San Marcos City Council
July 23, 2024

Appendix K-2
Local Transportation Analysis for the
Pacific Specific Plan Project Alternative

MEMORANDUM
N:\3279\Text\#EIR Memo\3279.LTA Revised Project.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:

Reduced Pacific Specific Plan Project Alternative – Local Transportation Analysis

1.0 INTRODUCTION
Linscott, Law & Greenspan, Engineers, has pr epared this memo to analyze the local transportation effects of the Reduced P acific Specific Plan Project Alternative (“Project”). The project pr oposed a total of 449 reside ntial dwellings (“Original Project”). The reduced project proposes a total of 299 residential dwellings. LLG prepared a Local Transportation Analysis (LTA) for the original project dated February 16, 2023, which was included as an appendix to the project’s Draft Environmental Impact Report.

2.0 P

ROJECT DESCRIPTION
The reduced project consists of 299 reside ntial units, including a mix of rowhomes, villas, and affordable flats on approximately 13.26 acres of the 33.2-acre project site.

This is a reduction of 150 residential units and 1.83 acres of deve loped area within the overall project site compared to the original project.

Project access would be via three (3) driveways on La Mirada Drive and two driveways on Linda Vista Drive. The three access points on La Mirada Drive would serve the residences of the rowhomes a nd villas, and the two access points on Linda Vista Drive would serve the residences of the affordable flats. Project access is consistent with the February 2023 LTA.

Figure A shows the project area. Figure B shows the reduced project site plan.

All previously proposed inte rsection and roadway improveme nts will continue to be provided as discussed in Section 7.0 of this memo.

3.0 A

NALYSIS APPROACH AND METHODOLOGY
Because the reduced project includes fewer residential units, and therefore generates fewer vehicle trips, and does not substa ntially change vehicular access, no new substantial project effects would occur beyond those identified in the February 2023 LTA.

This technical memo will quant ify the reduced effects of pr oject traffic at previously identified locations substantially affected by project traffic. This memo provides updated analysis for study area intersecti ons and roadway segments that were identified as operating at an unacceptable Level of Service (LOS) and a substantial effect due to project traffi c (i.e., increase in average de lay of more than 2.0 seconds for study intersections, or increase in volume/capacity (V/C) ratio of more than 0.02).

Greg Waite
May 20February 21, 2024

N:\3279\Text\#EIR Memo\3279.LTA Revised Project.docx
The analysis provided in this technical memo appends the previously prepared LTA.

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. Re duced project 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

N:\3279\Text\#EIR Memo\3279.LTA Revised Project.docx

4.0 PROJECT TRIP GENERATION, DISTRIBUTION, AND ASSIGNMENT Trip Generation
The reduced project trip generation is shown in Table 4–1. As shown in Table 4–1, the reduced project is calculated to gene rate 1,794 daily trips (ADT), with 144 AM peak hour trips (29 in / 115 out) and 161 PM peak hour trips (113 in / 48 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 reduced proj ect decreases project trip generation by 900 ADT, 72 AM peak hour trips (14 in / 58 out), and 81 PM peak hour trips (56 in / 25 out) as compared to the original project analyzed in the February 2023 LTA.

TABLE 4–1

PROJECT 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) 299 DU 6 /DU 1,794 AM 8% 20:80 29 115 144 PM 9% 70:30 113 48 161
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 general layout of the project site and access points are unchanged from the February 2023 LTA. Therefore, the projec t traffic distribution is also unchanged.

Project trips as shown in Table A were assigned to the street system using the percentages shown in Figure 7–1a of the approved LTA.

Greg Waite
May 20February 21, 2024

N:\3279\Text\#EIR Memo\3279.LTA Revised Project.docx

5.0 ANALYSIS OF NEAR-TERM SCENARIOS
This section provides analysis of key st udy area intersections under Near-Term with Reduced (i.e., 299-unit) Project conditions.

Intersection Analysis
Table 5–1 summarizes the operations of previously affected intersections under Near- Term + Project 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 intersecti ons continues to exceed 2.0 seconds with the reduced Project. Base d on the established Level of Service standards, the project continue s to result in a substantial effect to both above-listed intersections.

Attachment A contains the Near-Term + Proj ect intersection LOS analysis worksheets.

TABLE 5–1

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

3. Via Vera Cruz / Grand
Ave / SR-78 EB Ramps Signal AM 181.9 F 183.7 F 1.8 Yes PM 79.4 E 83.9 F 4.5

7. Pacific St / Linda Vista
Dr AWSC d AM 17.518.3 C 18.419.0 C 0.90.7 Yes PM 91.3114.5 F 97.4117.3 F 6.12.8 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.

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

N:\3279\Text\#EIR Memo\3279.LTA Revised Project.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 to queues that exceed the available turn pocket length.

The reduced project would continue to cause the eastbound left turn from La Mirada Drive to Las Posas Road during the AM peak hour, which is the only location/peak hour where the project causes a queuing deficiency.

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

T
ABLE 5–2

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

1. Las Posas Rd / SR-78 WB
Ramps WBL 340 AM 470 475
PM 176 193

3. Via Vera Cruz / SR-78 EB
Ramps
SBR 220 AM 1,052 1,060
PM 842 877
EBL 140 AM 152 160
PM 262 267

5. Las Posas Rd / La Mirada
Dr EBL 110 AM 59 115
PM 211 248

8. Las Posas Rd / Linda Vista
Dr EBL 170 AM 176 191
PM 419 426

10. Las Posas Rd / San Marcos
Blvd
SBR 240 AM 422 422
PM 584 593
EBR 240 AM 578 586
PM 760 785
Footnotes:
a. 95th percentile queue length.
b. Storage shown at this location is distance to upstream project driveway or public street.

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

Street Segment Analysis
No substantial project effects were identi fied on study area street segments under Near-Term scenarios.

Greg Waite
May 20February 21, 2024

N:\3279\Text\#EIR Memo\3279.LTA Revised Project.docx

6.0 ANALYSIS OF LONG-TERM SCENARIOS
This section provides analysis of key st udy area intersections and street segments under Long-Term with Reduced (i.e., 299-unit) Project conditions.

Intersection Analysis
Table 6–1 summarizes the operations of previ ously affected in tersections under Long-Term + Project c onditions. 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 intersecti ons continues to exceed 2.0 seconds during at least one peak hour with the reduced Project. Based on the established Level of Service standards, the project continues to result in a substantial effect to both above-listed intersections.

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

T
ABLE 6–1

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

3. Via Vera Cruz /
Grand Ave / SR-78
EB Ramps
Signal
AM
229.3 F 231.1 F 1.8
Yes PM 103.0 F 107.8 F 4.8

7. Pacific St / Linda
Vista Dr AWSC d AM 20.621.2 C 21.322.1 C 0.70.9 Yes PM 125.8151.9 F 129.2155.6 F 3.43.7 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

N:\3279\Text\#EIR Memo\3279.LTA Revised Project.docx
Intersection Queuing
Table 6–2 shows the 95 th percentile peak hour que ue lengths for study area intersections where the project adds traffic to queues that exceed the available turn pocket length under Long-Term scenarios.

The reduced project would continue to cause the eastbound left turn from La Mirada Drive to Las Posas Road during the AM peak hour, which is the only location/peak hour where the project causes a queuing deficiency.

Attachment D contains the Long-Term + Project intersection queue worksheets.

T
ABLE 6–2

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

1. Las Posas Rd / SR-78 WB
Ramps WBL 340 AM 506 510
PM 196 212

3. Via Vera Cruz / SR-78 EB
Ramps
SBR 220 AM 1,229 1,236
PM 999 1,032
EBL 140 AM 164 174
PM 299 270

5. Las Posas Rd / La Mirada
Dr EBL 110 AM 59 115
PM 251 291

8. Las Posas Rd / Linda Vista
Dr EBL 170 AM 214 227
PM 492 517

10. Las Posas Road / San
Marcos Blvd
SBR 240 AM 528 546
PM 656 664
EBR 240 AM 691 697
PM 760 785
Footnotes:
a. 95th percentile queue length.

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

Greg Waite
May 20February 21, 2024

N:\3279\Text\#EIR Memo\3279.LTA Revised Project.docx
Street Segment Analysis
Table 6–3 summarizes the operations of previ ously affected street segment under Long-Term + Project conditions. As shown in Table 6–3 , Pacific Street from La Mirada Drive to Linda Vista is calculated to continue to operate at LOS F with the addition of project traffic.

The project-related increase in V/C ratio at this location conti nues to exceed 0.02.

Based on the established Level of Service st andards, the reduced project continues to result in a substantial effect.

T
ABLE 6–3

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

6. La Mirada Dr to Linda
Vista Dr 8,000 7,790 E 0.974 8,095 F 1.012 0.038 Yes 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.

Greg Waite
May 20February 21, 2024

N:\3279\Text\#EIR Memo\3279.LTA Revised Project.docx

7.0 INTERSECTION AND ROADWAY IMPROVEMENTS
As the reduced project analysis presented in this memo does not result in the elimination of any previously identified substantial effect, the project will continue to provide improvements at the following inters ections and street segments to address LOS and/or queueing deficiencies, or provide for active transportation enhancements, as described in Section 13.4 of the LTA:

Intersections
 Intersection #3. Via Vera Cruz / Grand Avenue / SR-78 EB Ramps  Intersection #5. Las Posas Road / La Mirada Drive
 Intersection #7. Pacific Street / Linda Vista Drive
 Intersection #8. Las Posas Road / Linda Vista Drive
Street Segments
 Street Segment #10. Linda Vista Drive: Pacific Street to Las Posas Road

Table 7–1 and Table 7–2 show the Near-Term and Long-Term post improvement LOS analysis for each of the four (4) st udy area intersections where improvements are proposed. As shown in Tables 7–1 and 7–2, each intersection would operate at acceptable LOS D or better and/or substantia lly better than pre-project conditions with the proposed improvements.

Attachment E contains the Near-Term and Long-Term post-imp rovement LOS analysis worksheets.

Greg Waite
May 20February 21, 2024

N:\3279\Text\#EIR Memo\3279.LTA Revised Project.docx

TABLE 7–1

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

3. Via Vera Cruz / Grand
Ave / SR-78 EB Ramps Signal
AM 181.9 F 183.7 F 68.6 E
PM 79.4 E 83.9 F 54.3 D

5. Las Posas Rd / La Mirada
Dr Signal
AM 18.4 B 20.5 C 20.3 C
PM 46.0 D 49.6 D 41.2 D

7. Pacific St. / Linda Vista
Dr
AWSC c
/Signal
AM 17.518.3 C 18.4

19.0 C 17. 76 BC
PM 91.3
114.5 F 97.4
117.3 F 19.6

21.8 CB

8. Las Posas Rd / Linda
Vista Dr Signal
AM 30.5 C 32.1 C 32.9 C
PM 45.8 D 47.3 D 48.3 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

Greg Waite
May 20February 21, 2024

N:\3279\Text\#EIR Memo\3279.LTA Revised Project.docx

TABLE 7–2

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

3. Via Vera Cruz / Grand
Ave / SR-78 EB Ramps Signal
AM 229.3 F 231.1 F 87.0 F
PM 103.0 F 107.8 F 62.9 E

5. Las Posas Rd / La Mirada
Dr Signal
AM 19.9 B 22.0 C 21.9 C
PM 50.0 D 52.4 D 43.5 D

7. Pacific St. / Linda Vista
Dr
AWSC c
/Signal
AM 20.621.2 C 21.3

22.1 C 19. 54 B
PM 125.8
151.9 F 129.2
155.6 F 21.6

24.4 C

8. Las Posas Rd / Linda
Vista Dr Signal
AM 35.8 D 37.5 D 38.9 D
PM 49.9 D 53.4 D 53.7 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

Greg Waite
May 20February 21, 2024

N:\3279\Text\#EIR Memo\3279.LTA Revised Project.docx
Table 7–3 summarizes the reduced queues provided by the proposed improvements at Las Posas Road / La Mirada Drive.

Attachment E also contains the post-improvement queue worksheets.

TABLE 7–3
POST-IMPROVEMENT QUEUING: LAS POSAS RD / LA MIRADA DR
Intersection Movement
Peak
Hour
Near-Term +
Project +
Improvement
Long-Term +
Project +
Improvements
Queue (ft) a Queue (ft) a

5. Las Posas Rd / La Mirada
Dr
EBL AM 52 52
PM 91 107
EBT/R AM 37 40
PM 78 105
Footnotes:
a. 95th percentile queue length.

