San Marcos City Council
June 25, 2024

ATTACHMENT D

ENVIRONMENTAL IMPACT REPORT
APPENDIX I-1

LOCAL TRANSPORTATION ANALYSIS
APPENDIX I-1
Local Transportation Analysis

Prepared For Prepared By
Hughes SMCC, LCC
546 S Pacific Street
San Marcos, CA 90278
CR Associates
3900 Fifth Avenue, Suite 310
San Diego, CA 92103

HUGHES CIRCUITS
DECEMBER 2023
FINAL
Local Transportation Analysis
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Executive Summary
Project Setting and Description
The Hughes Circuits project (the “Project”) proposes to construct a building with 8,000 square feet (SF) of offices, 44,410 SF of warehouse, and 15,000 SF of manufacturing. The Project is located along South Pacific Street, approximately 800 feet south of the South Pacific Street & Linda Vista Drive intersection in the City of San Marcos (the “City”). The project site is currently vacant and designated as light industrial use. Per the City’s General Plan and Zoning Ordinance, the Project’s proposed land uses are permitted. The expected opening year of the Project is Year 2024.

Project site access will be provided via the following four new project driveways:
 Project Driveway #1 – This new, full-access driveway will be located along the east side of South Pacific Street to the west of the project site. This driveway will be a new side-street stop-controlled intersection with South Pacific Street as the uncontrolled approach and the project driveway as the stop-controlled approach.
 Project Driveway #2 – This new, full-access driveway will be located along the north side of South Pacific Street to the south of the project site. This driveway will be a new side-street stop-controlled intersection with South Pacific Street as the uncontrolled approach and the project driveway as the stop-controlled approach.

Additionally, the Project will implement Class II bicycle facilities along South Pacific Street between Linda Vista Drive and West San Marcos Boulevard. Per the City of San Marcos Draft Active Transportation Plan1, this segment of South Pacific Street has an ultimate classification of Class II Buffered Bike Lane. Therefore, the proposed bicycle facility will have a 1 ½-foot buffer where onstreet parking is allowed and a 3-foot buffer where on-street parking is prohibited.

Based on the preliminary review of the project site plan, the Project would not conflict with existing or planned transit, bicycle, or pedestrian facilities. The Project will reconstruct curb ramps located along project driveways, including detectable surface warning tactiles (yellow truncated domes).

Implementation of the above should enhance the overall bicycle and pedestrian environment.

The Project is acting as an “expansion” of the existing Hughes Circuits facility located across the street from the project site, with similar operations except the Project will operate with two shifts instead of three (two 8-hour shifts, 5 days a week). Therefore, a trip generation study was conducted at the existing Hughes Circuits facility. Driveway counts were collected over a three-day period (Tuesday, March 1, Wednesday, March 2, and Thursday, March 3) to determine daily traffic and peak hour trip generation rates for the Project.

The Project is anticipated to generate a net total of 348 daily trips, including 38 trips (32-in/6-out) during the AM peak hour and 43 (9-in/34-out) during the PM peak hour. 1 San Marcos Active Transportation Plan
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ES- 2
The following roadway segments and intersections were included for analysis:

Roadway Segments
 South Pacific Street, between Linda Vista Drive and West San Marcos Boulevard  Linda Vista Drive, between South Rancho Santa Fe Road and South Pacific Street  Linda Vista Drive, between South Pacific Street and South Las Posas Road Intersections

1. South Pacific Street & Linda Vista Drive

2. South Pacific Street & West San Marcos Boulevard

3. South Pacific Street & Project Driveway #1

4. Project Driveway #2 & South Pacific Street
LOS Deficiencies and Improvement Requirements
Determination of the Need for Off-Site Improvements to Accommodate Project Traffic – Near-Term Year 2024 with Project Conditions
Roadway Segment Analysis
No improvements required.

Intersection Analysis
The implementation of the Project would have an adverse effect on traffic operations at the following study intersection:
 South Pacific Street & Linda Vista Drive – Implementation of the Project would add more than 2.0 seconds of delay to this intersection already operating at LOS F during the PM peak hour. To improve traffic conditions, the Project shall pay a fair share contribution towards the construction of a traffic signal at this intersection.

However, based on the traffic volumes projected under Near-Term Year 2024, this intersection would not meet the requirements (traffic signal warrant) for the installation of a traffic signal. Therefore, it is not recommended to construct this traffic signal under Near-Term Year 2024 conditions.

Determination of the Need for Off-Site Improvements to Accommodate Project Traffic – Horizon Year 2050 with Project Conditions
Roadway Segment Analysis
The implementation of the Project would have an adverse effect on traffic operations at the following study roadway segments:
 South Pacific Street, between Linda Vista Drive and Project Driveway #1  South Pacific Street, between Project Driveway #2 and West San Marcos Boulevard However, daily roadway LOS is typically used only at the planning level and does not necessarily indicate true roadway operations. Therefore, to determine if the identified roadway segments operate at acceptable levels during peak times (worst case), peak hour arterial analyses were conducted to better understand the actual travel flow along the roadways. Roadway segments in C R
Hughes Circuits
Local Transportation Analysis
ES- 3
which the peak hour arterial LOS, as well as the intersection LOS at either end of the segment are projected to operate at acceptable LOS D or better would not require improvements since the actual travel flow along the segment is considered to be acceptable.  South Pacific Street, between Linda Vista Drive and Project Driveway #1 (LOS F). The Proposed Project would add 174 average daily trips resulting in an increase of 0.021 in V/C ratio, which is above the allowable 0.02 increase in V/C ratio. Therefore, the following additional analyses were conducted to determine if the roadway segment would still require improvements as a result of the Proposed Project:
o The arterial LOS analysis identifies this roadway segment to operate as LOS D or better in the NB and SB directions during both the AM and PM peak hours.2 o The intersection of South Pacific Street & Linda Vista Drive and South Pacific Street & Project Driveway #1 are projected to operate at LOS B or better during both the AM and PM peak hours.3
o Therefore, the roadway segment would not require improvements as a result of the Proposed Project.
 South Pacific Street, between Project Driveway #2 and West San Marcos Boulevard (LOS F).

