Attachment D - Appendix K-1 - Local Transportation Analysis RDFA-VPIM

Appendix K-1
Local Transportation Analysis for the Reduced
Development Footprint Alternative –
Vernal Pool Minimization

MEMORANDUM
N:\3279\Text\#EIR Memo\3279.LTA Reduced South Alternative.docx To: Greg Waite
Integral Partners Funding, LLC
Date: May 20February
21, 2024
From: John A. Boarman, PE & Román Lopez, PTP
LLG, Engineers
LLG Ref: 3-20-3279
Subject:

Pacific Specific Plan Reduced Development Footprint Alternative – Vernal Pool Impact Minimization – Local Transportation Analysis

1.0 INTRODUCTION
Linscott, Law & Greenspan, Engineers, has pr epared this memo to analyze the local transportation effects of the Reduced Development Footprint Alternative – Vernal Pool Impact Minimization for the Pacific Specific Plan project (“Project Alternative”). LLG prepared a Local Transp ortation Analysis (LTA) for the original 449-unit project dated February 16, 2023, whic h was included as an appendix to the project’s Draft Environmental Impact Report (DEIR).

Conversely, this Alternative includes 228 resi dential units located entirely within the southern half of the site with access only via Linda Vista Drive and Pacific Street.

Per City of San Marcos Level of Service st andards, the 449-unit project analyzed in the February 2023 LTA triggered substantia l effects requiring project improvements at three (3) intersections and one (1) street segment. As shown in this memo, the Project Alternative would continue to trigger substantial effects at two (2) intersections which were triggered with the original project. This is a reduction of one (1) intersection and one (1) street segment compared to the original project. The Project does not result in substantial effects at any other study area location.

The proposed driveway location on Linda Vista Drive is approximately 650 feet from the intersection with La s Posas Road and approxi mately 680 feet from the intersection with Pacific Street. This provides adequate setback such that queueing at either intersection would not interfere with driveway operations.

The Project Alternative w ould continue to provide roadway improvements as described in Section 7.0 to address the identified deficiencies.

Greg Waite
May 20February 21, 2024

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2.0 PROJECT DESCRIPTION
The Alternative consis ts of 228 residential units, incl uding a mix of rowhomes and villas on approximately 9.69 acres of the 33.2-acre project site. This is a reduction of 221 residential units and a reduction of 5.40 acres of developed area within the overall project site compared to the previously analyzed project.

Vehicular site access would be via one (1) full access driveway, plus one emergency vehicle access, on Linda Vista Drive and one (1) full access driveway on Pacific Street.

Figure 2–1 shows the project area. Figure 2–2 shows the Alternative site plan.

3.0 ANALYSIS APPROACH AND METHODOLOGY
The following study area, scenarios, a nd methods were used to assess the transportation effects of the Project.

Study Area
Because the access and unit count differ from the February 2023 LTA, to be conservative, all 10 intersecti ons and 13 street se gments analyzed in the study area are included in this memo, in addition to the project driveway.

Study Scenarios
Near-Term (Interim Year) and Horizon Year conditions are evaluated consistent with City guidelines and the February 2023 LTA.

All existing, Near-Term, and Horizon Y ear without Project traffic volumes are unchanged from the February 2023 LTA. Revise d project alternativ e traffic volumes are discussed in the following section.

Methodology
All methodology and Level of Se rvice standards are consiste nt with the City of San Marcos Transportation Impact Analysis Guidelines (November 2020) as used in the February 2023 LTA.

Greg Waite
May 20February 21, 2024

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4.0 PROJECT ALTERNATIVE TRIP GENERATION, DISTRIBUTION, AND ASSIGNMENT Trip Generation
The project alternative trip generation is shown in Table 4–1. As shown in Table 4–1, the Alternative is calculated to generate 1,368 daily trips (ADT), with 109 AM peak hour trips (22 in / 87 out) and 123 PM peak hour trips (86 in / 37 out).

The original project as analyzed in the February 2023 LTA was estimated to generate 2,694 ADT with 216 AM peak hour trips (4 3 in / 173 out) and 242 PM peak hour trips (169 in / 73 out).

Therefore, the project alternative decr eases trip generation by 1,326 ADT, 107 AM peak hour trips (21 in / 86 out), and 119 PM p eak hour trips (83 in / 36 out) as compared to the original project analyzed in the February 2023 LTA.

TABLE 4–1

PROJECT ALTERNATIVE TRIP GENERATION
Land Use Size
Daily Trip Ends
(ADTs) a Peak
Hour % of ADT b In:Out Volume
Rate b Volume Split b In Out Total
Apartment (multi-
family > 20 du/acre) 228 DU 6 /DU 1,368 AM 8% 20:80 22 87 109 PM 9% 70:30 86 37 123
Footnotes:
a. ADT = Average Daily Traffic.
b. Trip generation rate from SANDAG’s (Not So) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, April 2002 (“SANDAG Brief Guide”).

General Notes:
 DU = dwelling units

Trip Distribution & Assignment
The Project Alternative site would be accessed primarily from a driveway on Linda Vista Drive with secondary access to Pacific Street. In contrast, most of the proposed units for the original project analyzed in the February 2023 LTA are in the northern half of the site, with access to La Mirada Drive.

Therefore, the Project Altern ative traffic distribution on the streets and intersections immediately adjacent to the si te (La Mirada Drive, Linda Vista Drive, Pacific Street, and Las Posas Road) is different from the original project. The regional trip distribution outside of this area is consistent with the February 2023 LTA.

Figure 4–1 shows the project alternative traffic distribution. Figure 4–2 shows the assigned project alternative traffic.

Greg Waite
May 20February 21, 2024

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5.0 ANALYSIS OF NEAR-TERM (INTERIM YEAR 2025) SCENARIOS This section provides analysis of study ar ea intersections and street segments under Near-Term (Interim Year 2025) conditions without and with the Project Alternative.

Network Conditions and Traffic Volumes
Near-Term (Interim Ye ar 2025) roadway conditions and pre-Project traffic volumes are consistent with the February 2023 LTA. Figure 5–1 provides the Near-Term + Project Alternative traffic volumes.

Intersection Analysis
Table 5–1 summarizes the intersection opera tions under Near-Term + Project Alternative conditions. As shown in Table 5–1, the following study intersections are calculated to continue to operate at LOS E or F:
 Intersection #3. Via Vera Cruz / Grand Avenue / SR-78 EB Ramps (LOS F during the AM/PM peak hours)
 Intersection #7. Pacific Street / Lind a Vista Drive (LOS F during the PM peak hour)
The project-related increase in delay at both intersections exceeds 2.0 seconds. Based on the established Level of Service standards, the Project results in a substantial effect at both above-listed intersections.

Attachment A contains the Near-Term + Project Alternative intersection LOS analysis worksheets.

Greg Waite
May 20February 21, 2024

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TABLE 5–1

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

1. Las Posas Rd / SR-78
WB Ramps Signal AM 35.5 D 36.4 D 0.9 No
PM 15.7 B 16.2 B 0.5 No

2. Las Posas Rd / Grand
Ave Signal AM 33.0 C 33.0 C 0.0 No
PM 45.2 D 45.9 D 0.7 No

3. Via Vera Cruz / Grand
Ave / SR-78 EB Ramps Signal AM 181.9>80.0 F 183.0>80.0 F 1.1 Yes PM 79.4 E 82.7>80.0 F 3.3 Yes

4. Pacific St / La Mirada
Dr AWSC AM 9.4 A 9.4 A 0.0 No
PM 11.3 B 11.4 B 0.1 No

5. Las Posas Rd / La
Mirada Dr Signal AM 18.4 B 18.8 B 0.4 No
PM 46.0 D 46.6 D 0.6 No

6. Rancho Santa Fe Rd /
Linda Vista Dr Signal AM 37.8 D 38.0 D 0.2 No
PM 52.6 D 52.8 D 0.2 No

7. Pacific St / Linda Vista
Dr AWSC d AM 1 8.37.5 C 1 9.38.7 C 1. 02 No
PM 114.5>50.0 F 119.8>50.0 F 5.34.7 Yes

8. Las Posas Rd / Linda
Vista Dr Signal AM 30.5 C 36.8 D 6.3 No
PM 45.8 D 51.9 D 6.1 No

9. Pacific St / San Marcos
Blvd Signal AM 25.7 C 26.0 C 0.3 No
PM 31.9 C 32.2 C 0.3 No

10. Las Posas Rd / San
Marcos Blvd Signal AM 35.0 C 37.1 D 2.1 No
PM 39.5 D 40.2 D 0.7 No
A. Project Driveway /
Linda Vista Dr MSSC e AM — — 15.9 C — No
PM — — 17.5 C — No
B. Project Driveway /
Pacific St MSSC AM — — 10.1 B — No
PM — — 11.3 B — No
Continued on Next Page
Greg Waite
May 20February 21, 2024

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NEAR-TERM INTERSECTION OPERATIONS
Intersection Control
Type
Peak
Hour
Near-Term
Without Project
Near-Term
+ Project
Alternative Δ c Substantial
Effect?
Delay a LOS b Delay LOS
Continued from Previous Page
Footnotes:
a. Average delay expressed in seconds per vehicle.
b. Level of Service.
c. Δ denotes the increase in delay due to Project.
d. AWSC = All-Way Stop Controlled intersection. Average delay reported. e. MSSC = Minor Street Stop Controlled intersection. Worst left turn delay reported.

SIGNALIZED UNSIGNALIZED

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

0.0 ≤ 10.0 A 0.0 ≤ 10.0 A

10.1 to 20.0 B 10.1 to 15.0 B

20.1 to 35.0 C 15.1 to 25.0 C

35.1 to 55.0 D 25.1 to 35.0 D

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

Greg Waite
May 20February 21, 2024

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N:\3279\Text\#EIR Memo\3279.LTA Reduced South Alternative.docx Intersection Queuing
Table 5–2 shows the 95 th percentile peak hour que ue lengths for study area intersections where the project adds traffic.

As shown in Table 5–2, all near-term peak hour queues, with the addition of Project Alternative traffic, are contained within the existing turn pockets, except for:
 Intersection #1. La Posas Road / SR-78 Westbound Ramps – o Westbound left-turn (AM peak hour)
 Intersection #3. Via Vera Cruz / SR-78 Eastbound Ramps – o Southbound right-turn (AM/PM peak hour)
o Eastbound left-turn (AM/PM peak hour)
 Intersection #5. Las Posas Road / La Mirada Drive –
o Eastbound left-turn (PM peak hour)
 Intersection #8. Las Posas Road / Linda Vista Drive – o Eastbound left-turn (PM peak hour)
 Intersection #10. Las Posas Road / San Marcos Boulevard – o Southbound right-turn (AM/PM peak hour)
o Eastbound left-turn (AM/PM peak hour)
All the above-listed queueing deficiencies are a pre-Project c ondition. The Project Alternative does not cause any queues to exceed the available storage length. The Project Alternative dr iveway on Linda Vista Drive is approximately 650 feet from Las Posas Road. Therefore, the calculated queue in the eastbound left turn from Linda Vista Drive to Las Posas Road would not interfere with driveway operations.

Attachment B contains the Near-Term + Project intersection queue worksheets.

Greg Waite
May 20February 21, 2024

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TABLE 5–2

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

1. Las Posas Rd / SR-78 WB
Ramps
WBL 340
AM 470 474
PM 176 190
NBL 300
AM 178 207
PM 284 288

2. Las Posas Rd / Grand Ave WBL 200
AM 57 59
PM 37 46

3. Via Vera Cruz / SR-78 EB
Ramps
SBR 220
AM 1,052 1059
PM 842 867
EBL 140
AM 152 158
PM 262 265

5. Las Posas Rd / La Mirada
Dr
NBL 250
AM 37 37
PM 61 61
EBL 110
AM 59 59
PM 211 227
EBR 110
AM 0 0
PM 0 0

8. Las Posas Rd / Linda Vista
Dr
SBL 130
AM 104 104
PM 103 103
NBL 240
AM 121 137
PM 135 193
EBL 170 b
AM 176 235
PM 419 444

9. Pacific St / San Marcos
Blvd EBL 240
AM 53 55
PM 100 112
Continued on Next Page
Greg Waite
May 20February 21, 2024

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N:\3279\Text\#EIR Memo\3279.LTA Reduced South Alternative.docx TABLE 5–2

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

10. Las Posas Rd / San Marcos
Blvd
SBR 240 AM 422 413
PM 584 592
SBL 240 AM 104 126
PM 183 192
NBL 670
AM 31 35
PM 51 53
EBR 240
AM 578 584
PM 760 781
A. Linda Vista Dr / Project
Driveway EBL 345 c AM — 15
PM — 17
Footnotes:
a. 95th percentile queue length.
b. Two-way left turn provides additional storage area in addition to 170’ shown. c. Storage shown at this location is distance to upstream project driveway or public street.

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

Street Segment Analysis
Table 5–3 summarizes the study area segment op erations under Near-Term + Project Alternative conditions. As seen in Table 5–3, with the addition of Project Alternative traffic, the following study segments are calculated to continue to operate at LOS E or F.
 Segment #9. Linda Vista Drive: Rancho Santa Fe to Pacific Street (LOS E)  Segment #12. San Marcos Boulevard: Pacific Street to Las Posas Road (LOS F)
 Segment #13. San Marcos Boulevard: Las Posas Road to Via Vera Cruz (LOS E)
The Project Alternative-rela ted increase in V/C ratio fo r each of the above-listed street segments already operating at an un acceptable LOS is less than the established threshold of 0.02. The Project Alternative is not calculate d to result in substantial effects to the study segments and no improvements are required.

Greg Waite
May 20February 21, 2024

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TABLE 5–3

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

1. Descanso Ave to SR-78 WB
Ramps 60,000 39,320 C 0.655 39,457 C 0.658 0.003 No

2. SR-78 WB Ramps to Grand
Ave 60,000 44,360 C 0.739 44,702 C 0.745 0.006 No

3. Grand Ave to La Mirada Dr 40,000 15,800 B 0.395 16,416 B 0.410 0.015 No

4. La Mirada Dr to Linda Vista
Dr 40,000 14,860 A 0.372
15,353 B

0.384 0.012 No

5. Linda Vista Dr to San Marcos
Blvd 30,000 11,840 B 0.395 12,251 B 0.408 0.013 No
Pacific Street

6. La Mirada Dr to Linda Vista
Dr 8,000 5,560 D 0.695 5,711 D

0.714 0.019 No

7. Linda Vista Dr to San Marcos
Blvd 8,000 4,500 C 0.563 4,569 C 0.571 0.008 No
La Mirada Drive

8. Pacific St to Las Posas Rd 8,000 3,600 C 0.450 3,724 C

0.466 0.016 No
Linda Vista Drive

9. Rancho Santa Fe Rd to Pacific
St 15,000 13,620 E 0.908 13,757 E 0.917 0.009 No

10. Pacific St to Las Posas Rd 30,000 9,470 A 0.316
10,510 B

0.350 0.034 No

11. Las Posas Rd to Via Vera Cruz 15,000 6,680 B 0.445 6,817 B 0.454 0.009 No San Marcos Boulevard

12. Pacific St to Las Posas Rd 40,000 41,600 F 1.040 41,737 F 1.043 0.003 No

13. Las Posas Rd to Via Vera Cruz 40,000 37,580 E 0.940 37,854 E 0.946 0.006 No Footnotes:
a. Capacities based on City of San Marcos’s Roadway Classification Table b. Average Daily Traffic Volumes.
c. Level of Service.
d. Volume to Capacity.
e. Δ denotes a Project-induced increase in the Volume to Capacity (V/C) ratio.

Greg Waite
May 20February 21, 2024

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6.0 ANALYSIS OF LONG-TERM SCENARIOS
This section provides analysis of study ar ea intersections and street segments under Long-Term (Year 2050) conditions without and with the Project Alternative.

Network Conditions and Traffic Volumes
Long-Term (Year 2050) roadway conditions and pre-Project traffic volumes are consistent with the February 2023 LTA. Figure 6–1 provides the Long-Term (Year 2050) + Project Alternative traffic volumes.

Intersection Analysis
Table 6–1 summarizes the study area intersec tion operations under Long-Term (Year 2050) + Project Alternative conditions. As shown in Table 6–1, the following study intersections are calculated to continue to operate at LOS E or F:
 Intersection #3. Via Vera Cruz / Grand Avenue / SR-78 EB Ramps (LOS F during the AM/PM peak hours)
 Intersection #7. Pacific Street / Lind a Vista Drive (LOS F during the PM peak hour)
The project-related increase in delay at both intersections exceeds 2.0 seconds during at least one peak hour. Based on the estab lished Level of Service standards, the Project Alternative results in a substantial effect at both above-listed intersections.

Attachment C contains the Long-Term + Proj ect Alternative intersection LOS analysis worksheets.

Greg Waite
May 20February 21, 2024

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TABLE 6–1

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

1. Las Posas Rd / SR-78
WB Ramps Signal AM 41.5 D 42.7 D 1.2 No
PM 17.9 B 18.6 B 0.7 No

2. Las Posas Rd / Grand
Ave Signal AM 35.7 D 34.5 C -1.2 No
PM 59.8 E 60.4 E 0.6 No

3. Via Vera Cruz / Grand
Ave / SR-78 EB Ramps Signal AM 229.3>80.0 F 230.4>80.0 F 1.1 Yes PM 103.0>80.0 F 106.4>80.0 F 3.4 Yes

4. Pacific St / La Mirada
Dr AWSC AM 9.5 A 9.5 A 0.0 No
PM 11.7 B 11.8 B 0.1 No

5. Las Posas Rd / La
Mirada Dr Signal AM 19.9 B 20.2 C 0.2 No
PM 50.0 D 50.7 D 0.7 No

6. Rancho Santa Fe Rd /
Linda Vista Dr Signal AM 39.0 D 39.3 D 0.3 No
PM 55.9 E 56.0 E 0.1 No

7. Pacific St / Linda Vista
Dr AWSC d AM 2 1.20.6 C 2 2.51.7 C 1. 31 No
PM 151.9>50.0 F 158.3>50.0 F 6.45.6 Yes

8. Las Posas Rd / Linda
Vista Dr Signal AM 35.8 D 43.1 D 7.3 No
PM 49.9 D 53.8 D 3.9 No

9. Pacific St / San Marcos
Blvd Signal AM 41.4 D 42.6 D 1.2 No
PM 47.8 D 48.8 D 1 No

10. Las Posas Rd / San
Marcos Blvd Signal AM 53.5 D 53.8 D 0.3 No
PM 65.7 E 66.4 E 0.7 No
A. Project Driveway /
Linda Vista Dr MSSC e AM — — 18.2 C — No
PM — — 20.4 C — No
B. Project Driveway /
Pacific St MSSC AM — — 10.2 B — No
PM — — 11.7 B — No
Continued on Next Page
Greg Waite
May 20February 21, 2024

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N:\3279\Text\#EIR Memo\3279.LTA Reduced South Alternative.docx TABLE 6–1

LONG-TERM INTERSECTION OPERATIONS
Intersection Control
Type
Peak
Hour
Long-Term
Without Project
Long-Term
+ Project
Alternative Δ c Substantial
Effect?
Delay a LOS b Delay LOS
Continued from Previous Page
Footnotes:
a. Average delay expressed in seconds per vehicle.
b. Level of Service.
c. Δ denotes the increase in delay due to Project.
d. AWSC = All-Way Stop Controlled intersection.

SIGNALIZED UNSIGNALIZED

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

0.0 ≤ 10.0 A 0.0 ≤ 10.0 A

10.1 to 20.0 B 10.1 to 15.0 B

20.1 to 35.0 C 15.1 to 25.0 C

35.1 to 55.0 D 25.1 to 35.0 D

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

Greg Waite
May 20February 21, 2024

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N:\3279\Text\#EIR Memo\3279.LTA Reduced South Alternative.docx Intersection Queuing
Table 6–2 shows the 95 th percentile peak hour que ue lengths for study area intersections where the project alternative adds traffic.

As shown in Table 6–2, all long-term peak hour queues, with the addition of Project Alternative traffic, are contained within the existing turn pockets, except for:
 Intersection #1. La Posas Road / SR-78 Westbound Ramps – o Westbound left-turn (AM peak hour)
 Intersection #3. Via Vera Cruz / SR-78 Eastbound Ramps – o Southbound right-turn (AM/PM peak hour)
o Eastbound left-turn (AM/PM peak hour)
 Intersection #5. Las Posas Road / La Mirada Drive –
o Eastbound left-turn (PM peak hour)
 Intersection #8. Las Posas Road / Linda Vista Drive – o Southbound left-turn (PM peak hour)
o Northbound left-turn (PM peak hour)
o Eastbound left-turn (PM peak hour)
 Intersection #10. Las Posas Road / San Marcos Boulevard – o Southbound right-turn (AM/PM peak hour)
o Southbound left-turn (PM peak hour)
o Eastbound left-turn (AM/PM peak hour)
All the above-listed queueing deficiencies are a pre-Project condition, and the Project Alternative does not cause any queues to exceed the available storage length. The Project driveway on Linda Vista Drive is approximately 650 feet from Las Posas Road. Therefore, the calculated queue in the eastbound left tu rn from Linda Vista Drive to Las Posas Road would not interfere with driveway operations.

Attachment D contains the Long-Term + Project Alternative in tersection queue worksheets.

Greg Waite
May 20February 21, 2024

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TABLE 6–2

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

1. Las Posas Rd / SR-78 WB
Ramps
WBL 340
AM 506 510
PM 196 208
NBL 300
AM 213 246
PM 283 286

2. Las Posas Rd / Grand Ave WBL 200
AM 70 71
PM 51 65

3. Via Vera Cruz / SR-78 EB
Ramps
SBR 220
AM 1,229 1,234
PM 999 1,025
EBL 140
AM 164 173
PM 299 271

5. Las Posas Rd / La Mirada
Dr
NBL 250
AM 37 37
PM 75 75
EBL 110
AM 59 69
PM 251 261
EBR 110
AM 0 0
PM 0 0

8. Las Posas Rd / Linda Vista
Dr
SBL 130
AM 121 121
PM 154 154
NBL 240
AM 163 176
PM 209 266
EBL 170 b
AM 214 270
PM 492 515

9. Pacific St / San Marcos
Blvd EBL 240
AM 75 77
PM 174 181
Continued on Next Page
Greg Waite
May 20February 21, 2024

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N:\3279\Text\#EIR Memo\3279.LTA Reduced South Alternative.docx TABLE 6–2

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

10. Las Posas Road / San
Marcos Blvd
SBR 240 AM 528 542
PM 656 663
SBL 240 AM 156 180
PM 324 341
NBL 670
AM 48 48
PM 67 85
EBR 240
AM 691 695
PM 760 781
A. Linda Vista Dr / Project
Driveway EBL 345 c AM — 10
PM — 29
Footnotes:
a. 95th percentile queue length.
b. Two-way left turn provides additional storage area in addition to 170’ shown. c. Storage shown at this location is distance to upstream project driveway or public street.

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

Greg Waite
May 20February 21, 2024

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N:\3279\Text\#EIR Memo\3279.LTA Reduced South Alternative.docx Street Segment Analysis
Table 6–3 summarizes the study area segment op erations under Long-Term + Project Alternative conditions. As seen in Table 6–3, with the addition of Project Alternative traffic, the following study segments are calculated to continue to operate at LOS E or F.
 Segment #9. Linda Vista Drive: Rancho Santa Fe to Pacific Street (LOS E)  Segment #12. San Marcos Boulevard: Pacific Street to Las Posas Road (LOS F)
 Segment #13. San Marcos Boulevard: Las Posas Road to Via Vera Cruz (LOS E)
The Project Alternative-rela ted increase in V/C ratio fo r each of the above-listed street segments already operating at an un acceptable LOS is less than the established threshold of 0.02. The Project Alternative is not calculate d to result in substantial effects to the study segments and no improvements are required.

Greg Waite
May 20February 21, 2024

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N:\3279\Text\#EIR Memo\3279.LTA Reduced South Alternative.docx TABLE 6–3

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

1. Descanso Ave to SR-78
WB Ramps 60,000 43,160 C 0.719 43,297 C 0.722 0.003 No

2. SR-78 WB Ramps to
Grand Ave 60,000 48,380 C 0.806 48,722 C 0.812 0.006 No

3. Grand Ave to La Mirada
Dr 40,000 18,900 B 0.473 19,516 B 0.488 0.015 No

4. La Mirada Dr to Linda
Vista Dr 40,000 17,490 B 0.437 17,983 B 0.450 0.013 No

5. Linda Vista Dr to San
Marcos Blvd 30,000 15,580 C 0.519 15,991 C 0.533 0.014 No Pacific Street

6. La Mirada Dr to Linda
Vista Dr 8,000 7,790 E 0.974 7,941 E 0.993 0.019 No

7. Linda Vista Dr to San
Marcos Blvd 8,000 4,840 C 0.605 4,909 C 0.614 0.009 No
La Mirada Drive

8. Pacific St to Las Posas Rd 8,000 4,030 C 0.504 4,154 C 0.519 0.015 No Linda Vista Drive

9. Rancho Santa Fe Rd to
Pacific St 15,000 14,990 E 0.999 15,127 F 1.008 0.009 No

10. Pacific St to Las Posas Rd 30,000 10,990 B 0.366 12,030 B 0.401 0.035 No

11. Las Posas Rd to Via Vera
Cruz 15,000 9,400 C 0.627 9,537 C 0.636 0.009 No
San Marcos Boulevard

12. Pacific St to Las Posas Rd 40,000 42,330 F 1.058 42,467 F 1.062 0.004 No

13. Las Posas Rd to Via Vera
Cruz 40,000 43,080 F 1.077 43,354 F 1.084 0.007 No
Footnotes:
a. Capacity based on roadway classification operating at LOS E. b. Average Daily Traffic.
c. Level of Service.
d. Volume to Capacity.
e. Δ denotes a Project-induced increase in the Volume to Capacity (V/C) ratio.

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May 20February 21, 2024

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7.0 INTERSECTION AND ROADWAY IMPROVEMENTS
This section summarizes the substantial traffic effects caused by the Reduced Development Footprint Alternative – Vernal Pool Impact Minimization project and the proposed improvements to address thes e substantial effect s. Some proposed roadway modifications are related to activ e transportation improvements rather than vehicle operations (i.e., LOS, queueing) deficiencies.

Active Transportation Improvements
The following active transportation improvements are proposed:
 Provide a 12’ urban trail (shared use path) along the Project’s frontage on Linda Vista Drive.
 Provide transit stop amenities including bench, shelter, and trash can at the southbound stop at the intersection of La s Posas Road / La Mirada Drive located on the southwest corner of the intersection. Provide a bus turnout for this stop along the Project frontage.

Intersection and Street Segment Analysis Results
Intersections
The intersection provided in this study shows that the following intersections are calculated to operate at unacceptable LOS w ith a substantial effect due to traffic generated from the Project Alternative:
 Intersection #3. Via Vera Cruz / Grand Avenue / SR-78 EB Ramps (Near- Term & Long-Term)
 Intersection #7. Pacific Street / Linda Vista Drive (Near-Term & Long-Term) Street Segments
The Project-related increase in V/C rati o at any study area segment operating at LOS E or F is below the established th reshold of 0.02. Ther efore, the Project Alternative is not calculated to result in any substantial effects to study area segments and no improvements are required.

Intersection and Street Segment Improvements
The following roadway improvements are proposed to increase performance to acceptable or pre-Project conditions under ea ch scenario, or in conjunction with Project-related active transportation improvements:

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1. Intersection #3. Via Vera Cruz / Grand Avenue / SR-78 EB Ramps – Provide a fair share contribution for a dedicate d southbound right turn lane on the SR-78 eastbound off-ramp. Given that this intersection operates at LOS E or worse under existing conditions and the deficiency is not directly caused by the Project, a fair share contribution is appropriate.

With the construction of a dedicated southbound right-turn lane, the intersection is calculated to operate at s ubstantially better than pr e-Project conditions in both Near- Term and Long-Term scenarios as shown in Table 7–1 and Table 7–2.

Attachment E contains the Near-Term + Pr oject and Long-Term + Project Improvements Intersection Analysis worksheets for all intersection improvements discussed in this section.

The Project Alternative fair share is 3.6% based on the Project Alternative traffic at Intersection #3, as shown in the formula below.

Project Alternative Traffic
=
17 = 3.6% (Buildout with Project Alt.

Traffic – Existing Traffic) (2,387 – 1,914)

2. Intersection #7. Pacific Street / Linda Vista Drive – Provide a traffic signal with the following lane geometry:
 Southbound – one left turn lane, one shared through/right turn lane  Westbound – one left turn lane, one shared through/right turn lane  Northbound – one left turn lane, one shared through lane, one / right turn lane
 Eastbound – one left turn lane, one shared through lane, one /right turn lane
The traffic signal should provide protecte d left-turn phasing for all approaches.

The traffic signal would provide LOS C or better operations under Near-Term with Project and Long-Term with Projec t Alternative conditions as shown in Table 7–1 and Table 7–2. Signal warrant analysis is provided in Section 8 of this memo.