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

Greg Waite
May 20February 21, 2024

N:\3279\Text\#EIR Memo\3279.LTA Revised Project.docx
Proposed active transportati on improvements will reduc e the number of westbound travel lanes from two to one on Linda Vista Drive, from Pacific Street to Las Posas Road. Notwithstanding this reduction in ve hicular capacity, the street segment is calculated to operate at acceptable LOS D or better under Near-Term and Long-Term 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 Near-Term+ Project
+ Improvements
ADTb LOS c V/C d ADT LOS V/C LOS V/C
Linda Vista Drive
Pacific St to Las
Posas Rd
30,000/
15,000 9,470 A 0.316 9,775 A 0.326 C 0.652
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 Long-Term+ Project
+ Improvements
ADTb LOS c V/C d ADT LOS V/C LOS V/C
Linda Vista Drive
Pacific St to Las
Posas Rd
30,000 /
15,000 10,990 B 0.366 11,295 B 0.377 D 0.753
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.

Greg Waite
May 20February 21, 2024

N:\3279\Text\#EIR Memo\3279.LTA Revised Project.docx

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 traffic. Traffic signal warrant analys is 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 scenarios. As outlined in Chapter 4C, “Traffic Control Signal Need s Studies,” of the 2014 California Manual on Uniform Traffic Control Devices (Cal ifornia 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/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 as a one (1) lane approach in each direction.

Near-Term with Project 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).

Greg Waite
May 20February 21, 2024

N:\3279\Text\#EIR Memo\3279.LTA Revised Project.docx
TABLE 8–1
NEAR-TERM + PROJECT 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 10 15 2
1 AM 13 7 14 2
2 AM 14 1 12 14
3 AM 21 12 11 13
4 AM 20 32 12 17
5 AM 70 111 11 71
6 AM 156 205 45 174
7 AM 323 281 83 229
8 AM 387 319 103 237
9 AM 348 227 104 157
10 AM 356 211 125 157
11 AM 437 300 150 220
Noon 517 290 141 223
1 PM 459 247 150 191
2 PM 701 278 198 209
3 PM 789 271 205 221
4 PM 1058 274 306 155
5 PM 745 224 200 190
6 PM 397 174 109 105
7 PM 280 106 79 96
8 PM 172 96 109 60
9 PM 92 48 130 25
10 PM 72 36 75 13
11 PM 52 8 25 6

Signal Warrant Analysis
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
Greg Waite
May 20February 21, 2024

N:\3279\Text\#EIR Memo\3279.LTA Revised Project.docx
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 community having a population of less t han 10,000, the traffic volumes in the 56 percent columns in MUTCD Table 4C-1 ma y be used in pla ce of the 80 percent columns.

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.

Greg Waite
May 20February 21, 2024

N:\3279\Text\#EIR Memo\3279.LTA Revised Project.docx
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 tra ffic 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 4 hours of the day, and a combina tion of Conditions A and B warrant volumes are satisfied at th e 80% threshold for 6 hours of the day.

Therefore, Warrant 1 is satisfied.

Greg Waite
May 20February 21, 2024

N:\3279\Text\#EIR Memo\3279.LTA Revised Project.docx

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 27 15 N N N
1 AM 20 14 N N N
2 AM 15 14 N N N
3 AM 33 13 N N N
4 AM 52 17 N N N
5 AM 181 71 N N N
6 AM 361 174 N N N
7 AM 604 229 Y N N
8 AM 706 237 Y N N
9 AM 575 157 N N N
10 AM 567 157 N N N
11 AM 737 220 Y N Y
Noon 807 223 Y N Y
1 PM 706 191 Y N N
2 PM 979 209 Y Y Y
3 PM 1060 221 Y Y Y
4 PM 1332 306 Y Y Y
5 PM 969 200 Y Y Y
6 PM 571 109 N N N
7 PM 386 96 N N N
8 PM 268 109 N N N
9 PM 140 130 N N N
10 PM 108 75 N N N
11 PM 60 25 N N N
TOTAL 11,264 3,212 9 4 6

Greg Waite
May 20February 21, 2024

N:\3279\Text\#EIR Memo\3279.LTA Revised Project.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 conditions was plotted in MUTCD Figure 4C-

1. As seen below , there are 5 hours where the volumes on major street approaches and the corresponding volumes on the highe r-volume minor street approach fall above the applicable curve (boxed in red) when plotted. Therefore, Warrant 2 is satisfied.

Greg Waite
May 20February 21, 2024

N:\3279\Text\#EIR Memo\3279.LTA Revised Project.docx

9.0 CONCLUSIONS
The reduced project is calculated to gene rate 1,794 daily trips (ADT), with 144 AM peak hour trips (29 in / 115 out) and 161 PM peak hour trips (113 in / 48 out).

This is a reduction of 900 ADT, 72 AM peak hour trips (14 in / 58 out), and 81 PM peak hour trips (56 in / 25 out) as compared to the original proj ect analyzed in the February 2023 LTA. Therefore, the reduced project would not result in any new substantial effects on the local transportation system.

As shown in this memo, the reduced proj ect would not result in any previously identified substantial effects being reduced below the level where improvements would be required. All previously identi fied intersection and street segment improvements will continue to be provided.

Greg Waite
May 20February 21, 2024

N:\3279\Text\#EIR Memo\3279.LTA Revised Project.docx
Figures:

A Project Area Map
B Project Site Plan

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 PACIFIC SPECIFIC PLAN

PROJECT ALTERNATIVE
San Marcos, California
May 20, 2024
LLG Ref. 3-20-3279

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Reduced Pacific Specific Plan Project Alternative

ATTACHMENT A
NEAR-TERM + PROJECT INTERSECTION

LOS ANALYSIS WORKSHEETS
Near-Term + Project AM Reduced Project Site Plan - Pacific Specific Plan Project 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) 397 150 150 30 200 5 120 60 15 90 290 596 Future Volume (veh/h) 397 150 150 30 200 5 120 60 15 90 290 596 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 418 158 158 32 211 5 94 107 16 95 305 589 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 500 1100 661 115 1179 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 570 1102 Grp Volume(v), veh/h 418 158 158 32 140 76 94 107 16 95 0 894 Grp Sat Flow(s),veh/h/ln1728 1777 1575 1781 1702 1849 1781 1870 1585 1781 0 1672 Q Serve(g_s), s 11.8 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 11.8 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 500 1100 661 115 782 425 195 205 174 533 0 500 V/C Ratio(X) 0.84 0.14 0.24 0.28 0.18 0.18 0.48 0.52 0.09 0.18 0.00 1.79 Avail Cap(c_a), veh/h 636 1100 661 196 782 425 196 206 174 533 0 500 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.60 0.60 0.60 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 41.6 24.9 18.7 44.5 30.9 30.9 41.8 42.0 40.0 26.0 0.0 35.1 Incr Delay (d2), s/veh 4.8 0.2 0.5 0.5 0.5 0.9 0.7 1.1 0.1 0.1 0.0 362.7 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/ln5.3 1.4 3.0 0.8 1.4 1.6 2.2 2.5 0.4 1.7 0.0 62.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.4 25.1 19.3 45.0 31.4 31.9 42.5 43.1 40.1 26.0 0.0 397.7 LnGrp LOS D C B DCCDDDCAF
Approach Vol, veh/h 734 248 217 989
Approach Delay, s/veh 36.0 33.3 42.7 362.0
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 19.2 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 26.4 29.9 * 18 19.0 11.0 Max Q Clear Time (g_c+I1), s3.7 8.5 31.9 13.8 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 183.7
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 Reduced Project Site Plan - Pacific Specific Plan Project 7: Pacific St & Linda Vista Dr 05/20/2024
HCM 6th AWSC Synchro 11 Report
Intersection
Intersection Delay, s/veh 19
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 83 220 20 26 381 21 25 31 10 15 65 140 Future Vol, veh/h 83 220 20 26 381 21 25 31 10 15 65 140 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 89 237 22 28 410 23 27 33 11 16 70 151
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 26.4 12 12.2

HCM LOS C D B B

Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1WBLn2WBLn3 SBLn1 SBLn2 Vol Left, % 45% 0% 100% 0% 100% 0% 0% 19% 0%
Vol Thru, % 55% 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 56 10 83 240 26 381 21 80 140
LT Vol 25 0 83 0 26 0 0 15 0
Through Vol 31 0 0 220 0 381 0 65 0
RT Vol 0 10 0 20 0 0 21 0 140
Lane Flow Rate 60 11 89 258 28 410 23 86 151
Geometry Grp 888888888
Degree of Util (X) 0.138 0.022 0.186 0.497 0.056 0.769 0.038 0.182 0.284 Departure Headway (Hd) 8.241 7.297 7.505 6.938 7.265 6.758 6.047 7.606 6.799 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes
Cap 435 490 478 519 496 541 596 471 528
Service Time 6 5.056 5.253 4.685 4.965 4.458 3.747 5.357 4.55 HCM Lane V/C Ratio 0.138 0.022 0.186 0.497 0.056 0.758 0.039 0.183 0.286 HCM Control Delay 12.3 10.2 12 16.4 10.4 28.5 9 12.1 12.2 HCM Lane LOS B B B C B D A B B
HCM 95th-tile Q 0.5 0.1 0.7 2.7 0.2 6.9 0.1 0.7 1.2
Near-Term + Project PM Reduced Project Site Plan - Pacific Specific Plan Project 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) 477 400 190 100 510 15 270 160 60 310 290 483 Future Volume (veh/h) 477 400 190 100 510 15 270 160 60 310 290 483 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 482 404 192 101 515 15 218 240 61 313 293 455 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 540 856 564 170 918 27 209 219 186 622 231 358 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 660 1025 Grp Volume(v), veh/h 482 404 192 101 343 187 218 240 61 313 0 748 Grp Sat Flow(s),veh/h/ln1728 1777 1569 1781 1702 1843 1781 1870 1585 1781 0 1686 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 540 856 564 170 613 332 209 219 186 622 0 588 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 1.27 Avail Cap(c_a), veh/h 556 856 564 180 613 332 209 219 186 622 0 588 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.63 0.63 0.63 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 45.5 35.8 25.8 47.7 41.1 41.1 48.5 48.5 44.6 28.3 0.0 35.8 Incr Delay (d2), s/veh 11.2 1.2 1.0 3.0 3.7 6.8 74.2 88.2 0.4 0.3 0.0 134.9 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/ln7.3 4.8 4.6 2.8 4.5 5.2 10.0 11.4 1.5 6.5 0.0 37.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.7 36.9 26.8 50.7 44.8 47.9 122.7 136.7 45.0 28.5 0.0 170.7 LnGrp LOS E DCDDDFFDCAF
Approach Vol, veh/h 1078 631 519 1061
Approach Delay, s/veh 44.0 46.6 120.1 128.8
Approach LOS D D F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s15.2 33.3 43.5 21.9 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 0.1 1.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 83.9
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 Reduced Project Site Plan - Pacific Specific Plan Project 7: Pacific St & Linda Vista Dr 05/20/2024
HCM 6th AWSC Synchro 11 Report
Intersection
Intersection Delay, s/veh117.3
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 230 661 50 30 291 25 40 65 36 22 42 104 Future Vol, veh/h 230 661 50 30 291 25 40 65 36 22 42 104 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 242 696 53 32 306 26 42 68 38 23 44 109
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 185.2 24.3 15.1 14.1

HCM LOS F C C B

Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1WBLn2WBLn3 SBLn1 SBLn2 Vol Left, % 38% 0% 100% 0% 100% 0% 0% 34% 0%
Vol Thru, % 62% 0% 0% 93% 0% 100% 0% 66% 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 105 36 230 711 30 291 25 64 104
LT Vol 40 0 230 0 30 0 0 22 0
Through Vol 65 0 0 661 0 291 0 42 0
RT Vol 0 36 0 50 0 0 25 0 104
Lane Flow Rate 111 38 242 748 32 306 26 67 109
Geometry Grp 888888888
Degree of Util (X) 0.272 0.084 0.518 1.464 0.073 0.665 0.052 0.164 0.24 Departure Headway (Hd) 9.685 8.766 7.703 7.044 9.057 8.543 7.824 9.585 8.686 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes
Cap 374 411 472 516 398 426 461 377 416
Service Time 7.385 6.466 5.403 4.843 6.757 6.243 5.524 7.285 6.386 HCM Lane V/C Ratio 0.297 0.092 0.513 1.45 0.08 0.718 0.056 0.178 0.262 HCM Control Delay 16 12.3 18.4 239.2 12.5 26.6 11 14.2 14.1 HCM Lane LOS C B C F B D B B B
HCM 95th-tile Q 1.1 0.3 2.9 36.8 0.2 4.7 0.2 0.6 0.9