The Proposed Project would add 174 average daily trips resulting in an increase of 0.021 in V/C ratio, which is above the allowable 0.02 increase in V/C ratio. Therefore, the following additional analyses were conducted to determine if the roadway segment would still require improvements as a result of the Proposed Project:
o The arterial LOS analysis identifies this roadway segment to operate as LOS D or better in the NB and SB directions during both the AM and PM peak hours. o The intersection of South Pacific Street & Project Driveway #2 and South Pacific Street & West San Marcos Boulevard are projected to operate at LOS B or better during both the AM and PM peak hours.
o Therefore, the roadway segment would not require improvements as a result of the Proposed Project.

Therefore, since these study roadway segments are projected to operate efficiently during peak hours, implementation of the Project would not result in adverse effects on traffic operations and no improvements are required.
2 Due to limitations in Synchro software, and only for the purpose of arterial analysis, the intersection of South Pacific Street was input as a traffic signal but modeled to mimic the behavior of an all-way stopcontrolled intersection. 3 The Project will pay a fair share contribution towards the signalization of South Pacific Street & Linda Vista Road by Horizon Year 2050 with Improvements conditions.

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Intersection Analysis
The implementation of the Project would have an adverse effect on traffic operations at the following study intersection:
 South Pacific Street & Linda Vista Drive – Implementation of the Project would add more than 2.0 seconds of delay to this intersection already operating at LOS F during the PM peak hour. To improve traffic conditions, the Project shall pay a fair share contribution towards the construction of a traffic signal at this intersection. This would reduce the overall delay from

63.8 seconds (LOS F) to 14.4 seconds (LOS B). The improvement would enhance traffic operations during the PM peak hour to better than pre-project conditions. Thus, upon implementation of this improvement, the Project would no longer have an adverse effect on traffic operations at this intersection.

The total number of vehicle trips passing through this intersection during the PM peak hour is 1,415, of which 22 (1.6% of the total volume) are vehicle trips generated by the Project.

The Project shall pay a 1.6% fair share contribution towards the installation of a traffic signal at this intersection.

It should be noted that based on discussions with City of San Marcos staff, the Upham/Pacific project will signalize this intersection as part of project frontage improvements. However, due to the uncertainty of the Upham/Pacific opening year, the intersection was assumed to remain unsignalized under Horizon Year 2050 conditions, resulting in the above adverse effect. If the Upham/Pacific project constructs a traffic signal at this intersection as part of their project, the Project would not be required to pay a 1.6% fair share contribution towards the installation of a traffic signal at this intersection.

Based on the traffic volumes projected under Horizon Year 2050, this intersection would meet the requirements for the installation of a traffic signal. Therefore, it is recommended that the Project pay a 1.6% fair share contribution towards the installation of a traffic signal.

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Table of Contents
Executive Summary ............................................................................................................................. ES-1 Project Setting and Description......................................................................................................................ES-1 LOS Deficiencies and Improvement Requirements.......................................................................................ES-2

1.0 Introduction...................................................................................................................................... 1 Project Description .................................................................................................................................... 1 Report Organization................................................................................................................................... 5

2.0 Analysis Methodology ...................................................................................................................... 6 Level of Service (LOS) Definition............................................................................................................... 6 Roadway Segment LOS Standards and Thresholds ................................................................................ 6 Peak Hour Intersection LOS Standards and Thresholds ......................................................................... 8 Determination of Project Study Area ...................................................................................................... 10 City of San Marcos LOS Standards......................................................................................................... 10

3.0 Project Traffic ................................................................................................................................ 12 Project Trip Generation............................................................................................................................ 12 Project Trip Distribution and Assignment............................................................................................... 12 Project Study Area ................................................................................................................................... 15

4.0 Active Transportation Evaluation ................................................................................................. 17 Transit Access .......................................................................................................................................... 17 Bicycle ...................................................................................................................................................... 18 Pedestrian................................................................................................................................................ 18

5.0 Existing Conditions ....................................................................................................................... 19 Existing Transportation Network............................................................................................................. 19 Existing Intersection Volumes ................................................................................................................. 19 Existing Traffic Conditions ....................................................................................................................... 22

6.0 Near-Term Year 2024 Conditions ................................................................................................ 25 Cumulative Project Traffic ....................................................................................................................... 25 Near-Term Year 2024 Base Roadway Network and Traffic Volumes ................................................... 26 Near-Term Year 2024 Base Traffic Conditions ...................................................................................... 29 Near-Term Year 2024 Base with Project Roadway Network and Traffic Volumes............................... 31 Near-Term Year 2024 Base with Project Traffic Conditions.................................................................. 31

7.0 Horizon Year 2050 Conditions ..................................................................................................... 36 Horizon Year 2050 Roadway Network and Traffic Volumes ................................................................. 36 Horizon Year 2050 Traffic Conditions .................................................................................................... 38 Horizon Year 2050 with Project Roadway Network and Traffic Volumes............................................. 40 Horizon Year 2050 with Project Traffic Conditions................................................................................ 40

8.0 LOS Deficiencies and Improvement Requirements .................................................................... 45 Determination of the Need for Off-Site Improvements to Accommodate Project Traffic – Near-Term Year 2024 with Project Conditions.................................................................................................................... 45 Determination of the Need for Off-Site Improvements to Accommodate Project Traffic – Horizon Year 2050 with Project Conditions ............................................................................................................................ 45 C R

