
Grp Sat Flow(s),veh/h/ln 1767 1763 1497 1767 1763 0 1714 0 1384 Q Serve(g_s), s 0.0 17.4 23.2 10.1 6.9 0.0 5.6 0.0 3.6
Cycle Q Clear(g_c), s 0.0 17.4 23.2 10.1 6.9 0.0 5.6 0.0 3.6 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 88 1075 457 385 1670 0 1037 0 837 V/C Ratio(X) 0.00 0.65 0.81 0.52 0.24 0.00 0.24 0.00 0.16 Avail Cap(c_a), veh/h 88 1395 592 385 1989 0 1037 0 837 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 30.4 32.4 34.8 15.8 0.0 26.5 0.0 25.8 Incr Delay (d2), s/veh 0.0 0.7 6.7 5.0 0.1 0.0 0.6 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 7.1 8.7 4.7 2.6 0.0 2.3 0.0 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 31.1 39.1 39.8 15.9 0.0 27.0 0.0 26.2 LnGrp LOS A C D D B A C A C
Approach Vol, veh/h 1073 605 385
Approach Delay, s/veh 33.9 23.8 26.7
Approach LOS C C C
Timer - Assigned Phs 1 2 5 6 8
Phs Duration (G+Y+Rc), s 27.0 36.9 10.0 53.9 37.0
Change Period (Y+Rc), s 5.0 * 6.1 5.0 * 6.1 6.5
Max Green Setting (Gmax), s 22.0 * 40 5.0 * 57 30.5
Max Q Clear Time (g_c+I1), s 12.1 25.2 0.0 8.9 7.6
Green Ext Time (p_c), s 0.4 5.1 0.0 2.6 1.3
Intersection Summary
HCM 6th Ctrl Delay 29.6
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

User approved changes to right turn type.

HCM 6th Signalized Intersection Summary EX + C + P AM
2: N Pacific St & W. Mission Rd 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 21 620 56 0 534 23 0 0 45 78 0 39 Future Volume (veh/h) 21 620 56 0 534 23 0 0 45 78 0 39 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.95 1.00 0.97 1.00 0.94 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 1726 1726 1726 0 1726 1726 0 1726 1726 1726 1726 1726 Adj Flow Rate, veh/h 26 756 68 0 685 29 0 0 61 104 0 52 Peak Hour Factor 0.82 0.82 0.82 0.78 0.78 0.78 0.74 0.74 0.74 0.75 0.75 0.75 Percent Heavy Veh, % 3 33033033333
Cap, veh/h 153 1217 109 0 798 34 0 0 411 186 0 156
Arrive On Green 0.09 0.40 0.40 0.00 0.25 0.25 0.00 0.00 0.29 0.11 0.00 0.11 Sat Flow, veh/h 1643 3030 272 0 3283 135 0 0 1419 1643 0 1379 Grp Volume(v), veh/h 26 409 415 0 351 363 0 0 61 104 0 52 Grp Sat Flow(s),veh/h/ln1643 1639 1663 0 1639 1692 0 0 1419 1643 0 1379 Q Serve(g_s), s 1.3 17.2 17.3 0.0 17.7 17.8 0.0 0.0 2.8 5.2 0.0 3.0 Cycle Q Clear(g_c), s 1.3 17.2 17.3 0.0 17.7 17.8 0.0 0.0 2.8 5.2 0.0 3.0 Prop In Lane 1.00 0.16 0.00 0.08 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 153 659 668 0 409 422 0 0 411 186 0 156 V/C Ratio(X) 0.17 0.62 0.62 0.00 0.86 0.86 0.00 0.00 0.15 0.56 0.00 0.33 Avail Cap(c_a), veh/h 153 824 836 0 559 577 0 0 411 476 0 399 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 36.2 20.7 20.7 0.0 31.1 31.1 0.0 0.0 22.9 36.4 0.0 35.5 Incr Delay (d2), s/veh 2.4 0.4 0.4 0.0 7.5 7.4 0.0 0.0 0.8 1.0 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/ln0.6 6.0 6.1 0.0 7.3 7.6 0.0 0.0 1.0 2.1 0.0 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.6 21.0 21.0 0.0 38.6 38.5 0.0 0.0 23.7 37.4 0.0 35.9 LnGrp LOS D C C A D D A A C D A D
Approach Vol, veh/h 850 714 61 156
Approach Delay, s/veh 21.6 38.5 23.7 36.9
Approach LOS CDCD
Timer - Assigned Phs 2 4 5 6 8
Phs Duration (G+Y+Rc), s 41.7 14.9 13.2 28.5 30.2
Change Period (Y+Rc), s * 6.8 5.1 5.1 6.8 5.1
Max Green Setting (Gmax), s * 44 25.1 8.1 29.6 25.1
Max Q Clear Time (g_c+I1), s 19.3 7.2 3.3 19.8 4.8
Green Ext Time (p_c), s 2.9 0.3 0.0 1.9 0.2
Intersection Summary
HCM 6th Ctrl Delay 29.8
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary EX + C + P AM
3: N. Las Posas Rd & W. Mission Rd 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 130 416 79 366 344 138 66 467 311 123 716 46 Future Volume (veh/h) 130 416 79 366 344 138 66 467 311 123 716 46 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.94 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 1856 1856 1726 1726 1856 1856 1726 1726 1726 1856 1726 1856 Adj Flow Rate, veh/h 162 520 99 421 395 159 80 570 379 129 754 48 Peak Hour Factor 0.80 0.80 0.80 0.87 0.87 0.87 0.82 0.82 0.82 0.95 0.95 0.95 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 212 1122 568 385 780 309 137 896 974 286 1235 78 Arrive On Green 0.12 0.32 0.32 0.12 0.32 0.32 0.08 0.27 0.27 0.08 0.27 0.27 Sat Flow, veh/h 1767 3526 1401 3188 2432 963 1643 3279 2424 3428 4517 286 Grp Volume(v), veh/h 162 520 99 421 284 270 80 570 379 129 523 279 Grp Sat Flow(s),veh/h/ln1767 1763 1401 1594 1763 1633 1643 1639 1212 1714 1570 1662 Q Serve(g_s), s 10.7 14.2 5.5 14.5 15.7 16.1 5.6 18.3 13.5 4.3 17.4 17.6 Cycle Q Clear(g_c), s 10.7 14.2 5.5 14.5 15.7 16.1 5.6 18.3 13.5 4.3 17.4 17.6 Prop In Lane 1.00 1.00 1.00 0.59 1.00 1.00 1.00 0.17
Lane Grp Cap(c), veh/h 212 1122 568 385 566 524 137 896 974 286 858 454 V/C Ratio(X) 0.76 0.46 0.17 1.09 0.50 0.51 0.58 0.64 0.39 0.45 0.61 0.61 Avail Cap(c_a), veh/h 212 1122 568 385 566 524 137 902 978 286 864 457 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 0.92 0.92 0.92 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.2 32.7 23.1 52.8 33.0 33.1 53.0 38.3 26.1 52.4 38.0 38.1 Incr Delay (d2), s/veh 22.6 1.4 0.7 73.2 3.2 3.6 15.7 3.2 1.1 5.1 3.2 6.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.9 6.1 1.8 9.5 7.0 6.7 2.9 7.5 3.9 2.0 6.9 7.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.8 34.1 23.8 125.9 36.2 36.7 68.7 41.5 27.2 57.5 41.2 44.2 LnGrp LOS E C C F D D E D C E D D
Approach Vol, veh/h 781 975 1029 931
Approach Delay, s/veh 41.0 75.1 38.3 44.4
Approach LOS D E D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s15.1 39.6 20.8 44.5 15.1 39.6 20.5 44.8 Change Period (Y+Rc), s 5.1 6.8 6.3 6.3 5.1 6.8 * 6.1 * 6.3 Max Green Setting (Gmax), s10.0 33.0 14.5 38.0 10.0 33.0 * 14 * 39 Max Q Clear Time (g_c+I1), s6.3 20.3 16.5 16.2 7.6 19.6 12.7 18.1 Green Ext Time (p_c), s 0.1 2.8 0.0 2.2 0.0 2.6 0.0 1.9 Intersection Summary
HCM 6th Ctrl Delay 50.0
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