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Reduced Pacific Specific Plan Project Alternative

ATTACHMENT B
NEAR-TERM + PROJECT INTERSECTION

QUEUING ANALYSIS WORKSHEETS

Near-Term + Project AM Reduced Project Site Plan - Pacific Specific Plan Project 1: Las Posas Rd & SR-78 WB On Ramp/SR-78 WB Off Ramp 10/30/2023 Queues Synchro 11 Report
Lane Group WBL WBT NBL NBT SBT
Lane Group Flow (vph) 395 377 178 1023 1591
v/c Ratio 1.02 0.94 0.86 0.31 0.66
Control Delay 91.3 65.8 76.9 7.7 19.8
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 91.3 65.8 76.9 7.7 19.8
Queue Length 50th (ft) ~283 222 119 89 255
Queue Length 95th (ft) #475 #412 m#217 112 307
Internal Link Dist (ft) 267 584 420
Turn Bay Length (ft) 300
Base Capacity (vph) 386 403 212 3310 2425
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 1.02 0.94 0.84 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 Reduced Project Site Plan - Pacific Specific Plan Project 3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 10/30/2023
Queues Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 418 158 158 32 216 93 96 16 95 932 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 65.6 20.9 4.1 42.7 33.4 52.3 51.8 0.3 27.1 312.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 65.6 20.9 4.1 42.7 33.4 52.3 51.8 0.3 27.1 312.4 Queue Length 50th (ft) 138 24 1 19 41 60 62 0 45 ~818
Queue Length 95th (ft) m160 m33 m11 48 65 113 116 0 85 #1060 Internal Link Dist (ft) 279 1051 902 153
Turn Bay Length (ft) 100 160 140 170
Base Capacity (vph) 631 1156 789 194 1061 184 191 352 529 575 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 Reduced Project Site Plan - Pacific Specific Plan Project 5: Las Posas Rd & La Mirada Dr 10/30/2023
Queues Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 88 16 47 21 58 31 461 32 105 835
v/c Ratio 0.34 0.03 0.09 0.08 0.17 0.15 0.33 0.04 0.39 0.45 Control Delay 37.4 20.4 0.3 35.5 13.7 38.2 22.6 0.1 36.1 18.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 37.4 20.4 0.3 35.5 13.7 38.2 22.6 0.1 36.1 18.0 Queue Length 50th (ft) 31 4076 1 1 8 40 3 7 1 0 8
Queue Length 95th (ft) #115 22 0 36 36 49 183 0 119 328 Internal Link Dist (ft) 371 258 1033 1088
Turn Bay Length (ft) 110 110 120 250 250 480
Base Capacity (vph) 286 1121 1008 286 1005 202 1797 866 353 1926 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.31 0.01 0.05 0.07 0.06 0.15 0.26 0.04 0.30 0.43 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Near-Term + Project AM Reduced Project Site Plan - Pacific Specific Plan Project 8: Las Posas Rd & Linda Vista Dr 10/30/2023
Queues Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 127 155 52 11 251 77 384 73 815
v/c Ratio 0.90 0.17 0.10 0.07 0.48 0.50 0.23 0.49 0.50
Control Delay 100.6 29.3 0.4 42.9 35.3 56.2 18.2 56.2 16.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 100.6 29.3 0.4 42.9 35.3 56.2 18.2 56.2 16.2 Queue Length 50th (ft) 82 40 0 7 68 47 74 44 135
Queue Length 95th (ft) #191 65 0 24 87 #127 133 #117 237 Internal Link Dist (ft) 359 1014 1036 1033
Turn Bay Length (ft) 170 60 130 240 130
Base Capacity (vph) 141 956 549 159 984 154 1641 149 1640 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.90 0.16 0.09 0.07 0.26 0.50 0.23 0.49 0.50 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Near-Term + Project AM Reduced Project Site Plan - Pacific Specific Plan Project 10: Las Posas Rd & San Marcos Blvd 10/30/2023
Queues Synchro 11 Report
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 350 1225 71 1643 118 31 31 20 95 41 441 v/c Ratio 0.83 0.53 0.62 0.95 0.14 0.16 0.12 0.06 0.47 0.15 0.71 Control Delay 71.2 15.9 91.5 49.9 4.0 52.8 51.4 0.3 63.4 52.1 40.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 71.2 15.9 91.5 49.9 4.0 52.8 51.4 0.3 63.4 52.1 40.7 Queue Length 50th (ft) 313 274 68 777 0 28 28 0 91 37 326 Queue Length 95th (ft) #586 472 #132 #1036 36 54 53 0 134 66 417 Internal Link Dist (ft) 868 1062 90 329
Turn Bay Length (ft) 240 250 670 240
Base Capacity (vph) 422 2330 123 1725 819 317 434 456 324 440 617 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.83 0.53 0.58 0.95 0.14 0.10 0.07 0.04 0.29 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 Reduced Project Site Plan - Pacific Specific Plan Project 1: Las Posas Rd & SR-78 WB On Ramp/SR-78 WB Off Ramp 10/30/2023 Queues Synchro 11 Report
Lane Group WBL WBT NBL NBT SBT
Lane Group Flow (vph) 174 199 423 2067 1414
v/c Ratio 0.69 0.81 0.86 0.55 0.68
Control Delay 57.4 64.4 47.8 4.6 27.8
Queue Delay 0.0 0.0 0.0 0.1 0.0
Total Delay 57.4 64.4 47.8 4.7 27.8
Queue Length 50th (ft) 123 130 283 130 280
Queue Length 95th (ft) 193 211 m290 m205 382
Internal Link Dist (ft) 140 584 143
Turn Bay Length (ft) 300
Base Capacity (vph) 319 304 584 3763 2080
Starvation Cap Reductn 0 0 0 440 0
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.55 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 Reduced Project Site Plan - Pacific Specific Plan Project 3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 10/30/2023
Queues Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 482 404 192 101 530 213 222 61 313 781 v/c Ratio 0.89 0.56 0.29 0.57 0.71 1.08 1.09 0.18 0.47 1.13 Control Delay 70.9 39.1 8.0 60.5 49.9 133.9 134.7 1.1 29.2 105.0 Queue Delay 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.1
Total Delay 70.9 39.1 8.0 60.5 49.9 133.9 134.7 1.1 29.2 105.1 Queue Length 50th (ft) 189 107 40 69 131 ~177 ~185 0 164 ~601 Queue Length 95th (ft) m#267 m153 m71 126 166 #335 #346 0 260 #877 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 1.15 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 Reduced Project Site Plan - Pacific Specific Plan Project 5: Las Posas Rd & La Mirada Dr 10/30/2023
Queues Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 163 55 58 143 297 75 1025 88 220 682 v/c Ratio 0.79 0.19 0.14 0.59 0.72 0.62 0.92 0.14 0.80 0.45 Control Delay 69.4 33.8 0.7 53.0 22.9 68.5 45.8 0.5 62.4 21.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 69.4 33.8 0.7 53.0 22.9 68.5 45.8 0.5 62.4 21.2 Queue Length 50th (ft) 92 28 0 81 52 43 291 0 122 137
Queue Length 95th (ft) #248 60 0 #223 133 #132 #559 0 #307 256 Internal Link Dist (ft) 313 258 1033 1088
Turn Bay Length (ft) 110 110 120 250 250 480
Base Capacity (vph) 206 642 682 244 674 120 1117 635 274 1502 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.79 0.09 0.09 0.59 0.44 0.63 0.92 0.14 0.80 0.45 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Near-Term + Project PM Reduced Project Site Plan - Pacific Specific Plan Project 8: Las Posas Rd & Linda Vista Dr 10/30/2023
Queues Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 294 442 101 38 270 85 823 62 805
v/c Ratio 0.78 0.41 0.17 0.26 0.54 0.52 0.60 0.47 0.67
Control Delay 58.4 33.0 1.5 52.4 30.3 60.8 30.1 61.5 32.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 58.4 33.0 1.5 52.4 30.3 60.8 30.1 61.5 32.3 Queue Length 50th (ft) 197 145 0 26 58 57 246 42 239
Queue Length 95th (ft) #426 178 9 60 85 #157 333 #109 315 Internal Link Dist (ft) 359 1014 1036 1033
Turn Bay Length (ft) 170 60 130 240 130
Base Capacity (vph) 376 1192 631 144 892 162 1363 131 1201 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.78 0.37 0.16 0.26 0.30 0.52 0.60 0.47 0.67 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Near-Term + Project PM Reduced Project Site Plan - Pacific Specific Plan Project 10: Las Posas Rd & San Marcos Blvd 10/30/2023
Queues Synchro 11 Report
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 511 1657 115 1500 201 42 42 21 146 42 630 v/c Ratio 0.86 0.76 0.72 1.14 0.29 0.19 0.14 0.06 0.65 0.14 0.79 Control Delay 62.3 25.9 90.4 113.8 5.0 52.3 50.7 0.3 70.7 50.2 36.3 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 62.3 26.7 90.4 113.8 5.0 52.3 50.7 0.3 70.7 50.2 36.3 Queue Length 50th (ft) 448 564 110 ~904 0 37 37 0 139 37 433 Queue Length 95th (ft) #785 847 180 #1044 54 69 67 0 197 67 593 Internal Link Dist (ft) 868 1062 90 329
Turn Bay Length (ft) 240 250 670 240
Base Capacity (vph) 594 2177 182 1320 702 317 434 461 321 440 795 Starvation Cap Reductn 0 245 000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.86 0.86 0.63 1.14 0.29 0.13 0.10 0.05 0.45 0.10 0.79 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Reduced Pacific Specific Plan Project Alternative

ATTACHMENT C
LONG-TERM + PROJECT INTERSECTION

LOS ANALYSIS WORKSHEETS

Long-Term + Project AM Reduced Project Site Plan - Pacific Specific Plan Project 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) 457 170 170 30 230 0 140 60 20 110 320 686 Future Volume (veh/h) 457 170 170 30 230 0 140 60 20 110 320 686 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 481 179 179 32 242 0 105 122 21 116 337 684 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 557 1099 661 115 1087 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 551 1118 Grp Volume(v), veh/h 481 179 179 32 242 0 105 122 21 116 0 1021 Grp Sat Flow(s),veh/h/ln1728 1777 1575 1781 1702 0 1781 1870 1585 1781 0 1669 Q Serve(g_s), s 13.6 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 13.6 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 557 1099 661 115 1087 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 2.05 Avail Cap(c_a), veh/h 636 1099 661 196 1087 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 32.5 0.0 42.1 42.4 40.1 26.3 0.0 35.1 Incr Delay (d2), s/veh 5.9 0.2 0.5 0.5 0.5 0.0 1.5 3.2 0.1 0.1 0.0 477.6 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/ln6.2 1.6 3.4 0.8 1.7 0.0 2.5 3.0 0.5 2.1 0.0 78.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.8 25.3 19.5 45.0 33.0 0.0 43.6 45.5 40.3 26.4 0.0 512.6 LnGrp LOS D C B D C A DDDCAF
Approach Vol, veh/h 839 274 248 1137
Approach Delay, s/veh 36.4 34.4 44.3 463.0
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 20.8 28.1 16.1
Change Period (Y+Rc), s * 4.7 6.8 5.1 * 4.7 6.8 5.1
Max Green Setting (Gmax), s* 11 26.4 29.9 * 18 19.0 11.0 Max Q Clear Time (g_c+I1), s3.7 9.4 31.9 15.6 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 231.1
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.