1.1 1.2

2.1 2.2

2.3 2.4

2.5 3.1

3.2 3.3

4.1 4.2

4.3 5.1

5.2 5.3

6.1 6.2

6.3 6.4

6.5 7.1

7.2 7.3

7.4 8 .1

8.2 Hughes Circuits
Local Transportation Analysis
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9.0 Site Access and Circulation .......................................................................................................... 49 Driveway Access ...................................................................................................................................... 49 Internal Circulation .................................................................................................................................. 49 Appendices
Appendix A Scoping Agreement
Appendix B Signal Timing
Appendix C Traffic Counts
Appendix D Trip Generation Memo
Appendix E LOS Calculation Worksheets Existing Conditions Appendix F Traffic Volume Growth Calculations
Appendix G LOS Calculation Worksheets Near-Term Year 2024 Base Conditions Appendix H LOS Calculation Worksheets Near-Term Year 2024 Base with Project Conditions Appendix I Transportation Forecast Information Center (TFIC) Volumes and Horizon Year 2050 Volume Development
Appendix J LOS Calculation Worksheets Horizon Year 2050 Base Conditions Appendix K LOS Calculation Worksheets Horizon Year 2050 with Project Conditions Appendix L Traffic Signal Warrants
Appendix M Peak Hour Arterial LOS Worksheets
Appendix N LOS Calculation Worksheets Horizon Year 2050 with Project with Improvement Conditions Appendix O Intersection Queue Reports
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Figures
Figure 1.1 - Project Regional Location ....................................................................................................................... 2 Figure 1.2 - Project Site Plan ...................................................................................................................................... 3 Figure 1.3 - Striping Plan Concept – South Pacific Street......................................................................................... 4 Figure 3.1 - Project Trip Distribution......................................................................................................................... 13 Figure 3.2 - Project Trip Assignment......................................................................................................................... 14 Figure 3.3 - Project Study Area ................................................................................................................................. 16 Figure 5.1 - Functional Classifications and Intersection Geometrics – Existing Conditions ................................. 21 Figure 5.2 - Traffic Volumes – Existing Conditions .................................................................................................. 23 Figure 6.1 - Cumulative Project Locations ............................................................................................................... 27 Figure 6.2 - Traffic Volumes – Near-Term Year 2024 Base Conditions ................................................................. 28 Figure 6.3 - Traffic Volumes – Near-Term Year 2024 Base with Project Conditions............................................. 32 Figure 7.1 - Traffic Volumes – Horizon Year 2050 Conditions................................................................................ 37 Figure 7.2 - Traffic Volumes – Horizon Year 2050 with Project Conditions........................................................... 41 Tables
Table 2.1 - LOS Definitions ......................................................................................................................................... 6 Table 2.2 - Roadway Segment Daily Capacity and LOS Standards .......................................................................... 7 Table 2.3 - Signalized Intersection LOS Operational Analysis Method..................................................................... 9 Table 2.4 - LOS Criteria for Stop Controlled Unsignalized Intersections ................................................................ 10 Table 3.1 - Project Trip Generation........................................................................................................................... 12 Table 5.1 - Existing Transportation Network Characteristics .................................................................................. 20 Table 5.2 - Functional Classifications and Intersection Geometrics – Existing Conditions .................................. 24 Table 5.3 - Functional Classifications and Intersection Geometrics – Existing Conditions .................................. 24 Table 6.1 - Roadway Segment LOS Results – Near-Term Year 2024 Base Conditions ........................................ 30 Table 6.2 - Peak Hour Intersection LOS Results – Near-Term Year 2024 Base Conditions................................. 30 Table 6.3 - Roadway Segment LOS Results – Near-Term Year 2024 Base with Project Conditions.................... 33 Table 6.4 - Peak Hour Intersection LOS Results – Near-Term Year 2024 Base with Project Condition .............. 35 Table 7.1 - Roadway Segment LOS Results – Horizon Year 2050 Conditions ...................................................... 39 Table 7.2 - Peak Hour Intersection LOS Results – Horizon Year 2050 Conditions ............................................... 39 Table 7.3 - Roadway Segment LOS Results – Horizon Year 2050 with Project Conditions.................................. 42 Table 7.4 - Peak Hour Intersection LOS Results – Horizon Year 2050 with Project Conditions........................... 44 Table 8.1 - Peak Hour Intersection LOS Results – Horizon Year 2050 with Project and Improvement Conditions ............................................................................................................................................... 47 Table 9.1 - Project Driveway Queue Analysis Results.............................................................................................. 50 C R
Hughes Circuits
Local Transportation Analysis

1.0 Introduction
The purpose of this Local Transportation Analysis (LTA) is to document the effect the Hughes Circuits project (the “Project”) would have on the circulation network and to determine if improvements are required. Per the City’s Transportation Impact Analysis Guidelines (TIAG), the City strives to maintain intersection and roadway segment operations based on LOS standards outlined in the General Plan Mobility Element. Improvements should be identified for any study facilities that do not meet City LOS standards to increase performance to acceptable or pre-project conditions.

Project Description
The Hughes Circuits project (the “Project”) proposes to construct a building with 8,000 square feet (SF) of offices, 44,410 SF of warehouse, and 15,000 SF of manufacturing. The Project is located along South Pacific Street, approximately 800 feet south of the South Pacific Street & Linda Vista Drive intersection in the City of San Marcos (the “City”). The project site is currently vacant and designated as light industrial use. Per the City’s General Plan and Zoning Ordinance, the Project’s proposed land uses are permitted. The expected opening year of the Project is Year 2024.

Access to the Project will be provided via two separate full-access driveways with one located along South Pacific Street to the west of the project site and the other along South Pacific Street to the south of the project site. Additionally, the Project will implement Class II bicycle facilities along South Pacific Street between Linda Vista Drive and West San Marcos Boulevard. The Class II bicycle lanes will have a 1 ½-foot buffer where on-street parking is allowed and a 3-foot buffer where on-street parking is prohibited.

Figure 1.1 displays the Project’s regional location. Figure 1.2 displays the project site plan and Figure 1.3 displays the conceptual striping plan for bicycle facilities along South Pacific Street.

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1.1 §¨¦15
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Figure 1.1
Project Regional Location
Hughes Circuits
Transportation Impact Analysis
0 1 2 Miles
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Figure 1.2
Project Site Plan
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PROPOSED BUILDING 56,310 S.F. GROUND FLOOR
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67,410 S.F. TOTAL AREA
BUILDING HEIGHT: 43'-0" A.F.F. (ARCHITECTURAL FEATURES) FAR· 67,410 S.F. I 113,691 S.F. = 59% (60% MAX.)
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Hughes Circuits
Local Transportation Analysis
Figure 1.3
Striping Plan Concept
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HUGHES CIRCUITS

STRIPING CONCEPT
APN 219-223-20 & 22

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Hughes Circuits
Local Transportation Analysis

Report Organization
Following this introductory chapter, this report is organized into the following chapters:

2. Analysis Methodology – This chapter reviews the methods utilized to evaluate any significant impacts and potential General Plan inconsistencies associated with the implementation of the Project, as required by the City’s TIAG.

3. Project Traffic - This chapter describes the Project’s land uses and associated trip generation. Additional information such as trip distribution patterns and project trip assignment are also included in this chapter, which is used to determine the project study area.

4. Existing Conditions – This chapter describes and evaluates the existing transportation network. Vehicular operations within the study area are evaluated. LOS analysis results are also provided for existing vehicular traffic conditions.

5. Near-Term Year 2024 Conditions – This chapter describes near-term developments anticipated to generate additional study area trips and establishes a near-term baseline against which traffic generated by the Project can be compared to at the project opening day, expected to be Year 2024. LOS analysis results are also provided for Near-Term Year 2024 Base and Near-Term Year 2024 Base with Project vehicular traffic conditions.