User approved changes to right turn type.

HCM 6th Signalized Intersection Summary EX + C + P AM
4: Knoll Rd/Drwy & W. Mission Rd 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 5 477 197 241 641 9 179 3 171 3 6 17 Future Volume (veh/h) 5 477 197 241 641 9 179 3 171 3 6 17 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.94 1.00 0.95 1.00 0.96 1.00 0.93 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 1856 1856 1726 1726 1856 1856 1726 1726 1726 1856 1726 1856 Adj Flow Rate, veh/h 7 636 263 265 704 10 248 0 234 4 7 21 Peak Hour Factor 0.75 0.75 0.75 0.91 0.91 0.91 0.73 0.73 0.73 0.81 0.81 0.81 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 22 1512 588 177 1883 27 650 0 278 29 51 69
Arrive On Green 0.01 0.43 0.43 0.11 0.53 0.53 0.20 0.00 0.20 0.05 0.05 0.05 Sat Flow, veh/h 1767 3526 1370 1643 3555 50 3287 0 1407 616 1079 1455 Grp Volume(v), veh/h 7 636 263 265 349 365 248 0 234 11 0 21 Grp Sat Flow(s),veh/h/ln1767 1763 1370 1643 1763 1843 1643 0 1407 1695 0 1455 Q Serve(g_s), s 0.4 12.6 13.6 10.8 11.6 11.6 6.5 0.0 16.0 0.6 0.0 1.4 Cycle Q Clear(g_c), s 0.4 12.6 13.6 10.8 11.6 11.6 6.5 0.0 16.0 0.6 0.0 1.4 Prop In Lane 1.00 1.00 1.00 0.03 1.00 1.00 0.36 1.00
Lane Grp Cap(c), veh/h 22 1512 588 177 934 976 650 0 278 80 0 69 V/C Ratio(X) 0.32 0.42 0.45 1.49 0.37 0.37 0.38 0.00 0.84 0.14 0.00 0.31 Avail Cap(c_a), veh/h 124 1512 588 177 934 976 887 0 380 136 0 116 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 49.0 19.9 20.2 44.6 13.8 13.8 34.8 0.0 38.6 45.7 0.0 46.1 Incr Delay (d2), s/veh 3.1 0.9 2.5 249.2 1.1 1.1 0.1 0.0 8.9 0.3 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/ln0.2 5.0 4.4 16.5 4.4 4.6 2.6 0.0 6.1 0.3 0.0 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.0 20.8 22.6 293.8 14.9 14.9 34.9 0.0 47.5 46.0 0.0 47.0 LnGrp LOS D C C F B B C A D D A D
Approach Vol, veh/h 906 979 482 32
Approach Delay, s/veh 21.5 90.4 41.0 46.6
Approach LOS C F D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s15.9 48.7 9.9 5.8 58.8 25.5
Change Period (Y+Rc), s 5.1 5.8 * 5.2 4.6 5.8 5.7
Max Green Setting (Gmax), s10.8 32.4 * 8 7.0 36.7 27.0
Max Q Clear Time (g_c+I1), s12.8 15.6 3.4 2.4 13.6 18.0 Green Ext Time (p_c), s 0.0 2.9 0.0 0.0 2.4 0.7
Intersection Summary
HCM 6th Ctrl Delay 53.9
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary EX + C + P AM
5: N. Las Posas Rd & Armorlite Dr 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1 0 15 209 1 56 31 789 132 28 1215 7 Future Volume (veh/h) 1 0 15 209 1 56 31 789 132 28 1215 7 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 0.96 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 1 0 19 230 1 62 37 939 157 33 1429 8 Peak Hour Factor 0.80 0.80 0.80 0.91 0.91 0.91 0.84 0.84 0.84 0.85 0.85 0.85 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 4 0 247 150 6 371 79 2081 346 74 2474 14
Arrive On Green 0.00 0.00 0.16 0.09 0.25 0.25 0.04 0.48 0.48 0.04 0.48 0.48 Sat Flow, veh/h 1767 0 1505 1767 24 1501 1767 4345 723 1767 5197 29 Grp Volume(v), veh/h 1 0 19 230 0 63 37 729 367 33 929 508 Grp Sat Flow(s),veh/h/ln1767 0 1505 1767 0 1525 1767 1689 1691 1767 1689 1849 Q Serve(g_s), s 0.1 0.0 1.1 8.5 0.0 3.2 2.0 14.3 14.4 1.8 19.9 19.9 Cycle Q Clear(g_c), s 0.1 0.0 1.1 8.5 0.0 3.2 2.0 14.3 14.4 1.8 19.9 19.9 Prop In Lane 1.00 1.00 1.00 0.98 1.00 0.43 1.00 0.02
Lane Grp Cap(c), veh/h 4 0 247 150 0 377 79 1617 810 74 1608 880 V/C Ratio(X) 0.26 0.00 0.08 1.53 0.00 0.17 0.47 0.45 0.45 0.44 0.58 0.58 Avail Cap(c_a), veh/h 141 0 587 150 0 603 124 1617 810 124 1608 880 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.20 0.20 0.20 0.61 0.61 0.61 Uniform Delay (d), s/veh 49.8 0.0 35.4 45.8 0.0 29.6 46.6 17.3 17.3 46.8 18.9 18.9 Incr Delay (d2), s/veh 12.5 0.0 0.0 269.7 0.0 0.1 0.3 0.2 0.4 0.9 0.9 1.7 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/ln0.0 0.0 0.4 15.0 0.0 1.2 0.9 5.1 5.2 0.8 7.2 8.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 62.3 0.0 35.4 315.4 0.0 29.7 46.9 17.5 17.7 47.7 19.9 20.6 LnGrp LOS E A D F A C D B B D B C
Approach Vol, veh/h 20 293 1133 1470
Approach Delay, s/veh 36.8 254.0 18.5 20.8
Approach LOS D F B C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s10.2 53.9 14.0 21.9 10.5 53.6 5.7 30.2 Change Period (Y+Rc), s 6.0 6.0 5.5 5.5 6.0 6.0 5.5 5.5 Max Green Setting (Gmax), s7.0 22.5 8.5 39.0 7.0 22.5 8.0 39.5 Max Q Clear Time (g_c+I1), s3.8 16.4 10.5 3.1 4.0 21.9 2.1 5.2 Green Ext Time (p_c), s 0.0 2.5 0.0 0.0 0.0 0.4 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 43.4
HCM 6th LOS D
HCM 6th TWSC EX + C + P AM
6: Armorlite Dr/Amorlite Dr & Proj Drwy 11/28/2023
Armorlite Apartments Synchro 11 Report