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

Long-Term + Project AM Reduced Project Site Plan - Pacific Specific Plan Project 7: Pacific St & Linda Vista Dr 05/20/2024
HCM 6th AWSC Synchro 11 Report
Intersection
Intersection Delay, s/veh22.1
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 93 230 20 31 401 21 30 31 10 15 75 150 Future Vol, veh/h 93 230 20 31 401 21 30 31 10 15 75 150 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 100 247 22 33 431 23 32 33 11 16 81 161
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 16.5 32.6 12.6 12.9

HCM LOS C D B B

Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1WBLn2WBLn3 SBLn1 SBLn2 Vol Left, % 49% 0% 100% 0% 100% 0% 0% 17% 0%
Vol Thru, % 51% 0% 0% 92% 0% 100% 0% 83% 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 61 10 93 250 31 401 21 90 150
LT Vol 30 0 93 0 31 0 0 15 0
Through Vol 31 0 0 230 0 401 0 75 0
RT Vol 0 10 0 20 0 0 21 0 150
Lane Flow Rate 66 11 100 269 33 431 23 97 161
Geometry Grp 888888888
Degree of Util (X) 0.156 0.023 0.216 0.537 0.069 0.832 0.039 0.211 0.316 Departure Headway (Hd) 8.587 7.618 7.758 7.192 7.457 6.949 6.237 7.846 7.048 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes
Cap 417 469 463 500 480 522 573 457 510
Service Time 6.354 5.383 5.509 4.942 5.204 4.695 3.983 5.599 4.801 HCM Lane V/C Ratio 0.158 0.023 0.216 0.538 0.069 0.826 0.04 0.212 0.316 HCM Control Delay 12.9 10.6 12.6 18 10.8 35.5 9.2 12.7 13 HCM Lane LOS B B B C BEABB
HCM 95th-tile Q 0.5 0.1 0.8 3.1 0.2 8.4 0.1 0.8 1.3
Long-Term + Project PM Reduced Project Site Plan - Pacific Specific Plan Project 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) 547 460 210 110 580 10 300 170 70 350 320 553 Future Volume (veh/h) 547 460 210 110 580 10 300 170 70 350 320 553 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 553 465 212 111 586 10 238 264 71 354 323 526 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 15 209 219 186 622 223 364 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 640 1043 Grp Volume(v), veh/h 553 465 212 111 385 211 238 264 71 354 0 849 Grp Sat Flow(s),veh/h/ln1728 1777 1569 1781 1702 1854 1781 1870 1585 1781 0 1683 Q Serve(g_s), s 17.6 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 17.6 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 0 587 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 1.45 Avail Cap(c_a), veh/h 556 852 562 180 597 325 209 219 186 622 0 587 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.33 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 20.6 0.8 0.6 5.4 5.3 9.6 104.8 126.7 0.5 0.8 0.0 209.9 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/ln9.1 5.5 5.1 3.2 5.3 6.2 11.8 13.7 1.8 7.6 0.0 49.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.7 37.4 26.9 53.3 47.5 51.8 153.4 175.2 45.3 29.9 0.0 245.7 LnGrp LOS E DCDDDFFDCAF
Approach Vol, veh/h 1230 707 573 1203
Approach Delay, s/veh 48.8 49.7 150.1 182.2
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 19.6 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 107.8
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 Reduced Project Site Plan - Pacific Specific Plan Project 7: Pacific St & Linda Vista Dr 05/20/2024
HCM 6th AWSC Synchro 11 Report
Intersection
Intersection Delay, s/veh155.6
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 250 711 50 30 321 25 40 75 41 22 52 104 Future Vol, veh/h 250 711 50 30 321 25 40 75 41 22 52 104 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 263 748 53 32 338 26 42 79 43 23 55 109
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 247.9 31.8 16.2 15

HCM LOS F D C B

Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1WBLn2WBLn3 SBLn1 SBLn2 Vol Left, % 35% 0% 100% 0% 100% 0% 0% 30% 0%
Vol Thru, % 65% 0% 0% 93% 0% 100% 0% 70% 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 115 41 250 761 30 321 25 74 104
LT Vol 40 0 250 0 30 0 0 22 0
Through Vol 75 0 0 711 0 321 0 52 0
RT Vol 0 41 0 50 0 0 25 0 104
Lane Flow Rate 121 43 263 801 32 338 26 78 109
Geometry Grp 888888888
Degree of Util (X) 0.308 0.1 0.584 1.654 0.076 0.762 0.054 0.197 0.251 Departure Headway (Hd) 10.163 9.257 7.994 7.435 9.479 8.964 8.243 10.074 9.195 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes
Cap 356 390 453 497 380 405 437 358 393
Service Time 7.863 6.957 5.733 5.174 7.179 6.664 5.943 7.774 6.895 HCM Lane V/C Ratio 0.34 0.11 0.581 1.612 0.084 0.835 0.059 0.218 0.277 HCM Control Delay 17.3 13 21.4 322.3 13 35.2 11.4 15.2 14.9 HCM Lane LOS C B C F B E B C B
HCM 95th-tile Q 1.3 0.3 3.6 45.9 0.2 6.3 0.2 0.7 1

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Reduced Pacific Specific Plan Project Alternative

ATTACHMENT D
LONG-TERM + PROJECT INTERSECTION

QUEUING ANALYSIS WORKSHEETS

Long-Term + Project AM Reduced Project Site Plan - Pacific Specific Plan Project 1: Las Posas Rd & SR-78 WB On Ramp/SR-78 WB Off Ramp 10/30/2023 Queues Synchro 11 Report
Lane Group WBL WBT NBL NBT SBT
Lane Group Flow (vph) 417 397 209 1126 1797
v/c Ratio 1.08 0.99 0.99 0.34 0.74
Control Delay 107.1 79.2 99.8 8.1 22.0
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 107.1 79.2 99.8 8.1 22.0
Queue Length 50th (ft) ~313 243 141 105 310
Queue Length 95th (ft) #510 #450 m#255 128 370
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 0.99 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 Reduced Project Site Plan - Pacific Specific Plan Project 3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 10/30/2023
Queues Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 481 179 179 32 242 103 107 21 116 1059 v/c Ratio 0.81 0.15 0.22 0.16 0.24 0.56 0.56 0.06 0.22 1.84 Control Delay 65.6 20.8 3.8 42.7 34.7 54.7 54.5 0.3 27.7 405.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 65.6 20.8 3.8 42.7 34.7 54.7 54.5 0.3 27.7 405.9 Queue Length 50th (ft) 152 28 2 19 48 66 69 0 55 ~987
Queue Length 95th (ft) m174 m36 m12 48 72 124 128 0 100 #1236 Internal Link Dist (ft) 279 1051 902 153
Turn Bay Length (ft) 100 160 140 170
Base Capacity (vph) 631 1156 801 194 1018 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 1.84 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.
m Volume for 95th percentile queue is metered by upstream signal.

Long-Term + Project AM Reduced Project Site Plan - Pacific Specific Plan Project 5: Las Posas Rd & La Mirada Dr 10/30/2023
Queues Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 88 21 47 42 74 31 566 42 116 982
v/c Ratio 0.38 0.05 0.10 0.18 0.23 0.18 0.39 0.06 0.45 0.53 Control Delay 40.1 26.6 0.4 36.7 13.9 39.4 24.1 0.1 39.6 20.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 40.1 26.6 0.4 36.7 13.9 39.4 24.1 0.1 39.6 20.2 Queue Length 50th (ft) 34 8 0 16 8 12 109 0 44 135
Queue Length 95th (ft) #115 26 0 59 41 49 227 0 #141 #450 Internal Link Dist (ft) 323 258 1033 1088
Turn Bay Length (ft) 110 110 120 250 250 480
Base Capacity (vph) 251 997 915 251 905 177 1652 810 310 1737 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.35 0.02 0.05 0.17 0.08 0.18 0.34 0.05 0.37 0.57 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Long-Term + Project AM Reduced Project Site Plan - Pacific Specific Plan Project 8: Las Posas Rd & Linda Vista Dr 10/30/2023
Queues Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 148 187 84 32 305 99 567 84 987
v/c Ratio 1.05 0.26 0.18 0.20 0.55 0.53 0.38 0.52 0.68
Control Delay 135.9 34.8 0.9 45.5 36.9 54.9 21.6 56.2 22.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 135.9 34.8 0.9 45.5 36.9 54.9 21.6 56.2 22.9 Queue Length 50th (ft) ~103 58 0 19 86 59 124 51 213
Queue Length 95th (ft) #227 77 0 49 107 #165 199 #139 330 Internal Link Dist (ft) 359 1014 1036 1033
Turn Bay Length (ft) 170 60 130 240 130
Base Capacity (vph) 141 955 549 159 984 188 1481 163 1457 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 1.05 0.20 0.15 0.20 0.31 0.53 0.38 0.52 0.68 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 Reduced Project Site Plan - Pacific Specific Plan Project 10: Las Posas Rd & San Marcos Blvd 10/30/2023
Queues Synchro 11 Report
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 401 1398 184 1735 220 102 102 82 136 173 533 v/c Ratio 0.89 0.71 0.74 1.08 0.27 0.76 0.34 0.23 0.67 0.57 0.80 Control Delay 75.0 25.5 78.1 87.2 3.6 90.2 56.4 3.6 73.6 63.3 43.7 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 75.0 25.9 78.1 87.2 3.6 90.2 56.4 3.6 73.6 63.3 43.7 Queue Length 50th (ft) 369 496 171 ~995 0 99 92 0 130 162 397 Queue Length 95th (ft) #697 579 #413 #1133 48 155 137 15 188 219 546 Internal Link Dist (ft) 868 1062 90 329
Turn Bay Length (ft) 240 250 670 240
Base Capacity (vph) 452 1982 248 1604 824 196 434 456 291 440 670 Starvation Cap Reductn 0 197 000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.89 0.78 0.74 1.08 0.27 0.52 0.24 0.18 0.47 0.39 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.

Long-Term + Project PM Reduced Project Site Plan - Pacific Specific Plan Project 1: Las Posas Rd & SR-78 WB On Ramp/SR-78 WB Off Ramp 10/30/2023 Queues Synchro 11 Report
Lane Group WBL WBT NBL NBT SBT
Lane Group Flow (vph) 192 212 474 2304 1599
v/c Ratio 0.71 0.83 0.89 0.62 0.83
Control Delay 58.0 68.1 42.4 4.8 34.5
Queue Delay 0.0 0.0 0.0 0.1 0.0
Total Delay 58.0 68.1 42.4 5.0 34.5
Queue Length 50th (ft) 134 144 302 211 369
Queue Length 95th (ft) 212 #248 m287 m210 #497
Internal Link Dist (ft) 140 584 143
Turn Bay Length (ft) 300
Base Capacity (vph) 319 299 584 3715 1935
Starvation Cap Reductn 0 0 0 428 0
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.60 0.71 0.81 0.70 0.83
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 Reduced Project Site Plan - Pacific Specific Plan Project 3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 10/30/2023
Queues Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 553 465 212 111 596 233 242 71 354 882 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 83.8 37.1 7.4 63.8 50.7 165.1 165.2 1.3 31.8 175.6 Queue Delay 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.2
Total Delay 83.8 37.1 7.4 63.8 50.9 165.1 165.2 1.3 31.8 175.8 Queue Length 50th (ft) ~218 129 44 76 147 ~208 ~216 0 198 ~774 Queue Length 95th (ft) m#270 m151 m56 #147 187 #372 #382 0 298 #1032 Internal Link Dist (ft) 279 1051 902 153
Turn Bay Length (ft) 100 160 140 170
Base Capacity (vph) 552 833 678 178 891 197 204 345 653 677 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 1.35 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 Reduced Project Site Plan - Pacific Specific Plan Project 5: Las Posas Rd & La Mirada Dr 10/30/2023
Queues Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 168 53 67 170 319 78 1163 106 234 756 v/c Ratio 0.90 0.19 0.17 0.69 0.83 0.61 0.89 0.15 0.87 0.46 Control Delay 97.9 42.8 0.9 66.0 42.7 75.2 45.2 0.5 78.9 22.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 97.9 42.8 0.9 66.0 42.7 75.2 45.2 0.5 78.9 22.9 Queue Length 50th (ft) 126 35 0 126 127 57 423 0 172 196 Queue Length 95th (ft) #291 70 0 #285 232 #138 #657 0 #358 301 Internal Link Dist (ft) 349 258 1033 1088
Turn Bay Length (ft) 110 110 120 250 250 480
Base Capacity (vph) 186 514 565 247 566 133 1305 684 270 1645 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.90 0.10 0.12 0.69 0.56 0.59 0.89 0.15 0.87 0.46 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Long-Term + Project PM Reduced Project Site Plan - Pacific Specific Plan Project 8: Las Posas Rd & Linda Vista Dr 10/30/2023
Queues Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 337 506 155 43 313 117 985 78 924 v/c Ratio 0.98 0.47 0.27 0.34 0.50 0.66 0.74 0.62 0.77
Control Delay 94.0 37.3 7.4 62.9 29.2 72.8 38.4 78.2 40.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 94.0 37.3 7.4 62.9 29.2 72.8 38.4 78.2 40.5 Queue Length 50th (ft) ~295 199 10 34 76 90 332 60 315
Queue Length 95th (ft) #517 212 55 73 103 #227 478 #160 443 Internal Link Dist (ft) 359 1014 1036 1033
Turn Bay Length (ft) 170 60 130 240 130
Base Capacity (vph) 345 1256 644 127 965 178 1330 125 1205 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.98 0.40 0.24 0.34 0.32 0.66 0.74 0.62 0.77 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 Reduced Project Site Plan - Pacific Specific Plan Project 10: Las Posas Rd & San Marcos Blvd 10/30/2023
Queues Synchro 11 Report
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 511 1875 333 1510 336 135 135 83 219 188 672 v/c Ratio 0.99 1.00 1.47 1.16 0.44 0.73 0.35 0.20 0.92 0.48 0.84 Control Delay 88.7 56.5 278.0 122.4 6.8 77.0 52.3 3.2 97.5 55.3 39.2 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 88.7 76.5 278.0 122.4 6.8 77.0 52.3 3.2 97.5 55.3 39.2 Queue Length 50th (ft) ~547 ~953 ~482 ~915 19 121 111 0 206 159 485 Queue Length 95th (ft) #785 #1140 #691 #1055 94 203 175 15 #346 236 664 Internal Link Dist (ft) 868 1062 90 329
Turn Bay Length (ft) 240 250 670 240
Base Capacity (vph) 518 1866 226 1304 763 208 434 461 266 440 801 Starvation Cap Reductn 0 101 000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.99 1.06 1.47 1.16 0.44 0.65 0.31 0.18 0.82 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 Pacific Specific Plan Project Alternative