3. Intersection #8. Las Posas Road / Linda Vista Drive – This intersection operates at acceptable LOS D or better with the addition of Project traffic and does not require improvements to enhan ce the LOS. However, in conjunction with the Urban Trail to be provided on Li nda Vista Drive and to align with the proposed cross-section of Linda Vista Drive between Pacific Street and Las Posas Greg Waite
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N:\3279\Text\#EIR Memo\3279.LTA Reduced South Alternative.docx Road the existing shared through/right -turn lane on the westbound approach will be converted to right turn only. The cu rb along the southwest corner of the intersection will also be revised to impro ve intersection alignment. This entails removal of the existing eastbound right-turn lane. No changes will be made to the southbound or northbound approaches. The following lane geometry is proposed:
 Southbound – one shared through/ri ght-turn lane, one through lane, one left-turn lane
 Westbound – one right-turn lane, one through lane, one left-turn lane  Northbound – one shared through/ri ght-turn lane, one through lane, one left-turn lane
 Eastbound – one shared through/right-tu rn lane, one through lane, one left-turn lane
Tables 7–1 & 7–2 also show Near-Term and L ong-Term intersection operations for Las Posas Road / Linda Vista Drive under the proposed conditions. As shown in Tables 7–1 & 7–2 , this intersection would continue to operate at acceptable LOS D or better under the proposed condi tions including Pr oject Alternative traffic.

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May 20February 21, 2024

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TABLE 7–1

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

3. Via Vera Cruz / Grand
Ave / SR-78 EB Ramps Signal
AM 181.9 F 183.0 F 68.2 E
PM 79.4 E 82.7 F 54.2 D

7. Pacific St. / Linda Vista
Dr
AWSC c
/Signal
AM 1 8.37.5 C

19.38.7 C 17. 76 B
PM 114.591.
3 F

119.89

6.0 F 21.8

19.6 CB

8. Las Posas Rd / Linda
Vista Dr Signal
AM 30.5 C 36.8 D 37.7 D
PM 45.8 D 51.9 D 53.1 D
Footnotes:
a. Average delay expressed in seconds per vehicle.
b. Level of Service.
c. All-Way Stop Control. Average delay reported.

General Notes:
 Italics indicates intersection control type with improvements.

SIGNALIZED UNSIGNALIZED

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

0.0 ≤ 10.0 A 0.0 ≤ 10.0 A

10.1 to 20.0 B 10.1 to 15.0 B

20.1 to 35.0 C 15.1 to 25.0 C

35.1 to 55.0 D 25.1 to 35.0 D

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

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May 20February 21, 2024

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TABLE 7–2

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

3. Via Vera Cruz / Grand
Ave / SR-78 EB Ramps Signal
AM 229.3 F 230.4 F 86.5 F
PM 103.0 F 106.4 F 62.6 E

7. Pacific St. / Linda Vista
Dr
AWSC c
/Signal
AM 2 1.20.6 C

22.51.7 C 19. 54 B
PM 151.925.
8 F

158.33

1.4 F 2 41.5 C

8. Las Posas Rd / Linda
Vista Dr Signal
AM 35.8 D 43.1 D 44.4 D
PM 49.9 D 53.8 D 54.8 D
Footnotes:
a. Average delay expressed in seconds per vehicle.
b. Level of Service.
c. All-Way Stop Control. Average delay reported.

General Notes:
 Italics indicates intersection control type with improvements.

SIGNALIZED UNSIGNALIZED

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

0.0 ≤ 10.0 A 0.0 ≤ 10.0 A

10.1 to 20.0 B 10.1 to 15.0 B

20.1 to 35.0 C 15.1 to 25.0 C

35.1 to 55.0 D 25.1 to 35.0 D

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

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4. Street Segment #10. Linda Vista Drive: Pacific Street to Las Posas Road – Provision of the proposed active transportation improvements will reduce the number of westbound travel lanes from two to one. Notwithstanding this reduction in vehicular capacit y, this street segment is calculated to continue to operate at acceptable LOS D or bette r under Near-Term conditions and Long- Term future conditions as shown in Table 7–4 and Table 7–5.

T
ABLE 7–4

NEAR-TERM POST-IMPROVEMENT STREET SEGMENT OPERATIONS
Street Segment Capacity
(LOS E) a
Near-Term Without
Project
Near-Term + Project
Alternative
Near-Term+ Project
Alternative +
Improvements
ADTb LOS c V/C d ADT LOS V/C LOS V/C
Linda Vista Drive
Pacific St to Las
Posas Rd
30,000/
15,000 9,470 A 0.316
10,510 B 0.350 D 0.710
Footnotes:
a. Capacity based on roadway classification operating at LOS E. b. Average Daily Traffic.
c. Level of Service.
d. Volume to Capacity.

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

TABLE 7–5

LONG-TERM POST-IMPROVEMENT STREET SEGMENT OPERATIONS
Street Segment Capacity
(LOS E) a
Long-Term Without
Project
Long-Term + Project
Alternative
Long-Term+ Project
Alternative +
Improvements
ADTb LOS c V/C d ADT LOS V/C LOS V/C
Linda Vista Drive
Pacific St to Las
Posas Rd
30,000 /
15,000 10,990 B 0.366 12,030 B 0.401 D 0.802
Footnotes:
a. Capacity based on roadway classification operating at LOS E. b. Average Daily Traffic.
c. Level of Service.
d. Volume to Capacity.

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

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May 20February 21, 2024

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8.0 TRAFFIC SIGNAL WARRANTS
Based on the analysis shown in Table 7–1 , the Linda Vista Drive / South Pacific Street intersection is calculated to operate at LOS F in Near-Term conditions with the addition of Project Alterna tive traffic. Traffic signal warrant analysis has been completed to determine if a signal would be warranted at that intersection under future conditions.

Warrants were prepared for the Near-Term with Project Alternative scenarios. As outlined in Chapter 4C, “Traffic Control Signal Needs Studies,” of the 2014 California Manual on Uniform Traffic Cont rol Devices (California MUTCD), the following warrants were analyzed:
 Warrant 1 – Eight-Hour Vehicular Volume
 Warrant 2 – Four-Hour Vehicular Volume
The existing lane configurati ons at Linda Vista Drive / So uth Pacific Street are as follows:
 South Pacific Street (southbound): 1 shared left/thru/right-turn lane  Linda Vista Drive (westbound): 1 left turn lane, 1 thru lane, 1 right turn lane  South Pacific Street (northbound): 1 shared left/thru/right-turn lane  Linda Vista Drive (eastbound): 1 left turn lane, 1 shared thru/ lane, 1 right turn lane
For the purposes of the analysis, consiste nt with MUTCD sta ndards, Linda Vista Drive is considered as the “Major” street a nd S. Pacific Street is considered as the “Minor” street. Based on the existing conditions, Linda Vista Drive (i.e., major street) is considered a two (2) lane approach in each direction and S. Pacific Street (i.e, minor street) is considered a one (1) lane approach in each direction.

Near-Term with Project Alternative Hourly Traffic Volumes Table 8–1 summarizes the Near-Term with Proj ect hourly approach volumes at the intersection of Linda Vista Drive and Sout h Pacific Street. The hourly approach volumes were estimated for this scenario based on the K and D factors from the 24- hour ADT counts that informed the analysis in this me mo and the Near-Term with Project ADT calculated on each leg of this intersection (see Table 5–3).

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TABLE 8–1
NEAR-TERM + PROJECT ALTERNATIVE HOURLY APPROACH VOLUMES AT LINDA VISTA DRIVE / S. PACIFIC STREET INTERSECTION
Hour Begin Linda Vista Drive Pacific Street
Eastbound Westbound Northbound Southbound
Mid-Night 17 11 15 2
1 AM 13 7 13 2
2 AM 14 1 12 14
3 AM 21 13 11 12
4 AM 20 35 12 17
5 AM 70 119 11 69
6 AM 156 220 45 169
7 AM 322 302 83 223
8 AM 386 343 103 231
9 AM 347 244 104 153
10 AM 355 227 125 153
11 AM 435 322 149 214
Noon 515 311 140 217
1 PM 458 266 149 186
2 PM 699 299 197 203
3 PM 786 291 204 215
4 PM 1054 295 304 151
5 PM 743 240 199 185
6 PM 396 188 109 102
7 PM 279 114 78 93
8 PM 171 103 109 58
9 PM 91 52 129 24
10 PM 72 38 75 12
11 PM 52 8 24 6
TOTAL 7,472 4,049 2,400 2,711

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May 20February 21, 2024

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Warrant 1 – Eight-Hour Vehicular Volume
Per the MUTCD standards, Warrant 1 describes the following:

The need for a traffic signal shall be considered if an engineering study finds that one of the following conditions exist for each of any 8 hours of an average day:

A. The vehicles per hour given in both of the 100 percent columns of Condition A in MUTCD Table 4C-1 exist on the major-street and the higher-volume minor-street approaches, respectively, to the intersection; or
B. The vehicles per hour given in both of the 100 percent columns of Condition B in MUTCD Table 4C-1 exist on the major-street and the higher-volume minor-street approaches, respectively, to the intersection.

In applying each condition, the major-street and minor-street volumes shall be for the same 8 hours. On the minor street, the highe r volume shall not be required to be on the same approach during each of these 8 hours. If the posted or statutory speed limit or the 85th percentile speed on the major street exceeds 40 mph, or if the intersection lies within the built-up area of an isolated community having a population of less than 10,000, the traffic volumes in the 70 percent columns in MUTCD Table 4C-1 may be used in place of the 100 percent columns.

The combination of Conditions A and B is intended for application at locations where Condition A is not satisfied and Condition B is not satisfied and should be applied only after an adequate trial of other alternat ives that could lead to less delay and inconvenience to traffic has failed to solve the traffic problems.

The need for a traffic signal shall be considered if an engineering study finds that both of the following conditions exist for each of any 8 hours of an average day:

A. The vehicles per hour given in both of the 80 percent columns of Condition A in MUTCD Table 4C-1 exist on the major-street and the higher-volume minor-street approaches, respectively, to the intersection; and
B. The vehicles per hour given in both 80 percent columns of Condition B in MUTCD Table 4C-1 exist on the ma jor-street and th e higher-volume minor-street approaches, respectively, to the intersection.

These major-street and minor-street volumes shall be for the same 8 hours for each condition; however, the 8 hours satisfied in Condition A shall not be required to be the same 8 hours satisfied in Condition B. On the minor street, the higher volume shall not be required to be on the same approach during each of these 8 hours.

If the posted or statut ory speed limit or the 85
th percentile speed on the major street
exceeds 40 mph, or if the intersection lies with in the built-up area of an isolated Greg Waite
May 20February 21, 2024

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Warrant 1 – Calculations
Table 8–2 shows the 100% volume thresholds for a two–lane appr oach on the major street and a one-lane approach on the minor street. Table 8–3 shows the 80% volume thresholds for two-lane approach on the major street and a one-lane approach on the minor street.

TABLE 8–2
WARRANT 1: EIGHT – HOUR VEHICULAR VOLUME (100% THRESHOLD) Warrant 1 Vehicles per hour on major street
(Total of both approaches)
Vehicles per hour on higher-volume
minor-street approach (One
direction only)
Condition A 600 150
Condition B 900 75

TABLE 8–3
WARRANT 1: EIGHT – HOUR VEHICULAR VOLUME (80% THRESHOLD) Warrant 1 Vehicles per hour on major street
(Total of both approaches)
Vehicles per hour on higher-volume
minor-street approach (One
direction only)
Condition A 480 120
Condition B 720 60

Table 8–4 compares the Near-Term + Project Alternative traffic volumes for 24 hours in a day to the 100% volumes ( Table 8–2) required to satisfy this warrant. As seen in Table 8–4, the Condition A warrant volumes are not satisfied for 9 hours of the day, Condition B warrant volumes are satisfied only 4 hours of the day, and a combination of Conditions A and B warrant volumes are satisfied at the 80% threshold for 8 hours of the day. Therefore, Warrant 1 is satisfied.

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TABLE 8–4
WARRANT 1 ANALYSIS
Hour Begin
Major
(Sum of Both
Approaches)
Minor
(Higher Vol.

Approach)
100% Thresholds Met? Combination of
Conditions A and B
80% Thresholds
Met?
Condition A Condition B
Mid-Night 28 15 N N N
1 AM 20 13 N N N
2 AM 15 14 N N N
3 AM 34 12 N N N
4 AM 55 17 N N N
5 AM 189 69 N N N
6 AM 376 169 N N N
7 AM 624 223 Y N N
8 AM 729 231 Y N Y
9 AM 591 153 N N N
10 AM 582 153 N N N
11 AM 757 214 Y N Y
Noon 826 217 Y N Y
1 PM 724 186 Y N Y
2 PM 998 203 Y Y Y
3 PM 1077 215 Y Y Y
4 PM 1349 304 Y Y Y
5 PM 983 199 Y Y Y
6 PM 584 109 N N N
7 PM 393 93 N N N
8 PM 274 109 N N N
9 PM 143 129 N N N
10 PM 110 75 N N N
11 PM 60 24 N N N
TOTAL 11,521 3,146 9 4 8

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May 20February 21, 2024

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N:\3279\Text\#EIR Memo\3279.LTA Reduced South Alternative.docx Warrant 2 – Four-Hour Vehicular Volume
Per the MUTCD standards, Warrant 2 includes the following:

The need for a traffic control signal shall be considered if an engineering study finds that, for each of any 4 hou rs of an average day, the pl otted points representing the vehicles per hour on the major street (total of both approaches) and the corresponding vehicles per hour on the highe r-volume minor-street approach (one direction only) all fall above the applicable curve in MUTCD Figure 4C-1 for the existing combination of approach lanes, on th e minor street, the higher volume shall not be required to be on the same approach during each of these 4 hours.

If the posted or statutor y speed limit or the 85
th percentile speed on the major street
exceeds 40 mph or if the intersection lies with in the built-up area of an isolated community having a population of less than 10,000, MUTCD Figure 4C-2 may be used in place of MUTCD Figure 4C-1.

Warrant 2 – Calculations
Each hour for the Near-Term + Project Alternative conditions was plotted in MUTCD Figure 4C-1. As seen below , there are 5 hours where the volumes on major street approaches and the corres ponding volumes on the high er-volume minor street approach fall above the appli cable curve (boxed in red) when plotted. Therefore, Warrant 2 is satisfied.

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May 20February 21, 2024

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Based on the above signal warrant analysis, the installation of a traffic signal is warranted under Near-Term + Project Altern ative conditions at the intersection of Linda Vista Drive and S. Pacific Street.

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May 20February 21, 2024

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9.0 CONCLUSIONS
The Reduced Development Footprint Alternative – Vernal Pool Impact Minimization project is calculated to generate 1,368 daily trips (ADT), with 109 AM peak hour trips (22 in / 87 out) and 123 PM peak hour trips (86 in / 37 out).

This is a reduction of 1,326 ADT, 107 AM pe ak hour trips (21 in / 86 out), and 119 PM peak hour trips (83 in / 36 out) as compared to the original project analyzed in the February 2023 LTA. Therefore, this Alte rnative would not result in any new substantial effects on the local transportation system.

As shown in this memo, the Reduced Deve lopment Footprint Alternative – Vernal Pool Impact Minimization project would re sult in substantial effects at two (2) intersections. This is a reduction of one (1 ) intersection and one (1) street segment compared to the original project as analyzed in the February 2023 LTA. Table 9–1 provides a comparison.

T
ABLE 9–1

SUBSTANTIAL TRAFFIC EFFECT COMPARISON
Location
Substantial Traffic Effect?
Pacific Specific Plan
Project (449 DU) a
Reduced Development
Footprint Alternative –
Vernal Pool Impact
Minimization (228 DU)
Intersection #3. Via Vera Cruz / Grand
Avenue / SR-78 EB Ramps Yes Yes
Intersection #5. Las Posas Road / La
Mirada Drive Yes No
Intersection #7. Pacific Street / Linda
Vista Drive Yes Yes
Street Segment #6. La Mirada Drive to
Linda Vista Drive Yes No
Footnotes:
a. See February 2023 LTA.

The proposed driveway location on Linda Vista Drive is approximately 650 feet from Las Posas Road and approximately 680 feet from Pacific Street. Queueing at either intersection would not interfere with driveway operations.

The Reduced Development Footprint Alternative – Vernal Pool Impact Minimization project would provide roadway improvements as described in Section 7.0 to address the identified deficiencies.

Greg Waite
May 20February 21, 2024

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N:\3279\Text\#EIR Memo\3279.LTA Reduced South Alternative.docx Figures:
2–1 Project Area Map
2–2 Project Site Plan
4–1 Project Traffic Distribution
4–2 Project Traffic Volumes
5–1 Near-Term + Projec t Traffic Volumes
6–1 Long-Term + Project Traffic Volumes

Attachments:

A Near-Term + Project Intersec tion LOS Analysis Worksheets B Near-Term + Project Intersecti on Queuing Analysis Worksheets C Long-Term + Project Intersec tion LOS Analysis Worksheets D Long-Term + Project Intersecti on Queueing Analysis Worksheets E Near-Term & Long-Term + Project Improvements Analysis Worksheets

cc: File

TECHNICAL APPENDICES – LTA
REDUCED DEVELOPMENT FOOTPRINT ALTERNATIVE –

VERNAL POOL IMPACT MINIMIZATION
San Marcos, California
May 8, 2024

LLG Ref. 3-20-3279

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Reduced South Development Footprint Alternative

ATTACHMENT A
NEAR-TERM + PROJECT INTERSECTION

LOS ANALYSIS WORKSHEETS
Near-Term + Project AM Pacific Project - Reduced South Alternative 1: Las Posas Rd & SR-78 WB On Ramp/SR-78 WB Off Ramp 05/20/2024 HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 563 5 180 167 989 0 0 1223 320 Future Volume (veh/h) 0 0 0 563 5 180 167 989 0 0 1223 320 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 386 277 186 172 1020 0 0 1261 330
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 222220022
Cap, veh/h 410 240 161 200 3324 0 0 1970 515
Arrive On Green 0.23 0.23 0.23 0.22 1.00 0.00 0.00 0.49 0.49 Sat Flow, veh/h 1781 1044 701 1781 5274 0 0 4174 1047
Grp Volume(v), veh/h 386 0 463 172 1020 0 0 1072 519
Grp Sat Flow(s),veh/h/ln 1781 0 1744 1781 1702 0 0 1702 1649 Q Serve(g_s), s 21.3 0.0 23.0 9.3 0.0 0.0 0.0 23.3 23.4 Cycle Q Clear(g_c), s 21.3 0.0 23.0 9.3 0.0 0.0 0.0 23.3 23.4 Prop In Lane 1.00 0.40 1.00 0.00 0.00 0.64
Lane Grp Cap(c), veh/h 410 0 401 200 3324 0 0 1674 811
V/C Ratio(X) 0.94 0.00 1.15 0.86 0.31 0.00 0.00 0.64 0.64 Avail Cap(c_a), veh/h 410 0 401 214 3324 0 0 1674 811
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.84 0.84 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 37.8 0.0 38.5 38.0 0.0 0.0 0.0 18.8 18.9 Incr Delay (d2), s/veh 29.8 0.0 94.1 23.6 0.2 0.0 0.0 1.9 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 12.5 0.0 20.1 4.8 0.1 0.0 0.0 8.7 8.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.7 0.0 132.6 61.6 0.2 0.0 0.0 20.7 22.7 LnGrp LOS E A F EAAACC
Approach Vol, veh/h 849 1192 1591
Approach Delay, s/veh 103.1 9.1 21.4
Approach LOS F A C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 71.9 15.9 56.0 28.1
Change Period (Y+Rc), s 6.8 * 4.7 6.8 5.1
Max Green Setting (Gmax), s 65.1 * 12 48.4 23.0
Max Q Clear Time (g_c+I1), s 2.0 11.3 25.4 25.0
Green Ext Time (p_c), s 4.9 0.0 7.5 0.0
Intersection Summary
HCM 6th Ctrl Delay 36.4
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.

Near-Term + Project AM Pacific Project - Reduced South Alternative 2: Las Posas Rd & Grand Ave 05/20/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 160 200 20 94 180 650 25 356 103 390 696 690 Future Volume (veh/h) 160 200 20 94 180 650 25 356 103 390 696 690 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 172 215 22 101 194 699 27 383 111 419 748 742 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 308 509 51 151 284 992 66 1171 326 704 1641 855 Arrive On Green 0.09 0.16 0.16 0.03 0.05 0.05 0.04 0.29 0.29 0.07 0.15 0.15 Sat Flow, veh/h 3456 3248 328 1781 1870 2790 1781 3970 1104 3456 3554 1545 Grp Volume(v), veh/h 172 116 121 101 194 699 27 326 168 419 748 742 Grp Sat Flow(s),veh/h/ln1728 1777 1800 1781 1870 1395 1781 1702 1670 1728 1777 1545 Q Serve(g_s), s 4.8 5.9 6.1 5.6 10.2 4.7 1.5 7.5 7.9 11.8 19.2 40.4 Cycle Q Clear(g_c), s 4.8 5.9 6.1 5.6 10.2 4.7 1.5 7.5 7.9 11.8 19.2 40.4 Prop In Lane 1.00 0.18 1.00 1.00 1.00 0.66 1.00 1.00
Lane Grp Cap(c), veh/h 308 278 282 151 284 992 66 1004 493 704 1641 855 V/C Ratio(X) 0.56 0.42 0.43 0.67 0.68 0.70 0.41 0.32 0.34 0.60 0.46 0.87 Avail Cap(c_a), veh/h 328 382 387 169 402 1168 169 1004 493 704 1641 855 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 0.97 0.97 0.97 0.96 0.96 0.96 0.61 0.61 0.61 Uniform Delay (d), s/veh 43.6 38.1 38.1 47.2 45.1 11.8 47.1 27.5 27.6 42.6 30.9 30.1 Incr Delay (d2), s/veh 1.8 1.0 1.0 8.2 2.8 1.5 3.9 0.8 1.8 0.8 0.6 7.5 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/ln2.1 2.6 2.7 2.9 5.3 4.1 0.7 3.0 3.2 5.4 9.1 18.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.5 39.1 39.1 55.4 47.9 13.4 51.0 28.3 29.4 43.5 31.5 37.6 LnGrp LOS D D D E D B DCCDCD
Approach Vol, veh/h 409 994 521 1909
Approach Delay, s/veh 41.8 24.4 29.8 36.5
Approach LOS DCCD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s26.9 36.0 15.0 22.2 10.2 52.7 15.4 21.7 Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5 6.5 6.5 Max Green Setting (Gmax), s13.5 29.5 9.5 21.5 9.5 33.5 9.5 21.5 Max Q Clear Time (g_c+I1), s13.8 9.9 7.6 8.1 3.5 42.4 6.8 12.2 Green Ext Time (p_c), s 0.0 2.7 0.0 1.0 0.0 0.0 0.1 3.0 Intersection Summary
HCM 6th Ctrl Delay 33.0
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Near-Term + Project AM Pacific Project - Reduced South Alternative 3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 05/20/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 393 150 150 30 200 5 120 60 15 90 290 594 Future Volume (veh/h) 393 150 150 30 200 5 120 60 15 90 290 594 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 414 158 158 32 211 5 94 107 16 95 305 587 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 496 1100 661 115 1184 28 195 205 174 533 171 329 Arrive On Green 0.14 0.31 0.31 0.06 0.23 0.23 0.11 0.11 0.11 0.30 0.30 0.30 Sat Flow, veh/h 3456 3554 1575 1781 5132 121 1781 1870 1585 1781 572 1100 Grp Volume(v), veh/h 414 158 158 32 140 76 94 107 16 95 0 892 Grp Sat Flow(s),veh/h/ln1728 1777 1575 1781 1702 1849 1781 1870 1585 1781 0 1672 Q Serve(g_s), s 11.7 3.2 6.5 1.7 3.3 3.3 5.0 5.4 0.9 3.9 0.0 29.9 Cycle Q Clear(g_c), s 11.7 3.2 6.5 1.7 3.3 3.3 5.0 5.4 0.9 3.9 0.0 29.9 Prop In Lane 1.00 1.00 1.00 0.07 1.00 1.00 1.00 0.66
Lane Grp Cap(c), veh/h 496 1100 661 115 786 427 195 205 174 533 0 500 V/C Ratio(X) 0.83 0.14 0.24 0.28 0.18 0.18 0.48 0.52 0.09 0.18 0.00 1.78 Avail Cap(c_a), veh/h 636 1100 661 196 786 427 196 206 174 533 0 500 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.64 0.64 0.64 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 41.7 24.9 18.7 44.5 30.8 30.9 41.8 42.0 40.0 26.0 0.0 35.1 Incr Delay (d2), s/veh 5.0 0.2 0.5 0.5 0.5 0.9 0.7 1.1 0.1 0.1 0.0 360.8 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/ln5.3 1.4 3.0 0.8 1.4 1.6 2.2 2.5 0.4 1.7 0.0 61.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.7 25.1 19.3 45.0 31.3 31.8 42.5 43.1 40.1 26.0 0.0 395.8 LnGrp LOS D C B DCCDDDCAF
Approach Vol, veh/h 730 248 217 987
Approach Delay, s/veh 36.1 33.2 42.7 360.2
Approach LOS D C D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s11.2 37.7 35.0 19.0 29.9 16.1
Change Period (Y+Rc), s * 4.7 6.8 5.1 * 4.7 6.8 5.1
Max Green Setting (Gmax), s* 11 26.4 29.9 * 18 19.0 11.0 Max Q Clear Time (g_c+I1), s3.7 8.5 31.9 13.7 5.3 7.4
Green Ext Time (p_c), s 0.0 0.8 0.0 0.7 0.7 0.2
Intersection Summary
HCM 6th Ctrl Delay 183.0
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.