6. Horizon Year 2050 Conditions – This chapter describes projected long-range conditions of the transportation network within the study area. Horizon Year 2050 scenario analysis is required per the City’s TIAG. LOS analysis results are also provided for Horizon Year 2050 and Horizon Year 2050 with Project vehicular traffic conditions.

7. LOS Deficiencies and Improvement Requirements - This chapter identifies any substandard facilities and provides improvement requirements to improve substandard facilities to acceptable LOS or pre-project conditions.

8. Site Access & Circulation – This chapter addresses access to the Project site and discusses the functionality of the Project’s internal circulation.

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1.2 Hughes Circuits
Local Transportation Analysis

2.0 Analysis Methodology
This study was performed in accordance with the standards and requirements in the City’s TIAG. All analysis assumptions were documented within a scoping agreement memorandum, provided in Appendix A, and approved by the City. The following sections describe the analysis methods outlined in the TIAG to evaluate the Project’s effect on traffic in relation to LOS.

Level of Service (LOS) Definition
Level of Service (LOS) is a quantitative measure describing operational conditions within a traffic stream, and the motorist’s and/or passengers’ perception of operations. A LOS definition generally describes these conditions in terms of such factors as delay, speed, travel time, freedom to maneuver, interruptions in traffic flow, queuing, comfort, and convenience. Table 2.1 describes generalized definitions of the various LOS categories (A through F) as applied to roadway operations.

Table 2.1 - LOS Definitions
LOS Definition of Operation
A
This LOS represents a completely free-flow condition, where the operation of vehicles is virtually unaffected by the presence of other vehicles and only constrained by the geometric features of the highway and by driver preferences.

B
This LOS represents a relatively free-flow condition, although the presence of other vehicles becomes noticeable. Average travel speeds are the same as in LOS A, but drivers have slightly less freedom to maneuver.

C At this LOS, the influence of traffic density on operations becomes marked. The ability to maneuver within the traffic stream is clearly affected by other vehicles.

D At this LOS, the ability to maneuver is notably restricted due to traffic congestion, and only minor disruptions can be absorbed without extensive queues forming and the service deteriorating.

E
This LOS represents operations at or near capacity. LOS E is an unstable level, with vehicles operating with minimum spacing for maintaining uniform flow. At LOS E, disruptions cannot be dissipated readily thus causing deterioration down to LOS F.

F
At this LOS, forced or breakdown of traffic flow occurs, although operations appear to be at capacity, queues form behind these breakdowns. Operations within queues are highly unstable, with vehicles experiencing brief periods of movement followed by stoppages.

Source: Highway Capacity Manual 6th Edition
Roadway Segment LOS Standards and Thresholds
Roadway segment LOS standards and thresholds provide the basis for analysis of arterial roadway segment performance. The analysis of roadway segment LOS is based on the functional classification of the roadway, the maximum capacity, roadway geometrics, and existing or forecast Average Daily Traffic (ADT) volumes. Table 2.2 displays roadway segment capacity standards found in the City’s TIAG. The actual capacity of a roadway facility varies according to its physical attributes.

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Table 2.2 - Roadway Segment Daily Capacity and LOS Standards Street Classification LOS/ADT Thresholds

A B C D E
Expressway (6-lane) < 30,000 < 42,000 < 60,000 < 70,000 < 80,000 Prime Arterial (6-lane) < 25,000 < 35,000 < 50,000 < 55,000 < 60,000 Major Arterial (6-lane, divided) < 20,000 < 28,000 < 40,000 < 45,000 < 50,000 Major Arterial (4-lane, divided) < 15,000 < 21,000 < 30,000 < 35,000 < 40,000 Major Arterial (3-lane, one-way) < 12,500 < 16,500 < 22,500 < 25,000 < 27,500 Major Arterial (2-lane, one-way) <10,000 <13,000 <17,500 <20,000 <22,500 Secondary Arterial/Collector
(4-lane w/ center lane) < 10,000 < 14,000 < 20,000 < 25,000 < 30,000 Secondary Arterial/Collector
(3-lane w/ center lane) 1 < 7,500 < 10,500 < 15,000 < 18,750 < 22,500 Collector (4-lane w/o center lane) < 5,000 < 7,000 < 10,000 < 13,000 < 15,000 Collector
(2-lane w/ continuous left-turn lane) < 5,000 < 7,000 < 10,000 < 13,000 < 15,000 Collector (2-lane no fronting property) < 4,000 < 5,500 < 7,500 < 9,000 < 10,000 Collector (2-lane w/commercial fronting) < 2,500 < 3,500 < 5,000 < 6,500 < 8,000 Collector (2-lane w/multi-family) < 2,500 < 3,500 < 5,000 < 6,500 < 8,000 Collector (3-lane, one-way) < 11,000 < 14,000 < 19,000 < 22,500 < 26,000 Collector (2-lane, one-way) < 7,500 < 9,500 < 12,500 < 15,000 < 17,500 Collector (1-lane, one-way) < 2,500 < 3,500 < 5,000 < 6,500 < 7,500 Sub-Collector (2-lane single family) - - < 2,200 - -
Source: City of San Marcos Transportation Impact Analysis Guidelines (November 2020) Note:

Bold number indicates the ADT thresholds for acceptable LOS. 1 Based on the capacity of a 4-Lane Secondary Arterial/Collector, reduced to exclude a lane. (3/4*30,000 = 22,500).

These standards are generally used as long-range planning guidelines to determine the functional classification of roadways. For the purposes of this traffic analysis, LOS D or better is considered acceptable for circulation element roadway segments.

Arterial Analysis
Daily roadway LOS is typically used only at the planning level and does not necessarily indicate true roadway operations. The actual performance of a roadway varies according to its physical attributes and is heavily influenced by the ability of its intersections to accommodate peak hour traffic volumes. Therefore, roadway segments identified to operate at unacceptable LOS may be further examined through an arterial analysis to determine the need for improvements. If the addition of project traffic results in unacceptable LOS along a roadway segment and the intersections at the ends of the roadway segment operate at LOS E or F, improvements should be identified to increase performance to acceptable or pre-project conditions.