ATTACHMENT E
NEAR-TERM & LONG-TERM + PROJECT

IMPROVEMENTS ANALYSIS WORKSHEETS
Near-Term + Project AM (Improvements) Reduced Project Site Plan - Pacific Project 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) 397 150 150 30 200 5 120 60 15 90 290 596 Future Volume (veh/h) 397 150 150 30 200 5 120 60 15 90 290 596 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 418 158 158 32 211 5 94 107 16 95 305 589 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 502 1100 661 115 1174 28 195 205 174 533 559 474 Arrive On Green 0.15 0.31 0.31 0.06 0.23 0.23 0.11 0.11 0.11 0.30 0.30 0.30 Sat Flow, veh/h 3456 3554 1575 1781 5132 121 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 418 158 158 32 140 76 94 107 16 95 305 589 Grp Sat Flow(s),veh/h/ln 1728 1777 1575 1781 1702 1849 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 11.8 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 11.8 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 502 1100 661 115 779 423 195 205 174 533 559 474 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 661 196 779 423 198 208 176 533 559 474 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) 0.60 0.60 0.60 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.5 24.9 18.7 44.5 31.0 31.0 41.8 42.0 40.0 26.0 29.4 35.0 Incr Delay (d2), s/veh 4.2 0.2 0.5 0.5 0.5 0.9 0.7 1.0 0.1 0.1 0.6 126.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.2 1.4 3.0 0.8 1.4 1.6 2.2 2.5 0.4 1.7 6.1 27.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.7 25.1 19.3 45.0 31.5 32.0 42.5 43.1 40.1 26.0 30.0 161.2 LnGrp LOS D C B DCCDDDCCF
Approach Vol, veh/h 734 248 217 989
Approach Delay, s/veh 35.6 33.4 42.6 107.7
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 19.2 29.7 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 13.8 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 68.6
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) Reduced Project Site Plan - Pacific Project 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) 84 15 45 20 15 40 29 438 30 100 702 91 Future Volume (veh/h) 84 15 45 20 15 40 29 438 30 100 702 91 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 88 16 47 21 16 42 31 461 32 105 739 96 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 317 73 215 71 56 146 73 982 435 151 1012 131 Arrive On Green 0.09 0.17 0.17 0.04 0.12 0.12 0.04 0.28 0.28 0.08 0.32 0.32 Sat Flow, veh/h 3456 418 1229 1781 454 1192 1781 3554 1576 1781 3162 411 Grp Volume(v), veh/h 88 0 63 21 0 58 31 461 32 105 415 420 Grp Sat Flow(s),veh/h/ln 1728 0 1647 1781 0 1645 1781 1777 1576 1781 1777 1796 Q Serve(g_s), s 1.4 0.0 1.9 0.7 0.0 1.8 1.0 6.2 0.9 3.3 12.0 12.0 Cycle Q Clear(g_c), s 1.4 0.0 1.9 0.7 0.0 1.8 1.0 6.2 0.9 3.3 12.0 12.0 Prop In Lane 1.00 0.75 1.00 0.72 1.00 1.00 1.00 0.23
Lane Grp Cap(c), veh/h 317 0 288 71 0 202 73 982 435 151 569 575 V/C Ratio(X) 0.28 0.00 0.22 0.30 0.00 0.29 0.43 0.47 0.07 0.70 0.73 0.73 Avail Cap(c_a), veh/h 509 0 914 262 0 913 188 1571 697 293 890 900 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 24.4 0.0 20.4 26.9 0.0 23.0 27.0 17.4 15.4 25.7 17.4 17.4 Incr Delay (d2), s/veh 0.5 0.0 0.4 2.3 0.0 0.8 3.9 0.4 0.1 5.7 1.8 1.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 0.7 0.3 0.0 0.7 0.5 2.2 0.3 1.5 4.3 4.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.9 0.0 20.8 29.2 0.0 23.8 31.0 17.7 15.5 31.3 19.2 19.2 LnGrp LOS C A C C A C C B B C B B
Approach Vol, veh/h 151 79 524 940
Approach Delay, s/veh 23.2 25.2 18.4 20.6
Approach LOS C C B C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.4 21.9 8.3 16.1 8.8 24.5 11.3 13.1 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 9.5 25.5 8.5 32.0 6.1 28.9 8.5 32.0 Max Q Clear Time (g_c+I1), s 5.3 8.2 2.7 3.9 3.0 14.0 3.4 3.8 Green Ext Time (p_c), s 0.1 2.6 0.0 0.3 0.0 4.2 0.1 0.3 Intersection Summary
HCM 6th Ctrl Delay 20.3
HCM 6th LOS C
Near-Term + Project AM (Improvements) Reduced Project Site Plan - Pacific Project 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) 83 220 20 26 381 21 25 31 10 15 65 140 Future Volume (veh/h) 83 220 20 26 381 21 25 31 10 15 65 140 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 89 237 22 28 410 23 27 33 11 16 70 151 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 134 572 53 59 521 29 57 265 88 36 98 211
Arrive On Green 0.08 0.34 0.34 0.03 0.30 0.30 0.03 0.20 0.20 0.02 0.19 0.19 Sat Flow, veh/h 1781 1685 156 1781 1754 98 1781 1342 447 1781 527 1136 Grp Volume(v), veh/h 89 0 259 28 0 433 27 0 44 16 0 221 Grp Sat Flow(s),veh/h/ln 1781 0 1842 1781 0 1853 1781 0 1790 1781 0 1662 Q Serve(g_s), s 2.1 0.0 4.7 0.7 0.0 9.4 0.7 0.0 0.9 0.4 0.0 5.5 Cycle Q Clear(g_c), s 2.1 0.0 4.7 0.7 0.0 9.4 0.7 0.0 0.9 0.4 0.0 5.5 Prop In Lane 1.00 0.08 1.00 0.05 1.00 0.25 1.00 0.68
Lane Grp Cap(c), veh/h 134 0 625 59 0 550 57 0 353 36 0 308 V/C Ratio(X) 0.66 0.00 0.41 0.48 0.00 0.79 0.47 0.00 0.12 0.44 0.00 0.72 Avail Cap(c_a), veh/h 207 0 793 207 0 798 203 0 734 203 0 682 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 19.7 0.0 11.1 20.8 0.0 14.2 20.9 0.0 14.5 21.3 0.0 16.8 Incr Delay (d2), s/veh 5.5 0.0 0.4 5.9 0.0 3.3 6.0 0.0 0.2 8.4 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 1.0 0.0 1.6 0.3 0.0 3.7 0.3 0.0 0.3 0.2 0.0 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.2 0.0 11.6 26.7 0.0 17.5 26.9 0.0 14.7 29.6 0.0 19.9 LnGrp LOS C A B C A B C A B C A B
Approach Vol, veh/h 348 461 71 237
Approach Delay, s/veh 15.1 18.0 19.3 20.6
Approach LOS B B B C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 5.9 19.4 5.9 12.6 7.8 17.5 5.4 13.2 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 5.1 18.9 5.0 18.0 5.1 18.9 5.0 18.0 Max Q Clear Time (g_c+I1), s 2.7 6.7 2.7 7.5 4.1 11.4 2.4 2.9 Green Ext Time (p_c), s 0.0 1.1 0.0 0.9 0.0 1.6 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 17.7
HCM 6th LOS B
Near-Term + Project AM (Improvements) Reduced Project Site Plan - Pacific Project 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) 118 144 48 10 181 52 72 327 30 68 416 342 Future Volume (veh/h) 118 144 48 10 181 52 72 327 30 68 416 342 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 127 155 52 11 195 56 77 352 32 73 447 368 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 143 496 161 42 246 209 99 1599 144 94 884 725 Arrive On Green 0.08 0.19 0.19 0.02 0.13 0.13 0.06 0.49 0.49 0.05 0.48 0.48 Sat Flow, veh/h 1781 2638 854 1781 1870 1585 1781 3291 297 1781 1831 1501 Grp Volume(v), veh/h 127 103 104 11 195 56 77 189 195 73 434 381 Grp Sat Flow(s),veh/h/ln 1781 1777 1715 1781 1870 1585 1781 1777 1812 1781 1777 1556 Q Serve(g_s), s 7.1 5.0 5.3 0.6 10.1 3.2 4.3 6.1 6.2 4.0 16.7 16.8 Cycle Q Clear(g_c), s 7.1 5.0 5.3 0.6 10.1 3.2 4.3 6.1 6.2 4.0 16.7 16.8 Prop In Lane 1.00 0.50 1.00 1.00 1.00 0.16 1.00 0.97
Lane Grp Cap(c), veh/h 143 334 323 42 246 209 99 863 880 94 858 751 V/C Ratio(X) 0.89 0.31 0.32 0.26 0.79 0.27 0.78 0.22 0.22 0.78 0.51 0.51 Avail Cap(c_a), veh/h 143 480 463 160 524 444 107 863 880 107 858 751 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 45.6 35.0 35.1 48.0 42.1 39.1 46.6 14.8 14.8 46.8 17.7 17.7 Incr Delay (d2), s/veh 44.8 0.5 0.6 3.2 5.6 0.7 28.5 0.6 0.6 24.7 1.9 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 4.9 2.2 2.2 0.3 5.0 1.3 2.6 2.4 2.5 2.4 6.6 5.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 90.4 35.5 35.7 51.2 47.7 39.8 75.1 15.4 15.4 71.5 19.6 19.9 LnGrp LOS F DDDDD EBBEBB
Approach Vol, veh/h 334 262 461 888
Approach Delay, s/veh 56.4 46.2 25.4 24.0
Approach LOS E D C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.8 55.1 8.4 24.8 12.0 54.8 14.0 19.2 Change Period (Y+Rc), s 6.5 6.5 6.0 6.0 6.5 6.5 6.0 6.0 Max Green Setting (Gmax), s 6.0 33.0 9.0 27.0 6.0 33.0 8.0 28.0 Max Q Clear Time (g_c+I1), s 6.0 8.2 2.6 7.3 6.3 18.8 9.1 12.1 Green Ext Time (p_c), s 0.0 2.0 0.0 1.1 0.0 4.2 0.0 1.1 Intersection Summary
HCM 6th Ctrl Delay 32.9
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Near-Term + Project PM (Improvements) Reduced Project Site Plan - Pacific Project 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) 477 400 190 100 510 15 270 160 60 310 290 483 Future Volume (veh/h) 477 400 190 100 510 15 270 160 60 310 290 483 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 482 404 192 101 515 15 218 240 61 313 293 455 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 540 994 625 170 1116 32 209 219 186 553 580 492 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 482 404 192 101 343 187 218 240 61 313 293 455 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 10.2 9.2 6.0 9.6 9.7 12.9 12.9 3.9 16.2 14.1 30.5 Cycle Q Clear(g_c), s 15.0 10.2 9.2 6.0 9.6 9.7 12.9 12.9 3.9 16.2 14.1 30.5 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 540 994 625 170 745 404 209 219 186 553 580 492 V/C Ratio(X) 0.89 0.41 0.31 0.59 0.46 0.46 1.04 1.09 0.33 0.57 0.50 0.93 Avail Cap(c_a), veh/h 556 994 625 180 745 404 209 219 186 622 653 553 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) 0.63 0.63 0.63 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 32.2 22.8 47.7 37.3 37.3 48.5 48.5 44.6 31.7 31.0 36.7 Incr Delay (d2), s/veh 11.2 0.8 0.8 3.0 2.0 3.8 74.2 88.2 0.4 0.4 0.3 19.4 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 7.3 4.5 4.3 2.8 4.2 4.8 10.0 11.4 1.5 7.0 6.4 14.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.7 33.0 23.6 50.7 39.4 41.1 122.7 136.7 45.0 32.1 31.3 56.1 LnGrp LOS E CCDDDFFDCCE
Approach Vol, veh/h 1078 631 519 1061
Approach Delay, s/veh 41.9 41.7 120.1 42.2
Approach LOS D D F D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.2 37.6 39.2 21.9 30.9 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 12.2 32.5 17.0 11.7 14.9 Green Ext Time (p_c), s 0.0 1.8 1.6 0.1 1.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 54.3
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) Reduced Project Site Plan - Pacific Project 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) 148 50 53 130 50 220 68 933 80 200 488 133 Future Volume (veh/h) 148 50 53 130 50 220 68 933 80 200 488 133 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 163 55 58 143 55 242 75 1025 88 220 536 146 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 254 159 167 174 65 285 98 1096 487 254 1094 297 Arrive On Green 0.07 0.19 0.19 0.10 0.21 0.21 0.05 0.31 0.31 0.14 0.40 0.40 Sat Flow, veh/h 3456 833 878 1781 302 1328 1781 3554 1577 1781 2763 749 Grp Volume(v), veh/h 163 0 113 143 0 297 75 1025 88 220 344 338 Grp Sat Flow(s),veh/h/ln 1728 0 1711 1781 0 1629 1781 1777 1577 1781 1777 1735 Q Serve(g_s), s 4.3 0.0 5.4 7.4 0.0 16.4 3.9 26.3 3.8 11.3 13.6 13.7 Cycle Q Clear(g_c), s 4.3 0.0 5.4 7.4 0.0 16.4 3.9 26.3 3.8 11.3 13.6 13.7 Prop In Lane 1.00 0.51 1.00 0.81 1.00 1.00 1.00 0.43
Lane Grp Cap(c), veh/h 254 0 326 174 0 350 98 1096 487 254 704 687 V/C Ratio(X) 0.64 0.00 0.35 0.82 0.00 0.85 0.77 0.93 0.18 0.87 0.49 0.49 Avail Cap(c_a), veh/h 397 0 583 186 0 538 120 1109 492 273 708 691 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 42.3 0.0 33.0 41.5 0.0 35.4 43.8 31.5 23.8 39.4 21.2 21.3 Incr Delay (d2), s/veh 2.7 0.0 0.6 23.4 0.0 7.7 21.0 14.0 0.2 23.2 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/ln 1.9 0.0 2.2 4.3 0.0 7.1 2.2 12.6 1.4 6.4 5.3 5.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.0 0.0 33.6 65.0 0.0 43.2 64.8 45.6 23.9 62.6 21.8 21.8 LnGrp LOS D A C E A D E D C E C C
Approach Vol, veh/h 276 440 1188 902
Approach Delay, s/veh 40.3 50.2 45.2 31.7
Approach LOS DDDC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 19.9 35.0 15.2 23.9 11.7 43.2 12.9 26.2 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 14.4 29.3 9.8 32.0 6.3 37.4 10.8 31.0 Max Q Clear Time (g_c+I1), s 13.3 28.3 9.4 7.4 5.9 15.7 6.3 18.4 Green Ext Time (p_c), s 0.1 0.7 0.0 0.6 0.0 3.8 0.2 1.4 Intersection Summary
HCM 6th Ctrl Delay 41.2
HCM 6th LOS D
Near-Term + Project PM (Improvements) Reduced Project Site Plan - Pacific Project 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) 230 661 50 30 291 25 40 65 36 22 42 104 Future Volume (veh/h) 230 661 50 30 291 25 40 65 36 22 42 104 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 242 696 53 32 306 26 42 68 38 23 44 109 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 300 805 61 62 573 49 76 169 95 48 64 157
Arrive On Green 0.17 0.47 0.47 0.03 0.34 0.34 0.04 0.15 0.15 0.03 0.14 0.14 Sat Flow, veh/h 1781 1712 130 1781 1700 144 1781 1114 623 1781 467 1158 Grp Volume(v), veh/h 242 0 749 32 0 332 42 0 106 23 0 153 Grp Sat Flow(s),veh/h/ln 1781 0 1842 1781 0 1844 1781 0 1737 1781 0 1625 Q Serve(g_s), s 7.4 0.0 20.7 1.0 0.0 8.3 1.3 0.0 3.1 0.7 0.0 5.1 Cycle Q Clear(g_c), s 7.4 0.0 20.7 1.0 0.0 8.3 1.3 0.0 3.1 0.7 0.0 5.1 Prop In Lane 1.00 0.07 1.00 0.08 1.00 0.36 1.00 0.71
Lane Grp Cap(c), veh/h 300 0 866 62 0 622 76 0 264 48 0 221 V/C Ratio(X) 0.81 0.00 0.86 0.52 0.00 0.53 0.55 0.00 0.40 0.48 0.00 0.69 Avail Cap(c_a), veh/h 472 0 1100 156 0 774 156 0 549 156 0 514 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 22.8 0.0 13.5 27.0 0.0 15.3 26.7 0.0 21.8 27.3 0.0 23.5 Incr Delay (d2), s/veh 5.6 0.0 6.0 6.5 0.0 0.7 6.2 0.0 1.0 7.4 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 8.4 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 28.4 0.0 19.5 33.5 0.0 16.0 32.9 0.0 22.8 34.7 0.0 27.3 LnGrp LOS C A B C A B C A C C A C
Approach Vol, veh/h 991 364 148 176
Approach Delay, s/veh 21.7 17.5 25.7 28.3
Approach LOS C B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.5 31.3 6.9 12.2 14.1 23.7 6.0 13.1 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 15.1 23.9 5.0 18.0 Max Q Clear Time (g_c+I1), s 3.0 22.7 3.3 7.1 9.4 10.3 2.7 5.1 Green Ext Time (p_c), s 0.0 4.1 0.0 0.6 0.3 1.6 0.0 0.4 Intersection Summary
HCM 6th Ctrl Delay 21.8
HCM 6th LOS C
Near-Term + Project PM (Improvements) Reduced Project Site Plan - Pacific Project 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) 273 411 94 35 153 98 79 736 30 58 571 178 Future Volume (veh/h) 273 411 94 35 153 98 79 736 30 58 571 178 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 294 442 101 38 165 92 85 791 32 62 614 191 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 243 572 130 100 222 187 97 1639 66 83 1228 381 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 2876 652 1781 1870 1573 1781 3479 141 1781 2653 824 Grp Volume(v), veh/h 294 272 271 38 165 92 85 404 419 62 411 394 Grp Sat Flow(s),veh/h/ln 1781 1777 1751 1781 1870 1573 1781 1777 1843 1781 1777 1700 Q Serve(g_s), s 15.0 15.9 16.2 2.3 9.4 6.0 5.2 17.1 17.1 3.8 17.8 17.8 Cycle Q Clear(g_c), s 15.0 15.9 16.2 2.3 9.4 6.0 5.2 17.1 17.1 3.8 17.8 17.8 Prop In Lane 1.00 0.37 1.00 1.00 1.00 0.08 1.00 0.48
Lane Grp Cap(c), veh/h 243 354 348 100 222 187 97 837 868 83 823 787 V/C Ratio(X) 1.21 0.77 0.78 0.38 0.74 0.49 0.87 0.48 0.48 0.75 0.50 0.50 Avail Cap(c_a), veh/h 243 533 525 146 459 386 97 837 868 97 823 787 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.86 0.86 0.86 Uniform Delay (d), s/veh 47.5 41.7 41.8 50.1 46.8 45.4 51.6 19.9 19.9 51.8 20.6 20.7 Incr Delay (d2), s/veh 126.6 3.8 4.2 2.4 4.8 2.0 53.4 2.0 1.9 20.7 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/ln 15.1 7.3 7.3 1.1 4.6 2.5 3.7 7.0 7.3 2.1 7.3 7.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 174.1 45.4 46.0 52.4 51.7 47.4 105.0 21.9 21.8 72.5 22.5 22.6 LnGrp LOS F DDDDDFCCECC
Approach Vol, veh/h 837 295 908 867
Approach Delay, s/veh 90.8 50.4 29.6 26.1
Approach LOS F D C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.6 58.3 12.2 27.9 12.5 57.4 21.0 19.1 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), s 6.0 37.0 9.0 33.0 6.0 37.0 15.0 27.0 Max Q Clear Time (g_c+I1), s 5.8 19.1 4.3 18.2 7.2 19.8 17.0 11.4 Green Ext Time (p_c), s 0.0 4.4 0.0 2.9 0.0 4.4 0.0 1.0 Intersection Summary
HCM 6th Ctrl Delay 48.3
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Long-Term + Project AM (Improvements) Reduced Project Site Plan - Pacific Project 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) 457 170 170 30 230 0 140 60 20 110 320 686 Future Volume (veh/h) 457 170 170 30 230 0 140 60 20 110 320 686 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 481 179 179 32 242 0 105 122 21 116 337 684 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 570 1064 645 115 1017 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 481 179 179 32 242 0 105 122 21 116 337 684 Grp Sat Flow(s),veh/h/ln 1728 1777 1574 1781 1702 0 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 13.5 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 13.5 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 570 1064 645 115 1017 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 1.40 Avail Cap(c_a), veh/h 743 1064 645 196 1017 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 40.5 25.8 19.7 44.5 33.7 0.0 42.1 42.4 40.1 25.5 29.1 34.5 Incr Delay (d2), s/veh 3.7 0.2 0.5 0.5 0.6 0.0 1.5 3.2 0.1 0.1 1.0 190.6 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 6.0 1.6 3.4 0.8 1.7 0.0 2.5 3.0 0.5 2.0 6.9 37.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.2 26.0 20.2 45.0 34.2 0.0 43.6 45.5 40.3 25.6 30.1 225.1 LnGrp LOS DCCDCADDDCCF
Approach Vol, veh/h 839 274 248 1137
Approach Delay, s/veh 35.2 35.5 44.3 147.0
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 21.2 26.7 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 15.5 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 87.0
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.