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

Near-Term + Project AM Pacific Project - Reduced South Alternative 4: Pacific St & La Mirada Dr 05/20/2024
HCM 6th AWSC Synchro 11 Report
Intersection
Intersection Delay, s/veh 9.4
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 10 40 25 52 45 20 20 80 38 10 160 15 Future Vol, veh/h 10 40 25 52 45 20 20 80 38 10 160 15
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 2 22222222222
Mvmt Flow 11 46 29 60 52 23 23 92 44 11 184 17
Number of Lanes 0 11011011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 2 2
HCM Control Delay 8.7 9.5 8.9 10

HCM LOS A A A A

Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 20% 0% 20% 0% 54% 0% 6% 0%
Vol Thru, % 80% 0% 80% 0% 46% 0% 94% 0%
Vol Right, % 0% 100% 0% 100% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 100 38 50 25 97 20 170 15
LT Vol 20 0 10 0 52 0 10 0
Through Vol 80 0 40 0 45 0 160 0
RT Vol 0 38 0 25 0 20 0 15
Lane Flow Rate 115 44 57 29 111 23 195 17
Geometry Grp 77777777
Degree of Util (X) 0.174 0.056 0.092 0.039 0.181 0.031 0.289 0.022 Departure Headway (Hd) 5.453 4.647 5.742 4.935 5.841 4.865 5.322 4.589 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 655 766 620 720 611 731 672 776
Service Time 3.211 2.406 3.511 2.704 3.605 2.629 3.077 2.343 HCM Lane V/C Ratio 0.176 0.057 0.092 0.04 0.182 0.031 0.29 0.022 HCM Control Delay 9.4 7.7 9.1 7.9 9.9 7.8 10.2 7.4
HCM Lane LOS AAAAAABA
HCM 95th-tile Q 0.6 0.2 0.3 0.1 0.7 0.1 1.2 0.1
Near-Term + Project AM Pacific Project - Reduced South Alternative 5: Las Posas Rd & La Mirada Dr 05/20/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 48 15 10 20 15 40 20 461 30 100 708 82 Future Volume (veh/h) 48 15 10 20 15 40 20 461 30 100 708 82 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 51 16 11 21 16 42 21 485 32 105 745 86 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 124 275 233 71 53 140 54 954 423 157 1049 121 Arrive On Green 0.07 0.15 0.15 0.04 0.12 0.12 0.03 0.27 0.27 0.09 0.33 0.33 Sat Flow, veh/h 1781 1870 1582 1781 454 1192 1781 3554 1576 1781 3210 370 Grp Volume(v), veh/h 51 16 11 21 0 58 21 485 32 105 412 419 Grp Sat Flow(s),veh/h/ln1781 1870 1582 1781 0 1646 1781 1777 1576 1781 1777 1803 Q Serve(g_s), s 1.5 0.4 0.3 0.6 0.0 1.7 0.6 6.2 0.8 3.1 10.9 10.9 Cycle Q Clear(g_c), s 1.5 0.4 0.3 0.6 0.0 1.7 0.6 6.2 0.8 3.1 10.9 10.9 Prop In Lane 1.00 1.00 1.00 0.72 1.00 1.00 1.00 0.21
Lane Grp Cap(c), veh/h 124 275 233 71 0 194 54 954 423 157 581 589 V/C Ratio(X) 0.41 0.06 0.05 0.29 0.00 0.30 0.39 0.51 0.08 0.67 0.71 0.71 Avail Cap(c_a), veh/h 282 1114 942 282 0 981 199 1521 675 398 959 973 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.9 19.7 19.7 25.0 0.0 21.7 25.6 16.6 14.7 23.7 15.9 15.9 Incr Delay (d2), s/veh 2.2 0.1 0.1 2.3 0.0 0.9 4.6 0.4 0.1 4.8 1.6 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.6 0.2 0.1 0.3 0.0 0.7 0.3 2.1 0.3 1.3 3.7 3.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.1 19.8 19.8 27.3 0.0 22.5 30.2 17.1 14.7 28.5 17.5 17.5 LnGrp LOS C B B C A C C B B C B B
Approach Vol, veh/h 78 79 538 936
Approach Delay, s/veh 23.9 23.8 17.4 18.7
Approach LOS C C B B
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s11.2 20.4 8.2 13.9 8.1 23.6 9.7 12.3 Change Period (Y+Rc), s 6.5 6.0 6.0 6.0 6.5 6.0 6.0 6.0 Max Green Setting (Gmax), s12.0 23.0 8.5 32.0 6.0 29.0 8.5 32.0 Max Q Clear Time (g_c+I1), s5.1 8.2 2.6 2.4 2.6 12.9 3.5 3.7 Green Ext Time (p_c), s 0.1 2.6 0.0 0.1 0.0 4.3 0.0 0.3 Intersection Summary
HCM 6th Ctrl Delay 18.8
HCM 6th LOS B
Near-Term + Project AM Pacific Project - Reduced South Alternative 6: S. Rancho Santa Fe Rd & Linda Vista Dr 05/20/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 110 92 85 210 239 80 90 715 190 80 1090 270 Future Volume (veh/h) 110 92 85 210 239 80 90 715 190 80 1090 270 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 113 95 88 216 246 82 93 737 196 82 1124 278 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 132 248 206 239 352 115 104 1879 837 104 1493 366 Arrive On Green 0.07 0.14 0.14 0.07 0.13 0.13 0.06 0.53 0.53 0.06 0.53 0.53 Sat Flow, veh/h 1781 1830 1526 3456 2636 857 1781 3554 1582 1781 2823 692 Grp Volume(v), veh/h 113 92 91 216 164 164 93 737 196 82 704 698 Grp Sat Flow(s),veh/h/ln1781 1777 1579 1728 1777 1716 1781 1777 1582 1781 1777 1738 Q Serve(g_s), s 7.5 5.7 6.3 7.4 10.6 11.0 6.2 14.8 8.0 5.5 37.1 37.9 Cycle Q Clear(g_c), s 7.5 5.7 6.3 7.4 10.6 11.0 6.2 14.8 8.0 5.5 37.1 37.9 Prop In Lane 1.00 0.97 1.00 0.50 1.00 1.00 1.00 0.40
Lane Grp Cap(c), veh/h 132 240 214 239 237 229 104 1879 837 104 940 919 V/C Ratio(X) 0.86 0.38 0.43 0.90 0.69 0.72 0.90 0.39 0.23 0.79 0.75 0.76 Avail Cap(c_a), veh/h 132 492 437 239 489 472 104 1879 837 163 940 919 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.9 47.3 47.6 55.5 49.6 49.8 56.1 16.8 15.2 55.8 22.1 22.3 Incr Delay (d2), s/veh 39.0 1.0 1.3 33.7 3.6 4.1 56.3 0.6 0.7 12.5 5.5 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/ln4.8 2.6 2.6 4.4 4.9 5.0 4.4 6.1 3.0 2.8 16.4 16.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 93.9 48.3 49.0 89.2 53.2 53.9 112.4 17.4 15.9 68.2 27.5 28.1 LnGrp LOS F D D F D D F B B E C C
Approach Vol, veh/h 296 544 1026 1484
Approach Delay, s/veh 65.9 67.7 25.7 30.0
Approach LOS E E C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s13.0 69.5 14.8 22.7 13.0 69.5 15.0 22.5 Change Period (Y+Rc), s 6.0 * 6 6.5 6.5 6.0 * 6 6.1 6.5 Max Green Setting (Gmax), s11.0 * 43 8.3 33.2 7.0 * 47 8.9 33.0 Max Q Clear Time (g_c+I1), s7.5 16.8 9.4 8.3 8.2 39.9 9.5 13.0 Green Ext Time (p_c), s 0.0 6.3 0.0 1.0 0.0 4.6 0.0 1.8 Intersection Summary
HCM 6th Ctrl Delay 38.0
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Near-Term + Project AM Pacific Project - Reduced South Alternative 7: Pacific St & Linda Vista Dr 05/20/2024
HCM 6th AWSC Synchro 11 Report
Intersection
Intersection Delay, s/veh19.3
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 80 222 20 28 387 22 25 30 11 17 61 132 Future Vol, veh/h 80 222 20 28 387 22 25 30 11 17 61 132 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles, % 2 22222222222
Mvmt Flow 86 239 22 30 416 24 27 32 12 18 66 142
Number of Lanes 1 10111011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 2 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 2 3
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 3 2
HCM Control Delay 15.3 26.7 12 12.1

HCM LOS C D B B

Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1WBLn2WBLn3 SBLn1 SBLn2 Vol Left, % 45% 0% 100% 0% 100% 0% 0% 22% 0%
Vol Thru, % 55% 0% 0% 92% 0% 100% 0% 78% 0%
Vol Right, % 0% 100% 0% 8% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 55 11 80 242 28 387 22 78 132
LT Vol 25 0 80 0 28 0 0 17 0
Through Vol 30 0 0 222 0 387 0 61 0
RT Vol 0 11 0 20 0 0 22 0 132
Lane Flow Rate 59 12 86 260 30 416 24 84 142
Geometry Grp 888888888
Degree of Util (X) 0.135 0.024 0.179 0.5 0.06 0.776 0.039 0.178 0.269 Departure Headway (Hd) 8.229 7.281 7.485 6.918 7.224 6.717 6.006 7.635 6.813 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes
Cap 435 491 479 520 499 541 600 470 527
Service Time 5.987 5.039 5.229 4.662 4.924 4.417 3.706 5.383 4.561 HCM Lane V/C Ratio 0.136 0.024 0.18 0.5 0.06 0.769 0.04 0.179 0.269 HCM Control Delay 12.3 10.2 11.9 16.4 10.4 28.9 8.9 12 12.1 HCM Lane LOS B B B C B D A B B
HCM 95th-tile Q 0.5 0.1 0.6 2.8 0.2 7.1 0.1 0.6 1.1
Near-Term + Project AM Pacific Project - Reduced South Alternative 8: Las Posas Rd & Linda Vista Dr 05/20/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 141 149 66 10 182 50 77 320 30 60 390 348 Future Volume (veh/h) 141 149 66 10 182 50 77 320 30 60 390 348 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 152 160 71 11 196 54 83 344 32 65 419 374 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 143 567 252 42 286 77 106 1697 157 89 902 785 Arrive On Green 0.08 0.16 0.16 0.02 0.10 0.10 0.06 0.52 0.52 0.05 0.51 0.51 Sat Flow, veh/h 1781 3554 1582 1781 2770 744 1781 3284 304 1781 1777 1546 Grp Volume(v), veh/h 152 160 71 11 124 126 83 185 191 65 419 374 Grp Sat Flow(s),veh/h/ln1781 1777 1582 1781 1777 1736 1781 1777 1811 1781 1777 1546 Q Serve(g_s), s 8.0 4.0 3.9 0.6 6.7 7.0 4.6 5.6 5.7 3.6 15.2 15.7 Cycle Q Clear(g_c), s 8.0 4.0 3.9 0.6 6.7 7.0 4.6 5.6 5.7 3.6 15.2 15.7 Prop In Lane 1.00 1.00 1.00 0.43 1.00 0.17 1.00 1.00
Lane Grp Cap(c), veh/h 143 567 252 42 183 179 106 918 936 89 902 785 V/C Ratio(X) 1.07 0.28 0.28 0.26 0.68 0.70 0.78 0.20 0.20 0.73 0.46 0.48 Avail Cap(c_a), veh/h 143 959 427 160 498 486 107 918 936 107 902 785 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.94 0.94 0.94 Uniform Delay (d), s/veh 46.0 37.0 37.0 48.0 43.2 43.4 46.4 13.0 13.1 46.8 15.9 16.0 Incr Delay (d2), s/veh 94.3 0.3 0.6 3.2 4.3 5.0 30.6 0.5 0.5 17.1 1.6 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln7.2 1.7 1.6 0.3 3.2 3.2 2.9 2.2 2.2 2.0 5.9 5.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 140.3 37.3 37.6 51.2 47.5 48.3 77.0 13.5 13.5 64.0 17.5 17.9 LnGrp LOS F DDDDD EBBEBB
Approach Vol, veh/h 383 261 459 858
Approach Delay, s/veh 78.2 48.1 25.0 21.2
Approach LOS E D C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s11.5 58.2 8.4 22.0 12.4 57.2 14.0 16.3 Change Period (Y+Rc), s 6.5 6.5 6.0 6.0 6.5 6.5 6.0 6.0 Max Green Setting (Gmax), s6.0 33.0 9.0 27.0 6.0 33.0 8.0 28.0 Max Q Clear Time (g_c+I1), s5.6 7.7 2.6 6.0 6.6 17.7 10.0 9.0 Green Ext Time (p_c), s 0.0 2.0 0.0 1.1 0.0 4.2 0.0 1.3 Intersection Summary
HCM 6th Ctrl Delay 36.8
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Near-Term + Project AM Pacific Project - Reduced South Alternative 9: Pacific St & San Marcos Blvd 05/20/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 26 1392 30 20 1989 40 10 10 20 40 5 19 Future Volume (veh/h) 26 1392 30 20 1989 40 10 10 20 40 5 19 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 27 1450 31 21 2072 42 10 10 21 42 5 20 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 60 2263 48 36 2219 45 42 29 306 53 3 305
Arrive On Green 0.03 0.64 0.64 0.02 0.62 0.62 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 1781 3556 76 1781 3560 72 0 149 1585 1 18 1580 Grp Volume(v), veh/h 27 724 757 21 1030 1084 20 0 21 47 0 20 Grp Sat Flow(s),veh/h/ln1781 1777 1855 1781 1777 1855 150 0 1585 18 0 1580 Q Serve(g_s), s 1.9 32.5 32.6 1.5 67.5 68.8 0.0 0.0 1.4 0.0 0.0 1.3 Cycle Q Clear(g_c), s 1.9 32.5 32.6 1.5 67.5 68.8 25.1 0.0 1.4 25.1 0.0 1.3 Prop In Lane 1.00 0.04 1.00 0.04 0.50 1.00 0.89 1.00
Lane Grp Cap(c), veh/h 60 1131 1180 36 1108 1157 70 0 306 56 0 305 V/C Ratio(X) 0.45 0.64 0.64 0.58 0.93 0.94 0.28 0.00 0.07 0.84 0.00 0.07 Avail Cap(c_a), veh/h 100 1131 1180 69 1108 1157 70 0 306 56 0 305 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.34 0.34 0.34 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 61.6 14.5 14.5 63.1 21.9 22.2 44.8 0.0 42.9 63.2 0.0 42.9 Incr Delay (d2), s/veh 5.3 2.8 2.7 4.8 6.1 6.4 2.2 0.0 0.1 65.8 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.9 12.6 13.1 0.7 26.5 28.2 0.6 0.0 0.6 2.6 0.0 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.9 17.3 17.2 67.9 28.1 28.6 47.0 0.0 43.0 129.0 0.0 43.0 LnGrp LOS E B B E C C D A D F A D
Approach Vol, veh/h 1508 2135 41 67
Approach Delay, s/veh 18.1 28.7 44.9 103.3
Approach LOS B C D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s9.2 89.2 31.6 10.9 87.5 31.6
Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s5.0 80.4 25.1 7.3 78.1 25.1
Max Q Clear Time (g_c+I1), s3.5 34.6 27.1 3.9 70.8 27.1 Green Ext Time (p_c), s 0.0 13.4 0.0 0.0 6.3 0.0
Intersection Summary
HCM 6th Ctrl Delay 26.0
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Near-Term + Project AM Pacific Project - Reduced South Alternative 10: Las Posas Rd & San Marcos Blvd 05/20/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 342 1160 40 70 1610 115 30 30 20 87 40 429 Future Volume (veh/h) 342 1160 40 70 1610 115 30 30 20 87 40 429 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 349 1184 41 71 1643 117 31 31 20 89 41 438 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 327 2373 82 89 1934 861 248 442 369 350 442 664 Arrive On Green 0.18 0.68 0.68 0.05 0.54 0.54 0.24 0.24 0.24 0.24 0.24 0.24 Sat Flow, veh/h 1781 3504 121 1781 3554 1582 915 1870 1563 1354 1870 1581 Grp Volume(v), veh/h 349 600 625 71 1643 117 31 31 20 89 41 438 Grp Sat Flow(s),veh/h/ln1781 1777 1848 1781 1777 1582 915 1870 1563 1354 1870 1581 Q Serve(g_s), s 27.5 24.7 24.7 5.9 58.8 5.5 4.1 1.9 1.5 8.2 2.6 33.4 Cycle Q Clear(g_c), s 27.5 24.7 24.7 5.9 58.8 5.5 6.7 1.9 1.5 10.1 2.6 33.4 Prop In Lane 1.00 0.07 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 327 1203 1252 89 1934 861 248 442 369 350 442 664 V/C Ratio(X) 1.07 0.50 0.50 0.79 0.85 0.14 0.12 0.07 0.05 0.25 0.09 0.66 Avail Cap(c_a), veh/h 327 1203 1252 121 1934 861 248 442 369 351 443 665 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.82 0.82 0.82 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 61.2 11.8 11.8 70.5 29.0 16.8 47.4 44.5 44.3 48.4 44.8 35.0 Incr Delay (d2), s/veh 64.6 1.2 1.2 22.1 4.9 0.3 0.2 0.1 0.1 0.4 0.1 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/ln18.0 9.4 9.8 3.2 24.9 2.0 0.9 0.9 0.6 2.8 1.2 12.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 125.8 13.0 13.0 92.5 33.9 17.2 47.6 44.6 44.4 48.8 44.8 37.4 LnGrp LOS F B B F C B DDDDDD
Approach Vol, veh/h 1574 1831 82 568
Approach Delay, s/veh 38.0 35.1 45.7 39.7
Approach LOS DDDD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s14.0 108.5 41.9 34.0 88.5 41.9
Change Period (Y+Rc), s 6.5 6.5 * 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s10.2 85.3 * 36 27.5 68.0 35.0 Max Q Clear Time (g_c+I1), s7.9 26.7 35.4 29.5 60.8 8.7 Green Ext Time (p_c), s 0.0 9.8 0.0 0.0 5.5 0.3
Intersection Summary
HCM 6th Ctrl Delay 37.1
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Near-Term + Project AM Pacific Project - Reduced South Alternative 11: Pacific St 05/20/2024
HCM 6th TWSC Synchro 11 Report
Intersection
Int Delay, s/veh 0.6
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 10 8 130 2 2 200
Future Vol, veh/h 10 8 130 2 2 200
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 11 9 141 2 2 217

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 363 142 0 0 143 0
Stage 1 142 -----
Stage 2 221 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 636 906 - - 1440 -
Stage 1 885 -----
Stage 2 816 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 635 906 - - 1440 -
Mov Cap-2 Maneuver 635 -----
Stage 1 885 -----
Stage 2 814 -----

Approach WB NB SB
HCM Control Delay, s 10.1 0 0.1

HCM LOS B

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 732 1440 -
HCM Lane V/C Ratio - - 0.027 0.002 -
HCM Control Delay (s) - - 10.1 7.5 0
HCM Lane LOS - - B A A
HCM 95th %tile Q(veh) - - 0.1 0 -
Near-Term + Project AM Pacific Project - Reduced South Alternative 14: Linda Vista Dr & Proj Drwy 05/20/2024
HCM 6th TWSC Synchro 11 Report
Intersection
Int Delay, s/veh 1.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 3 297 592 15 59 10
Future Vol, veh/h 3 297 592 15 59 10
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 25 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 3 323 643 16 64 11

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 659 0 - 0 980 651
Stage 1 - - - - 651 -
Stage 2 - - - - 329 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 929 - - - 277 469
Stage 1 - - - - 519 -
Stage 2 - - - - 729 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 929 - - - 276 469
Mov Cap-2 Maneuver - - - - 396 -
Stage 1 - - - - 517 -
Stage 2 - - - - 729 -

Approach EB WB SB
HCM Control Delay, s 0.1 0 15.9

HCM LOS C

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 929 - - - 405
HCM Lane V/C Ratio 0.004 - - - 0.185
HCM Control Delay (s) 8.9 - - - 15.9
HCM Lane LOS A - - - C
HCM 95th %tile Q(veh) 0 - - - 0.7
Near-Term + Project PM Pacific Project - Reduced South Alternative 1: Las Posas Rd & SR-78 WB On Ramp/SR-78 WB Off Ramp 05/20/2024 HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 183 5 170 407 2004 0 0 989 380 Future Volume (veh/h) 0 0 0 183 5 170 407 2004 0 0 989 380 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 184 11 175 420 2066 0 0 1020 392
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 222220022
Cap, veh/h 244 13 206 445 3854 0 0 1665 640
Arrive On Green 0.14 0.14 0.14 0.50 1.00 0.00 0.00 0.46 0.46 Sat Flow, veh/h 1781 95 1505 1781 5274 0 0 3771 1384
Grp Volume(v), veh/h 184 0 186 420 2066 0 0 964 448
Grp Sat Flow(s),veh/h/ln 1781 0 1599 1781 1702 0 0 1702 1583 Q Serve(g_s), s 10.9 0.0 12.5 24.6 0.0 0.0 0.0 23.4 23.4 Cycle Q Clear(g_c), s 10.9 0.0 12.5 24.6 0.0 0.0 0.0 23.4 23.4 Prop In Lane 1.00 0.94 1.00 0.00 0.00 0.87
Lane Grp Cap(c), veh/h 244 0 219 445 3854 0 0 1573 731
V/C Ratio(X) 0.75 0.00 0.85 0.94 0.54 0.00 0.00 0.61 0.61 Avail Cap(c_a), veh/h 338 0 304 588 3854 0 0 1573 731
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 0.26 0.26 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 45.7 0.0 46.3 26.8 0.0 0.0 0.0 22.2 22.2 Incr Delay (d2), s/veh 3.5 0.0 11.3 7.5 0.1 0.0 0.0 1.8 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 %ile BackOfQ(50%),veh/ln 5.1 0.0 5.6 7.4 0.1 0.0 0.0 9.0 8.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.2 0.0 57.6 34.3 0.1 0.0 0.0 24.0 26.0 LnGrp LOS D A E C A A A C C
Approach Vol, veh/h 370 2486 1412
Approach Delay, s/veh 53.4 5.9 24.6
Approach LOS D A C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 89.8 32.2 57.6 20.2
Change Period (Y+Rc), s 6.8 * 4.7 6.8 5.1
Max Green Setting (Gmax), s 77.2 * 36 36.2 20.9
Max Q Clear Time (g_c+I1), s 2.0 26.6 25.4 14.5
Green Ext Time (p_c), s 15.7 0.9 4.7 0.6
Intersection Summary
HCM 6th Ctrl Delay 16.2
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Near-Term + Project PM Pacific Project - Reduced South Alternative 2: Las Posas Rd & Grand Ave 05/20/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 370 500 30 67 250 990 30 1051 176 350 552 260 Future Volume (veh/h) 370 500 30 67 250 990 30 1051 176 350 552 260 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 394 532 32 71 266 947 32 1118 187 372 587 277 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 361 688 41 129 318 1001 71 1315 220 653 1597 878 Arrive On Green 0.10 0.20 0.20 0.02 0.06 0.06 0.04 0.30 0.30 0.06 0.15 0.15 Sat Flow, veh/h 3456 3404 204 1781 1870 2790 1781 4382 732 3456 3554 1585 Grp Volume(v), veh/h 394 277 287 71 266 947 32 868 437 372 587 277 Grp Sat Flow(s),veh/h/ln1728 1777 1831 1781 1870 1395 1781 1702 1710 1728 1777 1585 Q Serve(g_s), s 11.5 16.2 16.3 4.3 15.5 10.6 1.9 26.4 26.4 11.5 16.4 14.1 Cycle Q Clear(g_c), s 11.5 16.2 16.3 4.3 15.5 10.6 1.9 26.4 26.4 11.5 16.4 14.1 Prop In Lane 1.00 0.11 1.00 1.00 1.00 0.43 1.00 1.00
Lane Grp Cap(c), veh/h 361 359 370 129 318 1001 71 1022 513 653 1597 878 V/C Ratio(X) 1.09 0.77 0.77 0.55 0.84 0.95 0.45 0.85 0.85 0.57 0.37 0.32 Avail Cap(c_a), veh/h 361 359 370 186 332 1021 219 1099 552 653 1597 878 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 0.47 0.47 0.47 0.38 0.38 0.38 0.68 0.68 0.68 Uniform Delay (d), s/veh 49.3 41.5 41.5 51.9 50.4 17.2 51.6 36.2 36.2 47.2 32.8 21.8 Incr Delay (d2), s/veh 73.9 9.9 9.9 1.7 8.4 9.4 1.7 3.6 6.9 0.8 0.4 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln8.6 8.1 8.3 2.0 8.5 8.4 0.9 10.9 11.4 5.3 7.8 6.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 123.1 51.4 51.4 53.6 58.8 26.7 53.4 39.8 43.1 48.0 33.2 22.4 LnGrp LOS F D D D E CDDDDCC
Approach Vol, veh/h 958 1284 1337 1236
Approach Delay, s/veh 80.9 34.8 41.2 35.3
Approach LOS F C D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s27.3 39.5 14.5 28.7 10.9 55.9 18.0 25.2 Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5 6.5 6.5 Max Green Setting (Gmax), s17.5 35.5 11.5 19.5 13.5 39.5 11.5 19.5 Max Q Clear Time (g_c+I1), s13.5 28.4 6.3 18.3 3.9 18.4 13.5 17.5 Green Ext Time (p_c), s 0.5 4.3 0.1 0.4 0.0 4.5 0.0 1.2 Intersection Summary
HCM 6th Ctrl Delay 45.9
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Near-Term + Project PM Pacific Project - Reduced South Alternative 3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 05/20/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 476 400 190 100 510 15 270 160 60 310 290 477 Future Volume (veh/h) 476 400 190 100 510 15 270 160 60 310 290 477 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 481 404 192 101 515 15 218 240 61 313 293 449 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 539 856 564 170 920 27 209 219 186 622 233 356 Arrive On Green 0.16 0.24 0.24 0.10 0.18 0.18 0.12 0.12 0.12 0.35 0.35 0.35 Sat Flow, veh/h 3456 3554 1569 1781 5100 148 1781 1870 1585 1781 666 1021 Grp Volume(v), veh/h 481 404 192 101 343 187 218 240 61 313 0 742 Grp Sat Flow(s),veh/h/ln1728 1777 1569 1781 1702 1843 1781 1870 1585 1781 0 1687 Q Serve(g_s), s 15.0 10.7 9.8 6.0 10.1 10.2 12.9 12.9 3.9 15.3 0.0 38.4 Cycle Q Clear(g_c), s 15.0 10.7 9.8 6.0 10.1 10.2 12.9 12.9 3.9 15.3 0.0 38.4 Prop In Lane 1.00 1.00 1.00 0.08 1.00 1.00 1.00 0.61
Lane Grp Cap(c), veh/h 539 856 564 170 614 332 209 219 186 622 0 589 V/C Ratio(X) 0.89 0.47 0.34 0.59 0.56 0.56 1.04 1.09 0.33 0.50 0.00 1.26 Avail Cap(c_a), veh/h 556 856 564 180 614 332 209 219 186 622 0 589 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.64 0.64 0.64 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 45.5 35.8 25.8 47.7 41.1 41.1 48.5 48.5 44.6 28.3 0.0 35.8 Incr Delay (d2), s/veh 11.3 1.2 1.1 3.0 3.6 6.7 74.2 88.2 0.4 0.3 0.0 130.4 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/ln7.2 4.8 4.6 2.8 4.5 5.2 10.0 11.4 1.5 6.5 0.0 36.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.8 37.0 26.9 50.7 44.7 47.8 122.7 136.7 45.0 28.5 0.0 166.2 LnGrp LOS E DCDDDFFDCAF
Approach Vol, veh/h 1077 631 519 1055
Approach Delay, s/veh 44.0 46.6 120.1 125.3
Approach LOS D D F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s15.2 33.3 43.5 21.9 26.6 18.0
Change Period (Y+Rc), s * 4.7 6.8 5.1 * 4.7 6.8 5.1
Max Green Setting (Gmax), s* 11 25.9 38.4 * 18 19.3 12.9 Max Q Clear Time (g_c+I1), s8.0 12.7 40.4 17.0 12.2 14.9 Green Ext Time (p_c), s 0.0 1.8 0.0 0.2 1.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 82.7
HCM 6th LOS F
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Near-Term + Project PM Pacific Project - Reduced South Alternative 4: Pacific St & La Mirada Dr 05/20/2024
HCM 6th AWSC Synchro 11 Report
Intersection
Intersection Delay, s/veh11.4
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 30 130 30 68 90 20 20 200 83 15 80 15 Future Vol, veh/h 30 130 30 68 90 20 20 200 83 15 80 15 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 2 22222222222
Mvmt Flow 33 144 33 76 100 22 22 222 92 17 89 17
Number of Lanes 0 11011011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 2 2
HCM Control Delay 11.3 11.6 11.8 10.3

HCM LOS B B B B

Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 9% 0% 19% 0% 43% 0% 16% 0%
Vol Thru, % 91% 0% 81% 0% 57% 0% 84% 0%
Vol Right, % 0% 100% 0% 100% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 220 83 160 30 158 20 95 15
LT Vol 20 0 30 0 68 0 15 0
Through Vol 200 0 130 0 90 0 80 0
RT Vol 0 83 0 30 0 20 0 15
Lane Flow Rate 244 92 178 33 176 22 106 17
Geometry Grp 77777777
Degree of Util (X) 0.408 0.135 0.309 0.051 0.312 0.034 0.187 0.026 Departure Headway (Hd) 6.015 5.261 6.26 5.456 6.395 5.467 6.367 5.576 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 599 681 574 655 562 654 563 640
Service Time 3.756 3.001 4.004 3.2 4.14 3.212 4.116 3.325 HCM Lane V/C Ratio 0.407 0.135 0.31 0.05 0.313 0.034 0.188 0.027 HCM Control Delay 12.9 8.8 11.8 8.5 12 8.4 10.6 8.5
HCM Lane LOS BABABABA
HCM 95th-tile Q 2 0.5 1.3 0.2 1.3 0.1 0.7 0.1
Near-Term + Project PM Pacific Project - Reduced South Alternative 5: Las Posas Rd & La Mirada Dr 05/20/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 133 50 40 130 50 220 35 944 80 200 511 98 Future Volume (veh/h) 133 50 40 130 50 220 35 944 80 200 511 98 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 146 55 44 143 55 242 38 1037 88 220 562 108 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 176 413 349 161 64 282 70 1097 487 241 1204 231 Arrive On Green 0.10 0.22 0.22 0.09 0.21 0.21 0.04 0.31 0.31 0.14 0.40 0.40 Sat Flow, veh/h 1781 1870 1583 1781 302 1327 1781 3554 1577 1781 2975 570 Grp Volume(v), veh/h 146 55 44 143 0 297 38 1037 88 220 335 335 Grp Sat Flow(s),veh/h/ln1781 1870 1583 1781 0 1629 1781 1777 1577 1781 1777 1768 Q Serve(g_s), s 8.0 2.4 2.2 7.9 0.0 17.5 2.1 28.4 4.1 12.2 13.8 13.9 Cycle Q Clear(g_c), s 8.0 2.4 2.2 7.9 0.0 17.5 2.1 28.4 4.1 12.2 13.8 13.9 Prop In Lane 1.00 1.00 1.00 0.81 1.00 1.00 1.00 0.32
Lane Grp Cap(c), veh/h 176 413 349 161 0 346 70 1097 487 241 719 715 V/C Ratio(X) 0.83 0.13 0.13 0.89 0.00 0.86 0.55 0.95 0.18 0.91 0.47 0.47 Avail Cap(c_a), veh/h 177 599 507 161 0 507 118 1103 490 241 719 715 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.2 31.2 31.2 44.9 0.0 37.9 47.1 33.7 25.3 42.6 21.8 21.8 Incr Delay (d2), s/veh 26.9 0.1 0.2 41.2 0.0 9.7 6.5 15.7 0.2 35.7 0.5 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.8 1.1 0.9 5.3 0.0 7.7 1.0 13.8 1.5 7.5 5.4 5.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 71.1 31.4 31.3 86.2 0.0 47.6 53.6 49.4 25.5 78.3 22.3 22.3 LnGrp LOS E C C F A DDDCECC
Approach Vol, veh/h 245 440 1163 890
Approach Delay, s/veh 55.1 60.1 47.7 36.1
Approach LOS E E D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s20.0 36.8 15.0 28.0 10.4 46.4 15.9 27.2 Change Period (Y+Rc), s 6.5 6.0 6.0 6.0 6.5 6.0 6.0 6.0 Max Green Setting (Gmax), s13.5 31.0 9.0 32.0 6.6 37.9 9.9 31.1 Max Q Clear Time (g_c+I1), s14.2 30.4 9.9 4.4 4.1 15.9 10.0 19.5 Green Ext Time (p_c), s 0.0 0.4 0.0 0.4 0.0 3.7 0.0 1.4 Intersection Summary
HCM 6th Ctrl Delay 46.6
HCM 6th LOS D
Near-Term + Project PM Pacific Project - Reduced South Alternative 6: S. Rancho Santa Fe Rd & Linda Vista Dr 05/20/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 370 519 70 230 154 80 105 1220 360 90 870 150 Future Volume (veh/h) 370 519 70 230 154 80 105 1220 360 90 870 150 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.97 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 385 541 73 240 160 83 109 1271 375 94 906 156 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 407 881 118 299 323 158 127 1346 591 99 1098 189 Arrive On Green 0.23 0.28 0.28 0.09 0.14 0.14 0.07 0.38 0.38 0.06 0.36 0.36 Sat Flow, veh/h 1781 3143 423 3456 2285 1118 1781 3554 1560 1781 3025 521 Grp Volume(v), veh/h 385 305 309 240 122 121 109 1271 375 94 532 530 Grp Sat Flow(s),veh/h/ln1781 1777 1789 1728 1777 1626 1781 1777 1560 1781 1777 1769 Q Serve(g_s), s 26.8 18.8 18.9 8.6 8.0 8.7 7.6 43.5 24.7 6.6 34.3 34.3 Cycle Q Clear(g_c), s 26.8 18.8 18.9 8.6 8.0 8.7 7.6 43.5 24.7 6.6 34.3 34.3 Prop In Lane 1.00 0.24 1.00 0.69 1.00 1.00 1.00 0.29
Lane Grp Cap(c), veh/h 407 498 501 299 251 230 127 1346 591 99 645 642 V/C Ratio(X) 0.94 0.61 0.62 0.80 0.49 0.53 0.86 0.94 0.63 0.95 0.83 0.83 Avail Cap(c_a), veh/h 409 655 659 415 466 426 127 1361 597 99 645 642 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.8 39.4 39.4 56.4 49.8 50.1 57.8 37.8 32.0 59.3 36.5 36.5 Incr Delay (d2), s/veh 30.7 1.2 1.2 7.6 1.5 1.9 40.1 13.3 2.2 73.8 8.6 8.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln15.3 8.4 8.5 4.1 3.7 3.7 4.9 21.1 9.6 5.0 16.3 16.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 78.5 40.6 40.6 64.0 51.3 52.0 97.9 51.1 34.1 133.0 45.1 45.1 LnGrp LOS E D D E D D F D C F D D
Approach Vol, veh/h 999 483 1755 1156
Approach Delay, s/veh 55.2 57.8 50.4 52.3
Approach LOS E E D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s13.0 53.7 17.4 41.8 15.0 51.7 34.9 24.3 Change Period (Y+Rc), s 6.0 * 6 6.5 6.5 6.0 * 6 6.1 6.5 Max Green Setting (Gmax), s7.0 * 48 15.1 46.4 9.0 * 45 28.9 33.0 Max Q Clear Time (g_c+I1), s8.6 45.5 10.6 20.9 9.6 36.3 28.8 10.7 Green Ext Time (p_c), s 0.0 2.1 0.3 4.0 0.0 4.3 0.0 1.4 Intersection Summary
HCM 6th Ctrl Delay 52.8
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Near-Term + Project PM Pacific Project - Reduced South Alternative 7: Pacific St & Linda Vista Dr 05/20/2024
HCM 6th AWSC Synchro 11 Report
Intersection
Intersection Delay, s/veh119.8
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 222 667 50 31 293 27 40 61 38 23 40 101 Future Vol, veh/h 222 667 50 31 293 27 40 61 38 23 40 101 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 2 22222222222
Mvmt Flow 234 702 53 33 308 28 42 64 40 24 42 106
Number of Lanes 1 10111011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 2 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 2 3
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 3 2
HCM Control Delay 189.6 24.2 14.8 14