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Peak Hour Intersection LOS Standards and Thresholds
This section presents the methodologies used to perform peak hour intersection capacity analyses at signalized and unsignalized intersections within the study area. The following assumptions were utilized in conducting all intersection LOS analyses:
 Peak Hour Factor (PHF) – Field-collected PHF for Existing and Near-Term Year 2024 Base Conditions. A PHF of 0.95 was assumed for Horizon Year 2050 analysis.  Lane Utilization Factor – HCM 6th Edition defaults were used for all scenarios.  Conflicting Pedestrians/Bicycles – Existing pedestrian and bicycle counts are utilized for all scenarios.
 Signal Timing – Based on existing signal timing plans (as of June 2022), provided in Appendix B.
 Heavy Vehicle Factor (HVF) – Based on heavy vehicle counts conducted along Pacific Street, between Linda Vista Drive and West San Marcos Boulevard. Heavy vehicle counts included in Appendix C.

2.3.1 Signalized Intersections
The analysis of signalized intersections utilized the operational analysis procedure as outlined in the Highway Capacity Manual (HCM) 6th Edition signalized (Chapter 19) intersection analysis methodology. This method defines LOS in terms of delay, or more specifically, average stopped delay per vehicle. Delay is a measure of driver and/or passenger discomfort, frustration, fuel consumption and lost travel time. This technique uses 1,900 vehicles per hour per lane (VPHPL) as the maximum saturation volume of an intersection. This saturation volume is adjusted to account for lane width, on‐street parking, pedestrians, traffic composition (i.e., percentage trucks) and shared lane movements (i.e., through and right‐turn movements originating from the same lane). The LOS criteria used for the analysis of signalized intersections are described in Table 2.3, identifying the thresholds of control delays and the associated LOS. The computerized analysis of intersection operations was performed utilizing the Synchro Version 11 traffic analysis software by Trafficware Ltd.

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Table 2.3 - Signalized Intersection LOS Operational Analysis Method Average Stopped Delay
Per Vehicle (Seconds) LOS Characteristics
<10
LOS A describes operations with very low delay. This occurs when progression is extremely favorable, and most vehicles do not stop at all. Short cycle lengths may also contribute to low delay.
>10– 20
LOS B describes operations with generally good progression and/or short cycle lengths. More vehicles stop than for LOS A, causing higher levels of average delay.
>20 – 35
LOS C describes operations with higher delays, which may result from fair progression and/or longer cycle lengths. Individual cycle failures may begin to appear at this level. The number of vehicles stopping is significant at this level, although many still pass through the intersection without stopping. >35– 55
LOS D describes operations with high delay, resulting from some combination of unfavorable progression, long cycle lengths, or high volumes. The influence of congestion becomes more noticeable, and individual cycle failures are noticeable.
>55 – 80 LOS E is considered the limit of acceptable delay. Individual cycle failures are frequent occurrences.
>80
LOS F describes a condition of excessively high delay, considered unacceptable to most drivers. This condition often occurs when arrival flow rates exceed the LOS D capacity of the intersection. Poor progression and long cycle lengths may also be major contributing causes to such delay.

Source: Highway Capacity Manual 6th Edition

2.3.2 Unsignalized Intersections
Unsignalized intersections were analyzed using the Highway Capacity 6th Edition side-street stop (Chapter 20) and all-way stop (Chapter 21) intersection analysis methodology. The computerized analysis of intersection operations was performed utilizing the Synchro Version 11 traffic analysis software by Trafficware Ltd.

LOS was determined as follows:
 All-way stop intersections: Reported for the entire intersection as an average value  Side-street stop intersections: Reported for the worst-case movement The LOS criteria used for the analysis of unsignalized intersections are described in Table 2.4.

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Table 2.4 - LOS Criteria for Stop Controlled Unsignalized Intersections Average Stopped Delay Per
Vehicle (Seconds) LOS
0-10 A
> 10-15 B
> 15-25 C
> 25-35 D
> 35-50 E
> 50 F
Source: Highway Capacity Manual 6th Edition
Determination of Project Study Area
Per the City’s TIAG, the study area was defined using the following criteria:
 Signalized and unsignalized intersections along and adjacent to the project site  Site access driveways
 Any classified (non-residential) roadway segments that are linked to the intersections that are being studied
City of San Marcos LOS Standards
This section outlines the Mobility Element Policies that are relevant to the Proposed Project. The City strives to maintain intersection and roadway segment operations LOS standards based on the following policy:
 Policy M-1.4: LOS D or better for Vehicles as a prioritized mode – Generally provides facilities that have minimum vehicle congestion during peak periods. Most motorists are delayed less than 55 seconds at a signal (or less than one signalized cycle).

Based on the policy listed above, LOS D or better is considered acceptable for study roadway segments and intersections. The TIAG provides the following thresholds to determine if the Proposed Project is required provide improvements for study area facilities:
 Implementation of the Proposed Project triggers a roadway segment operating at acceptable LOS to operate at unacceptable LOS and increases the volume/capacity (V/C) ratio by more than 0.02.
 Implementation of the Proposed Project increases the V/C ratio for a study roadway segment that is already operating at unacceptable LOS by more than 0.02.  Implementation of the Proposed Project triggers an intersection operating at acceptable LOS to operate at unacceptable LOS and increases the average delay per vehicle by more than

2.0 seconds.
 Implementation of the Proposed Project increases the average delay for a study intersection that is already operating at unacceptable LOS by more than 2.0 seconds.

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Hughes Circuits
Local Transportation Analysis

Improvements should be identified to increase performance to acceptable or pre-project conditions under each scenario.

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Local Transportation Analysis

3.0 Project Traffic
This chapter describes the Project’s trip generation, trip distribution patterns, and trip assignment.

Project Trip Generation
Per the City’s Transportation Analysis Guidelines (City’s TIAG), trip generation rates should be derived from SANDAG’s (not so) Brief Guide to Vehicular Traffic Generation Rates for the San Diego Region (April 2002). However, the Project is acting as an “expansion” of the existing Hughes Circuits facility located across the street from the project site, with similar operations except the Project will operate with two shifts instead of three (two 8-hour shifts, 5 days a week). Therefore, a trip generation study was conducted at the existing Hughes Circuits facility. Driveway counts were collected over a threeday period (Tuesday, March 1, Wednesday, March 2, and Thursday, March 3) to determine daily traffic and peak hour trip generation rates for the Project. Table 3.1 displays the projected daily, as well as AM and PM peak hour, project trip generation. A technical memorandum with detailed information regarding the Project’s trip generation is provided in Appendix D. Driveway counts are provided in Appendix C.