Intersection
Int Delay, s/veh 2.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 20 67 200 0 0 66
Future Vol, veh/h 20 67 200 0 0 66
Conflicting Peds, #/hr 10 0 0 10 10 10
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 91 91 92 92
Heavy Vehicles, % 3 33333
Mvmt Flow 22 73 220 0 0 72

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 230 0 - 0 357 240
Stage 1 - - - - 230 -
Stage 2 - - - - 127 -
Critical Hdwy 4.13 - - - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy 2.227 - - - 3.527 3.327
Pot Cap-1 Maneuver 1332 - - - 639 796
Stage 1 - - - - 806 -
Stage 2 - - - - 896 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1319 - - - 615 781
Mov Cap-2 Maneuver - - - - 615 -
Stage 1 - - - - 784 -
Stage 2 - - - - 887 -

Approach EB WB SB
HCM Control Delay, s 1.8 0 10.1

HCM LOS B

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1319 - - - 781
HCM Lane V/C Ratio 0.016 - - - 0.092
HCM Control Delay (s) 7.8 0 - - 10.1
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0.1 - - - 0.3
HCM 6th Signalized Intersection Summary EX + C + P AM
7: N. Las Posas Rd & Descanso Ave 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 14 34 119 161 18 26 61 853 131 11 1403 27 Future Volume (veh/h) 14 34 119 161 18 26 61 853 131 11 1403 27 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.94 1.00 0.94 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 16 40 140 221 25 36 62 862 132 11 1432 28 Peak Hour Factor 0.85 0.85 0.85 0.73 0.73 0.73 0.99 0.99 0.99 0.98 0.98 0.98 Percent Heavy Veh, % 333333333333
Cap, veh/h 146 364 425 955 188 270 106 1011 154 88 1142 22 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.06 0.23 0.23 0.05 0.22 0.22 Sat Flow, veh/h 523 1307 1525 3428 674 971 1767 4396 668 1767 5108 100 Grp Volume(v), veh/h 56 0 140 221 0 61 62 661 333 11 947 513 Grp Sat Flow(s),veh/h/ln 1829 0 1525 1714 0 1645 1767 1689 1687 1767 1689 1830 Q Serve(g_s), s 3.2 0.0 10.2 7.0 0.0 3.9 4.8 26.2 26.5 0.8 31.3 31.3 Cycle Q Clear(g_c), s 3.2 0.0 10.2 7.0 0.0 3.9 4.8 26.2 26.5 0.8 31.3 31.3 Prop In Lane 0.29 1.00 1.00 0.59 1.00 0.40 1.00 0.05
Lane Grp Cap(c), veh/h 510 0 425 955 0 458 106 776 388 88 755 409 V/C Ratio(X) 0.11 0.00 0.33 0.23 0.00 0.13 0.58 0.85 0.86 0.12 1.25 1.25 Avail Cap(c_a), veh/h 510 0 425 955 0 458 106 776 388 88 755 409 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.96 0.96 0.96 0.73 0.73 0.73 Uniform Delay (d), s/veh 37.6 0.0 40.1 38.9 0.0 37.8 64.1 51.6 51.7 63.6 54.4 54.4 Incr Delay (d2), s/veh 0.4 0.0 2.1 0.6 0.0 0.6 20.7 10.9 20.5 2.1 122.5 128.6 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 1.5 0.0 4.1 3.0 0.0 1.7 2.7 12.0 13.2 0.4 25.8 28.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.0 0.0 42.2 39.5 0.0 38.4 84.8 62.5 72.2 65.7 176.9 183.0 LnGrp LOS D A D D A D F E E E F F
Approach Vol, veh/h 196 282 1056 1471
Approach Delay, s/veh 41.0 39.3 66.9 178.2
Approach LOS D D E F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 13.5 38.7 45.5 14.4 37.8 45.5
Change Period (Y+Rc), s 6.5 * 6.5 6.5 6.0 6.5 6.5
Max Green Setting (Gmax), s 7.0 * 30 39.0 8.4 28.1 39.0 Max Q Clear Time (g_c+I1), s 2.8 28.5 12.2 6.8 33.3 9.0 Green Ext Time (p_c), s 0.0 0.5 0.4 0.0 0.0 0.6
Intersection Summary
HCM 6th Ctrl Delay 117.1
HCM 6th LOS F
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.