HCM LOS F C B B

Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1WBLn2WBLn3 SBLn1 SBLn2 Vol Left, % 40% 0% 100% 0% 100% 0% 0% 37% 0%
Vol Thru, % 60% 0% 0% 93% 0% 100% 0% 63% 0%
Vol Right, % 0% 100% 0% 7% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 101 38 222 717 31 293 27 63 101
LT Vol 40 0 222 0 31 0 0 23 0
Through Vol 61 0 0 667 0 293 0 40 0
RT Vol 0 38 0 50 0 0 27 0 101
Lane Flow Rate 106 40 234 755 33 308 28 66 106
Geometry Grp 888888888
Degree of Util (X) 0.261 0.088 0.492 1.473 0.075 0.666 0.056 0.161 0.233 Departure Headway (Hd) 9.689 8.762 7.583 7.024 9.023 8.51 7.791 9.595 8.684 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes
Cap 373 412 472 521 399 429 462 376 416
Service Time 7.389 6.462 5.377 4.817 6.723 6.21 5.491 7.295 6.384 HCM Lane V/C Ratio 0.284 0.097 0.496 1.449 0.083 0.718 0.061 0.176 0.255 HCM Control Delay 15.8 12.3 17.6 242.9 12.5 26.6 11 14.1 14 HCM Lane LOS C B C F B D B B B
HCM 95th-tile Q 1 0.3 2.7 37.4 0.2 4.7 0.2 0.6 0.9
Near-Term + Project PM Pacific Project - Reduced South Alternative 8: Las Posas Rd & Linda Vista Dr 05/20/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 284 414 101 35 159 90 96 710 30 55 560 201 Future Volume (veh/h) 284 414 101 35 159 90 96 710 30 55 560 201 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 305 445 109 38 171 84 103 763 32 59 602 216 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 243 676 301 100 258 121 97 1669 70 81 1201 430 Arrive On Green 0.14 0.19 0.19 0.06 0.11 0.11 0.05 0.48 0.48 0.05 0.47 0.47 Sat Flow, veh/h 1781 3554 1580 1781 2342 1097 1781 3473 146 1781 2546 912 Grp Volume(v), veh/h 305 445 109 38 128 127 103 390 405 59 420 398 Grp Sat Flow(s),veh/h/ln1781 1777 1580 1781 1777 1662 1781 1777 1842 1781 1777 1681 Q Serve(g_s), s 15.0 12.7 6.6 2.3 7.6 8.1 6.0 16.1 16.1 3.6 18.0 18.0 Cycle Q Clear(g_c), s 15.0 12.7 6.6 2.3 7.6 8.1 6.0 16.1 16.1 3.6 18.0 18.0 Prop In Lane 1.00 1.00 1.00 0.66 1.00 0.08 1.00 0.54
Lane Grp Cap(c), veh/h 243 676 301 100 196 183 97 854 885 81 838 793 V/C Ratio(X) 1.26 0.66 0.36 0.38 0.65 0.69 1.06 0.46 0.46 0.73 0.50 0.50 Avail Cap(c_a), veh/h 243 1066 474 146 436 408 97 854 885 97 838 793 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.90 0.90 0.90 Uniform Delay (d), s/veh 47.5 41.2 38.7 50.1 46.9 47.2 52.0 19.0 19.0 51.8 20.1 20.1 Incr Delay (d2), s/veh 144.1 1.1 0.7 2.4 3.6 4.7 108.5 1.8 1.7 17.8 1.9 2.0 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/ln16.3 5.7 2.6 1.1 3.5 3.6 5.5 6.6 6.8 2.0 7.4 7.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 191.6 42.3 39.5 52.4 50.6 51.8 160.5 20.8 20.7 69.7 22.0 22.2 LnGrp LOS F DDDDDFCCECC
Approach Vol, veh/h 859 293 898 877
Approach Delay, s/veh 95.0 51.4 36.8 25.3
Approach LOS F D D C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s11.5 59.4 12.2 26.9 12.5 58.4 21.0 18.1 Change Period (Y+Rc), s 6.5 6.5 6.0 6.0 6.5 6.5 6.0 6.0 Max Green Setting (Gmax), s6.0 37.0 9.0 33.0 6.0 37.0 15.0 27.0 Max Q Clear Time (g_c+I1), s5.6 18.1 4.3 14.7 8.0 20.0 17.0 10.1 Green Ext Time (p_c), s 0.0 4.3 0.0 3.1 0.0 4.5 0.0 1.3 Intersection Summary
HCM 6th Ctrl Delay 51.9
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Near-Term + Project PM Pacific Project - Reduced South Alternative 9: Pacific St & San Marcos Blvd 05/20/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 64 1929 55 40 1914 50 20 10 40 60 10 27 Future Volume (veh/h) 64 1929 55 40 1914 50 20 10 40 60 10 27 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 65 1948 56 40 1933 51 20 10 40 61 10 27 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 87 2215 63 52 2153 56 46 14 305 51 5 304
Arrive On Green 0.05 0.63 0.63 0.03 0.61 0.61 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 1781 3526 101 1781 3535 93 0 75 1585 0 25 1580 Grp Volume(v), veh/h 65 976 1028 40 967 1017 30 0 40 71 0 27 Grp Sat Flow(s),veh/h/ln1781 1777 1850 1781 1777 1851 75 0 1585 25 0 1580 Q Serve(g_s), s 4.7 58.9 60.4 2.9 60.6 62.1 0.0 0.0 2.7 0.0 0.0 1.8 Cycle Q Clear(g_c), s 4.7 58.9 60.4 2.9 60.6 62.1 25.0 0.0 2.7 25.0 0.0 1.8 Prop In Lane 1.00 0.05 1.00 0.05 0.67 1.00 0.86 1.00
Lane Grp Cap(c), veh/h 87 1116 1162 52 1082 1127 61 0 305 56 0 304 V/C Ratio(X) 0.75 0.87 0.88 0.76 0.89 0.90 0.50 0.00 0.13 1.26 0.00 0.09 Avail Cap(c_a), veh/h 116 1116 1162 69 1082 1127 61 0 305 56 0 304 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.09 0.09 0.09 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 61.1 19.9 20.2 62.6 21.8 22.1 53.3 0.0 43.5 62.9 0.0 43.1 Incr Delay (d2), s/veh 16.6 9.6 9.9 3.4 1.2 1.3 6.1 0.0 0.2 206.6 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.5 24.4 26.0 1.3 22.8 24.3 1.1 0.0 1.1 5.1 0.0 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 77.7 29.5 30.2 66.0 23.0 23.4 59.4 0.0 43.7 269.5 0.0 43.3 LnGrp LOS E C C E C C E A D F A D
Approach Vol, veh/h 2069 2024 70 98
Approach Delay, s/veh 31.4 24.0 50.4 207.2
Approach LOS C C D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s10.3 88.2 31.5 12.8 85.7 31.5
Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s5.0 80.5 25.0 8.5 77.0 25.0
Max Q Clear Time (g_c+I1), s4.9 62.4 27.0 6.7 64.1 27.0 Green Ext Time (p_c), s 0.0 13.3 0.0 0.0 10.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 32.2
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Near-Term + Project PM Pacific Project - Reduced South Alternative 10: Las Posas Rd & San Marcos Blvd 05/20/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 489 1550 40 110 1440 187 40 40 20 137 40 604 Future Volume (veh/h) 489 1550 40 110 1440 187 40 40 20 137 40 604 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 509 1615 42 115 1500 195 42 42 21 143 42 629 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 477 2369 61 137 1701 755 216 443 375 341 443 794 Arrive On Green 0.27 0.67 0.67 0.08 0.48 0.48 0.24 0.24 0.24 0.24 0.24 0.24 Sat Flow, veh/h 1781 3537 92 1781 3554 1578 766 1870 1585 1339 1870 1561 Grp Volume(v), veh/h 509 809 848 115 1500 195 42 42 21 143 42 629 Grp Sat Flow(s),veh/h/ln1781 1777 1851 1781 1777 1578 766 1870 1585 1339 1870 1561 Q Serve(g_s), s 40.2 41.4 41.8 9.6 57.1 11.0 6.8 2.6 1.5 14.0 2.6 35.5 Cycle Q Clear(g_c), s 40.2 41.4 41.8 9.6 57.1 11.0 9.4 2.6 1.5 16.6 2.6 35.5 Prop In Lane 1.00 0.05 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 477 1190 1240 137 1701 755 216 443 375 341 443 794 V/C Ratio(X) 1.07 0.68 0.68 0.84 0.88 0.26 0.19 0.09 0.06 0.42 0.09 0.79 Avail Cap(c_a), veh/h 477 1190 1240 184 1701 755 216 443 375 341 443 794 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.57 0.57 0.57 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.9 15.0 15.1 68.3 35.3 23.3 48.4 44.7 44.3 51.2 44.7 30.8 Incr Delay (d2), s/veh 50.3 1.8 1.8 21.7 7.0 0.8 0.4 0.1 0.1 0.8 0.1 5.5 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/ln24.2 15.8 16.5 5.1 25.2 4.2 1.3 1.2 0.6 4.7 1.2 19.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 105.2 16.8 16.9 90.0 42.3 24.1 48.8 44.8 44.3 52.0 44.8 36.3 LnGrp LOS F B B F DCDDDDDD
Approach Vol, veh/h 2166 1810 105 814
Approach Delay, s/veh 37.6 43.3 46.3 39.5
Approach LOS DDDD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s18.0 107.5 42.0 46.7 78.8 42.0
Change Period (Y+Rc), s 6.5 6.5 * 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s15.5 80.0 * 36 40.2 55.3 35.0 Max Q Clear Time (g_c+I1), s11.6 43.8 37.5 42.2 59.1 11.4 Green Ext Time (p_c), s 0.1 15.3 0.0 0.0 0.0 0.5
Intersection Summary
HCM 6th Ctrl Delay 40.2
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Near-Term + Project PM Pacific Project - Reduced South Alternative 11: Pacific St & Proj Drwy 05/20/2024
HCM 6th TWSC Synchro 11 Report
Intersection
Int Delay, s/veh 0.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 4 3 300 10 8 160
Future Vol, veh/h 4 3 300 10 8 160
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 4 3 326 11 9 174

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 524 332 0 0 337 0
Stage 1 332 -----
Stage 2 192 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 514 710 - - 1222 -
Stage 1 727 -----
Stage 2 841 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 510 710 - - 1222 -
Mov Cap-2 Maneuver 510 -----
Stage 1 727 -----
Stage 2 834 -----

Approach WB NB SB
HCM Control Delay, s 11.3 0 0.4

HCM LOS B

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 580 1222 -
HCM Lane V/C Ratio - - 0.013 0.007 -
HCM Control Delay (s) - - 11.3 8 0
HCM Lane LOS - - B A A
HCM 95th %tile Q(veh) - - 0 0 -
Near-Term + Project PM Pacific Project - Reduced South Alternative 14: Linda Vista Dr & Proj Drwy 05/20/2024
HCM 6th TWSC Synchro 11 Report
Intersection
Int Delay, s/veh 0.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 10 773 397 59 26 4
Future Vol, veh/h 10 773 397 59 26 4
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 25 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 11 840 432 64 28 4

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 496 0 - 0 1326 464
Stage 1 - - - - 464 -
Stage 2 - - - - 862 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1068 - - - 172 598
Stage 1 - - - - 633 -
Stage 2 - - - - 414 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1068 - - - 170 598
Mov Cap-2 Maneuver - - - - 300 -
Stage 1 - - - - 627 -
Stage 2 - - - - 414 -

Approach EB WB SB
HCM Control Delay, s 0.1 0 17.5

HCM LOS C

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1068 - - - 321
HCM Lane V/C Ratio 0.01 - - - 0.102
HCM Control Delay (s) 8.4 - - - 17.5
HCM Lane LOS A - - - C
HCM 95th %tile Q(veh) 0 - - - 0.3

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Reduced South Development Footprint Alternative

ATTACHMENT B
NEAR-TERM + PROJECT INTERSECTION

QUEUING ANALYSIS WORKSHEETS

Near-Term + Project AM Pacific Project - Reduced South Alternative 1: Las Posas Rd & SR-78 WB On Ramp/SR-78 WB Off Ramp 02/20/2024 Queues Synchro 11 Report
Lane Group WBL WBT NBL NBT SBT
Lane Group Flow (vph) 394 377 172 1020 1591
v/c Ratio 1.02 0.94 0.83 0.31 0.66
Control Delay 90.7 65.8 74.1 7.7 19.7
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 90.7 65.8 74.1 7.7 19.7
Queue Length 50th (ft) ~273 222 115 88 255
Queue Length 95th (ft) #474 #412 m#207 112 307
Internal Link Dist (ft) 267 584 420
Turn Bay Length (ft) 300
Base Capacity (vph) 386 403 212 3310 2429
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 1.02 0.94 0.81 0.31 0.66
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

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

Near-Term + Project AM Pacific Project - Reduced South Alternative 2: Las Posas Rd & Grand Ave 02/20/2024
Queues Synchro 11 Report
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 172 237 101 194 699 27 494 419 748 742 v/c Ratio 0.53 0.36 0.61 0.67 0.68 0.20 0.28 0.90 0.45 0.69 Control Delay 49.7 35.9 45.6 50.4 19.3 46.7 20.7 53.9 15.6 7.7 Queue Delay 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0
Total Delay 49.7 35.9 45.6 50.4 19.4 46.7 20.7 53.9 15.6 7.8 Queue Length 50th (ft) 54 69 56 127 112 17 68 141 123 87 Queue Length 95th (ft) 89 100 m59 m106 m88 43 105 m#192 m169 m113 Internal Link Dist (ft) 288 279 1088 584
Turn Bay Length (ft) 200 470 310
Base Capacity (vph) 326 784 168 400 1023 168 1784 463 1654 1074 Starvation Cap Reductn 0000 2 100009
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.53 0.30 0.60 0.48 0.70 0.16 0.28 0.90 0.45 0.70 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

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

Near-Term + Project AM Pacific Project - Reduced South Alternative 3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 02/20/2024
Queues Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 414 158 158 32 216 93 96 16 95 930 v/c Ratio 0.74 0.14 0.20 0.16 0.20 0.51 0.50 0.05 0.18 1.62 Control Delay 66.3 20.1 4.0 42.7 33.4 52.3 51.8 0.3 27.1 312.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 66.3 20.1 4.0 42.7 33.4 52.3 51.8 0.3 27.1 312.1 Queue Length 50th (ft) 137 24 0 19 41 60 62 0 45 ~816
Queue Length 95th (ft) m158 m33 m11 48 65 113 116 0 85 #1059 Internal Link Dist (ft) 279 1051 902 153
Turn Bay Length (ft) 100 160 140 170
Base Capacity (vph) 631 1156 789 194 1065 184 191 352 529 574 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.66 0.14 0.20 0.16 0.20 0.51 0.50 0.05 0.18 1.62 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

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

Near-Term + Project AM Pacific Project - Reduced South Alternative 5: Las Posas Rd & La Mirada Dr 02/20/2024
Queues Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 51 16 11 21 58 21 485 32 105 831
v/c Ratio 0.18 0.03 0.02 0.07 0.16 0.09 0.33 0.04 0.34 0.36 Control Delay 34.2 19.7 0.1 34.4 13.3 36.9 22.2 0.1 32.9 14.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 34.2 19.7 0.1 34.4 13.3 36.9 22.2 0.1 32.9 14.7 Queue Length 50th (ft) 18 40767 8 60 3 6 1 0 3
Queue Length 95th (ft) 69 22 0 36 36 37 197 0 117 326
Internal Link Dist (ft) 1369 258 1033 1088
Turn Bay Length (ft) 110 110 120 250 250 480
Base Capacity (vph) 319 1234 1092 319 1101 225 1914 911 451 2207 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.16 0.01 0.01 0.07 0.05 0.09 0.25 0.04 0.23 0.38 Intersection Summary
Near-Term + Project AM Pacific Project - Reduced South Alternative 6: S. Rancho Santa Fe Rd & Linda Vista Dr 02/20/2024
Queues Synchro 11 Report
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 113 183 216 328 93 737 196 82 1402 v/c Ratio 0.86 0.32 0.91 0.60 0.56 0.41 0.22 0.55 0.86
Control Delay 103.9 22.8 95.1 45.4 66.0 21.9 4.0 66.5 34.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 103.9 22.8 95.1 45.4 66.0 21.9 4.0 66.5 34.8 Queue Length 50th (ft) 88 35 87 114 69 184 0 62 480
Queue Length 95th (ft) #197 58 #161 136 #178 307 50 116 #754 Internal Link Dist (ft) 600 1370 523 547
Turn Bay Length (ft) 160 110 245 230
Base Capacity (vph) 131 965 237 963 165 1789 877 167 1636 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.86 0.19 0.91 0.34 0.56 0.41 0.22 0.49 0.86 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Near-Term + Project AM Pacific Project - Reduced South Alternative 8: Las Posas Rd & Linda Vista Dr 02/20/2024
Queues Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 152 160 71 11 250 83 376 65 793
v/c Ratio 1.08 0.18 0.14 0.07 0.48 0.51 0.23 0.46 0.51
Control Delay 143.4 29.4 0.5 42.9 35.6 56.2 17.9 55.6 16.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 143.4 29.4 0.5 42.9 35.6 56.2 17.9 55.6 16.2 Queue Length 50th (ft) ~108 42 0 7 68 50 71 40 125
Queue Length 95th (ft) #235 67 0 24 88 #137 130 #104 221 Internal Link Dist (ft) 611 1014 1036 1033
Turn Bay Length (ft) 170 60 130 240 130
Base Capacity (vph) 141 956 549 159 984 162 1655 141 1553 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 1.08 0.17 0.13 0.07 0.25 0.51 0.23 0.46 0.51 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.

Near-Term + Project AM Pacific Project - Reduced South Alternative 9: Pacific St & San Marcos Blvd 02/20/2024
Queues Synchro 11 Report
Lane Group EBL EBT WBL WBT NBT NBR SBT SBR
Lane Group Flow (vph) 27 1481 21 2114 20 21 47 20
v/c Ratio 0.28 0.55 0.27 0.80 0.11 0.08 0.30 0.08
Control Delay 66.2 11.1 69.3 18.7 48.1 0.6 53.9 0.6
Queue Delay 0.0 0.0 0.0 0.5 0.0 0.0 0.0 0.0
Total Delay 66.2 11.1 69.3 19.2 48.1 0.6 53.9 0.6
Queue Length 50th (ft) 22 281 17 591 16 0 39 0
Queue Length 95th (ft) 55 483 47 #1108 38 0 70 0
Internal Link Dist (ft) 728 868 295 780
Turn Bay Length (ft) 240 250
Base Capacity (vph) 100 2678 78 2651 304 373 263 368
Starvation Cap Reductn 0 0 0 198 0000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.27 0.55 0.27 0.86 0.07 0.06 0.18 0.05 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Near-Term + Project AM Pacific Project - Reduced South Alternative 10: Las Posas Rd & San Marcos Blvd 02/20/2024
Queues Synchro 11 Report
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 349 1225 71 1643 117 31 31 20 89 41 438 v/c Ratio 0.83 0.52 0.62 0.95 0.14 0.16 0.12 0.06 0.45 0.15 0.71 Control Delay 71.4 15.8 91.5 49.0 3.9 53.0 51.6 0.3 62.6 52.3 40.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 71.4 15.8 91.5 49.0 3.9 53.0 51.6 0.3 62.6 52.3 40.9 Queue Length 50th (ft) 312 270 68 769 0 29 28 0 85 38 325 Queue Length 95th (ft) #584 472 #132 #1036 35 54 53 0 126 66 413 Internal Link Dist (ft) 868 1062 90 329
Turn Bay Length (ft) 240 250 670 240
Base Capacity (vph) 421 2335 123 1734 822 317 434 456 324 440 613 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.83 0.52 0.58 0.95 0.14 0.10 0.07 0.04 0.27 0.09 0.71 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Near-Term + Project PM Pacific Project - Reduced South Alternative 1: Las Posas Rd & SR-78 WB On Ramp/SR-78 WB Off Ramp 02/20/2024 Queues Synchro 11 Report
Lane Group WBL WBT NBL NBT SBT
Lane Group Flow (vph) 170 199 420 2066 1412
v/c Ratio 0.67 0.81 0.86 0.55 0.68
Control Delay 56.7 64.2 47.8 4.6 27.7
Queue Delay 0.0 0.0 0.0 0.1 0.0
Total Delay 56.7 64.2 47.8 4.7 27.7
Queue Length 50th (ft) 120 130 281 128 279
Queue Length 95th (ft) 190 210 m288 m205 382
Internal Link Dist (ft) 140 584 143
Turn Bay Length (ft) 300
Base Capacity (vph) 319 305 584 3766 2089
Starvation Cap Reductn 0 0 0 438 0
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.53 0.65 0.72 0.62 0.68
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Near-Term + Project PM Pacific Project - Reduced South Alternative 2: Las Posas Rd & Grand Ave 02/20/2024
Queues Synchro 11 Report
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 394 564 71 266 1053 32 1305 372 587 277 v/c Ratio 1.10 0.77 0.44 0.85 0.99 0.25 0.82 0.63 0.35 0.25 Control Delay 123.4 49.5 42.4 57.2 44.6 52.7 38.7 34.8 10.1 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.9 0.0 0.0 0.0 0.0 0.0
Total Delay 123.4 49.5 42.4 57.2 45.4 52.7 38.7 34.8 10.1 0.4 Queue Length 50th (ft) ~162 201 35 184 ~192 22 300 136 52 0 Queue Length 95th (ft) #260 #306 m46 m214 m#204 53 359 171 56 0 Internal Link Dist (ft) 288 279 1088 584
Turn Bay Length (ft) 200 470 310
Base Capacity (vph) 358 737 185 330 1059 217 1620 593 1654 1101 Starvation Cap Reductn 0000400000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 1.10 0.77 0.38 0.81 1.00 0.15 0.81 0.63 0.35 0.25 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

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

Near-Term + Project PM Pacific Project - Reduced South Alternative 3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 02/20/2024
Queues Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 481 404 192 101 530 213 222 61 313 775 v/c Ratio 0.88 0.56 0.29 0.57 0.71 1.08 1.09 0.18 0.47 1.12 Control Delay 70.7 39.3 8.1 60.5 49.9 133.9 134.7 1.1 29.2 101.6 Queue Delay 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.1
Total Delay 70.7 39.3 8.1 60.5 49.9 133.9 134.7 1.1 29.2 101.7 Queue Length 50th (ft) 188 106 39 69 131 ~177 ~185 0 164 ~593 Queue Length 95th (ft) m#265 m153 m71 126 166 #335 #346 0 260 #867 Internal Link Dist (ft) 279 1051 902 153
Turn Bay Length (ft) 100 160 140 170
Base Capacity (vph) 552 833 651 178 890 197 204 345 672 693 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000 1 60000 1 2
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.87 0.48 0.29 0.57 0.61 1.08 1.09 0.18 0.47 1.14 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

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

Near-Term + Project PM Pacific Project - Reduced South Alternative 5: Las Posas Rd & La Mirada Dr 02/20/2024
Queues Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 146 55 44 143 297 38 1037 88 220 670 v/c Ratio 0.78 0.19 0.10 0.63 0.73 0.31 0.88 0.13 0.86 0.41 Control Delay 70.4 33.6 0.5 56.7 24.2 51.7 40.8 0.4 71.3 19.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 70.4 33.6 0.5 56.7 24.2 51.7 40.8 0.4 71.3 19.7 Queue Length 50th (ft) 83 28 0 82 57 21 288 0 125 137
Queue Length 95th (ft) #227 60 0 #232 140 61 #547 0 #317 253 Internal Link Dist (ft) 1369 258 1033 1088
Turn Bay Length (ft) 110 110 120 250 250 480
Base Capacity (vph) 188 640 680 228 667 125 1179 659 256 1627 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.78 0.09 0.06 0.63 0.45 0.30 0.88 0.13 0.86 0.41 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Near-Term + Project PM Pacific Project - Reduced South Alternative 6: S. Rancho Santa Fe Rd & Linda Vista Dr 02/20/2024
Queues Synchro 11 Report
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 385 614 240 243 109 1271 375 94 1062 v/c Ratio 0.92 0.70 0.66 0.51 0.84 0.91 0.50 0.93 0.84
Control Delay 75.3 45.3 62.8 40.0 102.9 47.0 12.8 131.9 43.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 75.3 45.3 62.8 40.0 102.9 47.0 12.8 131.9 43.6 Queue Length 50th (ft) 287 230 91 70 84 469 65 73 378
Queue Length 95th (ft) #588 295 156 111 #225 #797 194 #215 #641 Internal Link Dist (ft) 600 234 523 547
Turn Bay Length (ft) 160 110 245 230
Base Capacity (vph) 417 1319 422 942 129 1392 757 101 1260 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.92 0.47 0.57 0.26 0.84 0.91 0.50 0.93 0.84 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Near-Term + Project PM Pacific Project - Reduced South Alternative 8: Las Posas Rd & Linda Vista Dr 02/20/2024
Queues Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 305 445 109 38 268 103 795 59 818 v/c Ratio 0.85 0.42 0.19 0.26 0.54 0.52 0.57 0.46 0.71
Control Delay 65.8 33.8 2.1 52.4 31.6 57.5 28.8 61.2 33.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 65.8 33.8 2.1 52.4 31.6 57.5 28.8 61.2 33.7 Queue Length 50th (ft) 209 148 0 26 61 68 230 40 244
Queue Length 95th (ft) #444 180 14 60 87 #193 319 #103 318 Internal Link Dist (ft) 611 1014 1036 1033
Turn Bay Length (ft) 170 60 130 240 130
Base Capacity (vph) 360 1179 626 144 889 199 1394 128 1178 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.85 0.38 0.17 0.26 0.30 0.52 0.57 0.46 0.69 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Near-Term + Project PM Pacific Project - Reduced South Alternative 9: Pacific St & San Marcos Blvd 02/20/2024
Queues Synchro 11 Report
Lane Group EBL EBT WBL WBT NBT NBR SBT SBR
Lane Group Flow (vph) 65 2004 40 1984 30 40 71 27
v/c Ratio 0.52 0.77 0.40 0.78 0.20 0.16 0.49 0.11
Control Delay 73.1 17.2 71.3 18.6 53.0 1.4 64.1 0.9
Queue Delay 0.0 0.0 0.0 0.4 0.0 0.0 0.0 0.0
Total Delay 73.1 17.2 71.3 19.0 53.0 1.4 64.1 0.9
Queue Length 50th (ft) 53 580 33 593 24 0 58 0
Queue Length 95th (ft) #112 878 #91 #1003 50 1 99 0
Internal Link Dist (ft) 728 868 295 780
Turn Bay Length (ft) 240 250
Base Capacity (vph) 129 2602 99 2556 270 372 263 367
Starvation Cap Reductn 0 0 0 171 0000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.50 0.77 0.40 0.83 0.11 0.11 0.27 0.07 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Near-Term + Project PM Pacific Project - Reduced South Alternative 10: Las Posas Rd & San Marcos Blvd 02/20/2024
Queues Synchro 11 Report
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 509 1657 115 1500 195 42 42 21 143 42 629 v/c Ratio 0.86 0.76 0.72 1.13 0.28 0.19 0.14 0.06 0.64 0.14 0.80 Control Delay 62.7 25.8 90.4 110.2 5.0 52.4 50.8 0.3 70.2 50.4 36.8 Queue Delay 0.0 0.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 62.7 26.6 90.4 110.2 5.0 52.4 50.8 0.3 70.2 50.4 36.8 Queue Length 50th (ft) 444 560 110 ~904 0 37 37 0 136 37 432 Queue Length 95th (ft) #781 847 180 #1044 53 69 67 0 192 67 592 Internal Link Dist (ft) 868 1062 90 329
Turn Bay Length (ft) 240 250 670 240
Base Capacity (vph) 590 2181 182 1330 703 317 434 461 321 440 790 Starvation Cap Reductn 0 248 000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.86 0.86 0.63 1.13 0.28 0.13 0.10 0.05 0.45 0.10 0.80 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Reduced South Development Footprint Alternative