Table 3.1 - Project Trip Generation
Land Use ADT AM Peak Hour PM Peak Hour
Trips In Out Trips In Out
Hughes Circuits 348 38 32 6 43 9 34
Source: CR Associates (2023)
As shown, the Project is anticipated to generate a net total of 348 daily trips, including 38 trips (32- in/6-out) during the AM peak hour and 43 (9-in/34-out) during the PM peak hour. It should be noted that the Project, similar to the existing site, would not generate a significant amount of heavy vehicle traffic. Therefore, the trip generation analysis did not require application of passenger car equivalents.

Project Trip Distribution and Assignment
The project trip distribution was manually developed based on the geographical location of the Project, as well as the characteristics of the proposed and surrounding land uses. Figure 3.1 displays the regional trip distribution patterns for project trips.

Based upon the project trip distribution patterns, daily and AM/PM peak hour project trips were assigned to the adjacent roadway network. Figure 3.2 displays the daily and AM/PM peak hour project trip assignment.

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3.1 3.2
South Pacific Street
& Linda Vista Drive
Project Driveway #2
& South Pacific Street
South Pacific Street
& Project Driveway #1
South Pacific Street
& West San Marcos Boulevard
Legend
30%
40%
10%
50%
20%
30%
40%50%50%
10%
50%
20%
1 2 3 4
Hughes Circuits
Transportation Impact Analysis
Figure 3.1
Project Trip Distribution
Project
Site
Project
Dwy #1
Project
Dwy #2
S Pacific St
Linda Vista Dr
S Las Posas Rd
W San Marcos Bl
S Rancho Santa Fe Rd
40%
10%
20%
30%
50%
50%
30%
50%
20%
50%
4 3
2 1
0 250 500 Feet
Daily Trip Distribution
Study Intersection
Study Roadway
XXX
#
Turn Movements
X Study Intersection
*Names of North-South
cross-streets always
listed first NOT TO SCALE
Peak Hour Trip
Distribution AM / PM
• • • •
r
•
...

NORTH
• NORTH I_...____. .....

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South Pacific Street
& Linda Vista Drive
Project Driveway #2
& South Pacific Street
South Pacific Street
& Project Driveway #1
South Pacific Street
& West San Marcos Boulevard
Legend
3 / 1
1 / 7
6 / 2
1 / 3
10 / 3 13 / 4 2 / 103 / 17
2 / 1416 / 53 / 17
16 / 5
1 2 3 4
Hughes Circuits
Transportation Impact Analysis
Figure 3.2
Project Trip Assignment
Project
Site
Project
Dwy #1
Project
Dwy #2
S Pacific St
Linda Vista Dr
S Las Posas Rd
W San Marcos Bl
S Rancho Santa Fe Rd
35 70
139
104
174
174
104
174
70 174
4 3
2 1
Daily Trip Assignment
Study Intersection
Study Roadway
XXX
#
Peak Hour Trip
Assignment AM / PM
Turn Movements
X Study Intersection
*Names of North-South
cross-streets always
listed first NOT TO SCALE
0 250 500 Feet
• • • •
r
•
...

NORTH
• NORTH I_...____. .....

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Local Transportation Analysis

Project Study Area
Based on the study area criteria previously outlined in Chapter 2, the project trip assignment shown in Figure 3.2, and preliminary project scoping with City staff, the following roadway segments and intersections were included for analysis:

Roadway Segments
 South Pacific Street, between Linda Vista Drive and West San Marcos Boulevard  Linda Vista Drive, between South Rancho Santa Fe Road and South Pacific Street  Linda Vista Drive, between South Pacific Street and South Las Posas Road Intersections

1. South Pacific Street & Linda Vista Drive

2. South Pacific Street & West San Marcos Boulevard

3. South Pacific Street & Project Driveway #1

4. Project Driveway #2 & South Pacific Street
Figure 3.3 displays the overall project study area.

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3.3 Hughes Circuits
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Figure 3.3
Project Study Area
Project
Site
Project
Dwy #1
Project
Dwy #2
S Pacific St
Linda Vista Dr
W San Marcos Bl
S Rancho Santa Fe Rd
4 3
2 1
0 250 500 Feet
Study Intersection
Study Roadway
#
r
•
• NORTH .____L.___J
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Hughes Circuits
Local Transportation Analysis

4.0 Active Transportation Evaluation
This section discusses the Project’s active transportation modes.

Transit Access
The project site is within one half mile of the transit lines serviced by North County Transit District (NCTD) described below:
 Bus Route 304 – This bus route is serviced along West Mission Road in the eastbound/westbound direction within the project study area. This bus route connects the Palomar College Transit Center to the Encinitas Transit Station. Operations begin at 4:53 AM and end at 8:23 PM between Monday and Friday with 30-minute intervals. On Saturdays, operations begin at 6:53 AM and end at 9:05 PM with 60-minute intervals. This route does not operate on Sundays.
 Bus Route 347 – This bus route is serviced along West Mission Road and North Las Posas Road within the project study area. This bus route connects the Palomar College Transit Center to the CSU San Marcos SPRINTER Station. Operations begin at 5:31 AM and end at 7:21 PM between Monday and Friday with 30-minute intervals. On Saturdays, operations begin at 7:22 AM and end at 7:08 PM with 60-minute intervals. This route does not operate on Sundays.
 Bus Route 445 – This bus route is serviced along West Mission Road and North Las Posas Road within the project study area. This bus route connects the Palomar College Transit Center to the Carlsbad Poinsettia Station (COASTER Connection). Between Monday and Friday, operations begin at 6:34 AM and end at 10:19 AM with 30-minute intervals for the morning period. Similarly, between Monday and Friday, operations begin at 3:36 PM and end at 7:19 PM with 30-minutes intervals for the afternoon period. This route does not operate on Saturdays or Sundays.
 SPRINTER – This light rail line runs between Oceanside Transit Center and Escondido Transit Center (eastbound and westbound direction). The nearest stop to the project site is the Palomar College Transit Center. Operation begin at 4:17 AM and end at 9:10 PM between Monday and Sunday with 30-minute intervals.

Based on the preliminary review of the project site plan, the Project would not conflict with existing or planned transit facilities and would not result in any impacts to transit facilities.