HCM 6th Signalized Intersection Summary EX + C + P AM
8: N. Las Posas Rd & SR-78 WB Ramps 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 511 0 235 205 830 0 0 1478 323 Future Volume (veh/h) 0 0 0 511 0 235 205 830 0 0 1478 323 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 0 0 1856 1856 Adj Flow Rate, veh/h 405 210 255 233 943 0 0 1642 359
Peak Hour Factor 0.92 0.92 0.92 0.88 0.88 0.88 0.90 0.90 0.90 Percent Heavy Veh, % 333330033
Cap, veh/h 497 210 256 256 3039 0 0 1692 366
Arrive On Green 0.28 0.28 0.28 0.15 0.60 0.00 0.00 0.41 0.41 Sat Flow, veh/h 1767 749 909 1767 5233 0 0 4314 896
Grp Volume(v), veh/h 405 0 465 233 943 0 0 1334 667
Grp Sat Flow(s),veh/h/ln 1767 0 1658 1767 1689 0 0 1689 1666 Q Serve(g_s), s 21.4 0.0 28.0 13.0 9.1 0.0 0.0 38.6 39.6 Cycle Q Clear(g_c), s 21.4 0.0 28.0 13.0 9.1 0.0 0.0 38.6 39.6 Prop In Lane 1.00 0.55 1.00 0.00 0.00 0.54
Lane Grp Cap(c), veh/h 497 0 466 256 3039 0 0 1378 680
V/C Ratio(X) 0.82 0.00 1.00 0.91 0.31 0.00 0.00 0.97 0.98 Avail Cap(c_a), veh/h 497 0 466 256 3039 0 0 1378 680
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.86 0.86 0.00 0.00 0.09 0.09 Uniform Delay (d), s/veh 33.5 0.0 35.9 42.1 9.8 0.0 0.0 29.0 29.2 Incr Delay (d2), s/veh 9.5 0.0 41.1 31.0 0.2 0.0 0.0 3.0 7.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.3 0.0 16.3 7.6 3.0 0.0 0.0 14.8 15.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.0 0.0 77.0 73.1 10.1 0.0 0.0 31.9 36.2 LnGrp LOS D AEEBAACD
Approach Vol, veh/h 870 1176 2001
Approach Delay, s/veh 61.2 22.6 33.3
Approach LOS E C C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 66.8 19.2 47.6 33.2
Change Period (Y+Rc), s 6.8 * 4.7 6.8 5.1
Max Green Setting (Gmax), s 60.0 * 15 40.8 28.1
Max Q Clear Time (g_c+I1), s 11.1 15.0 41.6 30.0
Green Ext Time (p_c), s 4.4 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 36.2
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary EX + C + P AM
9: N. Las Posas Rd & Grand Ave 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 153 193 13 111 180 511 20 406 125 525 733 534 Future Volume (veh/h) 153 193 13 111 180 511 20 406 125 525 733 534 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.96 1.00 0.97 1.00 0.95 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 210 264 18 123 200 568 24 478 147 603 843 614 Peak Hour Factor 0.73 0.73 0.73 0.90 0.90 0.90 0.85 0.85 0.85 0.87 0.87 0.87 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 595 973 66 145 369 757 112 1190 352 280 1154 764 Arrive On Green 0.17 0.29 0.29 0.08 0.20 0.20 0.06 0.31 0.31 0.08 0.33 0.33 Sat Flow, veh/h 3428 3343 226 1767 1856 2663 1767 3849 1139 3428 3526 1500 Grp Volume(v), veh/h 210 138 144 123 200 568 24 417 208 603 843 614 Grp Sat Flow(s),veh/h/ln1714 1763 1807 1767 1856 1332 1767 1689 1611 1714 1763 1500 Q Serve(g_s), s 5.9 6.6 6.7 7.6 10.6 21.4 1.4 10.7 11.3 9.0 23.3 36.0 Cycle Q Clear(g_c), s 5.9 6.6 6.7 7.6 10.6 21.4 1.4 10.7 11.3 9.0 23.3 36.0 Prop In Lane 1.00 0.13 1.00 1.00 1.00 0.71 1.00 1.00
Lane Grp Cap(c), veh/h 595 513 526 145 369 757 112 1044 498 280 1154 764 V/C Ratio(X) 0.35 0.27 0.27 0.85 0.54 0.75 0.21 0.40 0.42 2.15 0.73 0.80 Avail Cap(c_a), veh/h 595 513 526 145 369 757 112 1044 498 280 1154 764 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 0.76 0.76 0.76 1.00 1.00 1.00 0.16 0.16 0.16 Uniform Delay (d), s/veh 40.0 30.0 30.0 49.8 39.5 36.1 48.9 30.0 30.1 50.5 32.7 23.2 Incr Delay (d2), s/veh 1.6 1.3 1.3 35.3 0.7 2.9 4.3 1.1 2.6 519.3 0.7 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.6 2.9 3.0 4.7 4.8 7.0 0.7 4.3 4.5 24.0 9.5 12.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.6 31.3 31.3 85.2 40.2 39.0 53.2 31.1 32.7 569.8 33.4 24.7 LnGrp LOS D C C F DDDCCFCC
Approach Vol, veh/h 492 891 649 2060
Approach Delay, s/veh 35.7 45.7 32.4 187.8
Approach LOS D D C F
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s15.5 40.5 15.5 38.5 13.5 42.5 25.6 28.4 Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5 6.5 6.5 Max Green Setting (Gmax), s9.0 34.0 9.0 32.0 7.0 36.0 19.1 21.9 Max Q Clear Time (g_c+I1), s11.0 13.3 9.6 8.7 3.4 38.0 7.9 23.4 Green Ext Time (p_c), s 0.0 2.3 0.0 0.9 0.0 0.0 0.3 0.0 Intersection Summary
HCM 6th Ctrl Delay 113.9
HCM 6th LOS F
Notes
User approved changes to right turn type.