ATTACHMENT C
LONG-TERM + PROJECT INTERSECTION

LOS ANALYSIS WORKSHEETS

Long-Term + Project AM Pacific Project - Reduced South Alternative 1: Las Posas Rd & SR-78 WB On Ramp/SR-78 WB Off Ramp 05/20/2024 HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 603 5 180 197 1089 0 0 1383 360 Future Volume (veh/h) 0 0 0 603 5 180 197 1089 0 0 1383 360 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 406 307 186 203 1123 0 0 1426 371
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 222220022
Cap, veh/h 410 251 152 214 3324 0 0 1943 503
Arrive On Green 0.23 0.23 0.23 0.24 1.00 0.00 0.00 0.48 0.48 Sat Flow, veh/h 1781 1091 661 1781 5274 0 0 4184 1039
Grp Volume(v), veh/h 406 0 493 203 1123 0 0 1208 589
Grp Sat Flow(s),veh/h/ln 1781 0 1751 1781 1702 0 0 1702 1650 Q Serve(g_s), s 22.7 0.0 23.0 11.2 0.0 0.0 0.0 28.4 28.7 Cycle Q Clear(g_c), s 22.7 0.0 23.0 11.2 0.0 0.0 0.0 28.4 28.7 Prop In Lane 1.00 0.38 1.00 0.00 0.00 0.63
Lane Grp Cap(c), veh/h 410 0 403 214 3324 0 0 1648 799
V/C Ratio(X) 0.99 0.00 1.22 0.95 0.34 0.00 0.00 0.73 0.74 Avail Cap(c_a), veh/h 410 0 403 214 3324 0 0 1648 799
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 0.81 0.81 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 38.4 0.0 38.5 37.7 0.0 0.0 0.0 20.6 20.7 Incr Delay (d2), s/veh 41.9 0.0 121.1 41.7 0.2 0.0 0.0 2.9 6.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 14.5 0.0 23.2 6.5 0.1 0.0 0.0 10.8 11.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 80.3 0.0 159.6 79.4 0.2 0.0 0.0 23.6 26.7 LnGrp LOS F A F EAAACC
Approach Vol, veh/h 899 1326 1797
Approach Delay, s/veh 123.8 12.3 24.6
Approach LOS F B C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 71.9 16.7 55.2 28.1
Change Period (Y+Rc), s 6.8 * 4.7 6.8 5.1
Max Green Setting (Gmax), s 65.1 * 12 48.4 23.0
Max Q Clear Time (g_c+I1), s 2.0 13.2 30.7 25.0
Green Ext Time (p_c), s 5.5 0.0 7.9 0.0
Intersection Summary
HCM 6th Ctrl Delay 42.7
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Long-Term + Project AM Pacific Project - Reduced South Alternative 2: Las Posas Rd & Grand Ave 05/20/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 170 220 20 124 200 720 30 406 113 440 786 720 Future Volume (veh/h) 170 220 20 124 200 720 30 406 113 440 786 720 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 177 229 21 129 208 750 31 423 118 458 819 750 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 309 525 48 159 299 992 72 1181 318 676 1600 837 Arrive On Green 0.09 0.16 0.16 0.03 0.05 0.05 0.04 0.29 0.29 0.06 0.15 0.15 Sat Flow, veh/h 3456 3285 298 1781 1870 2790 1781 4002 1077 3456 3554 1544 Grp Volume(v), veh/h 177 123 127 129 208 750 31 357 184 458 819 750 Grp Sat Flow(s),veh/h/ln1728 1777 1807 1781 1870 1395 1781 1702 1675 1728 1777 1544 Q Serve(g_s), s 4.9 6.2 6.4 7.2 10.9 5.1 1.7 8.3 8.7 13.0 21.2 41.2 Cycle Q Clear(g_c), s 4.9 6.2 6.4 7.2 10.9 5.1 1.7 8.3 8.7 13.0 21.2 41.2 Prop In Lane 1.00 0.17 1.00 1.00 1.00 0.64 1.00 1.00
Lane Grp Cap(c), veh/h 309 284 289 159 299 992 72 1004 494 676 1600 837 V/C Ratio(X) 0.57 0.43 0.44 0.81 0.69 0.76 0.43 0.36 0.37 0.68 0.51 0.90 Avail Cap(c_a), veh/h 328 382 388 169 402 1145 169 1004 494 676 1600 837 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 0.95 0.95 0.95 0.93 0.93 0.93 0.49 0.49 0.49 Uniform Delay (d), s/veh 43.7 37.9 38.0 47.7 45.0 12.3 46.9 27.8 27.9 43.7 32.5 31.1 Incr Delay (d2), s/veh 2.1 1.0 1.1 22.6 3.1 2.4 3.7 0.9 2.0 1.3 0.6 7.8 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/ln2.2 2.8 2.9 4.3 5.7 4.6 0.8 3.3 3.6 6.0 10.1 18.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.9 38.9 39.0 70.2 48.0 14.7 50.6 28.7 29.9 45.0 33.0 38.9 LnGrp LOS D D D E D B DCCDCD
Approach Vol, veh/h 427 1087 572 2027
Approach Delay, s/veh 41.8 27.7 30.3 37.9
Approach LOS DCCD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s26.1 36.0 15.5 22.5 10.5 51.5 15.4 22.5 Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5 6.5 6.5 Max Green Setting (Gmax), s13.5 29.5 9.5 21.5 9.5 33.5 9.5 21.5 Max Q Clear Time (g_c+I1), s15.0 10.7 9.2 8.4 3.7 43.2 6.9 12.9 Green Ext Time (p_c), s 0.0 3.0 0.0 1.1 0.0 0.0 0.1 3.1 Intersection Summary
HCM 6th Ctrl Delay 34.6
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Long-Term + Project AM Pacific Project - Reduced South Alternative 3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 05/20/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 453 170 170 30 230 0 140 60 20 110 320 684 Future Volume (veh/h) 453 170 170 30 230 0 140 60 20 110 320 684 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 477 179 179 32 242 0 105 122 21 116 337 682 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 554 1099 661 115 1092 0 196 206 174 533 165 334 Arrive On Green 0.16 0.31 0.31 0.06 0.21 0.00 0.11 0.11 0.11 0.30 0.30 0.30 Sat Flow, veh/h 3456 3554 1575 1781 5274 0 1781 1870 1585 1781 552 1117 Grp Volume(v), veh/h 477 179 179 32 242 0 105 122 21 116 0 1019 Grp Sat Flow(s),veh/h/ln1728 1777 1575 1781 1702 0 1781 1870 1585 1781 0 1669 Q Serve(g_s), s 13.4 3.7 7.4 1.7 3.9 0.0 5.6 6.2 1.2 4.9 0.0 29.9 Cycle Q Clear(g_c), s 13.4 3.7 7.4 1.7 3.9 0.0 5.6 6.2 1.2 4.9 0.0 29.9 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.67
Lane Grp Cap(c), veh/h 554 1099 661 115 1092 0 196 206 174 533 0 499 V/C Ratio(X) 0.86 0.16 0.27 0.28 0.22 0.00 0.54 0.59 0.12 0.22 0.00 2.04 Avail Cap(c_a), veh/h 636 1099 661 196 1092 0 196 206 174 533 0 499 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) 0.51 0.51 0.51 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 40.9 25.1 19.0 44.5 32.4 0.0 42.1 42.4 40.1 26.3 0.0 35.1 Incr Delay (d2), s/veh 5.8 0.2 0.5 0.5 0.5 0.0 1.5 3.2 0.1 0.1 0.0 475.7 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/ln6.1 1.6 3.4 0.8 1.7 0.0 2.5 3.0 0.5 2.1 0.0 77.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.7 25.3 19.5 45.0 32.9 0.0 43.6 45.5 40.3 26.4 0.0 510.8 LnGrp LOS D C B D C A DDDCAF
Approach Vol, veh/h 835 274 248 1135
Approach Delay, s/veh 36.3 34.3 44.3 461.2
Approach LOS D C D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s11.2 37.7 35.0 20.7 28.2 16.1
Change Period (Y+Rc), s * 4.7 6.8 5.1 * 4.7 6.8 5.1
Max Green Setting (Gmax), s* 11 26.4 29.9 * 18 19.0 11.0 Max Q Clear Time (g_c+I1), s3.7 9.4 31.9 15.4 5.9 8.2
Green Ext Time (p_c), s 0.0 1.0 0.0 0.6 0.8 0.2
Intersection Summary
HCM 6th Ctrl Delay 230.4
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.

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

Long-Term + Project AM Pacific Project - Reduced South Alternative 4: Pacific St & La Mirada Dr 05/20/2024
HCM 6th AWSC Synchro 11 Report
Intersection
Intersection Delay, s/veh 9.5
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 10 40 30 52 50 20 20 80 48 10 170 20 Future Vol, veh/h 10 40 30 52 50 20 20 80 48 10 170 20
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 2 22222222222
Mvmt Flow 11 46 34 60 57 23 23 92 55 11 195 23
Number of Lanes 0 11011011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 2 2
HCM Control Delay 8.8 9.7 8.9 10.2

HCM LOS A A A B

Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 20% 0% 20% 0% 51% 0% 6% 0%
Vol Thru, % 80% 0% 80% 0% 49% 0% 94% 0%
Vol Right, % 0% 100% 0% 100% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 100 48 50 30 102 20 180 20
LT Vol 20 0 10 0 52 0 10 0
Through Vol 80 0 40 0 50 0 170 0
RT Vol 0 48 0 30 0 20 0 20
Lane Flow Rate 115 55 57 34 117 23 207 23
Geometry Grp 77777777
Degree of Util (X) 0.176 0.072 0.093 0.048 0.192 0.032 0.309 0.03 Departure Headway (Hd) 5.507 4.701 5.821 5.013 5.904 4.941 5.368 4.635 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 647 755 611 707 604 718 666 766
Service Time 3.277 2.471 3.603 2.795 3.68 2.716 3.132 2.399 HCM Lane V/C Ratio 0.178 0.073 0.093 0.048 0.194 0.032 0.311 0.03 HCM Control Delay 9.5 7.8 9.2 8.1 10.1 7.9 10.5 7.5
HCM Lane LOS AAAABABA
HCM 95th-tile Q 0.6 0.2 0.3 0.2 0.7 0.1 1.3 0.1
Long-Term + Project AM Pacific Project - Reduced South Alternative 5: Las Posas Rd & La Mirada Dr 05/20/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 48 20 10 40 20 50 20 561 40 110 838 92 Future Volume (veh/h) 48 20 10 40 20 50 20 561 40 110 838 92 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 51 21 11 42 21 53 21 591 42 116 882 97 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 120 231 195 121 58 146 53 1073 476 155 1160 128 Arrive On Green 0.07 0.12 0.12 0.07 0.12 0.12 0.03 0.30 0.30 0.09 0.36 0.36 Sat Flow, veh/h 1781 1870 1581 1781 468 1180 1781 3554 1577 1781 3228 355 Grp Volume(v), veh/h 51 21 11 42 0 74 21 591 42 116 486 493 Grp Sat Flow(s),veh/h/ln1781 1870 1581 1781 0 1648 1781 1777 1577 1781 1777 1806 Q Serve(g_s), s 1.6 0.6 0.4 1.3 0.0 2.4 0.7 8.1 1.1 3.7 14.1 14.1 Cycle Q Clear(g_c), s 1.6 0.6 0.4 1.3 0.0 2.4 0.7 8.1 1.1 3.7 14.1 14.1 Prop In Lane 1.00 1.00 1.00 0.72 1.00 1.00 1.00 0.20
Lane Grp Cap(c), veh/h 120 231 195 121 0 204 53 1073 476 155 639 649 V/C Ratio(X) 0.42 0.09 0.06 0.35 0.00 0.36 0.40 0.55 0.09 0.75 0.76 0.76 Avail Cap(c_a), veh/h 259 1025 867 259 0 903 183 1540 683 296 883 897 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.1 22.7 22.6 26.0 0.0 23.5 27.8 17.1 14.6 26.0 16.5 16.5 Incr Delay (d2), s/veh 2.4 0.2 0.1 1.7 0.0 1.1 4.8 0.4 0.1 7.0 2.6 2.5 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/ln0.7 0.2 0.1 0.6 0.0 0.9 0.3 2.8 0.4 1.7 5.0 5.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.5 22.8 22.7 27.7 0.0 24.5 32.6 17.5 14.7 33.0 19.1 19.0 LnGrp LOS C C C C A C C B B C B B
Approach Vol, veh/h 83 116 654 1095
Approach Delay, s/veh 26.3 25.7 17.8 20.5
Approach LOS C C B C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s11.6 23.6 10.0 13.2 8.2 27.0 9.9 13.2 Change Period (Y+Rc), s 6.5 6.0 6.0 6.0 6.5 6.0 6.0 6.0 Max Green Setting (Gmax), s9.7 25.3 8.5 32.0 6.0 29.0 8.5 32.0 Max Q Clear Time (g_c+I1), s5.7 10.1 3.3 2.6 2.7 16.1 3.6 4.4 Green Ext Time (p_c), s 0.1 3.3 0.0 0.1 0.0 4.7 0.0 0.4 Intersection Summary
HCM 6th Ctrl Delay 20.2
HCM 6th LOS C
Long-Term + Project AM Pacific Project - Reduced South Alternative 6: S. Rancho Santa Fe Rd & Linda Vista Dr 05/20/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 110 102 90 220 239 80 90 750 200 80 1140 280 Future Volume (veh/h) 110 102 90 220 239 80 90 750 200 80 1140 280 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 113 105 93 227 246 82 93 773 206 82 1175 289 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 132 252 203 239 352 115 104 1879 837 104 1496 364 Arrive On Green 0.07 0.14 0.14 0.07 0.13 0.13 0.06 0.53 0.53 0.06 0.53 0.53 Sat Flow, veh/h 1781 1864 1498 3456 2636 857 1781 3554 1582 1781 2828 688 Grp Volume(v), veh/h 113 100 98 227 164 164 93 773 206 82 733 731 Grp Sat Flow(s),veh/h/ln1781 1777 1585 1728 1777 1716 1781 1777 1582 1781 1777 1739 Q Serve(g_s), s 7.5 6.2 6.9 7.9 10.6 11.0 6.2 15.7 8.5 5.5 39.7 41.0 Cycle Q Clear(g_c), s 7.5 6.2 6.9 7.9 10.6 11.0 6.2 15.7 8.5 5.5 39.7 41.0 Prop In Lane 1.00 0.95 1.00 0.50 1.00 1.00 1.00 0.40
Lane Grp Cap(c), veh/h 132 240 214 239 237 229 104 1879 837 104 940 920 V/C Ratio(X) 0.86 0.41 0.46 0.95 0.69 0.72 0.90 0.41 0.25 0.79 0.78 0.79 Avail Cap(c_a), veh/h 132 492 438 239 489 472 104 1879 837 163 940 920 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.9 47.5 47.8 55.6 49.6 49.8 56.1 17.0 15.3 55.8 22.7 23.0 Incr Delay (d2), s/veh 39.0 1.1 1.5 44.3 3.6 4.1 56.3 0.7 0.7 12.5 6.4 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.8 2.8 2.8 4.9 4.9 5.0 4.4 6.5 3.2 2.8 17.7 18.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 93.9 48.7 49.4 99.9 53.2 53.9 112.4 17.7 16.0 68.2 29.1 30.0 LnGrp LOS F D D F D D F B B E C C
Approach Vol, veh/h 311 555 1072 1546
Approach Delay, s/veh 65.3 72.5 25.6 31.6
Approach LOS E E C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s13.0 69.5 14.8 22.7 13.0 69.5 15.0 22.5 Change Period (Y+Rc), s 6.0 * 6 6.5 6.5 6.0 * 6 6.1 6.5 Max Green Setting (Gmax), s11.0 * 43 8.3 33.2 7.0 * 47 8.9 33.0 Max Q Clear Time (g_c+I1), s7.5 17.7 9.9 8.9 8.2 43.0 9.5 13.0 Green Ext Time (p_c), s 0.0 6.6 0.0 1.1 0.0 2.7 0.0 1.8 Intersection Summary
HCM 6th Ctrl Delay 39.3
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Long-Term + Project AM Pacific Project - Reduced South Alternative 7: Pacific St & Linda Vista Dr 05/20/2024
HCM 6th AWSC Synchro 11 Report
Intersection
Intersection Delay, s/veh22.5
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 90 232 20 33 407 22 30 30 11 17 71 142 Future Vol, veh/h 90 232 20 33 407 22 30 30 11 17 71 142 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles, % 2 22222222222
Mvmt Flow 97 249 22 35 438 24 32 32 12 18 76 153
Number of Lanes 1 10111011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 2 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 2 3
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 3 2
HCM Control Delay 16.6 33.2 12.5 12.8

HCM LOS C D B B

Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1WBLn2WBLn3 SBLn1 SBLn2 Vol Left, % 50% 0% 100% 0% 100% 0% 0% 19% 0%
Vol Thru, % 50% 0% 0% 92% 0% 100% 0% 81% 0%
Vol Right, % 0% 100% 0% 8% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 60 11 90 252 33 407 22 88 142
LT Vol 30 0 90 0 33 0 0 17 0
Through Vol 30 0 0 232 0 407 0 71 0
RT Vol 0 11 0 20 0 0 22 0 142
Lane Flow Rate 65 12 97 271 35 438 24 95 153
Geometry Grp 888888888
Degree of Util (X) 0.154 0.025 0.208 0.54 0.073 0.84 0.041 0.207 0.299 Departure Headway (Hd) 8.571 7.598 7.734 7.169 7.414 6.906 6.194 7.87 7.059 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes
Cap 417 470 464 501 483 525 577 456 508
Service Time 6.338 5.364 5.487 4.921 5.161 4.652 3.941 5.626 4.814 HCM Lane V/C Ratio 0.156 0.026 0.209 0.541 0.072 0.834 0.042 0.208 0.301 HCM Control Delay 12.9 10.6 12.5 18.1 10.7 36.3 9.2 12.7 12.8 HCM Lane LOS B B B C BEABB
HCM 95th-tile Q 0.5 0.1 0.8 3.2 0.2 8.6 0.1 0.8 1.2
Long-Term + Project AM Pacific Project - Reduced South Alternative 8: Las Posas Rd & Linda Vista Dr 05/20/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 161 179 96 30 222 60 97 470 50 70 510 388 Future Volume (veh/h) 161 179 96 30 222 60 97 470 50 70 510 388 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 173 192 103 32 239 65 104 505 54 75 548 417 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 143 525 234 94 335 89 107 1602 171 96 929 707 Arrive On Green 0.08 0.15 0.15 0.05 0.12 0.12 0.06 0.50 0.50 0.05 0.49 0.49 Sat Flow, veh/h 1781 3554 1582 1781 2776 739 1781 3235 345 1781 1899 1445 Grp Volume(v), veh/h 173 192 103 32 151 153 104 277 282 75 513 452 Grp Sat Flow(s),veh/h/ln1781 1777 1582 1781 1777 1737 1781 1777 1803 1781 1777 1567 Q Serve(g_s), s 8.0 4.9 5.9 1.7 8.2 8.5 5.8 9.3 9.4 4.2 20.7 20.7 Cycle Q Clear(g_c), s 8.0 4.9 5.9 1.7 8.2 8.5 5.8 9.3 9.4 4.2 20.7 20.7 Prop In Lane 1.00 1.00 1.00 0.43 1.00 0.19 1.00 0.92
Lane Grp Cap(c), veh/h 143 525 234 94 215 210 107 880 893 96 869 767 V/C Ratio(X) 1.21 0.37 0.44 0.34 0.70 0.73 0.97 0.31 0.32 0.78 0.59 0.59 Avail Cap(c_a), veh/h 143 959 427 160 498 486 107 880 893 107 869 767 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.88 0.88 0.88 Uniform Delay (d), s/veh 46.0 38.4 38.8 45.7 42.2 42.4 46.9 15.1 15.1 46.7 18.3 18.3 Incr Delay (d2), s/veh 144.2 0.4 1.3 2.1 4.2 4.8 78.2 0.9 0.9 25.0 2.6 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln9.2 2.1 0.1 0.8 3.8 3.9 4.8 3.7 3.7 2.4 8.3 7.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 190.2 38.8 40.1 47.8 46.4 47.2 125.1 16.0 16.0 71.7 20.9 21.3 LnGrp LOS F DDDDDFBBECC
Approach Vol, veh/h 468 336 663 1040
Approach Delay, s/veh 95.1 46.9 33.1 24.7
Approach LOS F D C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s11.9 56.0 11.3 20.8 12.5 55.4 14.0 18.1 Change Period (Y+Rc), s 6.5 6.5 6.0 6.0 6.5 6.5 6.0 6.0 Max Green Setting (Gmax), s6.0 33.0 9.0 27.0 6.0 33.0 8.0 28.0 Max Q Clear Time (g_c+I1), s6.2 11.4 3.7 7.9 7.8 22.7 10.0 10.5 Green Ext Time (p_c), s 0.0 3.0 0.0 1.4 0.0 4.2 0.0 1.6 Intersection Summary
HCM 6th Ctrl Delay 43.1
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Long-Term + Project AM Pacific Project - Reduced South Alternative 9: Pacific St & San Marcos Blvd 05/20/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 41 1462 30 40 2179 70 10 10 30 60 5 24 Future Volume (veh/h) 41 1462 30 40 2179 70 10 10 30 60 5 24 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 43 1523 31 42 2270 73 10 10 31 62 5 25 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 76 2231 45 54 2158 69 42 29 306 53 2 305
Arrive On Green 0.04 0.63 0.63 0.03 0.61 0.61 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 1781 3560 72 1781 3511 112 0 149 1585 0 12 1580 Grp Volume(v), veh/h 43 759 795 42 1141 1202 20 0 31 67 0 25 Grp Sat Flow(s),veh/h/ln1781 1777 1855 1781 1777 1847 149 0 1585 12 0 1580 Q Serve(g_s), s 3.1 36.2 36.4 3.0 79.9 79.9 0.0 0.0 2.1 0.0 0.0 1.7 Cycle Q Clear(g_c), s 3.1 36.2 36.4 3.0 79.9 79.9 25.1 0.0 2.1 25.1 0.0 1.7 Prop In Lane 1.00 0.04 1.00 0.06 0.50 1.00 0.93 1.00
Lane Grp Cap(c), veh/h 76 1113 1163 54 1092 1135 70 0 306 56 0 305 V/C Ratio(X) 0.57 0.68 0.68 0.78 1.05 1.06 0.28 0.00 0.10 1.20 0.00 0.08 Avail Cap(c_a), veh/h 100 1113 1163 69 1092 1135 70 0 306 56 0 305 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.09 0.09 0.09 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 61.1 15.8 15.9 62.6 25.1 25.1 44.8 0.0 43.2 64.0 0.0 43.0 Incr Delay (d2), s/veh 6.6 3.4 3.3 4.0 23.4 28.8 2.2 0.0 0.1 186.1 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.5 14.2 14.9 1.4 36.5 39.6 0.6 0.0 0.8 4.7 0.0 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.6 19.2 19.1 66.6 48.5 53.9 47.0 0.0 43.3 250.0 0.0 43.1 LnGrp LOS E B B E F F D A D F A D
Approach Vol, veh/h 1597 2385 51 92
Approach Delay, s/veh 20.5 51.5 44.8 193.8
Approach LOS C D D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s10.4 88.0 31.6 12.0 86.4 31.6
Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s5.0 80.4 25.1 7.3 78.1 25.1
Max Q Clear Time (g_c+I1), s5.0 38.4 27.1 5.1 81.9 27.1 Green Ext Time (p_c), s 0.0 14.3 0.0 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 42.6
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Long-Term + Project AM Pacific Project - Reduced South Alternative 10: Las Posas Rd & San Marcos Blvd 05/20/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 392 1220 150 180 1700 215 100 100 80 127 170 519 Future Volume (veh/h) 392 1220 150 180 1700 215 100 100 80 127 170 519 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 400 1245 153 184 1735 219 102 102 82 130 173 530 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 327 2163 265 121 2002 891 166 443 370 279 443 665 Arrive On Green 0.18 0.68 0.68 0.07 0.56 0.56 0.24 0.24 0.24 0.24 0.24 0.24 Sat Flow, veh/h 1781 3187 390 1781 3554 1582 744 1870 1563 1200 1870 1581 Grp Volume(v), veh/h 400 692 706 184 1735 219 102 102 82 130 173 530 Grp Sat Flow(s),veh/h/ln1781 1777 1800 1781 1777 1582 744 1870 1563 1200 1870 1581 Q Serve(g_s), s 27.5 30.7 31.1 10.2 62.5 10.5 20.1 6.6 6.3 14.7 11.7 35.5 Cycle Q Clear(g_c), s 27.5 30.7 31.1 10.2 62.5 10.5 31.7 6.6 6.3 21.3 11.7 35.5 Prop In Lane 1.00 0.22 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 327 1206 1221 121 2002 891 166 443 370 279 443 665 V/C Ratio(X) 1.22 0.57 0.58 1.52 0.87 0.25 0.61 0.23 0.22 0.47 0.39 0.80 Avail Cap(c_a), veh/h 327 1206 1221 121 2002 891 166 443 370 279 443 665 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.78 0.78 0.78 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 61.2 12.7 12.7 69.9 27.9 16.6 61.5 46.2 46.1 54.8 48.2 38.0 Incr Delay (d2), s/veh 120.8 1.6 1.6 271.1 5.4 0.7 6.6 0.3 0.3 1.2 0.6 6.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln23.1 11.6 11.9 13.7 26.3 3.9 4.0 3.1 2.5 4.5 5.5 17.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 182.0 14.2 14.3 341.0 33.3 17.3 68.1 46.5 46.4 56.0 48.7 44.7 LnGrp LOS F B B F C B E D D E D D
Approach Vol, veh/h 1798 2138 286 833
Approach Delay, s/veh 51.6 58.1 54.2 47.3
Approach LOS D E D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s16.7 108.8 42.0 34.0 91.5 42.0
Change Period (Y+Rc), s 6.5 6.5 * 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s10.2 85.3 * 36 27.5 68.0 35.0 Max Q Clear Time (g_c+I1), s12.2 33.1 37.5 29.5 64.5 33.7 Green Ext Time (p_c), s 0.0 12.5 0.0 0.0 3.0 0.2
Intersection Summary
HCM 6th Ctrl Delay 53.8
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Long-Term + Project AM Pacific Project - Reduced South Alternative 11: Pacific St & Proj Drwy 05/20/2024
HCM 6th TWSC Synchro 11 Report
Intersection
Int Delay, s/veh 0.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 10 8 140 2 2 220
Future Vol, veh/h 10 8 140 2 2 220
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 11 9 152 2 2 239

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 396 153 0 0 154 0
Stage 1 153 -----
Stage 2 243 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 609 893 - - 1426 -
Stage 1 875 -----
Stage 2 797 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 608 893 - - 1426 -
Mov Cap-2 Maneuver 608 -----
Stage 1 875 -----
Stage 2 795 -----

Approach WB NB SB
HCM Control Delay, s 10.2 0 0.1

HCM LOS B

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 708 1426 -
HCM Lane V/C Ratio - - 0.028 0.002 -
HCM Control Delay (s) - - 10.2 7.5 0
HCM Lane LOS - - B A A
HCM 95th %tile Q(veh) - - 0.1 0 -
Long-Term + Project AM Pacific Project - Reduced South Alternative 14: Linda Vista Dr & Proj Drwy (W) 05/20/2024
HCM 6th TWSC Synchro 11 Report
Intersection
Int Delay, s/veh 1.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 3 377 692 15 59 10
Future Vol, veh/h 3 377 692 15 59 10
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 25 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 3 410 752 16 64 11

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 768 0 - 0 1176 760
Stage 1 - - - - 760 -
Stage 2 - - - - 416 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 846 - - - 211 406
Stage 1 - - - - 462 -
Stage 2 - - - - 666 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 846 - - - 210 406
Mov Cap-2 Maneuver - - - - 339 -
Stage 1 - - - - 460 -
Stage 2 - - - - 666 -