Long-Term + Project AM (Improvements) Reduced Project Site Plan - Pacific Project 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) 84 20 45 40 20 50 29 538 40 110 832 101 Future Volume (veh/h) 84 20 45 40 20 50 29 538 40 110 832 101 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 88 21 47 42 21 53 31 566 42 116 876 106 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 305 74 165 118 57 144 71 1098 487 150 1127 136 Arrive On Green 0.09 0.14 0.14 0.07 0.12 0.12 0.04 0.31 0.31 0.08 0.35 0.35 Sat Flow, veh/h 3456 513 1148 1781 468 1180 1781 3554 1577 1781 3191 386 Grp Volume(v), veh/h 88 0 68 42 0 74 31 566 42 116 488 494 Grp Sat Flow(s),veh/h/ln 1728 0 1661 1781 0 1648 1781 1777 1577 1781 1777 1800 Q Serve(g_s), s 1.5 0.0 2.3 1.4 0.0 2.6 1.1 8.1 1.2 3.9 15.1 15.1 Cycle Q Clear(g_c), s 1.5 0.0 2.3 1.4 0.0 2.6 1.1 8.1 1.2 3.9 15.1 15.1 Prop In Lane 1.00 0.69 1.00 0.72 1.00 1.00 1.00 0.21
Lane Grp Cap(c), veh/h 305 0 239 118 0 201 71 1098 487 150 627 636 V/C Ratio(X) 0.29 0.00 0.28 0.35 0.00 0.37 0.43 0.52 0.09 0.77 0.78 0.78 Avail Cap(c_a), veh/h 475 0 860 245 0 853 176 1455 646 280 831 842 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 26.3 0.0 23.6 27.6 0.0 24.9 29.0 17.5 15.2 27.7 17.8 17.8 Incr Delay (d2), s/veh 0.5 0.0 0.6 1.8 0.0 1.1 4.1 0.4 0.1 8.2 3.4 3.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 0.9 0.6 0.0 1.0 0.5 2.8 0.4 1.8 5.7 5.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.9 0.0 24.3 29.4 0.0 26.1 33.1 17.9 15.2 35.9 21.2 21.2 LnGrp LOS C A C C A C C B B D C C
Approach Vol, veh/h 156 116 639 1098
Approach Delay, s/veh 25.7 27.3 18.5 22.8
Approach LOS C C B C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.7 25.1 10.1 14.9 9.0 27.8 11.5 13.5 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 9.7 25.3 8.5 32.0 6.1 28.9 8.5 32.0 Max Q Clear Time (g_c+I1), s 5.9 10.1 3.4 4.3 3.1 17.1 3.5 4.6 Green Ext Time (p_c), s 0.1 3.1 0.0 0.3 0.0 4.5 0.1 0.4 Intersection Summary
HCM 6th Ctrl Delay 21.9
HCM 6th LOS C
Long-Term + Project AM (Improvements) Reduced Project Site Plan - Pacific Project 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) 93 230 20 31 401 21 30 31 10 15 75 150 Future Volume (veh/h) 93 230 20 31 401 21 30 31 10 15 75 150 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 100 247 22 33 431 23 32 33 11 16 81 161 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 139 580 52 66 532 28 65 286 95 36 110 218
Arrive On Green 0.08 0.34 0.34 0.04 0.30 0.30 0.04 0.21 0.21 0.02 0.20 0.20 Sat Flow, veh/h 1781 1692 151 1781 1760 94 1781 1342 447 1781 558 1109 Grp Volume(v), veh/h 100 0 269 33 0 454 32 0 44 16 0 242 Grp Sat Flow(s),veh/h/ln 1781 0 1843 1781 0 1853 1781 0 1790 1781 0 1667 Q Serve(g_s), s 2.6 0.0 5.2 0.8 0.0 10.5 0.8 0.0 0.9 0.4 0.0 6.3 Cycle Q Clear(g_c), s 2.6 0.0 5.2 0.8 0.0 10.5 0.8 0.0 0.9 0.4 0.0 6.3 Prop In Lane 1.00 0.08 1.00 0.05 1.00 0.25 1.00 0.67
Lane Grp Cap(c), veh/h 139 0 632 66 0 560 65 0 381 36 0 328 V/C Ratio(X) 0.72 0.00 0.43 0.50 0.00 0.81 0.49 0.00 0.12 0.45 0.00 0.74 Avail Cap(c_a), veh/h 195 0 749 195 0 753 191 0 693 191 0 645 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 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 21.0 0.0 11.8 22.0 0.0 15.0 22.0 0.0 14.8 22.5 0.0 17.6 Incr Delay (d2), s/veh 7.4 0.0 0.5 5.6 0.0 4.9 5.7 0.0 0.1 8.5 0.0 3.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 0.0 1.8 0.4 0.0 4.4 0.4 0.0 0.3 0.2 0.0 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.4 0.0 12.2 27.6 0.0 19.9 27.7 0.0 14.9 31.1 0.0 20.8 LnGrp LOS C A B C A B C A B C A C
Approach Vol, veh/h 369 487 76 258
Approach Delay, s/veh 16.6 20.4 20.3 21.5
Approach LOS B C C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.2 20.5 6.2 13.6 8.1 18.6 5.4 14.4 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 5.1 18.9 5.0 18.0 5.1 18.9 5.0 18.0 Max Q Clear Time (g_c+I1), s 2.8 7.2 2.8 8.3 4.6 12.5 2.4 2.9 Green Ext Time (p_c), s 0.0 1.2 0.0 0.9 0.0 1.5 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 19.5
HCM 6th LOS B
Long-Term + Project AM (Improvements) Reduced Project Site Plan - Pacific Project 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) 138 174 78 30 221 62 92 477 50 78 536 382 Future Volume (veh/h) 138 174 78 30 221 62 92 477 50 78 536 382 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 148 187 84 32 238 67 99 513 54 84 576 411 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 143 442 191 94 292 247 107 1471 154 107 889 634 Arrive On Green 0.08 0.18 0.18 0.05 0.16 0.16 0.06 0.45 0.45 0.06 0.45 0.45 Sat Flow, veh/h 1781 2415 1043 1781 1870 1585 1781 3240 340 1781 1957 1397 Grp Volume(v), veh/h 148 136 135 32 238 67 99 281 286 84 523 464 Grp Sat Flow(s),veh/h/ln 1781 1777 1681 1781 1870 1585 1781 1777 1803 1781 1777 1577 Q Serve(g_s), s 8.0 6.8 7.2 1.7 12.3 3.7 5.5 10.2 10.3 4.7 22.8 22.8 Cycle Q Clear(g_c), s 8.0 6.8 7.2 1.7 12.3 3.7 5.5 10.2 10.3 4.7 22.8 22.8 Prop In Lane 1.00 0.62 1.00 1.00 1.00 0.19 1.00 0.89
Lane Grp Cap(c), veh/h 143 325 307 94 292 247 107 807 819 107 807 716 V/C Ratio(X) 1.04 0.42 0.44 0.34 0.82 0.27 0.93 0.35 0.35 0.79 0.65 0.65 Avail Cap(c_a), veh/h 143 480 454 160 524 444 107 807 819 107 807 716 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 0.84 0.84 0.84 Uniform Delay (d), s/veh 46.0 36.1 36.3 45.7 40.8 37.2 46.8 17.7 17.7 46.4 21.1 21.1 Incr Delay (d2), s/veh 86.0 0.9 1.0 2.1 5.5 0.6 63.9 1.2 1.2 27.0 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 6.9 3.0 3.0 0.8 6.1 1.5 4.3 4.1 4.2 2.8 9.4 8.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 132.0 37.0 37.3 47.8 46.4 37.8 110.7 18.9 18.9 73.3 24.5 24.9 LnGrp LOS F DDDDDFBBECC
Approach Vol, veh/h 419 337 666 1071
Approach Delay, s/veh 70.6 44.8 32.5 28.5
Approach LOS E D C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.5 51.9 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 6.7 12.3 3.7 9.2 7.5 24.8 10.0 14.3 Green Ext Time (p_c), s 0.0 3.0 0.0 1.4 0.0 3.8 0.0 1.3 Intersection Summary
HCM 6th Ctrl Delay 38.9
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Long-Tem + Project PM (Improvements) Reduced Project Site Plan - Pacific Project 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) 547 460 210 110 580 10 300 170 70 350 320 553 Future Volume (veh/h) 547 460 210 110 580 10 300 170 70 350 320 553 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 553 465 212 111 586 10 238 264 71 354 323 526 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 556 864 567 172 924 16 209 219 186 616 647 548 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 1870 1585 Grp Volume(v), veh/h 553 465 212 111 385 211 238 264 71 354 323 526 Grp Sat Flow(s),veh/h/ln 1728 1777 1569 1781 1702 1854 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 17.6 12.5 11.0 6.6 11.5 11.6 12.9 12.9 4.6 17.8 15.0 35.7 Cycle Q Clear(g_c), s 17.6 12.5 11.0 6.6 11.5 11.6 12.9 12.9 4.6 17.8 15.0 35.7 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 556 864 567 172 608 331 209 219 186 616 647 548 V/C Ratio(X) 0.99 0.54 0.37 0.64 0.63 0.64 1.14 1.20 0.38 0.57 0.50 0.96 Avail Cap(c_a), veh/h 556 864 567 180 608 331 209 219 186 622 653 553 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 36.3 26.0 47.9 41.8 41.8 48.5 48.5 44.9 29.4 28.5 35.2 Incr Delay (d2), s/veh 20.6 0.8 0.6 5.4 5.0 9.0 104.8 126.7 0.5 0.8 0.2 28.0 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 9.1 5.5 5.1 3.2 5.2 6.1 11.8 13.7 1.8 7.7 6.7 17.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.7 37.1 26.6 53.3 46.8 50.8 153.4 175.2 45.3 30.2 28.7 63.2 LnGrp LOS E DCDDDFFDCCE
Approach Vol, veh/h 1230 707 573 1203
Approach Delay, s/veh 48.6 49.0 150.1 44.2
Approach LOS D D F D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.3 33.5 43.1 22.4 26.5 18.0
Change Period (Y+Rc), s * 4.7 6.8 5.1 * 4.7 6.8 5.1
Max Green Setting (Gmax), s * 11 25.9 38.4 * 18 19.3 12.9 Max Q Clear Time (g_c+I1), s 8.6 14.5 37.7 19.6 13.6 14.9 Green Ext Time (p_c), s 0.0 2.0 0.3 0.0 1.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 62.9
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-Tem + Project PM (Improvements) Reduced Project Site Plan - Pacific Project 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) 158 50 63 160 60 240 73 1093 100 220 568 143 Future Volume (veh/h) 158 50 63 160 60 240 73 1093 100 220 568 143 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 168 53 67 170 64 229 78 1163 106 234 604 152 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 231 121 153 198 73 263 100 1286 571 262 1275 320 Arrive On Green 0.07 0.16 0.16 0.11 0.21 0.21 0.06 0.36 0.36 0.15 0.45 0.45 Sat Flow, veh/h 3456 750 948 1781 358 1280 1781 3554 1578 1781 2814 707 Grp Volume(v), veh/h 168 0 120 170 0 293 78 1163 106 234 381 375 Grp Sat Flow(s),veh/h/ln 1728 0 1698 1781 0 1638 1781 1777 1578 1781 1777 1743 Q Serve(g_s), s 5.3 0.0 7.2 10.5 0.0 19.4 4.8 34.8 5.1 14.5 16.7 16.8 Cycle Q Clear(g_c), s 5.3 0.0 7.2 10.5 0.0 19.4 4.8 34.8 5.1 14.5 16.7 16.8 Prop In Lane 1.00 0.56 1.00 0.78 1.00 1.00 1.00 0.41