HCM 6th Signalized Intersection Summary EX + C + P AM
10: Via Vera Cruz & Grand Ave 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 431 357 122 57 262 53 68 66 30 161 250 439 Future Volume (veh/h) 431 357 122 57 262 53 68 66 30 161 250 439 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.96 1.00 0.94 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 459 380 130 64 294 60 76 76 34 168 260 457 Peak Hour Factor 0.94 0.94 0.94 0.89 0.89 0.89 0.88 0.88 0.88 0.96 0.96 0.96 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 523 963 588 162 897 175 193 203 162 546 573 472 Arrive On Green 0.15 0.27 0.27 0.09 0.21 0.21 0.11 0.11 0.11 0.31 0.31 0.31 Sat Flow, veh/h 3428 3526 1524 1767 4225 823 1767 1856 1481 1767 1856 1528 Grp Volume(v), veh/h 459 380 130 64 232 122 76 76 34 168 260 457 Grp Sat Flow(s),veh/h/ln1714 1763 1524 1767 1689 1671 1767 1856 1481 1767 1856 1528 Q Serve(g_s), s 13.1 8.8 5.8 3.4 5.8 6.2 4.0 3.8 2.1 7.3 11.3 29.5 Cycle Q Clear(g_c), s 13.1 8.8 5.8 3.4 5.8 6.2 4.0 3.8 2.1 7.3 11.3 29.5 Prop In Lane 1.00 1.00 1.00 0.49 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 523 963 588 162 717 355 193 203 162 546 573 472 V/C Ratio(X) 0.88 0.39 0.22 0.40 0.32 0.34 0.39 0.37 0.21 0.31 0.45 0.97 Avail Cap(c_a), veh/h 531 963 588 194 717 355 194 204 163 546 573 472 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.09 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.5 29.6 20.8 42.8 33.3 33.5 41.4 41.4 40.6 26.4 27.8 34.1 Incr Delay (d2), s/veh 1.8 0.1 0.1 0.6 0.1 0.2 0.5 0.4 0.2 0.1 0.2 33.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.5 3.6 2.4 1.5 2.3 2.5 1.7 1.7 0.8 3.0 4.8 14.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.3 29.7 20.9 43.4 33.4 33.7 41.9 41.8 40.8 26.5 28.0 67.1 LnGrp LOS D CCDCCDDDCCE
Approach Vol, veh/h 969 418 186 885
Approach Delay, s/veh 35.0 35.0 41.7 47.9
Approach LOS CDDD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s13.8 34.1 36.0 19.9 28.0 16.0
Change Period (Y+Rc), s * 4.7 6.8 5.1 * 4.7 6.8 5.1
Max Green Setting (Gmax), s* 11 25.4 30.9 * 16 20.9 11.0 Max Q Clear Time (g_c+I1), s5.4 10.8 31.5 15.1 8.2 6.0
Green Ext Time (p_c), s 0.0 1.5 0.0 0.1 1.1 0.2
Intersection Summary
HCM 6th Ctrl Delay 40.1
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary EX + C + P PM
1: N Rancho Santa Fe Rd & W. Mission Rd 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 917 162 174 410 0 340 0 423 0 0 0 Future Volume (veh/h) 0 917 162 174 410 0 340 0 423 0 0 0 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 0 1856 0 1856 Adj Flow Rate, veh/h 0 1132 200 210 494 0 378 0 470
Peak Hour Factor 0.81 0.81 0.81 0.83 0.83 0.83 0.90 0.90 0.90 Percent Heavy Veh, % 333330303
Cap, veh/h 84 1316 562 321 1788 0 950 0 767
Arrive On Green 0.00 0.37 0.37 0.18 0.51 0.00 0.28 0.00 0.28 Sat Flow, veh/h 1767 3526 1505 1767 3618 0 3428 0 2768
Grp Volume(v), veh/h 0 1132 200 210 494 0 378 0 470
Grp Sat Flow(s),veh/h/ln 1767 1763 1505 1767 1763 0 1714 0 1384 Q Serve(g_s), s 0.0 31.0 10.1 11.6 8.4 0.0 9.4 0.0 15.5 Cycle Q Clear(g_c), s 0.0 31.0 10.1 11.6 8.4 0.0 9.4 0.0 15.5 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 84 1316 562 321 1788 0 950 0 767 V/C Ratio(X) 0.00 0.86 0.36 0.65 0.28 0.00 0.40 0.00 0.61 Avail Cap(c_a), veh/h 84 1495 638 321 1967 0 950 0 767
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 30.3 23.7 39.8 14.8 0.0 30.7 0.0 32.9 Incr Delay (d2), s/veh 0.0 4.8 0.4 10.0 0.1 0.0 1.2 0.0 3.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 13.1 3.4 5.7 3.1 0.0 3.9 0.0 5.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 35.1 24.1 49.8 14.9 0.0 32.0 0.0 36.6 LnGrp LOS A D C D B A C A D
Approach Vol, veh/h 1332 704 848
Approach Delay, s/veh 33.5 25.3 34.5
Approach LOS C C C
Timer - Assigned Phs 1 2 5 6 8
Phs Duration (G+Y+Rc), s 24.0 45.2 10.0 59.2 35.5
Change Period (Y+Rc), s 5.0 * 6.1 5.0 * 6.1 6.5
Max Green Setting (Gmax), s 19.0 * 44 5.0 * 58 29.0
Max Q Clear Time (g_c+I1), s 13.6 33.0 0.0 10.4 17.5
Green Ext Time (p_c), s 0.3 6.0 0.0 3.3 2.7
Intersection Summary
HCM 6th Ctrl Delay 31.8
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary EX + C + P PM
2: N Pacific St & W. Mission Rd 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 42 1057 40 0 569 52 0 0 58 39 0 33 Future Volume (veh/h) 42 1057 40 0 569 52 0 0 58 39 0 33 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.95 1.00 0.99 1.00 0.95 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 1726 1726 1726 0 1726 1726 0 1726 1726 1726 1726 1726 Adj Flow Rate, veh/h 47 1188 45 0 625 57 0 0 77 44 0 38 Peak Hour Factor 0.89 0.89 0.89 0.91 0.91 0.91 0.75 0.75 0.75 0.88 0.88 0.88 Percent Heavy Veh, % 3 33033033333
Cap, veh/h 121 1247 47 0 809 74 0 0 330 376 0 317
Arrive On Green 0.07 0.39 0.39 0.00 0.27 0.27 0.00 0.00 0.23 0.23 0.00 0.23 Sat Flow, veh/h 1643 3214 122 0 3109 275 0 0 1443 1643 0 1388 Grp Volume(v), veh/h 47 606 627 0 338 344 0 0 77 44 0 38 Grp Sat Flow(s),veh/h/ln1643 1639 1696 0 1639 1658 0 0 1443 1643 0 1388 Q Serve(g_s), s 3.0 39.4 39.5 0.0 20.9 21.0 0.0 0.0 4.8 2.3 0.0 2.4 Cycle Q Clear(g_c), s 3.0 39.4 39.5 0.0 20.9 21.0 0.0 0.0 4.8 2.3 0.0 2.4 Prop In Lane 1.00 0.07 0.00 0.17 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 121 636 658 0 439 444 0 0 330 376 0 317 V/C Ratio(X) 0.39 0.95 0.95 0.00 0.77 0.77 0.00 0.00 0.23 0.12 0.00 0.12 Avail Cap(c_a), veh/h 121 651 673 0 442 447 0 0 330 376 0 317 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 48.5 32.6 32.6 0.0 37.1 37.1 0.0 0.0 34.5 33.6 0.0 33.6 Incr Delay (d2), s/veh 9.1 23.5 23.2 0.0 7.3 7.4 0.0 0.0 1.7 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/ln1.5 18.6 19.3 0.0 8.9 9.0 0.0 0.0 1.8 1.0 0.0 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.6 56.1 55.8 0.0 44.4 44.5 0.0 0.0 36.2 34.2 0.0 34.4 LnGrp LOS E E E A D D A A D C A C
Approach Vol, veh/h 1280 682 77 82
Approach Delay, s/veh 56.0 44.5 36.2 34.3
Approach LOS E D D C
Timer - Assigned Phs 2 4 5 6 8
Phs Duration (G+Y+Rc), s 49.4 30.2 13.2 36.2 30.2
Change Period (Y+Rc), s * 6.8 5.1 5.1 6.8 5.1
Max Green Setting (Gmax), s * 44 25.1 8.1 29.6 25.1
Max Q Clear Time (g_c+I1), s 41.5 4.4 5.0 23.0 6.8
Green Ext Time (p_c), s 1.2 0.2 0.0 1.4 0.2
Intersection Summary
HCM 6th Ctrl Delay 50.8
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary EX + C + P PM
3: N. Las Posas Rd & W. Mission Rd 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 182 904 119 399 349 98 128 839 521 126 524 49 Future Volume (veh/h) 182 904 119 399 349 98 128 839 521 126 524 49 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 1856 1856 1726 1726 1856 1856 1726 1726 1726 1856 1726 1856 Adj Flow Rate, veh/h 192 952 125 416 364 102 151 987 613 143 595 56 Peak Hour Factor 0.95 0.95 0.95 0.96 0.96 0.96 0.85 0.85 0.85 0.88 0.88 0.88 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 191 1122 573 385 901 249 137 1082 1121 286 1443 134 Arrive On Green 0.11 0.32 0.32 0.12 0.33 0.33 0.08 0.33 0.33 0.08 0.33 0.33 Sat Flow, veh/h 1767 3526 1419 3188 2710 748 1643 3279 2456 3428 4373 407 Grp Volume(v), veh/h 192 952 125 416 235 231 151 987 613 143 425 226 Grp Sat Flow(s),veh/h/ln1767 1763 1419 1594 1763 1694 1643 1639 1228 1714 1570 1639 Q Serve(g_s), s 13.0 30.3 6.9 14.5 12.3 12.7 10.0 34.6 21.9 4.8 12.6 12.8 Cycle Q Clear(g_c), s 13.0 30.3 6.9 14.5 12.3 12.7 10.0 34.6 21.9 4.8 12.6 12.8 Prop In Lane 1.00 1.00 1.00 0.44 1.00 1.00 1.00 0.25
Lane Grp Cap(c), veh/h 191 1122 573 385 586 563 137 1082 1121 286 1036 541 V/C Ratio(X) 1.00 0.85 0.22 1.08 0.40 0.41 1.10 0.91 0.55 0.50 0.41 0.42 Avail Cap(c_a), veh/h 191 1122 573 385 586 563 137 1082 1121 286 1036 541 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 0.62 0.62 0.62 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.5 38.2 23.6 52.8 30.8 31.0 55.0 38.5 24.1 52.6 31.2 31.2 Incr Delay (d2), s/veh 65.8 8.0 0.9 68.9 2.0 2.2 90.7 8.8 1.2 6.1 1.2 2.4 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/ln9.1 13.7 2.4 9.3 5.4 5.3 7.5 14.6 6.2 2.3 4.8 5.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 119.3 46.2 24.4 121.6 32.9 33.2 145.7 47.3 25.3 58.8 32.4 33.6 LnGrp LOS F D C F C C F D C E C C
Approach Vol, veh/h 1269 882 1751 794
Approach Delay, s/veh 55.1 74.8 48.1 37.5
Approach LOS E E D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s15.1 46.6 20.8 44.5 15.1 46.6 19.1 46.2 Change Period (Y+Rc), s 5.1 6.8 6.3 6.3 5.1 6.8 * 6.1 * 6.3 Max Green Setting (Gmax), s10.0 33.0 14.5 38.0 10.0 33.0 * 13 * 40 Max Q Clear Time (g_c+I1), s6.8 36.6 16.5 32.3 12.0 14.8 15.0 14.7 Green Ext Time (p_c), s 0.1 0.0 0.0 2.3 0.0 2.3 0.0 1.6 Intersection Summary
HCM 6th Ctrl Delay 53.2
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