Approach EB WB SB
HCM Control Delay, s 0.1 0 18.2

HCM LOS C

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 846 - - - 347
HCM Lane V/C Ratio 0.004 - - - 0.216
HCM Control Delay (s) 9.3 - - - 18.2
HCM Lane LOS A - - - C
HCM 95th %tile Q(veh) 0 - - - 0.8
Long-Term + Project PM Pacific Project - Reduced South Alternative 1: Las Posas Rd & SR-78 WB On Ramp/SR-78 WB Off Ramp 05/20/2024 HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 203 5 180 457 2234 0 0 1129 420 Future Volume (veh/h) 0 0 0 203 5 180 457 2234 0 0 1129 420 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 196 23 179 471 2303 0 0 1164 386
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 222220022
Cap, veh/h 260 27 208 501 3809 0 0 1590 527
Arrive On Green 0.15 0.15 0.15 0.37 0.99 0.00 0.00 0.42 0.42 Sat Flow, veh/h 1781 184 1429 1781 5274 0 0 3935 1248
Grp Volume(v), veh/h 196 0 202 471 2303 0 0 1052 498
Grp Sat Flow(s),veh/h/ln 1781 0 1613 1781 1702 0 0 1702 1611 Q Serve(g_s), s 11.6 0.0 13.5 28.1 1.0 0.0 0.0 28.4 28.5 Cycle Q Clear(g_c), s 11.6 0.0 13.5 28.1 1.0 0.0 0.0 28.4 28.5 Prop In Lane 1.00 0.89 1.00 0.00 0.00 0.78
Lane Grp Cap(c), veh/h 260 0 235 501 3809 0 0 1437 680
V/C Ratio(X) 0.75 0.00 0.86 0.94 0.60 0.00 0.00 0.73 0.73 Avail Cap(c_a), veh/h 338 0 306 588 3809 0 0 1437 680
HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.09 0.09 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 45.1 0.0 45.9 33.5 0.1 0.0 0.0 26.6 26.6 Incr Delay (d2), s/veh 4.6 0.0 14.2 3.1 0.1 0.0 0.0 3.3 6.9 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 5.4 0.0 6.3 10.9 0.1 0.0 0.0 11.4 11.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.7 0.0 60.1 36.7 0.2 0.0 0.0 29.9 33.4 LnGrp LOS D A E D A A A C C
Approach Vol, veh/h 398 2774 1550
Approach Delay, s/veh 55.0 6.4 31.0
Approach LOS D A C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 88.9 35.6 53.2 21.1
Change Period (Y+Rc), s 6.8 * 4.7 6.8 5.1
Max Green Setting (Gmax), s 77.2 * 36 36.2 20.9
Max Q Clear Time (g_c+I1), s 3.0 30.1 30.5 15.5
Green Ext Time (p_c), s 20.2 0.8 3.3 0.6
Intersection Summary
HCM 6th Ctrl Delay 18.6
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Long-Term + Project PM Pacific Project - Reduced South Alternative 2: Las Posas Rd & Grand Ave 05/20/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 380 560 30 97 280 1120 30 1191 206 400 662 270 Future Volume (veh/h) 380 560 30 97 280 1120 30 1191 206 400 662 270 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 404 596 32 103 298 1085 32 1267 219 426 704 287 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 361 697 37 139 331 955 71 1380 239 571 1572 867 Arrive On Green 0.10 0.20 0.20 0.03 0.06 0.06 0.04 0.32 0.32 0.05 0.15 0.15 Sat Flow, veh/h 3456 3428 184 1781 1870 2790 1781 4357 753 3456 3554 1585 Grp Volume(v), veh/h 404 309 319 103 298 1085 32 990 496 426 704 287 Grp Sat Flow(s),veh/h/ln1728 1777 1835 1781 1870 1395 1781 1702 1706 1728 1777 1585 Q Serve(g_s), s 11.5 18.4 18.5 6.3 17.4 13.7 1.9 30.8 30.8 13.4 19.9 14.7 Cycle Q Clear(g_c), s 11.5 18.4 18.5 6.3 17.4 13.7 1.9 30.8 30.8 13.4 19.9 14.7 Prop In Lane 1.00 0.10 1.00 1.00 1.00 0.44 1.00 1.00
Lane Grp Cap(c), veh/h 361 361 373 139 331 955 71 1078 540 571 1572 867 V/C Ratio(X) 1.12 0.85 0.86 0.74 0.90 1.14 0.45 0.92 0.92 0.75 0.45 0.33 Avail Cap(c_a), veh/h 361 361 373 186 332 956 219 1099 551 571 1572 867 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 0.36 0.36 0.36 0.34 0.34 0.34 0.48 0.48 0.48 Uniform Delay (d), s/veh 49.3 42.2 42.3 52.5 50.8 20.4 51.6 36.2 36.2 49.7 34.7 22.4 Incr Delay (d2), s/veh 83.3 17.7 17.5 3.8 11.7 66.4 1.5 5.5 10.0 2.6 0.4 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/ln9.1 9.8 10.1 3.1 9.8 13.6 0.9 12.9 13.6 6.4 9.5 6.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 132.6 60.0 59.8 56.3 62.5 86.8 53.2 41.7 46.2 52.3 35.1 22.9 LnGrp LOS F EEEEF DDDDDC
Approach Vol, veh/h 1032 1486 1518 1417
Approach Delay, s/veh 88.3 79.8 43.4 37.8
Approach LOS F E D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s24.7 41.3 15.1 28.9 10.9 55.2 18.0 26.0 Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5 6.5 6.5 Max Green Setting (Gmax), s17.5 35.5 11.5 19.5 13.5 39.5 11.5 19.5 Max Q Clear Time (g_c+I1), s15.4 32.8 8.3 20.5 3.9 21.9 13.5 19.4 Green Ext Time (p_c), s 0.4 2.0 0.1 0.0 0.0 5.1 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 60.4
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green.

Long-Term + Project PM Pacific Project - Reduced South Alternative 3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 05/20/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 546 460 210 110 580 10 300 170 70 350 320 547 Future Volume (veh/h) 546 460 210 110 580 10 300 170 70 350 320 547 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 552 465 212 111 586 10 238 264 71 354 323 520 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 556 852 562 172 907 15 209 219 186 622 225 363 Arrive On Green 0.16 0.24 0.24 0.10 0.18 0.18 0.12 0.12 0.12 0.35 0.35 0.35 Sat Flow, veh/h 3456 3554 1569 1781 5170 88 1781 1870 1585 1781 645 1038 Grp Volume(v), veh/h 552 465 212 111 385 211 238 264 71 354 0 843 Grp Sat Flow(s),veh/h/ln1728 1777 1569 1781 1702 1854 1781 1870 1585 1781 0 1683 Q Serve(g_s), s 17.5 12.6 11.1 6.6 11.6 11.6 12.9 12.9 4.6 17.8 0.0 38.4 Cycle Q Clear(g_c), s 17.5 12.6 11.1 6.6 11.6 11.6 12.9 12.9 4.6 17.8 0.0 38.4 Prop In Lane 1.00 1.00 1.00 0.05 1.00 1.00 1.00 0.62
Lane Grp Cap(c), veh/h 556 852 562 172 597 325 209 219 186 622 0 588 V/C Ratio(X) 0.99 0.55 0.38 0.64 0.65 0.65 1.14 1.20 0.38 0.57 0.00 1.43 Avail Cap(c_a), veh/h 556 852 562 180 597 325 209 219 186 622 0 588 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 46.1 36.6 26.3 47.9 42.2 42.2 48.5 48.5 44.9 29.1 0.0 35.8 Incr Delay (d2), s/veh 20.1 0.8 0.6 5.4 5.3 9.6 104.8 126.7 0.5 0.8 0.0 205.1 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/ln9.0 5.5 5.1 3.2 5.3 6.2 11.8 13.7 1.8 7.6 0.0 48.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.2 37.4 26.9 53.3 47.5 51.8 153.4 175.2 45.3 29.9 0.0 240.9 LnGrp LOS E DCDDDFFDCAF
Approach Vol, veh/h 1229 707 573 1197
Approach Delay, s/veh 48.5 49.7 150.1 178.5
Approach LOS D D F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s15.3 33.2 43.5 22.4 26.1 18.0
Change Period (Y+Rc), s * 4.7 6.8 5.1 * 4.7 6.8 5.1
Max Green Setting (Gmax), s* 11 25.9 38.4 * 18 19.3 12.9 Max Q Clear Time (g_c+I1), s8.6 14.6 40.4 19.5 13.6 14.9 Green Ext Time (p_c), s 0.0 2.0 0.0 0.0 1.3 0.0
Intersection Summary
HCM 6th Ctrl Delay 106.4
HCM 6th LOS F
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Long-Term + Project PM Pacific Project - Reduced South Alternative 4: Pacific St & La Mirada Dr 05/20/2024
HCM 6th AWSC Synchro 11 Report
Intersection
Intersection Delay, s/veh11.8
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 30 140 30 68 100 20 20 220 93 20 80 20 Future Vol, veh/h 30 140 30 68 100 20 20 220 93 20 80 20 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 22222222222
Mvmt Flow 33 152 33 74 109 22 22 239 101 22 87 22
Number of Lanes 0 11011011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 2 2
HCM Control Delay 11.7 12.1 12.3 10.4

HCM LOS B B B B

Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 8% 0% 18% 0% 40% 0% 20% 0%
Vol Thru, % 92% 0% 82% 0% 60% 0% 80% 0%
Vol Right, % 0% 100% 0% 100% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 240 93 170 30 168 20 100 20
LT Vol 20 0 30 0 68 0 20 0
Through Vol 220 0 140 0 100 0 80 0
RT Vol 0 93 0 30 0 20 0 20
Lane Flow Rate 261 101 185 33 183 22 109 22
Geometry Grp 77777777
Degree of Util (X) 0.441 0.15 0.327 0.051 0.33 0.034 0.196 0.034 Departure Headway (Hd) 6.09 5.339 6.38 5.58 6.507 5.592 6.501 5.688 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 590 670 564 640 551 638 551 627
Service Time 3.835 3.084 4.128 3.328 4.257 3.341 4.256 3.443 HCM Lane V/C Ratio 0.442 0.151 0.328 0.052 0.332 0.034 0.198 0.035 HCM Control Delay 13.6 9 12.2 8.6 12.5 8.5 10.8 8.6
HCM Lane LOS BABABABA
HCM 95th-tile Q 2.2 0.5 1.4 0.2 1.4 0.1 0.7 0.1
Long-Term + Project PM Pacific Project - Reduced South Alternative 5: Las Posas Rd & La Mirada Dr 05/20/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 143 50 50 160 60 240 40 1104 100 220 591 108 Future Volume (veh/h) 143 50 50 160 60 240 40 1104 100 220 591 108 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 152 53 53 170 64 229 43 1174 106 234 629 115 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 176 362 306 192 72 259 68 1246 553 258 1374 251 Arrive On Green 0.10 0.19 0.19 0.11 0.20 0.20 0.04 0.35 0.35 0.15 0.46 0.46 Sat Flow, veh/h 1781 1870 1583 1781 358 1280 1781 3554 1578 1781 3001 548 Grp Volume(v), veh/h 152 53 53 170 0 293 43 1174 106 234 372 372 Grp Sat Flow(s),veh/h/ln1781 1870 1583 1781 0 1638 1781 1777 1578 1781 1777 1772 Q Serve(g_s), s 10.1 2.8 3.4 11.4 0.0 21.0 2.9 38.6 5.6 15.6 17.3 17.4 Cycle Q Clear(g_c), s 10.1 2.8 3.4 11.4 0.0 21.0 2.9 38.6 5.6 15.6 17.3 17.4 Prop In Lane 1.00 1.00 1.00 0.78 1.00 1.00 1.00 0.31
Lane Grp Cap(c), veh/h 176 362 306 192 0 332 68 1246 553 258 813 811 V/C Ratio(X) 0.86 0.15 0.17 0.89 0.00 0.88 0.64 0.94 0.19 0.91 0.46 0.46 Avail Cap(c_a), veh/h 176 496 420 192 0 449 128 1267 563 258 813 811 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.6 40.4 40.6 53.1 0.0 46.7 57.2 38.0 27.3 50.7 22.4 22.4 Incr Delay (d2), s/veh 33.3 0.2 0.3 35.3 0.0 14.6 9.5 13.7 0.2 32.3 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln6.1 1.3 1.3 6.9 0.0 9.8 1.4 18.3 2.1 9.1 7.0 7.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 86.9 40.6 40.9 88.3 0.0 61.3 66.7 51.6 27.4 83.0 22.8 22.8 LnGrp LOS F D D F A E E D C F C C
Approach Vol, veh/h 258 463 1323 978
Approach Delay, s/veh 67.9 71.3 50.2 37.2
Approach LOS E E D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s24.0 48.3 19.0 29.3 11.1 61.2 17.9 30.4 Change Period (Y+Rc), s 6.5 6.0 6.0 6.0 6.5 6.0 6.0 6.0 Max Green Setting (Gmax), s17.5 43.0 13.0 32.0 8.7 51.8 11.9 33.1 Max Q Clear Time (g_c+I1), s17.6 40.6 13.4 5.4 4.9 19.4 12.1 23.0 Green Ext Time (p_c), s 0.0 1.6 0.0 0.4 0.0 4.6 0.0 1.2 Intersection Summary
HCM 6th Ctrl Delay 50.7
HCM 6th LOS D
Long-Term + Project PM Pacific Project - Reduced South Alternative 6: S. Rancho Santa Fe Rd & Linda Vista Dr 05/20/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 370 529 70 240 154 80 110 1270 380 90 910 150 Future Volume (veh/h) 370 529 70 240 154 80 110 1270 380 90 910 150 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.97 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 385 551 73 250 160 83 115 1323 396 94 948 156 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 407 873 115 309 323 158 127 1353 594 99 1113 183 Arrive On Green 0.23 0.28 0.28 0.09 0.14 0.14 0.07 0.38 0.38 0.06 0.37 0.37 Sat Flow, veh/h 1781 3151 416 3456 2285 1118 1781 3554 1560 1781 3048 501 Grp Volume(v), veh/h 385 310 314 250 122 121 115 1323 396 94 552 552 Grp Sat Flow(s),veh/h/ln1781 1777 1790 1728 1777 1626 1781 1777 1560 1781 1777 1773 Q Serve(g_s), s 26.9 19.3 19.5 9.0 8.0 8.7 8.1 46.5 26.7 6.7 36.3 36.3 Cycle Q Clear(g_c), s 26.9 19.3 19.5 9.0 8.0 8.7 8.1 46.5 26.7 6.7 36.3 36.3 Prop In Lane 1.00 0.23 1.00 0.69 1.00 1.00 1.00 0.28
Lane Grp Cap(c), veh/h 407 492 496 309 251 229 127 1353 594 99 649 647 V/C Ratio(X) 0.95 0.63 0.63 0.81 0.49 0.53 0.91 0.98 0.67 0.95 0.85 0.85 Avail Cap(c_a), veh/h 407 651 656 412 463 424 127 1353 594 99 649 647 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.1 40.1 40.1 56.6 50.1 50.4 58.4 38.6 32.5 59.6 37.0 37.0 Incr Delay (d2), s/veh 31.2 1.3 1.3 8.6 1.5 1.9 52.7 19.2 2.8 75.6 10.6 10.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln15.4 8.6 8.8 4.3 3.7 3.7 5.5 23.5 10.5 5.1 17.5 17.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 79.3 41.4 41.5 65.2 51.6 52.3 111.1 57.9 35.3 135.2 47.6 47.7 LnGrp LOS E D D E D D F E D F D D
Approach Vol, veh/h 1009 493 1834 1198
Approach Delay, s/veh 55.9 58.7 56.4 54.5
Approach LOS E E E D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s13.0 54.2 17.8 41.6 15.0 52.2 35.0 24.4 Change Period (Y+Rc), s 6.0 * 6 6.5 6.5 6.0 * 6 6.1 6.5 Max Green Setting (Gmax), s7.0 * 48 15.1 46.4 9.0 * 45 28.9 33.0 Max Q Clear Time (g_c+I1), s8.7 48.5 11.0 21.5 10.1 38.3 28.9 10.7 Green Ext Time (p_c), s 0.0 0.0 0.3 4.1 0.0 3.6 0.0 1.4 Intersection Summary
HCM 6th Ctrl Delay 56.0
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Long-Term + Project PM Pacific Project - Reduced South Alternative 7: Pacific St & Linda Vista Dr 05/20/2024
HCM 6th AWSC Synchro 11 Report
Intersection
Intersection Delay, s/veh158.3
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 242 717 50 31 323 27 40 71 43 23 50 101 Future Vol, veh/h 242 717 50 31 323 27 40 71 43 23 50 101 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 2 22222222222
Mvmt Flow 255 755 53 33 340 28 42 75 45 24 53 106
Number of Lanes 1 10111011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 2 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 2 3
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 3 2
HCM Control Delay 252.5 31.6 16 15

HCM LOS F D C B

Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1WBLn2WBLn3 SBLn1 SBLn2 Vol Left, % 36% 0% 100% 0% 100% 0% 0% 32% 0%
Vol Thru, % 64% 0% 0% 93% 0% 100% 0% 68% 0%
Vol Right, % 0% 100% 0% 7% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 111 43 242 767 31 323 27 73 101
LT Vol 40 0 242 0 31 0 0 23 0
Through Vol 71 0 0 717 0 323 0 50 0
RT Vol 0 43 0 50 0 0 27 0 101
Lane Flow Rate 117 45 255 807 33 340 28 77 106
Geometry Grp 888888888
Degree of Util (X) 0.297 0.104 0.564 1.662 0.078 0.762 0.058 0.194 0.243 Departure Headway (Hd) 10.163 9.251 7.969 7.411 9.448 8.933 8.212 10.082 9.193 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes
Cap 356 390 453 492 381 408 439 358 393
Service Time 7.863 6.951 5.703 5.145 7.148 6.633 5.912 7.782 6.893 HCM Lane V/C Ratio 0.329 0.115 0.563 1.64 0.087 0.833 0.064 0.215 0.27 HCM Control Delay 17.1 13 20.6 325.7 12.9 35.1 11.4 15.2 14.8 HCM Lane LOS C B C F B E B C B
HCM 95th-tile Q 1.2 0.3 3.4 46.5 0.3 6.3 0.2 0.7 0.9
Long-Term + Project PM Pacific Project - Reduced South Alternative 8: Las Posas Rd & Linda Vista Dr 05/20/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 324 474 151 40 179 110 126 840 50 70 650 221 Future Volume (veh/h) 324 474 151 40 179 110 126 840 50 70 650 221 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 348 510 162 43 192 105 135 903 54 75 699 238 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 314 860 383 99 274 143 113 1537 92 90 1134 386 Arrive On Green 0.18 0.24 0.24 0.06 0.12 0.12 0.06 0.45 0.45 0.05 0.44 0.44 Sat Flow, veh/h 1781 3554 1581 1781 2250 1175 1781 3404 204 1781 2585 880 Grp Volume(v), veh/h 348 510 162 43 150 147 135 471 486 75 481 456 Grp Sat Flow(s),veh/h/ln1781 1777 1581 1781 1777 1649 1781 1777 1830 1781 1777 1688 Q Serve(g_s), s 22.0 15.9 10.8 2.9 10.1 10.8 7.9 24.8 24.8 5.2 26.0 26.0 Cycle Q Clear(g_c), s 22.0 15.9 10.8 2.9 10.1 10.8 7.9 24.8 24.8 5.2 26.0 26.0 Prop In Lane 1.00 1.00 1.00 0.71 1.00 0.11 1.00 0.52
Lane Grp Cap(c), veh/h 314 860 383 99 217 201 113 803 827 90 780 741 V/C Ratio(X) 1.11 0.59 0.42 0.43 0.69 0.73 1.20 0.59 0.59 0.84 0.62 0.62 Avail Cap(c_a), veh/h 314 1251 557 128 441 409 113 803 827 90 780 741 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.88 0.88 0.88 Uniform Delay (d), s/veh 51.5 41.9 40.0 57.1 52.6 52.9 58.6 25.6 25.6 58.8 27.0 27.0 Incr Delay (d2), s/veh 83.8 0.7 0.7 2.9 3.9 5.1 147.9 3.1 3.0 42.3 3.2 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/ln17.1 7.1 4.3 1.4 4.7 4.7 8.1 10.6 10.9 3.4 11.2 10.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 135.3 42.6 40.7 60.0 56.5 58.0 206.5 28.7 28.6 101.1 30.2 30.3 LnGrp LOS F D D E E E F C C F C C
Approach Vol, veh/h 1020 340 1092 1012
Approach Delay, s/veh 73.9 57.6 50.7 35.5
Approach LOS E E D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s12.8 63.0 13.0 36.3 14.4 61.4 28.0 21.2 Change Period (Y+Rc), s 6.5 6.5 6.0 6.0 6.5 6.5 6.0 6.0 Max Green Setting (Gmax), s6.3 40.7 9.0 44.0 7.9 39.1 22.0 31.0 Max Q Clear Time (g_c+I1), s7.2 26.8 4.9 17.9 9.9 28.0 24.0 12.8 Green Ext Time (p_c), s 0.0 4.8 0.0 4.2 0.0 4.2 0.0 1.6 Intersection Summary
HCM 6th Ctrl Delay 53.8
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Long-Term + Project PM Pacific Project - Reduced South Alternative 9: Pacific St & San Marcos Blvd 05/20/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 94 2019 60 60 2054 80 20 10 40 90 10 42 Future Volume (veh/h) 94 2019 60 60 2054 80 20 10 40 90 10 42 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 95 2039 61 61 2075 81 20 10 40 91 10 42 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 116 2180 65 69 2063 80 46 14 305 53 3 304
Arrive On Green 0.07 0.62 0.62 0.04 0.59 0.59 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 1781 3521 105 1781 3484 135 0 75 1585 0 16 1580 Grp Volume(v), veh/h 95 1023 1077 61 1050 1106 30 0 40 101 0 42 Grp Sat Flow(s),veh/h/ln1781 1777 1849 1781 1777 1842 75 0 1585 16 0 1580 Q Serve(g_s), s 6.8 67.2 69.1 4.4 76.6 77.0 0.0 0.0 2.7 0.0 0.0 2.9 Cycle Q Clear(g_c), s 6.8 67.2 69.1 4.4 76.6 77.0 25.0 0.0 2.7 25.0 0.0 2.9 Prop In Lane 1.00 0.06 1.00 0.07 0.67 1.00 0.90 1.00
Lane Grp Cap(c), veh/h 116 1100 1145 69 1052 1091 61 0 305 56 0 304 V/C Ratio(X) 0.82 0.93 0.94 0.89 1.00 1.01 0.50 0.00 0.13 1.81 0.00 0.14 Avail Cap(c_a), veh/h 116 1100 1145 69 1052 1091 61 0 305 56 0 304 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.09 0.09 0.09 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 60.0 22.2 22.6 62.2 26.4 26.5 53.3 0.0 43.5 63.6 0.0 43.6 Incr Delay (d2), s/veh 34.4 14.8 15.7 12.7 7.9 11.8 6.1 0.0 0.2 426.1 0.0 0.2 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/ln4.1 29.1 31.3 2.2 31.0 33.5 1.1 0.0 1.1 8.5 0.0 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 94.4 37.0 38.3 74.9 34.3 38.3 59.4 0.0 43.7 489.7 0.0 43.8 LnGrp LOS F D D E C F E A D F A D
Approach Vol, veh/h 2195 2217 70 143
Approach Delay, s/veh 40.1 37.4 50.4 358.7
Approach LOS D D D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s11.5 87.0 31.5 15.0 83.5 31.5
Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s5.0 80.5 25.0 8.5 77.0 25.0
Max Q Clear Time (g_c+I1), s6.4 71.1 27.0 8.8 79.0 27.0 Green Ext Time (p_c), s 0.0 8.0 0.0 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 48.8
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Long-Term + Project PM Pacific Project - Reduced South Alternative 10: Las Posas Rd & San Marcos Blvd 05/20/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 489 1650 150 320 1450 317 130 130 80 207 180 644 Future Volume (veh/h) 489 1650 150 320 1450 317 130 130 80 207 180 644 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 509 1719 156 333 1510 330 135 135 83 216 188 671 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 477 2118 189 184 1701 755 145 443 375 254 443 794 Arrive On Green 0.27 0.64 0.64 0.10 0.48 0.48 0.24 0.24 0.24 0.24 0.24 0.24 Sat Flow, veh/h 1781 3292 294 1781 3554 1578 643 1870 1585 1163 1870 1561 Grp Volume(v), veh/h 509 916 959 333 1510 330 135 135 83 216 188 671 Grp Sat Flow(s),veh/h/ln1781 1777 1810 1781 1777 1578 643 1870 1585 1163 1870 1561 Q Serve(g_s), s 40.2 56.9 60.4 15.5 57.8 20.7 22.7 8.9 6.3 26.6 12.8 35.5 Cycle Q Clear(g_c), s 40.2 56.9 60.4 15.5 57.8 20.7 35.5 8.9 6.3 35.5 12.8 35.5 Prop In Lane 1.00 0.16 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 477 1143 1164 184 1701 755 145 443 375 254 443 794 V/C Ratio(X) 1.07 0.80 0.82 1.81 0.89 0.44 0.93 0.30 0.22 0.85 0.42 0.84 Avail Cap(c_a), veh/h 477 1143 1164 184 1701 755 145 443 375 254 443 794 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.9 19.7 20.3 67.3 35.4 25.8 66.8 47.1 46.1 62.3 48.6 32.2 Incr Delay (d2), s/veh 43.5 2.0 2.3 384.8 7.3 1.8 53.8 0.4 0.3 22.9 0.6 8.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln23.3 22.0 23.8 26.6 25.6 8.0 7.3 4.2 2.5 9.8 6.0 21.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 98.4 21.7 22.6 452.0 42.8 27.6 120.6 47.5 46.4 85.2 49.2 40.6 LnGrp LOS F C C F D C F D D F D D
Approach Vol, veh/h 2384 2173 353 1075
Approach Delay, s/veh 38.5 103.2 75.2 51.1
Approach LOS D F E D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s22.0 103.5 42.0 46.7 78.8 42.0
Change Period (Y+Rc), s 6.5 6.5 * 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s15.5 80.0 * 36 40.2 55.3 35.0 Max Q Clear Time (g_c+I1), s17.5 62.4 37.5 42.2 59.8 37.5 Green Ext Time (p_c), s 0.0 12.2 0.0 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 66.4
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Long-Term + Project PM Pacific Project - Reduced South Alternative 11: Pacific St & Proj Drwy 05/20/2024
HCM 6th TWSC Synchro 11 Report
Intersection
Int Delay, s/veh 0.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 4 3 330 10 8 170
Future Vol, veh/h 4 3 330 10 8 170
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 4 3 359 11 9 185

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 568 365 0 0 370 0
Stage 1 365 -----
Stage 2 203 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 484 680 - - 1189 -
Stage 1 702 -----
Stage 2 831 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 480 680 - - 1189 -
Mov Cap-2 Maneuver 480 -----
Stage 1 702 -----
Stage 2 824 -----

Approach WB NB SB
HCM Control Delay, s 11.7 0 0.4

HCM LOS B

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 549 1189 -
HCM Lane V/C Ratio - - 0.014 0.007 -
HCM Control Delay (s) - - 11.7 8.1 0
HCM Lane LOS - - B A A
HCM 95th %tile Q(veh) - - 0 0 -
Long-Term + Project PM Pacific Project - Reduced South Alternative 12: Proj Drwy (M) & La Mirada Dr 05/20/2024
HCM 6th TWSC Synchro 11 Report
Intersection
Int Delay, s/veh 0
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 0 00000
Future Vol, veh/h 0 00000
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 25 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 00000

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 01021
Stage 1 - - - - 1 -
Stage 2 - - - - 1 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1622 - 1021 1084
Stage 1 - - - - 1022 -
Stage 2 - - - - 1022 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1622 - 1021 1084
Mov Cap-2 Maneuver - - - - 932 -
Stage 1 - - - - 1022 -
Stage 2 - - - - 1022 -

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

HCM LOS A

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) - - - 1622 -
HCM Lane V/C Ratio -----
HCM Control Delay (s) 0 - - 0 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) - - - 0 -
Long-Term + Project PM Pacific Project - Reduced South Alternative 13: Proj Drwy (E) & La Mirada Dr 05/20/2024
HCM 6th TWSC Synchro 11 Report
Intersection
Int Delay, s/veh 0
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 0 00000
Future Vol, veh/h 0 00000
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 25 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 00000

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

HCM LOS A

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) - - - 1622 -
HCM Lane V/C Ratio -----
HCM Control Delay (s) 0 - - 0 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) - - - 0 -
Long-Term + Project PM Pacific Project - Reduced South Alternative 14: Linda Vista Dr & Proj Drwy 05/20/2024
HCM 6th TWSC Synchro 11 Report
Intersection
Int Delay, s/veh 0.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 10 923 467 59 26 4
Future Vol, veh/h 10 923 467 59 26 4
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 25 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 11 1003 508 64 28 4

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 572 0 - 0 1565 540
Stage 1 - - - - 540 -
Stage 2 - - - - 1025 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1001 - - - 123 542
Stage 1 - - - - 584 -
Stage 2 - - - - 346 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1001 - - - 122 542
Mov Cap-2 Maneuver - - - - 248 -
Stage 1 - - - - 578 -
Stage 2 - - - - 346 -

Approach EB WB SB
HCM Control Delay, s 0.1 0 20.4

HCM LOS C

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1001 - - - 267
HCM Lane V/C Ratio 0.011 - - - 0.122
HCM Control Delay (s) 8.6 - - - 20.4
HCM Lane LOS A - - - C
HCM 95th %tile Q(veh) 0 - - - 0.4
Long-Term + Project PM Pacific Project - Reduced South Alternative 15: Proj Drwy (W) & La Mirada Dr 05/20/2024
HCM 6th TWSC Synchro 11 Report
Intersection
Int Delay, s/veh 0
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 0 00000
Future Vol, veh/h 0 00000
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 25 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 00000