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Bicycle
Under Existing conditions, there are no bicycle facilities along project frontage. The Project will implement Class II bicycle facilities along South Pacific Street between Linda Vista Drive and West San Marcos Boulevard. Per the City of San Marcos Draft Active Transportation Plan4, this segment of South Pacific Street has an ultimate classification of Class II Buffered Bike Lane. Therefore, the proposed bicycle facility will have a 1 ½-foot buffer where on-street parking is allowed and a 3-foot buffer where on-street parking is prohibited.

Other nearby planned bicycle facilities include a Class IV Bikeway along Linda Vista Drive, just north of the project site, and West San Marcos Boulevard, just south of the project site. Based on the preliminary review of the project site plan, the Project would not conflict with any existing or planned bicycle facilities and would not result in any impacts to bicycle facilities.

Pedestrian
Sidewalks are proposed along the segment of South Pacific Street fronting the Project. Sidewalks are also proposed throughout the internal roadways providing direct access to the proposed building.

Based on the preliminary review of the project site plan, the following recommendation is provided:
 Construct curb ramps located along project driveways to include detectable surface warning tactiles (yellow truncated domes) and meet all ADA requirements.

Implementation of the recommendation above would enhance the walkability and safety of the overall pedestrian environment and would not result in any impacts to pedestrian facilities. 4 San Marcos Active Transportation Plan
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5.0 Existing Conditions
This chapter provides a qualitative description of the transportation facilities located in the project study area. A LOS analysis of the existing operations of the local transportation network facilities is also provided for study roadway segments and intersections.

Existing Transportation Network
Access to the Project from the regional transportation network will be provided via California State Route 78 (SR-78) freeway, South Rancho Santa Fe Road, Linda Vista Drive, South Pacific Street, South Las Posas Road, and West San Marcos Boulevard. These facilities will either provide a direct connection to the Project, via a project driveway, or will provide a critical link between the Project and the regional transportation network. Table 5.1 summarizes the existing physical characteristics of roadway segments within the study area. Figure 5.1 displays the functional classifications for study roadway segments and intersection geometrics for study intersections under Existing conditions.

Existing Intersection Volumes
Traffic counts for study roadway segments and intersections were conducted on June 23, 2022, by Elite Traffic Dynamics, LLC. A count validation was conducted to ensure that recently collected counts reflect traffic conditions prior to the COVID-19 restrictions.

Historical counts along study roadway segments and intersections were not available to provide a comparison with counts conducted in June 2022. Instead, the count validation was conducted on historical counts along Via Vera Cruz, which is located in the vicinity of the Project and would likely reflect a similar change in traffic levels since COVID-19 restrictions. Counts along Via Vera Cruz from May 2022 were greater than those from November 2017 and May 2018. Therefore, study area traffic counts from June 2022 were not adjusted for the purpose of reflecting pre-pandemic conditions.

Additionally, since study area traffic counts were not conducted during typical conditions (when schools are in session and youth sports are most active), another count validation was conducted.

This validation compared counts along Via Vera Cruz from May 2022 with counts from June 2022 (also along Via Vera Cruz) and it was determined that May 2022 counts were higher. This is likely due to Via Vera Cruz being part of the regional network and providing direct connections to SR-78, making it more likely to receive a significant amount of school and/or regional trips. This results in a significant change in travel patterns when comparing counts conducted during typical and nontypical conditions. In contrast, the study area roadway segments and intersections are not likely to receive a similar share of school and regional trips and would need less of an adjustment to reflect typical conditions. However, as a conservative approach, study area traffic counts were adjusted based on the differences observed along Via Vera Cruz and as shown below:
 Daily traffic volumes (roadway segments) – 5% overall increase; and  AM/PM peak hour turning movements (intersections) – 13% overall increase C R

5.1 5.2
Hughes Circuits
Local Transportation Analysis

Table 5.1 - Existing Transportation Network Characteristics Roadway Segment Number of
Lanes
Median
Type
Posted
Speed Limit Sidewalk? Bike lanes? Transit Route
Linda Vista
Drive
South Rancho Santa Fe Road to
South Pacific Street 1 EB/1 WB CLTL 35
North Side: Intermittently
Contiguous
South Side: Contiguous
North Side:

Class II
South Side:

None
None
Linda Vista
Drive
South Pacific Street to South
Las Posas Road 2 EB/2WB CLTL 35
North Side: None
South Side: Intermittently
Contiguous
None None
South Pacific
Street
Linda Vista Drive to West San
Marcos Boulevard 1 NB/1 SB None 35 Intermittently Contiguous None None Source: CR Associates (2023)
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South Pacific Street
& Linda Vista Drive
Project Driveway #2
& South Pacific Street
South Pacific Street
& Project Driveway #1
South Pacific Street
& West San Marcos Boulevard
Legend
 

  
   
 
  
  
  
  

1 2 3 4
Hughes Circuits
Transportation Impact Analysis
Figure 5.1
Functional Classifications and Intersection Geometrics
Existing Conditions
Project
Site
Project
Dwy #1
Project
Dwy #2
S Pacific St
Linda Vista Dr
S Las Posas Rd
W San Marcos Bl
S Rancho Santa Fe Rd
2-Ln
Collector
Collector (w/CLTL)
2-Ln
Collector (w/CLTL)
4-Ln
4 3
2 1
0 250 500 Feet
Stop Sign
*Names of North-South
cross-streets always
listed first NOT TO SCALE
Study Intersection
Signalized Intersection
Lane Geometry
X

Functional Classification
Study Intersection
Study Roadway
X-Ln
#
*With Project Only *With Project Only
• • • •
I
I
•
...

NORTH
• NORTH ._I____._____.

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Traffic count worksheets, including study area counts, historical counts, and other recently collected counts, are provided in Appendix C. Figure 5.2 displays existing daily traffic volumes for study roadway segments and AM/PM peak hour turning movements for study intersections.

Existing Traffic Conditions
LOS analyses under Existing conditions were conducted using the methodologies described in Chapter 2. Roadway segment and intersection LOS analysis results are discussed below.

5.3.1 Roadway Segment Analysis
Table 5.2 displays roadway segment and LOS analysis results for study roadway segments under Existing conditions.

As shown, all study roadway segments currently operate at acceptable LOS D or better under Existing conditions.

5.3.2 Intersection Analysis
Table 5.3 displays intersection LOS and average vehicle delay results for the study intersections under Existing conditions. LOS calculation worksheets for Existing conditions are provided in Appendix E.

As shown, the intersection of South Pacific Street & Linda Vista Drive currently operates at unacceptable LOS F during the PM peak hour.