User approved changes to right turn type.

HCM 6th Signalized Intersection Summary EX + C + P PM
4: Knoll Rd/Drwy & W. Mission Rd 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 5 1348 177 167 616 4 153 1 251 3 6 3 Future Volume (veh/h) 5 1348 177 167 616 4 153 1 251 3 6 3 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 0.92 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 1856 1856 1726 1726 1856 1856 1726 1726 1726 1856 1726 1856 Adj Flow Rate, veh/h 6 1498 197 184 677 4 171 0 279 5 10 5 Peak Hour Factor 0.90 0.90 0.90 0.91 0.91 0.91 0.90 0.90 0.90 0.60 0.60 0.60 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 19 1589 638 163 1953 12 719 0 309 19 38 48
Arrive On Green 0.01 0.45 0.45 0.10 0.54 0.54 0.22 0.00 0.22 0.03 0.03 0.03 Sat Flow, veh/h 1767 3526 1416 1643 3593 21 3287 0 1411 566 1132 1445 Grp Volume(v), veh/h 6 1498 197 184 332 349 171 0 279 15 0 5 Grp Sat Flow(s),veh/h/ln1767 1763 1416 1643 1763 1851 1643 0 1411 1697 0 1445 Q Serve(g_s), s 0.4 44.6 9.8 10.9 11.7 11.7 4.7 0.0 21.2 0.9 0.0 0.4 Cycle Q Clear(g_c), s 0.4 44.6 9.8 10.9 11.7 11.7 4.7 0.0 21.2 0.9 0.0 0.4 Prop In Lane 1.00 1.00 1.00 0.01 1.00 1.00 0.33 1.00
Lane Grp Cap(c), veh/h 19 1589 638 163 958 1006 719 0 309 56 0 48 V/C Ratio(X) 0.32 0.94 0.31 1.13 0.35 0.35 0.24 0.00 0.90 0.27 0.00 0.10 Avail Cap(c_a), veh/h 112 1589 638 163 958 1006 807 0 346 123 0 105 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 54.0 28.9 19.3 49.5 14.1 14.1 35.4 0.0 41.8 51.9 0.0 51.6 Incr Delay (d2), s/veh 3.5 12.5 1.3 109.7 1.0 0.9 0.1 0.0 23.0 0.9 0.0 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/ln0.2 20.0 3.2 9.3 4.5 4.7 1.9 0.0 9.2 0.4 0.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.6 41.4 20.5 159.2 15.1 15.1 35.5 0.0 64.9 52.8 0.0 51.9 LnGrp LOS E D C F B B D A E D A D
Approach Vol, veh/h 1701 865 450 20
Approach Delay, s/veh 39.0 45.7 53.7 52.6
Approach LOS DDDD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s16.0 55.4 8.9 5.8 65.6 29.8
Change Period (Y+Rc), s 5.1 5.8 * 5.2 4.6 5.8 5.7
Max Green Setting (Gmax), s10.9 42.3 * 8 7.0 46.7 27.0
Max Q Clear Time (g_c+I1), s12.9 46.6 2.9 2.4 13.7 23.2 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 2.3 0.4
Intersection Summary
HCM 6th Ctrl Delay 43.2
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary EX + C + P PM
5: N. Las Posas Rd & Amorlite Dr 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 3 0 5 147 0 79 6 1469 244 104 1003 2 Future Volume (veh/h) 3 0 5 147 0 79 6 1469 244 104 1003 2 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 0.96 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 4 0 7 156 0 84 7 1632 271 114 1102 2 Peak Hour Factor 0.67 0.67 0.67 0.94 0.94 0.94 0.90 0.90 0.90 0.91 0.91 0.91 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 15 0 237 133 0 341 22 2149 355 112 2847 5
Arrive On Green 0.01 0.00 0.16 0.08 0.00 0.22 0.01 0.49 0.49 0.06 0.55 0.55 Sat Flow, veh/h 1767 0 1503 1767 0 1518 1767 4351 718 1767 5221 9 Grp Volume(v), veh/h 4 0 7 156 0 84 7 1264 639 114 713 391 Grp Sat Flow(s),veh/h/ln1767 0 1503 1767 0 1518 1767 1689 1692 1767 1689 1853 Q Serve(g_s), s 0.2 0.0 0.4 8.3 0.0 5.0 0.4 33.3 33.8 7.0 13.4 13.4 Cycle Q Clear(g_c), s 0.2 0.0 0.4 8.3 0.0 5.0 0.4 33.3 33.8 7.0 13.4 13.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.42 1.00 0.01
Lane Grp Cap(c), veh/h 15 0 237 133 0 341 22 1668 836 112 1842 1011 V/C Ratio(X) 0.27 0.00 0.03 1.17 0.00 0.25 0.32 0.76 0.76 1.01 0.39 0.39 Avail Cap(c_a), veh/h 129 0 533 133 0 542 112 1668 836 112 1842 1011 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.09 0.09 0.09 0.68 0.68 0.68 Uniform Delay (d), s/veh 54.2 0.0 39.2 50.8 0.0 35.0 53.9 22.5 22.6 51.5 14.4 14.4 Incr Delay (d2), s/veh 3.6 0.0 0.0 130.8 0.0 0.1 0.3 0.3 0.6 73.6 0.4 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/ln0.1 0.0 0.2 8.5 0.0 1.9 0.2 12.1 12.3 5.3 4.8 5.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.8 0.0 39.2 181.6 0.0 35.1 54.2 22.8 23.2 125.1 14.8 15.2 LnGrp LOS E A D F A DDCCFBB
Approach Vol, veh/h 11 240 1910 1218
Approach Delay, s/veh 46.0 130.4 23.1 25.3
Approach LOS D F C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s13.0 60.3 13.8 22.9 7.3 66.0 6.4 30.2 Change Period (Y+Rc), s 6.0 6.0 5.5 5.5 6.0 6.0 5.5 5.5 Max Green Setting (Gmax), s7.0 32.7 8.3 39.0 7.0 32.7 8.0 39.3 Max Q Clear Time (g_c+I1), s9.0 35.8 10.3 2.4 2.4 15.4 2.2 7.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 4.1 0.0 0.4 Intersection Summary
HCM 6th Ctrl Delay 31.6
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