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

HCM LOS A

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) - - - 1622 -
HCM Lane V/C Ratio -----
HCM Control Delay (s) 0 - - 0 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) - - - 0 -

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Reduced South Development Footprint Alternative

ATTACHMENT D
LONG-TERM + PROJECT INTERSECTION

QUEUING ANALYSIS WORKSHEETS

Long-Term + Project AM Pacific Project - Reduced South Alternative 1: Las Posas Rd & SR-78 WB On Ramp/SR-78 WB Off Ramp 02/20/2024 Queues Synchro 11 Report
Lane Group WBL WBT NBL NBT SBT
Lane Group Flow (vph) 417 396 203 1123 1797
v/c Ratio 1.08 0.99 0.96 0.34 0.74
Control Delay 107.1 78.5 93.4 8.2 22.0
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 107.1 78.5 93.4 8.2 22.0
Queue Length 50th (ft) ~313 242 136 104 310
Queue Length 95th (ft) #510 #447 m#246 128 370
Internal Link Dist (ft) 267 584 420
Turn Bay Length (ft) 300
Base Capacity (vph) 386 400 212 3310 2414
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 1.08 0.99 0.96 0.34 0.74
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

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

Long-Term + Project AM Pacific Project - Reduced South Alternative 2: Las Posas Rd & Grand Ave 02/20/2024
Queues Synchro 11 Report
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 177 250 129 208 750 31 541 458 819 750 v/c Ratio 0.55 0.44 0.78 0.69 0.75 0.23 0.31 0.99 0.50 0.71 Control Delay 50.2 37.9 48.7 50.0 21.7 47.0 21.7 64.9 17.1 7.6 Queue Delay 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.1
Total Delay 50.2 37.9 48.7 50.0 21.9 47.0 21.7 64.9 17.1 7.6 Queue Length 50th (ft) 56 73 72 135 130 19 78 145 130 90 Queue Length 95th (ft) 91 105 m69 m106 m93 47 117 m#217 m213 m112 Internal Link Dist (ft) 288 279 1088 584
Turn Bay Length (ft) 200 470 310
Base Capacity (vph) 326 756 168 400 1005 168 1757 463 1628 1052 Starvation Cap Reductn 0000 1 90000 1 1
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.54 0.33 0.77 0.52 0.76 0.18 0.31 0.99 0.50 0.72 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

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

Long-Term + Project AM Pacific Project - Reduced South Alternative 3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 02/20/2024
Queues Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 477 179 179 32 242 103 107 21 116 1057 v/c Ratio 0.80 0.15 0.22 0.16 0.24 0.56 0.56 0.06 0.22 1.83 Control Delay 65.7 20.7 3.8 42.7 34.7 54.7 54.5 0.3 27.7 404.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 65.7 20.7 3.8 42.7 34.7 54.7 54.5 0.3 27.7 404.4 Queue Length 50th (ft) 150 27 1 19 48 66 69 0 55 ~985
Queue Length 95th (ft) m173 m35 m12 48 72 124 128 0 100 #1234 Internal Link Dist (ft) 279 1051 902 153
Turn Bay Length (ft) 100 160 140 170
Base Capacity (vph) 631 1156 801 194 1021 184 190 352 529 577 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.76 0.15 0.22 0.16 0.24 0.56 0.56 0.06 0.22 1.83 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

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

Long-Term + Project AM Pacific Project - Reduced South Alternative 5: Las Posas Rd & La Mirada Dr 02/20/2024
Queues Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 51 21 11 42 74 21 591 42 116 979
v/c Ratio 0.22 0.06 0.03 0.16 0.22 0.11 0.40 0.06 0.43 0.48 Control Delay 35.7 26.1 0.1 35.0 13.4 37.9 23.0 0.1 37.9 16.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 35.7 26.1 0.1 35.0 13.4 37.9 23.0 0.1 37.9 16.8 Queue Length 50th (ft) 19 8 0 16 8 8 112 0 44 132
Queue Length 95th (ft) 69 26 0 59 41 37 235 0 #151 #447 Internal Link Dist (ft) 1369 258 1033 1088
Turn Bay Length (ft) 110 110 120 250 250 480
Base Capacity (vph) 269 1069 969 269 967 190 1789 863 308 1924 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.19 0.02 0.01 0.16 0.08 0.11 0.33 0.05 0.38 0.51 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Long-Term + Project AM Pacific Project - Reduced South Alternative 6: S. Rancho Santa Fe Rd & Linda Vista Dr 02/20/2024
Queues Synchro 11 Report
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 113 198 227 328 93 773 206 82 1464 v/c Ratio 0.86 0.34 0.96 0.60 0.56 0.43 0.23 0.55 0.90
Control Delay 103.9 23.6 104.4 45.4 66.0 22.2 4.0 66.5 37.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 103.9 23.6 104.4 45.4 66.0 22.2 4.0 66.5 37.7 Queue Length 50th (ft) 88 38 92 114 69 195 0 62 517
Queue Length 95th (ft) #197 63 #173 136 #178 325 51 116 #809 Internal Link Dist (ft) 600 1370 523 547
Turn Bay Length (ft) 160 110 245 230
Base Capacity (vph) 131 970 237 963 165 1789 882 167 1635 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.86 0.20 0.96 0.34 0.56 0.43 0.23 0.49 0.90 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Long-Term + Project AM Pacific Project - Reduced South Alternative 8: Las Posas Rd & Linda Vista Dr 02/20/2024
Queues Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 173 192 103 32 304 104 559 75 965 v/c Ratio 1.23 0.27 0.22 0.20 0.54 0.53 0.35 0.50 0.67
Control Delay 189.8 34.9 1.4 45.5 37.1 54.0 20.2 56.3 22.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 189.8 34.9 1.4 45.5 37.1 54.0 20.2 56.3 22.4 Queue Length 50th (ft) ~136 60 0 19 86 62 120 46 203
Queue Length 95th (ft) #270 78 4 49 107 #176 196 #121 315 Internal Link Dist (ft) 611 1014 1036 1033
Turn Bay Length (ft) 170 60 130 240 130
Base Capacity (vph) 141 955 549 159 983 198 1594 151 1442 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 1.23 0.20 0.19 0.20 0.31 0.53 0.35 0.50 0.67 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.

Long-Term + Project AM Pacific Project - Reduced South Alternative 9: Pacific St & San Marcos Blvd 02/20/2024
Queues Synchro 11 Report
Lane Group EBL EBT WBL WBT NBT NBR SBT SBR
Lane Group Flow (vph) 43 1554 42 2343 20 31 68 25
v/c Ratio 0.40 0.60 0.42 0.90 0.12 0.13 0.48 0.10
Control Delay 69.7 12.4 71.5 24.5 50.8 1.1 63.8 0.9
Queue Delay 0.0 0.0 0.0 2.1 0.0 0.0 0.0 0.0
Total Delay 69.7 12.4 71.5 26.7 50.8 1.1 63.8 0.9
Queue Length 50th (ft) 35 347 34 868 16 0 56 0
Queue Length 95th (ft) 77 525 #93 #1321 38 0 95 0
Internal Link Dist (ft) 728 868 295 780
Turn Bay Length (ft) 240 250
Base Capacity (vph) 109 2605 101 2591 297 373 261 368
Starvation Cap Reductn 0 0 0 141 0000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.39 0.60 0.42 0.96 0.07 0.08 0.26 0.07 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Long-Term + Project AM Pacific Project - Reduced South Alternative 10: Las Posas Rd & San Marcos Blvd 02/20/2024
Queues Synchro 11 Report
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 400 1398 184 1735 219 102 102 82 130 173 530 v/c Ratio 0.88 0.71 0.73 1.08 0.27 0.77 0.34 0.23 0.65 0.57 0.79 Control Delay 73.9 25.5 77.3 87.2 3.6 92.0 56.6 3.6 72.0 63.6 43.4 Queue Delay 0.0 0.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 73.9 25.9 77.3 87.2 3.6 92.0 56.6 3.6 72.0 63.6 43.4 Queue Length 50th (ft) 367 496 170 ~995 0 100 92 0 124 163 394 Queue Length 95th (ft) #695 579 #413 #1133 47 156 137 15 180 219 542 Internal Link Dist (ft) 868 1062 90 329
Turn Bay Length (ft) 240 250 670 240
Base Capacity (vph) 455 1982 251 1604 824 195 434 456 291 440 670 Starvation Cap Reductn 0 197 000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.88 0.78 0.73 1.08 0.27 0.52 0.24 0.18 0.45 0.39 0.79 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.

Long-Term + Project PM Pacific Project - Reduced South Alternative 1: Las Posas Rd & SR-78 WB On Ramp/SR-78 WB Off Ramp 02/20/2024 Queues Synchro 11 Report
Lane Group WBL WBT NBL NBT SBT
Lane Group Flow (vph) 188 212 471 2303 1597
v/c Ratio 0.70 0.83 0.89 0.62 0.82
Control Delay 57.0 68.1 42.4 4.8 34.3
Queue Delay 0.0 0.0 0.0 0.1 0.0
Total Delay 57.0 68.1 42.4 5.0 34.3
Queue Length 50th (ft) 131 144 300 211 368
Queue Length 95th (ft) 208 #248 m286 m210 #496
Internal Link Dist (ft) 140 584 143
Turn Bay Length (ft) 300
Base Capacity (vph) 319 299 584 3715 1939
Starvation Cap Reductn 0 0 0 427 0
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.59 0.71 0.81 0.70 0.82
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

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

Long-Term + Project PM Pacific Project - Reduced South Alternative 2: Las Posas Rd & Grand Ave 02/20/2024
Queues Synchro 11 Report
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 404 628 103 298 1191 32 1486 426 704 287 v/c Ratio 1.13 0.96 0.60 0.90 1.14 0.25 0.92 0.78 0.43 0.26 Control Delay 132.2 72.6 45.0 57.9 92.2 52.7 45.2 36.9 9.9 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 132.2 72.6 45.0 57.9 92.2 52.7 45.2 36.9 9.9 0.4 Queue Length 50th (ft) ~170 ~236 54 209 ~464 22 361 157 54 0 Queue Length 95th (ft) #269 #361 m65 m226 m#281 53 #454 m185 m66 m1 Internal Link Dist (ft) 288 279 1088 584
Turn Bay Length (ft) 200 470 310
Base Capacity (vph) 358 651 185 330 1046 217 1619 546 1623 1093 Starvation Cap Reductn 0000100000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 1.13 0.96 0.56 0.90 1.14 0.15 0.92 0.78 0.43 0.26 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

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

Long-Term + Project PM Pacific Project - Reduced South Alternative 3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 02/20/2024
Queues Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 552 465 212 111 596 233 242 71 354 876 v/c Ratio 1.00 0.61 0.31 0.62 0.76 1.18 1.19 0.21 0.54 1.30 Control Delay 83.7 37.2 7.4 63.8 50.7 165.1 165.2 1.3 31.8 172.6 Queue Delay 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.2
Total Delay 83.7 37.2 7.4 63.8 50.9 165.1 165.2 1.3 31.8 172.8 Queue Length 50th (ft) ~217 129 44 76 147 ~208 ~216 0 198 ~766 Queue Length 95th (ft) m#271 m151 m57 #147 187 #372 #382 0 298 #1025 Internal Link Dist (ft) 279 1051 902 153
Turn Bay Length (ft) 100 160 140 170
Base Capacity (vph) 552 833 678 178 891 197 204 345 653 676 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000 3 30000 2 2
Storage Cap Reductn 0000000000
Reduced v/c Ratio 1.00 0.56 0.31 0.62 0.69 1.18 1.19 0.21 0.54 1.34 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

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

Long-Term + Project PM Pacific Project - Reduced South Alternative 5: Las Posas Rd & La Mirada Dr 02/20/2024
Queues Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 152 53 53 170 319 43 1174 106 234 744 v/c Ratio 0.84 0.19 0.14 0.69 0.83 0.37 0.89 0.15 0.88 0.44 Control Delay 87.6 42.9 0.7 66.4 42.4 63.3 45.0 0.5 80.4 22.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 87.6 42.9 0.7 66.4 42.4 63.3 45.0 0.5 80.4 22.6 Queue Length 50th (ft) 113 35 0 126 127 31 426 0 172 192 Queue Length 95th (ft) #261 71 0 #286 232 75 #663 0 #360 297 Internal Link Dist (ft) 349 258 1033 1088
Turn Bay Length (ft) 110 110 120 250 250 480
Base Capacity (vph) 182 515 566 245 570 133 1316 688 267 1672 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.84 0.10 0.09 0.69 0.56 0.32 0.89 0.15 0.88 0.44 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Long-Term + Project PM Pacific Project - Reduced South Alternative 6: S. Rancho Santa Fe Rd & Linda Vista Dr 02/20/2024
Queues Synchro 11 Report
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 385 624 250 243 115 1323 396 94 1104 v/c Ratio 0.93 0.71 0.68 0.51 0.89 0.95 0.52 0.94 0.88
Control Delay 75.8 45.8 63.7 39.8 111.7 52.2 13.9 132.5 46.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 75.8 45.8 63.7 39.8 111.7 52.2 13.9 132.5 46.2 Queue Length 50th (ft) 290 235 96 70 89 505 79 74 404
Queue Length 95th (ft) #588 301 162 111 #240 #848 215 #215 #683 Internal Link Dist (ft) 600 234 523 547
Turn Bay Length (ft) 160 110 245 230
Base Capacity (vph) 416 1317 422 940 129 1389 758 100 1258 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.93 0.47 0.59 0.26 0.89 0.95 0.52 0.94 0.88 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Long-Term + Project PM Pacific Project - Reduced South Alternative 8: Las Posas Rd & Linda Vista Dr 02/20/2024
Queues Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 348 510 162 43 310 135 957 75 937 v/c Ratio 1.00 0.48 0.28 0.34 0.52 0.64 0.72 0.62 0.82
Control Delay 98.0 37.3 8.1 62.9 34.1 67.9 37.5 78.8 44.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 98.0 37.3 8.1 62.9 34.1 67.9 37.5 78.8 44.2 Queue Length 50th (ft) ~322 201 14 34 86 102 318 58 330 Queue Length 95th (ft) #515 213 60 73 114 #266 460 #154 #450 Internal Link Dist (ft) 611 1014 1036 1033
Turn Bay Length (ft) 170 60 130 240 130
Base Capacity (vph) 349 1255 644 127 898 212 1337 121 1142 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 1.00 0.41 0.25 0.34 0.35 0.64 0.72 0.62 0.82 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.

Long-Term + Project PM Pacific Project - Reduced South Alternative 9: Pacific St & San Marcos Blvd 02/20/2024
Queues Synchro 11 Report
Lane Group EBL EBT WBL WBT NBT NBR SBT SBR
Lane Group Flow (vph) 95 2100 61 2156 30 40 101 42
v/c Ratio 0.61 0.91 0.48 0.96 0.18 0.15 0.62 0.16
Control Delay 73.7 26.9 70.7 34.3 50.6 1.2 69.3 1.7
Queue Delay 0.0 0.0 0.0 7.3 0.0 0.0 0.0 0.0
Total Delay 73.7 26.9 70.7 41.6 50.6 1.2 69.3 1.7
Queue Length 50th (ft) 77 755 49 855 23 0 83 0
Queue Length 95th (ft) #181 #1064 #144 #1163 50 1 133 3 Internal Link Dist (ft) 728 868 295 780
Turn Bay Length (ft) 240 250
Base Capacity (vph) 156 2316 127 2252 272 372 259 367
Starvation Cap Reductn 0 0 0 105 0000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.61 0.91 0.48 1.00 0.11 0.11 0.39 0.11 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Long-Term + Project PM Pacific Project - Reduced South Alternative 10: Las Posas Rd & San Marcos Blvd 02/20/2024
Queues Synchro 11 Report
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 509 1875 333 1510 330 135 135 83 216 188 671 v/c Ratio 0.98 1.00 1.45 1.16 0.43 0.73 0.35 0.20 0.92 0.48 0.84 Control Delay 86.3 56.5 270.5 122.4 6.3 78.3 52.5 3.2 96.9 55.6 39.1 Queue Delay 0.0 20.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 86.3 76.5 270.5 122.4 6.3 78.3 52.5 3.2 96.9 55.6 39.1 Queue Length 50th (ft) ~538 ~953 ~477 ~915 14 122 111 0 204 159 484 Queue Length 95th (ft) #781 #1140 #691 #1055 85 203 175 15 #341 236 663 Internal Link Dist (ft) 868 1062 90 329
Turn Bay Length (ft) 240 250 670 240
Base Capacity (vph) 521 1866 229 1304 763 207 434 461 266 440 801 Starvation Cap Reductn 0 101 000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.98 1.06 1.45 1.16 0.43 0.65 0.31 0.18 0.81 0.43 0.84 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Reduced South Development Footprint Alternative

ATTACHMENT E
NEAR-TERM & LONG-TERM + PROJECT

IMPROVEMENTS ANALYSIS WORKSHEETS
Near-Term + Project AM (Improvements) Pacific Project - Reduced South Alternative 3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 05/07/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 393 150 150 30 200 5 120 60 15 90 290 594 Future Volume (veh/h) 393 150 150 30 200 5 120 60 15 90 290 594 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 414 158 158 32 211 5 94 107 16 95 305 587 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222
Cap, veh/h 499 1100 661 115 1180 28 195 205 174 533 559 474 Arrive On Green 0.14 0.31 0.31 0.06 0.23 0.23 0.11 0.11 0.11 0.30 0.30 0.30 Sat Flow, veh/h 3456 3554 1575 1781 5132 121 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 414 158 158 32 140 76 94 107 16 95 305 587 Grp Sat Flow(s),veh/h/ln 1728 1777 1575 1781 1702 1849 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 11.6 3.2 6.5 1.7 3.3 3.3 5.0 5.4 0.9 3.9 13.7 29.9 Cycle Q Clear(g_c), s 11.6 3.2 6.5 1.7 3.3 3.3 5.0 5.4 0.9 3.9 13.7 29.9 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 499 1100 661 115 783 425 195 205 174 533 559 474 V/C Ratio(X) 0.83 0.14 0.24 0.28 0.18 0.18 0.48 0.52 0.09 0.18 0.55 1.24 Avail Cap(c_a), veh/h 667 1100 661 196 783 425 198 208 176 533 559 474 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.64 0.64 0.64 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.6 24.9 18.7 44.5 30.9 30.9 41.8 42.0 40.0 26.0 29.4 35.0 Incr Delay (d2), s/veh 4.3 0.2 0.5 0.5 0.5 0.9 0.7 1.0 0.1 0.1 0.6 124.4 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 5.2 1.4 3.0 0.8 1.4 1.6 2.2 2.5 0.4 1.7 6.1 27.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.9 25.1 19.3 45.0 31.4 31.9 42.5 43.1 40.1 26.0 30.0 159.4 LnGrp LOS D C B DCCDDDCCF
Approach Vol, veh/h 730 248 217 987
Approach Delay, s/veh 35.7 33.3 42.6 106.6
Approach LOS D C D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 11.2 37.7 35.0 19.1 29.8 16.1
Change Period (Y+Rc), s * 4.7 6.8 5.1 * 4.7 6.8 5.1
Max Green Setting (Gmax), s * 11 26.3 29.9 * 19 18.0 11.1 Max Q Clear Time (g_c+I1), s 3.7 8.5 31.9 13.6 5.3 7.4
Green Ext Time (p_c), s 0.0 0.8 0.0 0.8 0.6 0.2
Intersection Summary
HCM 6th Ctrl Delay 68.2
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green.

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

Near-Term + Project AM (Improvements) Pacific Project - Reduced South Alternative 5: Las Posas Rd & La Mirada Dr 05/07/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 48 15 10 20 15 40 20 461 30 100 708 82 Future Volume (veh/h) 48 15 10 20 15 40 20 461 30 100 708 82 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 51 16 11 21 16 42 21 485 32 105 745 86 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222
Cap, veh/h 240 152 104 71 53 140 54 954 423 157 1049 121 Arrive On Green 0.07 0.15 0.15 0.04 0.12 0.12 0.03 0.27 0.27 0.09 0.33 0.33 Sat Flow, veh/h 3456 1032 709 1781 454 1192 1781 3554 1576 1781 3210 370 Grp Volume(v), veh/h 51 0 27 21 0 58 21 485 32 105 412 419 Grp Sat Flow(s),veh/h/ln 1728 0 1741 1781 0 1646 1781 1777 1576 1781 1777 1803 Q Serve(g_s), s 0.7 0.0 0.7 0.6 0.0 1.7 0.6 6.2 0.8 3.1 10.9 10.9 Cycle Q Clear(g_c), s 0.7 0.0 0.7 0.6 0.0 1.7 0.6 6.2 0.8 3.1 10.9 10.9 Prop In Lane 1.00 0.41 1.00 0.72 1.00 1.00 1.00 0.21
Lane Grp Cap(c), veh/h 240 0 256 71 0 194 54 954 423 157 581 589 V/C Ratio(X) 0.21 0.00 0.11 0.29 0.00 0.30 0.39 0.51 0.08 0.67 0.71 0.71 Avail Cap(c_a), veh/h 547 0 1037 282 0 981 199 1521 675 398 959 973 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.6 0.0 19.8 25.0 0.0 21.7 25.6 16.6 14.7 23.7 15.9 15.9 Incr Delay (d2), s/veh 0.4 0.0 0.2 2.3 0.0 0.9 4.6 0.4 0.1 4.8 1.6 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 0.3 0.3 0.0 0.7 0.3 2.1 0.3 1.3 3.7 3.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.0 0.0 20.0 27.3 0.0 22.5 30.2 17.1 14.7 28.5 17.5 17.5 LnGrp LOS C A C C A C C B B C B B
Approach Vol, veh/h 78 79 538 936
Approach Delay, s/veh 22.7 23.8 17.4 18.7
Approach LOS C C B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.2 20.4 8.2 13.9 8.1 23.6 9.7 12.3 Change Period (Y+Rc), s 6.5 6.0 6.0 6.0 6.5 6.0 6.0 6.0 Max Green Setting (Gmax), s 12.0 23.0 8.5 32.0 6.0 29.0 8.5 32.0 Max Q Clear Time (g_c+I1), s 5.1 8.2 2.6 2.7 2.6 12.9 2.7 3.7 Green Ext Time (p_c), s 0.1 2.6 0.0 0.1 0.0 4.3 0.0 0.3 Intersection Summary
HCM 6th Ctrl Delay 18.7
HCM 6th LOS B
Near-Term + Project AM (Improvements) Pacific Project - Reduced South Alternative 7: Pacific St & Linda Vista Dr 05/07/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 80 222 20 28 387 22 25 30 11 17 61 132 Future Volume (veh/h) 80 222 20 28 387 22 25 30 11 17 61 132 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 86 239 22 30 416 24 27 32 12 18 66 142 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 133 572 53 62 525 30 57 242 91 40 93 201
Arrive On Green 0.07 0.34 0.34 0.03 0.30 0.30 0.03 0.19 0.19 0.02 0.18 0.18 Sat Flow, veh/h 1781 1687 155 1781 1751 101 1781 1297 486 1781 527 1135 Grp Volume(v), veh/h 86 0 261 30 0 440 27 0 44 18 0 208 Grp Sat Flow(s),veh/h/ln 1781 0 1842 1781 0 1852 1781 0 1783 1781 0 1662 Q Serve(g_s), s 2.0 0.0 4.7 0.7 0.0 9.4 0.6 0.0 0.9 0.4 0.0 5.1 Cycle Q Clear(g_c), s 2.0 0.0 4.7 0.7 0.0 9.4 0.6 0.0 0.9 0.4 0.0 5.1 Prop In Lane 1.00 0.08 1.00 0.05 1.00 0.27 1.00 0.68
Lane Grp Cap(c), veh/h 133 0 625 62 0 555 57 0 333 40 0 295 V/C Ratio(X) 0.65 0.00 0.42 0.48 0.00 0.79 0.47 0.00 0.13 0.45 0.00 0.71 Avail Cap(c_a), veh/h 210 0 797 219 0 772 206 0 743 206 0 693 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 19.4 0.0 11.0 20.5 0.0 13.9 20.5 0.0 14.6 20.8 0.0 16.7 Incr Delay (d2), s/veh 5.2 0.0 0.4 5.7 0.0 3.9 6.0 0.0 0.2 7.7 0.0 3.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.0 1.6 0.4 0.0 3.8 0.3 0.0 0.3 0.2 0.0 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.7 0.0 11.4 26.1 0.0 17.8 26.5 0.0 14.8 28.5 0.0 19.8 LnGrp LOS C A B C A B C A B C A B
Approach Vol, veh/h 347 470 71 226
Approach Delay, s/veh 14.7 18.3 19.3 20.5
Approach LOS B B B C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.0 19.1 5.9 12.2 7.7 17.4 5.5 12.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.3 18.7 5.0 18.0 5.1 18.0 5.0 18.0 Max Q Clear Time (g_c+I1), s 2.7 6.7 2.6 7.1 4.0 11.4 2.4 2.9 Green Ext Time (p_c), s 0.0 1.1 0.0 0.8 0.0 1.5 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 17.7
HCM 6th LOS B
Near-Term + Project AM (Improvements) Pacific Project - Reduced South Alternative 8: Las Posas Rd & Linda Vista Dr 05/07/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 141 149 66 10 182 50 77 320 30 60 390 348 Future Volume (veh/h) 141 149 66 10 182 50 77 320 30 60 390 348 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 152 160 71 11 196 54 83 344 32 65 419 374 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 151 466 198 42 244 207 101 1644 152 86 875 761 Arrive On Green 0.08 0.19 0.19 0.02 0.13 0.13 0.06 0.50 0.50 0.05 0.49 0.49 Sat Flow, veh/h 1781 2428 1032 1781 1870 1585 1781 3284 303 1781 1777 1546 Grp Volume(v), veh/h 152 115 116 11 196 54 83 185 191 65 419 374 Grp Sat Flow(s),veh/h/ln 1781 1777 1683 1781 1870 1585 1781 1777 1811 1781 1777 1546 Q Serve(g_s), s 9.0 5.9 6.3 0.6 10.8 3.3 4.9 6.2 6.2 3.8 16.6 17.2 Cycle Q Clear(g_c), s 9.0 5.9 6.3 0.6 10.8 3.3 4.9 6.2 6.2 3.8 16.6 17.2 Prop In Lane 1.00 0.61 1.00 1.00 1.00 0.17 1.00 1.00
Lane Grp Cap(c), veh/h 151 341 323 42 244 207 101 890 907 86 875 761 V/C Ratio(X) 1.01 0.34 0.36 0.26 0.80 0.26 0.82 0.21 0.21 0.76 0.48 0.49 Avail Cap(c_a), veh/h 151 553 524 151 476 404 101 890 907 101 875 761 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.94 0.94 0.94 Uniform Delay (d), s/veh 48.5 37.0 37.2 50.9 44.8 41.5 49.5 14.8 14.8 49.8 17.9 18.0 Incr Delay (d2), s/veh 74.5 0.6 0.7 3.3 6.1 0.7 40.0 0.5 0.5 22.4 1.8 2.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.1 2.6 2.7 0.3 5.4 1.3 3.2 2.4 2.5 2.2 6.7 6.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 123.0 37.6 37.9 54.1 50.9 42.2 89.5 15.3 15.3 72.3 19.6 20.1 LnGrp LOS F DDDDDF BBEBC
Approach Vol, veh/h 383 261 459 858
Approach Delay, s/veh 71.6 49.2 28.7 23.8
Approach LOS E D C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.6 59.6 8.5 26.3 12.5 58.7 15.0 19.8 Change Period (Y+Rc), s 6.5 6.5 6.0 6.0 6.5 6.5 6.0 6.0 Max Green Setting (Gmax), s 6.0 33.0 9.0 33.0 6.0 33.0 9.0 27.0 Max Q Clear Time (g_c+I1), s 5.8 8.2 2.6 8.3 6.9 19.2 11.0 12.8 Green Ext Time (p_c), s 0.0 1.9 0.0 1.3 0.0 4.0 0.0 1.0 Intersection Summary
HCM 6th Ctrl Delay 37.7
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Near-Term + Project PM (Improvements) Pacific Project - Reduced South Alternative 3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 05/07/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 476 400 190 100 510 15 270 160 60 310 290 477 Future Volume (veh/h) 476 400 190 100 510 15 270 160 60 310 290 477 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 481 404 192 101 515 15 218 240 61 313 293 449 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 222222222222
Cap, veh/h 539 1006 631 170 1135 33 209 219 186 547 574 487 Arrive On Green 0.16 0.28 0.28 0.10 0.22 0.22 0.12 0.12 0.12 0.31 0.31 0.31 Sat Flow, veh/h 3456 3554 1571 1781 5100 148 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 481 404 192 101 343 187 218 240 61 313 293 449 Grp Sat Flow(s),veh/h/ln 1728 1777 1571 1781 1702 1843 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 15.0 10.1 9.2 6.0 9.6 9.6 12.9 12.9 3.9 16.3 14.2 30.1 Cycle Q Clear(g_c), s 15.0 10.1 9.2 6.0 9.6 9.6 12.9 12.9 3.9 16.3 14.2 30.1 Prop In Lane 1.00 1.00 1.00 0.08 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 539 1006 631 170 757 410 209 219 186 547 574 487 V/C Ratio(X) 0.89 0.40 0.30 0.59 0.45 0.46 1.04 1.09 0.33 0.57 0.51 0.92 Avail Cap(c_a), veh/h 556 1006 631 180 757 410 209 219 186 622 653 553 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.64 0.64 0.64 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.5 31.9 22.5 47.7 37.0 37.0 48.5 48.5 44.6 32.1 31.3 36.9 Incr Delay (d2), s/veh 11.3 0.8 0.8 3.0 2.0 3.6 74.2 88.2 0.4 0.4 0.3 18.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.2 4.4 4.3 2.8 4.2 4.8 10.0 11.4 1.5 7.0 6.4 14.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.8 32.7 23.3 50.7 38.9 40.6 122.7 136.7 45.0 32.4 31.6 55.6 LnGrp LOS E CCDDDFFDCCE
Approach Vol, veh/h 1077 631 519 1055
Approach Delay, s/veh 41.8 41.3 120.1 42.1
Approach LOS D D F D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.2 37.9 38.9 21.9 31.3 18.0
Change Period (Y+Rc), s * 4.7 6.8 5.1 * 4.7 6.8 5.1
Max Green Setting (Gmax), s * 11 25.9 38.4 * 18 19.3 12.9 Max Q Clear Time (g_c+I1), s 8.0 12.1 32.1 17.0 11.6 14.9 Green Ext Time (p_c), s 0.0 1.9 1.6 0.2 1.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 54.2
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.