Lane Grp Cap(c), veh/h 231 0 273 198 0 336 100 1286 571 262 805 790 V/C Ratio(X) 0.73 0.00 0.44 0.86 0.00 0.87 0.78 0.90 0.19 0.89 0.47 0.47 Avail Cap(c_a), veh/h 364 0 484 207 0 485 234 1363 605 278 805 790 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 42.5 49.0 0.0 43.1 52.2 33.9 24.5 46.9 21.4 21.4 Incr Delay (d2), s/veh 4.3 0.0 1.1 27.7 0.0 11.5 12.1 8.5 0.2 27.2 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 2.4 0.0 3.1 6.1 0.0 8.8 2.4 15.6 1.9 8.2 6.6 6.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.6 0.0 43.6 76.6 0.0 54.6 64.3 42.4 24.6 74.2 21.8 21.8 LnGrp LOS E A D E A D E D C E C C
Approach Vol, veh/h 288 463 1347 990
Approach Delay, s/veh 50.6 62.7 42.3 34.2
Approach LOS D E D C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 23.0 46.6 18.5 24.0 12.8 56.8 13.5 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 14.7 45.8 11.8 33.2 Max Q Clear Time (g_c+I1), s 16.5 36.8 12.5 9.2 6.8 18.8 7.3 21.4 Green Ext Time (p_c), s 0.1 3.8 0.0 0.6 0.1 4.6 0.2 1.3 Intersection Summary
HCM 6th Ctrl Delay 43.5
HCM 6th LOS D
Long-Tem + Project PM (Improvements) Reduced Project Site Plan - Pacific Project 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) 250 711 50 30 321 25 40 75 41 22 52 104 Future Volume (veh/h) 250 711 50 30 321 25 40 75 41 22 52 104 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 263 748 53 32 338 26 42 79 43 23 55 109 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 319 838 59 61 586 45 75 175 95 47 77 153
Arrive On Green 0.18 0.49 0.49 0.03 0.34 0.34 0.04 0.16 0.16 0.03 0.14 0.14 Sat Flow, veh/h 1781 1722 122 1781 1715 132 1781 1126 613 1781 550 1090 Grp Volume(v), veh/h 263 0 801 32 0 364 42 0 122 23 0 164 Grp Sat Flow(s),veh/h/ln 1781 0 1844 1781 0 1846 1781 0 1739 1781 0 1640 Q Serve(g_s), s 8.6 0.0 23.9 1.1 0.0 9.8 1.4 0.0 3.9 0.8 0.0 5.8 Cycle Q Clear(g_c), s 8.6 0.0 23.9 1.1 0.0 9.8 1.4 0.0 3.9 0.8 0.0 5.8 Prop In Lane 1.00 0.07 1.00 0.07 1.00 0.35 1.00 0.66
Lane Grp Cap(c), veh/h 319 0 897 61 0 631 75 0 270 47 0 230 V/C Ratio(X) 0.82 0.00 0.89 0.52 0.00 0.58 0.56 0.00 0.45 0.49 0.00 0.71 Avail Cap(c_a), veh/h 474 0 1035 147 0 698 147 0 517 147 0 487 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 23.9 0.0 14.1 28.7 0.0 16.3 28.5 0.0 23.2 29.1 0.0 24.9 Incr Delay (d2), s/veh 7.3 0.0 9.1 6.7 0.0 1.0 6.5 0.0 1.2 7.6 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 4.0 0.0 10.4 0.5 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 31.2 0.0 23.2 35.5 0.0 17.3 35.0 0.0 24.4 36.7 0.0 29.0 LnGrp LOS C A C D A B C A C D A C
Approach Vol, veh/h 1064 396 164 187
Approach Delay, s/veh 25.2 18.8 27.1 29.9
Approach LOS C B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.6 34.0 7.0 13.0 15.4 25.2 6.1 13.9 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 16.1 22.9 5.0 18.0 Max Q Clear Time (g_c+I1), s 3.1 25.9 3.4 7.8 10.6 11.8 2.8 5.9 Green Ext Time (p_c), s 0.0 3.6 0.0 0.6 0.4 1.6 0.0 0.4 Intersection Summary
HCM 6th Ctrl Delay 24.4
HCM 6th LOS C
Long-Tem + Project PM (Improvements) Reduced Project Site Plan - Pacific Project 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) 313 471 144 40 173 118 109 866 50 73 661 198 Future Volume (veh/h) 313 471 144 40 173 118 109 866 50 73 661 198 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 337 506 155 43 186 114 117 931 54 78 711 213 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 292 638 194 99 243 204 113 1555 90 90 1187 355 Arrive On Green 0.16 0.24 0.24 0.06 0.13 0.13 0.06 0.46 0.46 0.05 0.44 0.44 Sat Flow, veh/h 1781 2681 817 1781 1870 1574 1781 3410 198 1781 2678 802 Grp Volume(v), veh/h 337 334 327 43 186 114 117 485 500 78 472 452 Grp Sat Flow(s),veh/h/ln 1781 1777 1721 1781 1870 1574 1781 1777 1831 1781 1777 1704 Q Serve(g_s), s 20.5 22.1 22.3 2.9 12.0 8.5 7.9 25.5 25.5 5.4 25.2 25.2 Cycle Q Clear(g_c), s 20.5 22.1 22.3 2.9 12.0 8.5 7.9 25.5 25.5 5.4 25.2 25.2 Prop In Lane 1.00 0.47 1.00 1.00 1.00 0.11 1.00 0.47
Lane Grp Cap(c), veh/h 292 423 409 99 243 204 113 810 835 90 787 755 V/C Ratio(X) 1.15 0.79 0.80 0.43 0.77 0.56 1.04 0.60 0.60 0.87 0.60 0.60 Avail Cap(c_a), veh/h 292 625 606 128 486 409 113 810 835 90 787 755 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 0.82 0.82 0.82 Uniform Delay (d), s/veh 52.3 44.7 44.8 57.1 52.6 51.0 58.6 25.4 25.4 58.9 26.4 26.4 Incr Delay (d2), s/veh 100.8 4.2 4.6 2.9 5.0 2.4 95.8 3.3 3.2 47.8 2.8 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/ln 17.3 10.2 10.0 1.4 6.0 3.5 6.5 11.0 11.3 3.6 10.7 10.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 153.1 48.9 49.4 60.0 57.6 53.4 154.3 28.7 28.6 106.7 29.1 29.3 LnGrp LOS F D D E E D F C C F C C
Approach Vol, veh/h 998 343 1102 1002
Approach Delay, s/veh 84.2 56.5 42.0 35.2
Approach LOS F E D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.8 63.5 13.0 35.7 14.4 61.9 26.5 22.2 Change Period (Y+Rc), s 6.5 6.5 6.0 6.0 6.5 6.5 6.0 6.0 Max Green Setting (Gmax), s 6.3 40.7 9.0 44.0 7.9 39.1 20.5 32.5 Max Q Clear Time (g_c+I1), s 7.4 27.5 4.9 24.3 9.9 27.2 22.5 14.0 Green Ext Time (p_c), s 0.0 4.8 0.0 4.1 0.0 4.3 0.0 1.3 Intersection Summary
HCM 6th Ctrl Delay 53.7
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Near-Term + Project AM (Improvements) Reduced Project Site Plan - Pacific Project 3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 10/30/2023
Queues Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 418 158 158 32 216 93 96 16 95 305 627 v/c Ratio 0.72 0.11 0.18 0.16 0.15 0.50 0.50 0.05 0.24 0.72 0.82 Control Delay 62.0 18.9 3.8 42.7 29.9 51.7 51.3 0.3 31.0 44.7 15.9 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 62.0 18.9 3.8 42.7 29.9 51.7 51.3 0.3 31.0 44.7 15.9 Queue Length 50th (ft) 147 24 0 19 38 60 62 0 49 179 54 Queue Length 95th (ft) m152 m33 m11 48 66 113 116 0 85 248 189 Internal Link Dist (ft) 279 1051 902 153
Turn Bay Length (ft) 100 160 140 170
Base Capacity (vph) 662 1401 888 194 1397 188 195 354 529 557 841 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.63 0.11 0.18 0.16 0.15 0.49 0.49 0.05 0.18 0.55 0.75 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Near-Term + Project PM (Improvements) Reduced Project Site Plan - Pacific Project 3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 10/30/2023
Queues Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 482 404 192 101 530 213 222 61 313 293 488 v/c Ratio 0.84 0.42 0.23 0.57 0.51 0.68 0.68 0.14 0.72 0.64 0.76 Control Delay 63.9 33.5 5.5 60.5 41.9 54.8 54.5 0.7 47.2 42.9 19.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 Total Delay 63.9 33.5 5.5 60.5 41.9 54.8 54.5 0.7 47.2 42.9 19.2 Queue Length 50th (ft) 187 106 40 69 129 145 150 0 204 187 98 Queue Length 95th (ft) m#267 m153 m71 126 166 #320 #330 0 265 244 200 Internal Link Dist (ft) 279 1051 902 153
Turn Bay Length (ft) 100 160 140 170
Base Capacity (vph) 584 967 837 178 1059 314 326 442 617 650 771 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 0000000000 1 2
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.83 0.42 0.23 0.57 0.50 0.68 0.68 0.14 0.51 0.45 0.64 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 (Improvements) Reduced Project Site Plan - Pacific Project 3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 10/30/2023
Queues Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 481 179 179 32 242 103 107 21 116 337 722 v/c Ratio 0.75 0.14 0.21 0.16 0.21 0.56 0.56 0.06 0.26 0.71 0.91 Control Delay 55.0 19.9 3.7 42.7 34.2 54.7 54.5 0.3 29.4 41.6 26.3 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 55.0 19.9 3.7 42.7 34.2 54.7 54.5 0.3 29.4 41.6 26.3 Queue Length 50th (ft) 158 28 2 19 47 66 69 0 57 188 129 Queue Length 95th (ft) m141 m36 m12 48 77 124 128 0 99 272 #368 Internal Link Dist (ft) 279 1051 902 153
Turn Bay Length (ft) 100 160 140 170
Base Capacity (vph) 738 1309 859 194 1174 184 190 352 546 575 849 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.65 0.14 0.21 0.16 0.21 0.56 0.56 0.06 0.21 0.59 0.85 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-Tem + Project PM (Improvements) Reduced Project Site Plan - Pacific Project 3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 10/30/2023
Queues Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 553 465 212 111 596 233 242 71 354 323 559 v/c Ratio 0.91 0.55 0.26 0.62 0.73 0.72 0.72 0.16 0.74 0.64 0.84 Control Delay 67.1 35.4 5.9 63.8 49.3 57.4 56.9 0.7 45.4 40.5 26.4 Queue Delay 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0.3 Total Delay 67.1 35.4 5.9 63.8 49.5 57.4 56.9 0.7 45.4 40.5 26.7 Queue Length 50th (ft) ~218 129 44 76 147 161 167 0 228 202 163 Queue Length 95th (ft) m#270 m151 m56 #147 187 #372 #382 0 298 265 283 Internal Link Dist (ft) 279 1051 902 153
Turn Bay Length (ft) 100 160 140 170
Base Capacity (vph) 606 850 812 178 891 325 337 452 617 650 766 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 0000 3 300000 2 2
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.91 0.55 0.26 0.62 0.69 0.72 0.72 0.16 0.57 0.50 0.75 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.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Reduced Pacific Specific Plan Project Alternative