HCM 6th TWSC EX + C + P PM
6: Amorlite Dr & Proj Drwy 11/28/2023
Armorlite Apartments Synchro 11 Report

Intersection
Int Delay, s/veh 1.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 72 275 190 0 0 37
Future Vol, veh/h 72 275 190 0 0 37
Conflicting Peds, #/hr 10 0 0 10 10 10
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 94 94 92 92
Heavy Vehicles, % 3 33333
Mvmt Flow 78 299 202 0 0 40

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 212 0 - 0 677 222
Stage 1 - - - - 212 -
Stage 2 - - - - 465 -
Critical Hdwy 4.13 - - - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy 2.227 - - - 3.527 3.327
Pot Cap-1 Maneuver 1352 - - - 417 815
Stage 1 - - - - 821 -
Stage 2 - - - - 630 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1339 - - - 380 800
Mov Cap-2 Maneuver - - - - 380 -
Stage 1 - - - - 756 -
Stage 2 - - - - 624 -

Approach EB WB SB
HCM Control Delay, s 1.6 0 9.7

HCM LOS A

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1339 - - - 800
HCM Lane V/C Ratio 0.058 - - - 0.05
HCM Control Delay (s) 7.9 0 - - 9.7
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0.2 - - - 0.2
HCM 6th Signalized Intersection Summary EX + C + P PM
7: N. Las Posas Rd & Descanso Ave 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 24 37 74 219 13 36 68 1727 271 22 1174 20 Future Volume (veh/h) 24 37 74 219 13 36 68 1727 271 22 1174 20 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.95 1.00 0.95 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 28 44 87 249 15 41 73 1857 248 25 1349 23 Peak Hour Factor 0.85 0.85 0.85 0.88 0.88 0.88 0.93 0.93 0.93 0.87 0.87 0.87 Percent Heavy Veh, % 333333333333
Cap, veh/h 197 310 425 955 119 327 88 1478 195 88 1702 29 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.05 0.33 0.33 0.05 0.33 0.33 Sat Flow, veh/h 708 1112 1525 3428 429 1172 1767 4498 594 1767 5125 87 Grp Volume(v), veh/h 72 0 87 249 0 56 73 1389 716 25 889 483 Grp Sat Flow(s),veh/h/ln 1820 0 1525 1714 0 1601 1767 1689 1715 1767 1689 1835 Q Serve(g_s), s 4.2 0.0 6.1 7.9 0.0 3.7 5.7 46.0 46.0 1.9 33.4 33.4 Cycle Q Clear(g_c), s 4.2 0.0 6.1 7.9 0.0 3.7 5.7 46.0 46.0 1.9 33.4 33.4 Prop In Lane 0.39 1.00 1.00 0.73 1.00 0.35 1.00 0.05
Lane Grp Cap(c), veh/h 507 0 425 955 0 446 88 1110 563 88 1122 609 V/C Ratio(X) 0.14 0.00 0.20 0.26 0.00 0.13 0.83 1.25 1.27 0.28 0.79 0.79 Avail Cap(c_a), veh/h 507 0 425 955 0 446 88 1110 563 88 1122 609 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.86 0.86 0.86 0.91 0.91 0.91 Uniform Delay (d), s/veh 37.9 0.0 38.6 39.3 0.0 37.8 65.9 47.0 47.0 64.1 42.4 42.4 Incr Delay (d2), s/veh 0.6 0.0 1.1 0.7 0.0 0.6 50.6 119.9 133.6 7.2 5.3 9.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 0.0 2.4 3.5 0.0 1.5 3.8 37.1 39.8 1.0 14.3 16.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.5 0.0 39.7 39.9 0.0 38.3 116.5 166.9 180.6 71.2 47.7 51.7 LnGrp LOS D A D D A D F F F E D D
Approach Vol, veh/h 159 305 2178 1397
Approach Delay, s/veh 39.2 39.7 169.7 49.5
Approach LOS D D F D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 13.5 53.0 45.5 13.0 53.5 45.5
Change Period (Y+Rc), s 6.5 * 6.5 6.5 6.0 6.5 6.5
Max Green Setting (Gmax), s 7.0 * 30 39.0 7.0 29.5 39.0 Max Q Clear Time (g_c+I1), s 3.9 48.0 8.1 7.7 35.4 9.9
Green Ext Time (p_c), s 0.0 0.0 0.4 0.0 0.0 0.7
Intersection Summary
HCM 6th Ctrl Delay 113.2
HCM 6th LOS F
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.