Near-Term + Project PM (Improvements) Pacific Project - Reduced South Alternative 5: Las Posas Rd & La Mirada Dr 05/07/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 133 50 40 130 50 220 35 944 80 200 511 98 Future Volume (veh/h) 133 50 40 130 50 220 35 944 80 200 511 98 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 146 55 44 143 55 242 38 1037 88 220 562 108 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 248 185 148 168 65 285 71 1125 499 251 1243 238 Arrive On Green 0.07 0.19 0.19 0.09 0.21 0.21 0.04 0.32 0.32 0.14 0.42 0.42 Sat Flow, veh/h 3456 961 769 1781 302 1328 1781 3554 1578 1781 2975 570 Grp Volume(v), veh/h 146 0 99 143 0 297 38 1037 88 220 335 335 Grp Sat Flow(s),veh/h/ln 1728 0 1731 1781 0 1629 1781 1777 1578 1781 1777 1768 Q Serve(g_s), s 3.9 0.0 4.7 7.6 0.0 16.7 2.0 26.9 3.9 11.6 12.9 13.0 Cycle Q Clear(g_c), s 3.9 0.0 4.7 7.6 0.0 16.7 2.0 26.9 3.9 11.6 12.9 13.0 Prop In Lane 1.00 0.44 1.00 0.81 1.00 1.00 1.00 0.32
Lane Grp Cap(c), veh/h 248 0 332 168 0 349 71 1125 499 251 742 738 V/C Ratio(X) 0.59 0.00 0.30 0.85 0.00 0.85 0.53 0.92 0.18 0.87 0.45 0.45 Avail Cap(c_a), veh/h 322 0 579 168 0 547 123 1152 511 251 742 738 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.0 0.0 33.1 42.7 0.0 36.1 45.0 31.5 23.7 40.2 20.0 20.0 Incr Delay (d2), s/veh 2.2 0.0 0.5 32.2 0.0 7.5 6.1 11.9 0.2 27.1 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 0.0 2.0 4.8 0.0 7.2 1.0 12.5 1.4 6.7 5.0 5.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.2 0.0 33.6 74.9 0.0 43.5 51.2 43.5 23.8 67.4 20.4 20.4 LnGrp LOS D A C E A DDDCECC
Approach Vol, veh/h 245 440 1163 890
Approach Delay, s/veh 40.5 53.7 42.2 32.0
Approach LOS DDDC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 20.0 36.3 15.0 24.4 10.3 45.9 12.9 26.5 Change Period (Y+Rc), s 6.5 6.0 6.0 6.0 6.5 6.0 6.0 6.0 Max Green Setting (Gmax), s 13.5 31.0 9.0 32.0 6.6 37.9 8.9 32.1 Max Q Clear Time (g_c+I1), s 13.6 28.9 9.6 6.7 4.0 15.0 5.9 18.7 Green Ext Time (p_c), s 0.0 1.3 0.0 0.5 0.0 3.8 0.1 1.5 Intersection Summary
HCM 6th Ctrl Delay 40.6
HCM 6th LOS D
Near-Term + Project PM (Improvements) Pacific Project - Reduced South Alternative 7: Pacific St & Linda Vista Dr 05/07/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 222 667 50 31 293 27 40 61 38 23 40 101 Future Volume (veh/h) 222 667 50 31 293 27 40 61 38 23 40 101 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 234 702 53 33 308 28 42 64 40 24 42 106 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222
Cap, veh/h 290 810 61 64 584 53 76 157 98 49 61 154
Arrive On Green 0.16 0.47 0.47 0.04 0.35 0.35 0.04 0.15 0.15 0.03 0.13 0.13 Sat Flow, veh/h 1781 1713 129 1781 1689 154 1781 1063 665 1781 461 1163 Grp Volume(v), veh/h 234 0 755 33 0 336 42 0 104 24 0 148 Grp Sat Flow(s),veh/h/ln 1781 0 1843 1781 0 1842 1781 0 1728 1781 0 1624 Q Serve(g_s), s 7.2 0.0 20.8 1.0 0.0 8.3 1.3 0.0 3.1 0.8 0.0 5.0 Cycle Q Clear(g_c), s 7.2 0.0 20.8 1.0 0.0 8.3 1.3 0.0 3.1 0.8 0.0 5.0 Prop In Lane 1.00 0.07 1.00 0.08 1.00 0.38 1.00 0.72
Lane Grp Cap(c), veh/h 290 0 872 64 0 637 76 0 255 49 0 216 V/C Ratio(X) 0.81 0.00 0.87 0.52 0.00 0.53 0.55 0.00 0.41 0.49 0.00 0.69 Avail Cap(c_a), veh/h 453 0 1099 156 0 792 156 0 546 156 0 513 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 23.0 0.0 13.4 27.0 0.0 14.9 26.7 0.0 22.0 27.3 0.0 23.6 Incr Delay (d2), s/veh 5.8 0.0 6.2 6.4 0.0 0.7 6.2 0.0 1.0 7.2 0.0 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/ln 3.3 0.0 8.5 0.5 0.0 3.2 0.6 0.0 1.2 0.4 0.0 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.8 0.0 19.6 33.4 0.0 15.6 32.9 0.0 23.1 34.5 0.0 27.4 LnGrp LOS C A B C A B C A C C A C
Approach Vol, veh/h 989 369 146 172
Approach Delay, s/veh 21.8 17.2 25.9 28.4
Approach LOS C B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.5 31.5 6.9 12.1 13.8 24.2 6.1 12.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 34.0 5.0 18.0 14.5 24.5 5.0 18.0 Max Q Clear Time (g_c+I1), s 3.0 22.8 3.3 7.0 9.2 10.3 2.8 5.1 Green Ext Time (p_c), s 0.0 4.1 0.0 0.5 0.3 1.7 0.0 0.3 Intersection Summary
HCM 6th Ctrl Delay 21.8
HCM 6th LOS C
Near-Term + Project PM (Improvements) Pacific Project - Reduced South Alternative 8: Las Posas Rd & Linda Vista Dr 05/07/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 284 414 101 35 159 90 96 710 30 55 560 201 Future Volume (veh/h) 284 414 101 35 159 90 96 710 30 55 560 201 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 305 445 109 38 171 84 103 763 32 59 602 216 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 243 570 139 100 227 191 97 1631 68 81 1173 420 Arrive On Green 0.14 0.20 0.20 0.06 0.12 0.12 0.05 0.47 0.47 0.05 0.46 0.46 Sat Flow, veh/h 1781 2833 688 1781 1870 1573 1781 3473 146 1781 2546 912 Grp Volume(v), veh/h 305 278 276 38 171 84 103 390 405 59 420 398 Grp Sat Flow(s),veh/h/ln 1781 1777 1744 1781 1870 1573 1781 1777 1842 1781 1777 1681 Q Serve(g_s), s 15.0 16.3 16.5 2.3 9.7 5.5 6.0 16.4 16.4 3.6 18.4 18.4 Cycle Q Clear(g_c), s 15.0 16.3 16.5 2.3 9.7 5.5 6.0 16.4 16.4 3.6 18.4 18.4 Prop In Lane 1.00 0.39 1.00 1.00 1.00 0.08 1.00 0.54
Lane Grp Cap(c), veh/h 243 358 351 100 227 191 97 835 865 81 819 775 V/C Ratio(X) 1.26 0.78 0.79 0.38 0.75 0.44 1.06 0.47 0.47 0.73 0.51 0.51 Avail Cap(c_a), veh/h 243 533 523 146 442 372 97 835 865 97 819 775 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.89 0.89 0.89 Uniform Delay (d), s/veh 47.5 41.6 41.7 50.1 46.8 44.9 52.0 19.8 19.8 51.8 20.9 21.0 Incr Delay (d2), s/veh 144.1 4.2 4.7 2.4 5.0 1.6 108.5 1.9 1.8 17.7 2.0 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 16.3 7.5 7.5 1.1 4.8 2.2 5.5 6.8 7.0 2.0 7.6 7.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 191.6 45.8 46.4 52.4 51.8 46.5 160.5 21.7 21.6 69.5 23.0 23.1 LnGrp LOS F DDDDDFCCECC
Approach Vol, veh/h 859 293 898 877
Approach Delay, s/veh 97.7 50.4 37.6 26.2
Approach LOS F D D C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.5 58.2 12.2 28.1 12.5 57.2 21.0 19.3 Change Period (Y+Rc), s 6.5 6.5 6.0 6.0 6.5 6.5 6.0 6.0 Max Green Setting (Gmax), s 6.0 37.0 9.0 33.0 6.0 37.0 15.0 26.0 Max Q Clear Time (g_c+I1), s 5.6 18.4 4.3 18.5 8.0 20.4 17.0 11.7 Green Ext Time (p_c), s 0.0 4.3 0.0 3.0 0.0 4.4 0.0 1.0 Intersection Summary
HCM 6th Ctrl Delay 53.1
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Long-Term + Project AM (Improvements) Pacific Project - Reduced South Alternative 3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 05/07/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 453 170 170 30 230 0 140 60 20 110 320 684 Future Volume (veh/h) 453 170 170 30 230 0 140 60 20 110 320 684 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 477 179 179 32 242 0 105 122 21 116 337 682 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222
Cap, veh/h 566 1064 645 115 1023 0 196 206 174 550 578 490 Arrive On Green 0.16 0.30 0.30 0.06 0.20 0.00 0.11 0.11 0.11 0.31 0.31 0.31 Sat Flow, veh/h 3456 3554 1574 1781 5274 0 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 477 179 179 32 242 0 105 122 21 116 337 682 Grp Sat Flow(s),veh/h/ln 1728 1777 1574 1781 1702 0 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 13.4 3.7 7.6 1.7 4.0 0.0 5.6 6.2 1.2 4.8 15.2 30.9 Cycle Q Clear(g_c), s 13.4 3.7 7.6 1.7 4.0 0.0 5.6 6.2 1.2 4.8 15.2 30.9 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 566 1064 645 115 1023 0 196 206 174 550 578 490 V/C Ratio(X) 0.84 0.17 0.28 0.28 0.24 0.00 0.54 0.59 0.12 0.21 0.58 1.39 Avail Cap(c_a), veh/h 743 1064 645 196 1023 0 196 206 174 550 578 490 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) 0.51 0.51 0.51 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.6 25.8 19.7 44.5 33.6 0.0 42.1 42.4 40.1 25.5 29.1 34.5 Incr Delay (d2), s/veh 3.6 0.2 0.5 0.5 0.5 0.0 1.5 3.2 0.1 0.1 1.0 188.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.9 1.6 3.4 0.8 1.7 0.0 2.5 3.0 0.5 2.0 6.9 37.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.2 26.0 20.2 45.0 34.1 0.0 43.6 45.5 40.3 25.6 30.1 223.4 LnGrp LOS DCCDCADDDCCF
Approach Vol, veh/h 835 274 248 1135
Approach Delay, s/veh 35.2 35.4 44.3 145.8
Approach LOS D D D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 11.2 36.7 36.0 21.1 26.8 16.1
Change Period (Y+Rc), s * 4.7 6.8 5.1 * 4.7 6.8 5.1
Max Green Setting (Gmax), s * 11 25.4 30.9 * 22 14.9 11.0 Max Q Clear Time (g_c+I1), s 3.7 9.6 32.9 15.4 6.0 8.2
Green Ext Time (p_c), s 0.0 0.9 0.0 1.0 0.7 0.2
Intersection Summary
HCM 6th Ctrl Delay 86.5
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.

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

Long-Term + Project AM (Improvements) Pacific Project - Reduced South Alternative 5: Las Posas Rd & La Mirada Dr 05/07/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 48 20 10 40 20 50 20 561 40 110 838 92 Future Volume (veh/h) 48 20 10 40 20 50 20 561 40 110 838 92 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 51 21 11 42 21 53 21 591 42 116 882 97 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222
Cap, veh/h 233 143 75 121 58 146 53 1073 476 155 1160 128 Arrive On Green 0.07 0.12 0.12 0.07 0.12 0.12 0.03 0.30 0.30 0.09 0.36 0.36 Sat Flow, veh/h 3456 1155 605 1781 468 1180 1781 3554 1577 1781 3228 355 Grp Volume(v), veh/h 51 0 32 42 0 74 21 591 42 116 486 493 Grp Sat Flow(s),veh/h/ln 1728 0 1760 1781 0 1648 1781 1777 1577 1781 1777 1806 Q Serve(g_s), s 0.8 0.0 0.9 1.3 0.0 2.4 0.7 8.1 1.1 3.7 14.1 14.1 Cycle Q Clear(g_c), s 0.8 0.0 0.9 1.3 0.0 2.4 0.7 8.1 1.1 3.7 14.1 14.1 Prop In Lane 1.00 0.34 1.00 0.72 1.00 1.00 1.00 0.20
Lane Grp Cap(c), veh/h 233 0 218 121 0 204 53 1073 476 155 639 649 V/C Ratio(X) 0.22 0.00 0.15 0.35 0.00 0.36 0.40 0.55 0.09 0.75 0.76 0.76 Avail Cap(c_a), veh/h 503 0 964 259 0 903 183 1540 683 296 883 897 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.8 0.0 22.8 26.0 0.0 23.5 27.8 17.1 14.6 26.0 16.5 16.5 Incr Delay (d2), s/veh 0.5 0.0 0.3 1.7 0.0 1.1 4.8 0.4 0.1 7.0 2.6 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 0.4 0.6 0.0 0.9 0.3 2.8 0.4 1.7 5.0 5.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.2 0.0 23.1 27.7 0.0 24.5 32.6 17.5 14.7 33.0 19.1 19.0 LnGrp LOS C A C C A C C B B C B B
Approach Vol, veh/h 83 116 654 1095
Approach Delay, s/veh 25.0 25.7 17.8 20.5
Approach LOS C C B C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.6 23.6 10.0 13.2 8.2 27.0 9.9 13.2 Change Period (Y+Rc), s 6.5 6.0 6.0 6.0 6.5 6.0 6.0 6.0 Max Green Setting (Gmax), s 9.7 25.3 8.5 32.0 6.0 29.0 8.5 32.0 Max Q Clear Time (g_c+I1), s 5.7 10.1 3.3 2.9 2.7 16.1 2.8 4.4 Green Ext Time (p_c), s 0.1 3.3 0.0 0.1 0.0 4.7 0.0 0.4 Intersection Summary
HCM 6th Ctrl Delay 20.1
HCM 6th LOS C
Long-Term + Project AM (Improvements) Pacific Project - Reduced South Alternative 7: Pacific St & Linda Vista Dr 05/07/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 90 232 20 33 407 22 30 30 11 17 71 142 Future Volume (veh/h) 90 232 20 33 407 22 30 30 11 17 71 142 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 97 249 22 35 438 24 32 32 12 18 76 153 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 138 581 51 70 535 29 65 263 99 40 104 210
Arrive On Green 0.08 0.34 0.34 0.04 0.30 0.30 0.04 0.20 0.20 0.02 0.19 0.19 Sat Flow, veh/h 1781 1694 150 1781 1757 96 1781 1297 486 1781 553 1113 Grp Volume(v), veh/h 97 0 271 35 0 462 32 0 44 18 0 229 Grp Sat Flow(s),veh/h/ln 1781 0 1843 1781 0 1853 1781 0 1783 1781 0 1666 Q Serve(g_s), s 2.4 0.0 5.2 0.9 0.0 10.6 0.8 0.0 0.9 0.5 0.0 5.9 Cycle Q Clear(g_c), s 2.4 0.0 5.2 0.9 0.0 10.6 0.8 0.0 0.9 0.5 0.0 5.9 Prop In Lane 1.00 0.08 1.00 0.05 1.00 0.27 1.00 0.67
Lane Grp Cap(c), veh/h 138 0 632 70 0 565 65 0 362 40 0 315 V/C Ratio(X) 0.70 0.00 0.43 0.50 0.00 0.82 0.49 0.00 0.12 0.45 0.00 0.73 Avail Cap(c_a), veh/h 194 0 764 194 0 728 194 0 700 194 0 654 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 20.6 0.0 11.6 21.6 0.0 14.8 21.7 0.0 14.9 22.1 0.0 17.5 Incr Delay (d2), s/veh 6.4 0.0 0.5 5.5 0.0 5.7 5.7 0.0 0.1 7.8 0.0 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/ln 1.2 0.0 1.8 0.4 0.0 4.6 0.4 0.0 0.3 0.3 0.0 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.0 0.0 12.1 27.0 0.0 20.5 27.3 0.0 15.1 30.0 0.0 20.7 LnGrp LOS C A B C A C C A B C A C
Approach Vol, veh/h 368 497 76 247
Approach Delay, s/veh 16.0 20.9 20.2 21.4
Approach LOS B C C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.3 20.2 6.2 13.2 8.0 18.5 5.5 13.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 19.0 5.0 18.0 5.0 18.0 5.0 18.0 Max Q Clear Time (g_c+I1), s 2.9 7.2 2.8 7.9 4.4 12.6 2.5 2.9 Green Ext Time (p_c), s 0.0 1.2 0.0 0.9 0.0 1.4 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 19.5
HCM 6th LOS B
Long-Term + Project AM (Improvements) Pacific Project - Reduced South Alternative 8: Las Posas Rd & Linda Vista Dr 05/07/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 161 179 96 30 222 60 97 470 50 70 510 388 Future Volume (veh/h) 161 179 96 30 222 60 97 470 50 70 510 388 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 173 192 103 32 239 65 104 505 54 75 548 417 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 143 416 214 94 293 248 107 1487 158 96 861 655 Arrive On Green 0.08 0.18 0.18 0.05 0.16 0.16 0.06 0.46 0.46 0.05 0.45 0.45 Sat Flow, veh/h 1781 2270 1165 1781 1870 1585 1781 3235 345 1781 1899 1445 Grp Volume(v), veh/h 173 148 147 32 239 65 104 277 282 75 513 452 Grp Sat Flow(s),veh/h/ln 1781 1777 1658 1781 1870 1585 1781 1777 1802 1781 1777 1567 Q Serve(g_s), s 8.0 7.4 7.9 1.7 12.4 3.6 5.8 10.0 10.0 4.2 22.2 22.2 Cycle Q Clear(g_c), s 8.0 7.4 7.9 1.7 12.4 3.6 5.8 10.0 10.0 4.2 22.2 22.2 Prop In Lane 1.00 0.70 1.00 1.00 1.00 0.19 1.00 0.92
Lane Grp Cap(c), veh/h 143 326 304 94 293 248 107 817 829 96 806 711 V/C Ratio(X) 1.21 0.46 0.48 0.34 0.82 0.26 0.97 0.34 0.34 0.78 0.64 0.64 Avail Cap(c_a), veh/h 143 480 448 160 524 444 107 817 829 107 806 711 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.88 0.88 0.88 Uniform Delay (d), s/veh 46.0 36.4 36.6 45.7 40.8 37.1 46.9 17.3 17.3 46.7 21.0 21.0 Incr Delay (d2), s/veh 144.2 1.0 1.2 2.1 5.6 0.6 78.2 1.1 1.1 25.0 3.4 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/ln 9.2 3.3 3.3 0.8 6.1 1.4 4.8 4.0 4.1 2.4 9.1 8.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 190.2 37.4 37.8 47.8 46.4 37.7 125.1 18.4 18.4 71.7 24.4 24.8 LnGrp LOS F DDDDDFBBECC
Approach Vol, veh/h 468 336 663 1040
Approach Delay, s/veh 94.0 44.8 35.2 28.0
Approach LOS F D D C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.9 52.5 11.3 24.3 12.5 51.9 14.0 21.6 Change Period (Y+Rc), s 6.5 6.5 6.0 6.0 6.5 6.5 6.0 6.0 Max Green Setting (Gmax), s 6.0 33.0 9.0 27.0 6.0 33.0 8.0 28.0 Max Q Clear Time (g_c+I1), s 6.2 12.0 3.7 9.9 7.8 24.2 10.0 14.4 Green Ext Time (p_c), s 0.0 3.0 0.0 1.6 0.0 3.9 0.0 1.3 Intersection Summary
HCM 6th Ctrl Delay 44.4
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Long-Term + Project PM (Improvements) Pacific Project - Reduced South Alternative 3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 05/07/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 546 460 210 110 580 10 300 170 70 350 320 547 Future Volume (veh/h) 546 460 210 110 580 10 300 170 70 350 320 547 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 552 465 212 111 586 10 238 264 71 354 323 520 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 222222222222
Cap, veh/h 556 873 571 172 937 16 209 219 186 611 642 544 Arrive On Green 0.16 0.25 0.25 0.10 0.18 0.18 0.12 0.12 0.12 0.34 0.34 0.34 Sat Flow, veh/h 3456 3554 1569 1781 5170 88 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 552 465 212 111 385 211 238 264 71 354 323 520 Grp Sat Flow(s),veh/h/ln 1728 1777 1569 1781 1702 1854 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 17.5 12.5 11.0 6.6 11.5 11.5 12.9 12.9 4.6 17.9 15.1 35.3 Cycle Q Clear(g_c), s 17.5 12.5 11.0 6.6 11.5 11.5 12.9 12.9 4.6 17.9 15.1 35.3 Prop In Lane 1.00 1.00 1.00 0.05 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 556 873 571 172 617 336 209 219 186 611 642 544 V/C Ratio(X) 0.99 0.53 0.37 0.64 0.62 0.63 1.14 1.20 0.38 0.58 0.50 0.96 Avail Cap(c_a), veh/h 556 873 571 180 617 336 209 219 186 622 653 553 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) 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.1 36.0 25.8 47.9 41.6 41.6 48.5 48.5 44.9 29.6 28.7 35.3 Incr Delay (d2), s/veh 20.1 0.8 0.6 5.4 4.7 8.5 104.8 126.7 0.5 0.8 0.2 27.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.0 5.5 5.0 3.2 5.2 6.1 11.8 13.7 1.8 7.7 6.8 17.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.2 36.8 26.4 53.3 46.3 50.1 153.4 175.2 45.3 30.4 28.9 62.3 LnGrp LOS E DCDDDFFDCCE
Approach Vol, veh/h 1229 707 573 1197
Approach Delay, s/veh 48.2 48.5 150.1 43.8
Approach LOS D D F D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.3 33.8 42.9 22.4 26.7 18.0
Change Period (Y+Rc), s * 4.7 6.8 5.1 * 4.7 6.8 5.1
Max Green Setting (Gmax), s * 11 25.9 38.4 * 18 19.3 12.9 Max Q Clear Time (g_c+I1), s 8.6 14.5 37.3 19.5 13.5 14.9 Green Ext Time (p_c), s 0.0 2.0 0.5 0.0 1.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 62.6
HCM 6th LOS E
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Long-Term + Project PM (Improvements) Pacific Project - Reduced South Alternative 5: Las Posas Rd & La Mirada Dr 05/07/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 143 50 50 160 60 240 40 1104 100 220 591 108 Future Volume (veh/h) 143 50 50 160 60 240 40 1104 100 220 591 108 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 152 53 53 170 64 229 43 1174 106 234 629 115 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222
Cap, veh/h 215 135 135 198 74 264 71 1296 576 263 1418 259 Arrive On Green 0.06 0.16 0.16 0.11 0.21 0.21 0.04 0.36 0.36 0.15 0.47 0.47 Sat Flow, veh/h 3456 857 857 1781 358 1280 1781 3554 1579 1781 3001 548 Grp Volume(v), veh/h 152 0 106 170 0 293 43 1174 106 234 372 372 Grp Sat Flow(s),veh/h/ln 1728 0 1714 1781 0 1638 1781 1777 1579 1781 1777 1772 Q Serve(g_s), s 4.8 0.0 6.2 10.5 0.0 19.3 2.7 35.0 5.1 14.4 15.6 15.6 Cycle Q Clear(g_c), s 4.8 0.0 6.2 10.5 0.0 19.3 2.7 35.0 5.1 14.4 15.6 15.6 Prop In Lane 1.00 0.50 1.00 0.78 1.00 1.00 1.00 0.31
Lane Grp Cap(c), veh/h 215 0 269 198 0 338 71 1296 576 263 840 837 V/C Ratio(X) 0.71 0.00 0.39 0.86 0.00 0.87 0.61 0.91 0.18 0.89 0.44 0.44 Avail Cap(c_a), veh/h 319 0 491 207 0 509 139 1369 608 279 840 837 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.3 0.0 42.3 48.7 0.0 42.8 52.7 33.6 24.1 46.7 19.6 19.6 Incr Delay (d2), s/veh 4.2 0.0 0.9 27.4 0.0 10.0 8.2 8.6 0.2 27.0 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 0.0 2.7 6.1 0.0 8.6 1.3 15.7 1.9 8.1 6.1 6.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.6 0.0 43.2 76.1 0.0 52.9 61.0 42.2 24.3 73.7 20.0 20.0 LnGrp LOS E A D E A D E D C E B C
Approach Vol, veh/h 258 463 1323 978
Approach Delay, s/veh 50.5 61.4 41.4 32.8
Approach LOS D E D C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 23.0 46.7 18.4 23.5 10.9 58.7 12.9 29.0 Change Period (Y+Rc), s 6.5 6.0 6.0 6.0 6.5 6.0 6.0 6.0 Max Green Setting (Gmax), s 17.5 43.0 13.0 32.0 8.7 51.8 10.3 34.7 Max Q Clear Time (g_c+I1), s 16.4 37.0 12.5 8.2 4.7 17.6 6.8 21.3 Green Ext Time (p_c), s 0.1 3.7 0.0 0.5 0.0 4.6 0.1 1.4 Intersection Summary
HCM 6th Ctrl Delay 42.5
HCM 6th LOS D
Long-Term + Project PM (Improvements) Pacific Project - Reduced South Alternative 7: Pacific St & Linda Vista Dr 05/07/2024
HCM 6th Signalized Intersection Summary Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 242 717 50 31 323 27 40 71 43 23 50 101 Future Volume (veh/h) 242 717 50 31 323 27 40 71 43 23 50 101 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 255 755 53 33 340 28 42 75 45 24 53 106 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222
Cap, veh/h 310 843 59 63 597 49 74 164 98 49 75 150
Arrive On Green 0.17 0.49 0.49 0.04 0.35 0.35 0.04 0.15 0.15 0.03 0.14 0.14 Sat Flow, veh/h 1781 1723 121 1781 1704 140 1781 1082 649 1781 546 1093 Grp Volume(v), veh/h 255 0 808 33 0 368 42 0 120 24 0 159 Grp Sat Flow(s),veh/h/ln 1781 0 1844 1781 0 1845 1781 0 1731 1781 0 1639 Q Serve(g_s), s 8.4 0.0 24.1 1.1 0.0 9.8 1.4 0.0 3.8 0.8 0.0 5.6 Cycle Q Clear(g_c), s 8.4 0.0 24.1 1.1 0.0 9.8 1.4 0.0 3.8 0.8 0.0 5.6 Prop In Lane 1.00 0.07 1.00 0.08 1.00 0.38 1.00 0.67
Lane Grp Cap(c), veh/h 310 0 902 63 0 646 74 0 262 49 0 224 V/C Ratio(X) 0.82 0.00 0.90 0.53 0.00 0.57 0.56 0.00 0.46 0.49 0.00 0.71 Avail Cap(c_a), veh/h 461 0 1034 147 0 709 147 0 514 147 0 486 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 24.1 0.0 14.1 28.8 0.0 16.0 28.5 0.0 23.5 29.1 0.0 25.0 Incr Delay (d2), s/veh 7.3 0.0 9.4 6.7 0.0 0.9 6.5 0.0 1.2 7.5 0.0 4.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 0.0 10.6 0.6 0.0 3.9 0.7 0.0 1.5 0.4 0.0 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.4 0.0 23.4 35.5 0.0 16.9 35.0 0.0 24.7 36.5 0.0 29.1 LnGrp LOS C A C D A B D A C D A C
Approach Vol, veh/h 1063 401 162 183
Approach Delay, s/veh 25.3 18.4 27.4 30.1
Approach LOS C B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.6 34.2 7.0 12.8 15.1 25.7 6.2 13.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 34.0 5.0 18.0 15.7 23.3 5.0 18.0 Max Q Clear Time (g_c+I1), s 3.1 26.1 3.4 7.6 10.4 11.8 2.8 5.8 Green Ext Time (p_c), s 0.0 3.5 0.0 0.6 0.4 1.7 0.0 0.4 Intersection Summary
HCM 6th Ctrl Delay 24.5
HCM 6th LOS C

San Marcos City CouncilJuly 23, 2024

San Marcos City Council
July 23, 2024