ATTACHMENT F

SIGNAL WARRANT WORKSHEETS

Major Street    (both
approaches)
Minor Street
(higher approach)
Minor Street
(lower approach)
Total
Entering
AM 751 220 66 1,037
PM 1,287 168 141 1,596
Opening Year 2025 + Project
Peak Hour
Intersection Information
Delay on stop-controlled approach: 25.9 sec/veh
Total entering volumes: 1037 vehicles
Vehicles on stop-controlled approach: 220 vehicles
Number of lanes on stop-controlled approach: 1 Lanes
Total number of approaches: 4 approaches
PART 1
Vehicle Hours of Delay: 1.6 hours
Part Satisfied? No
PART 2
Vehicles on stop controlled approach: 220 vehicles
Part Satisfied? Yes
PART 3
Total entering volumes: 1037 vehicles
Part Satisfied? Yes
Warrant Satisfied? No
Volume entering intersection equals or exceeds 650 vph for intersections with three approaches or 800 vph for intersections with four or more approaches?
Warrant 3 Part A - Peak Hour Delay Warrant
Linda Vista Drive / S. Pacific Street
Opening Year 2025 + Project AM
Do total vehicle hours of delay equal or exceed four hours for a one lane approach or five hours for a two or more lane approach? Volume on minor street equals or exceeds 100 vph for a one lane approach or 150 vph for a two lane approach?
Intersection Information
Delay on stop-controlled approach: 151.6 sec/veh
Total entering volumes: 1596 vehicles
Vehicles on stop-controlled approach: 168 vehicles
Number of lanes on stop-controlled approach: 1 Lanes
Total number of approaches: 4 approaches
PART 1
Vehicle Hours of Delay: 7.1 hours
Part Satisfied? Yes
PART 2
Vehicles on stop controlled approach: 168 vehicles
Part Satisfied? Yes
PART 3
Total entering volumes: 1596 vehicles
Part Satisfied? Yes
Warrant Satisfied? Yes
Volume entering intersection equals or exceeds 650 vph for intersections with three approaches or 800 vph for intersections with four or more approaches?
Warrant 3 Part A - Peak Hour Delay Warrant
Linda Vista Drive / S. Pacific Street
Opening Year 2025 + Project PM
Do total vehicle hours of delay equal or exceed four hours for a one lane approach or five hours for a two or more lane approach? Volume on minor street equals or exceeds 100 vph for a one lane approach or 150 vph for a two lane approach?
AM Peak Hour
751, 220 PM Peak Hour
1287, 168
0 100
200
300
400
500
600
700
800
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800

MINOR STREET VOLUME

MAJOR STREET VOLUME
Linda Vista Drive / S. Pacific Street
Figure 4C-3, Warrant 3, Peak Hour
Opening Year 2025 + Project Volumes