HCM 6th Signalized Intersection Summary EX + C + P PM
8: N. Las Posas Rd & SR-78 WB Ramps 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 412 3 244 412 1552 0 0 1001 372 Future Volume (veh/h) 0 0 0 412 3 244 412 1552 0 0 1001 372 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 1.00 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 0 0 1856 1856 Adj Flow Rate, veh/h 358 129 265 434 1634 0 0 1043 388
Peak Hour Factor 0.92 0.92 0.92 0.95 0.95 0.95 0.96 0.96 0.96 Percent Heavy Veh, % 333330033
Cap, veh/h 384 115 236 463 3417 0 0 1332 495
Arrive On Green 0.22 0.22 0.22 0.52 1.00 0.00 0.00 0.37 0.37 Sat Flow, veh/h 1767 528 1085 1767 5233 0 0 3769 1340
Grp Volume(v), veh/h 358 0 394 434 1634 0 0 978 453
Grp Sat Flow(s),veh/h/ln 1767 0 1613 1767 1689 0 0 1689 1564 Q Serve(g_s), s 21.9 0.0 23.9 25.3 0.0 0.0 0.0 28.3 28.3 Cycle Q Clear(g_c), s 21.9 0.0 23.9 25.3 0.0 0.0 0.0 28.3 28.3 Prop In Lane 1.00 0.67 1.00 0.00 0.00 0.86
Lane Grp Cap(c), veh/h 384 0 350 463 3417 0 0 1249 579
V/C Ratio(X) 0.93 0.00 1.12 0.94 0.48 0.00 0.00 0.78 0.78 Avail Cap(c_a), veh/h 384 0 350 535 3417 0 0 1249 579
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.29 0.29 0.00 0.00 0.09 0.09 Uniform Delay (d), s/veh 42.3 0.0 43.1 25.3 0.0 0.0 0.0 30.7 30.7 Incr Delay (d2), s/veh 29.0 0.0 86.1 9.9 0.1 0.0 0.0 0.5 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.5 0.0 17.8 7.6 0.0 0.0 0.0 10.9 10.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 71.2 0.0 129.1 35.3 0.1 0.0 0.0 31.2 31.7 LnGrp LOS E A F D A A A C C
Approach Vol, veh/h 752 2068 1431
Approach Delay, s/veh 101.6 7.5 31.4
Approach LOS F A C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 81.0 33.5 47.5 29.0
Change Period (Y+Rc), s 6.8 * 4.7 6.8 5.1
Max Green Setting (Gmax), s 74.2 * 33 36.2 23.9
Max Q Clear Time (g_c+I1), s 2.0 27.3 30.3 25.9
Green Ext Time (p_c), s 9.9 1.5 3.2 0.0
Intersection Summary
HCM 6th Ctrl Delay 32.2
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary EX + C + P PM
9: N. Las Posas Rd & Grand Ave 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 351 623 26 74 149 913 46 968 199 528 738 289 Future Volume (veh/h) 351 623 26 74 149 913 46 968 199 528 738 289 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.97 1.00 0.95 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 462 820 34 78 157 961 49 1041 214 668 934 366 Peak Hour Factor 0.76 0.76 0.76 0.95 0.95 0.95 0.93 0.93 0.93 0.79 0.79 0.79 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 496 1002 42 145 423 834 117 1297 266 277 1144 712 Arrive On Green 0.14 0.29 0.29 0.08 0.23 0.23 0.07 0.31 0.31 0.05 0.22 0.22 Sat Flow, veh/h 3428 3445 143 1767 1856 2672 1767 4184 859 3428 3526 1495 Grp Volume(v), veh/h 462 420 434 78 157 961 49 840 415 668 934 366 Grp Sat Flow(s),veh/h/ln1714 1763 1825 1767 1856 1336 1767 1689 1666 1714 1763 1495 Q Serve(g_s), s 14.7 24.4 24.4 4.7 7.8 25.1 2.9 25.1 25.2 8.9 27.7 19.8 Cycle Q Clear(g_c), s 14.7 24.4 24.4 4.7 7.8 25.1 2.9 25.1 25.2 8.9 27.7 19.8 Prop In Lane 1.00 0.08 1.00 1.00 1.00 0.52 1.00 1.00
Lane Grp Cap(c), veh/h 496 513 531 145 423 834 117 1047 517 277 1144 712 V/C Ratio(X) 0.93 0.82 0.82 0.54 0.37 1.15 0.42 0.80 0.80 2.41 0.82 0.51 Avail Cap(c_a), veh/h 496 513 531 145 423 834 117 1047 517 277 1144 712 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 Upstream Filter(I) 1.00 1.00 1.00 0.63 0.63 0.63 1.00 1.00 1.00 0.33 0.33 0.33 Uniform Delay (d), s/veh 46.5 36.3 36.3 48.5 35.8 38.1 49.3 34.9 34.9 52.0 39.9 24.1 Incr Delay (d2), s/veh 26.7 13.6 13.2 8.8 0.1 77.8 10.6 6.5 12.5 637.3 2.2 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/ln7.9 12.0 12.4 2.4 3.5 19.8 1.6 10.7 11.5 28.4 12.6 7.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.2 49.8 49.5 57.3 35.9 115.9 59.9 41.4 47.4 689.4 42.2 24.9 LnGrp LOS E D D E D F E D D F D C
Approach Vol, veh/h 1316 1196 1304 1968
Approach Delay, s/veh 57.9 101.6 44.0 258.6
Approach LOS E F D F
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s15.4 40.6 15.5 38.5 13.8 42.2 22.4 31.6 Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5 6.5 6.5 Max Green Setting (Gmax), s8.9 34.1 9.0 32.0 7.3 35.7 15.9 25.1 Max Q Clear Time (g_c+I1), s10.9 27.2 6.7 26.4 4.9 29.7 16.7 27.1 Green Ext Time (p_c), s 0.0 3.1 0.0 1.7 0.0 2.6 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 132.1
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.

User approved changes to right turn type.

HCM 6th Signalized Intersection Summary EX + C + P PM
10: Via Vera Cruz & Grand Ave 11/28/2023
Armorlite Apartments Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 547 568 135 101 444 83 250 139 84 343 206 363 Future Volume (veh/h) 547 568 135 101 444 83 250 139 84 343 206 363 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.96 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 582 604 144 113 499 26 243 271 105 373 224 265 Peak Hour Factor 0.94 0.94 0.94 0.89 0.89 0.89 0.80 0.80 0.80 0.92 0.92 0.92 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 636 1081 732 171 1073 55 296 311 252 410 430 352 Arrive On Green 0.19 0.31 0.31 0.10 0.22 0.22 0.17 0.17 0.17 0.23 0.23 0.23 Sat Flow, veh/h 3428 3526 1527 1767 4922 254 1767 1856 1506 1767 1856 1519 Grp Volume(v), veh/h 582 604 144 113 341 184 243 271 105 373 224 265 Grp Sat Flow(s),veh/h/ln1714 1763 1527 1767 1689 1799 1767 1856 1506 1767 1856 1519 Q Serve(g_s), s 18.3 15.8 6.0 6.8 9.7 9.8 14.6 15.7 6.9 22.6 11.6 17.9 Cycle Q Clear(g_c), s 18.3 15.8 6.0 6.8 9.7 9.8 14.6 15.7 6.9 22.6 11.6 17.9 Prop In Lane 1.00 1.00 1.00 0.14 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 636 1081 732 171 736 392 296 311 252 410 430 352 V/C Ratio(X) 0.92 0.56 0.20 0.66 0.46 0.47 0.82 0.87 0.42 0.91 0.52 0.75 Avail Cap(c_a), veh/h 639 1081 732 198 736 392 361 380 308 458 481 394 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.09 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.0 31.9 16.8 47.9 37.4 37.5 44.2 44.6 41.0 41.1 36.9 39.3 Incr Delay (d2), s/veh 2.3 0.2 0.1 4.2 0.2 0.3 9.8 14.8 0.4 19.8 0.4 5.9 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/ln7.8 6.5 2.8 3.1 3.9 4.2 7.0 8.3 2.5 11.8 5.2 7.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.3 32.1 16.8 52.2 37.6 37.8 54.0 59.4 41.4 60.9 37.3 45.2 LnGrp LOS D C B DDDDEDEDD
Approach Vol, veh/h 1330 638 619 862
Approach Delay, s/veh 36.7 40.2 54.3 50.0
Approach LOS DDDD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s15.4 40.5 30.6 25.1 30.8 23.5
Change Period (Y+Rc), s * 4.7 6.8 5.1 * 4.7 6.8 5.1
Max Green Setting (Gmax), s* 12 25.0 28.5 * 21 16.8 22.5 Max Q Clear Time (g_c+I1), s8.8 17.8 24.6 20.3 11.8 17.7 Green Ext Time (p_c), s 0.0 1.8 0.9 0.1 1.0 0.8
Intersection Summary
HCM 6th Ctrl Delay 43.8
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3814 Armorlite Lofts
N:\3814 - Armorlite Apartments\Report\LTA Appendix.3814.doc

APPENDIX F
LONG-TERM (HORIZON YEAR 2050) INTERSECTION

ANALYSIS WORKSHEETS
HCM 6th Signalized Intersection Summary Year 2050 AM
1: N Rancho Santa Fe Rd & W. Mission Rd 11/28/2023
Armorlite Apartments Synchro 11 Report