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5.3 South Pacific Street
& Linda Vista Drive
South Pacific Street
& West San Marcos Boulevard Legend
4 / 0
0 / 03 / 0
2 / 0
11 / 15 24 / 36 13 / 40
38 / 43
23 / 2840 / 71
47 / 16
48 / 23
19 / 1117 / 36
57 / 181 126 / 85 120 / 58
127 / 42
324 / 243
138 / 560
1,546 / 1,243
1,132 / 1,686
0 / 0
2 / 0
1 2
Hughes Circuits
Transportation Impact Analysis
Figure 5.2
Traffic Volumes
Existing Conditions
Project
Site
S Pacific St
Linda Vista Dr
S Las Posas Rd
W San Marcos Bl
S Rancho Santa Fe Rd
9,099
11,422
2,055
2 1
0 250 500 Feet
Daily Traffic Volumes
Study Intersection
Study Roadway
XXX
#
AM / PM Peak Hour Volumes
Turn Movements
X Study Intersection
*Names of North-South
cross-streets always
listed first NOT TO SCALE
• •
"'-- "'-- • - - ) + i.... r ) + i.... r ) 11..
.JI ~ t r .JI ~ t r - - .... " " NORTH
• • NORTH I_...____. .....

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Table 5.2 - Functional Classifications and Intersection Geometrics – Existing Conditions Roadway Segment Functional Classification Roadway Capacity Daily Volume V/C LOS Linda Vista Drive South Rancho Santa Fe Road to South Pacific Street
2-Lane Collector
(w/CLTL) 15,000 11,422 0.761 D
Linda Vista Drive South Pacific Street to South Las Posas Road 4-Lane Secondary Arterial/Collector (w/CLTL) 30,000 9,099 0.303 A
South Pacific
Street
Linda Vista Drive to West San Marcos
Boulevard
2-Lane Collector
(w/Commercial Fronting) 8,000 2,055 0.257 A
Source: CR Associates (2023)
Table 5.3 - Functional Classifications and Intersection Geometrics – Existing Conditions # Intersection Control Type Peak Hour Avg. Delay (sec.) LOS 1 South Pacific Street & Linda Vista Drive AWSC AM 17.1 C PM 59.4 F
2 South Pacific Street & West San Marcos Boulevard Signal AM 17.3 B PM 8.0 A
Source: CR Associates (2023)
Notes:

Bold indicates LOS E or F.

AWSC = All-Way Stop-Controlled. For AWSC intersections, the delay shown is the overall average delay experienced by all of the approaches.

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Local Transportation Analysis

6.0 Near-Term Year 2024 Conditions
This section provides an analysis of Near-Term Year 2024 Base traffic conditions both with and without the Project. The scenarios analyzed in this section include:
 Near-Term Year 2024 Base
 Near-Term Year 2024 Base with Project
Cumulative Project Traffic
The following eleven (11) projects were identified by City staff as cumulative projects, since they are anticipated to contribute traffic near the project study area by the Project’s opening year:

1. Pacific Commercial – This project is located at the northeast corner of the Grand Avenue and Pacific Street intersection. This project proposes to construct a 122-room hotel.

2. San Marcos Highlands – This project is located at the north end of Las Posas Road. This project proposes to construct 187 single-family residential dwelling units as well as a 21.68- acre passive park.

3. El Dorado II Specific Plan – This project is located at the southwest corner of the Richmar Avenue and Pleasant Way intersection. This project proposes to construct 72 multi-family dwelling units as well as 2,000 square feet of specialty retail.

4. Villa Serena – This project is located at the northwest corner of the Richmar Avenue and Marcos Street intersection. This project proposes to construct 12 multi-family dwelling units.

5. Mariposa (Phase 1) – This project is located at the northeast corner of the Richmar Avenue and Los Olivos Drive intersection. This project proposes to develop 60 multi-family dwelling units.

6. Murai Subdivision – This project is located at the north end of Las Posas Road. This project proposes to construct 89 single-family residential dwelling units.

7. Pacifica San Marcos – This project is located at the southeast corner of the Rancho Santa Fe Road and 9th Street intersection. This project proposes to construct 31 multi-family dwelling units as well as 4,375 square feet of commercial use.

8. Karl Strauss Brewery – This project is located at the southeast corner of the North Las Posas Road and Armorlite Drive intersection. This project proposes to construct 10,528 square feet of uses that include a tasting room, commercial kitchen, and entertainment room.

9. Gran Vista Multi-Family – This project is located 250 feet northwest of the West Mission Road & North Las Posas Road intersection. This project proposes to construct 120 multifamily dwelling units.

10. Artist’s Village – This project is located at the northwest corner of Linda Vista Drive and Grand Avenue. This project proposes to construct 102 multi-family dwelling units, 15,086 SF of office space, and 49,266 SF of specialty retail space.

11. Upham/Pacific – This project is located at the northwest corner of the Linda Vista Drive and Las Posas Road intersection. This project proposes to construct 449 residential units. Based on discussions with City of San Marcos staff, this project will signalize the intersection of Linda Vista Drive & South Pacific Street as part of project frontage improvements. However, due to the uncertainty of the Upham/Pacific opening year, the intersection was assumed to remain unsignalized under Near-Term Year 2024 Base conditions.

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Figure 6.1 displays the location of the cumulative projects previously identified.

The traffic generated from the projects previously listed are not likely to result in trips along study roadway segments and study intersections. This includes the Upham/Pacific project since it is not anticipated to be completed prior to the Project’s opening year (2024). Therefore, since there are no cumulative project trips anticipated to occur within the project study area, an ambient growth rate for project study area was determined by comparing traffic volumes from SANDAG’s Transportation Forecast Information Center (TFIC) Series 14 ABM2+/2021 RP Forecast Year 2025 Model (scenario ID#462) with those in the Series 14 Forecast Year 2050 Model (scenario ID#459). An annual growth rate of 0.16% was observed over the twenty-five (25) year period.

Near-Term Year 2024 Base Roadway Network and
Traffic Volumes
Based on discussions with City staff, the adjacent Upham/Pacific project will install a traffic signal at the study intersection of South Pacific Street & Linda Vista Drive, as well as convert Linda Vista Drive, east of South Pacific Street to a 3-lane roadway with a 12-foot urban trail (shared use path).

However, due to the uncertainty of the opening year for the Upham/Pacific project, these roadway and intersection modifications were not assumed under Near-Term Year 2024 Base conditions.

Roadway segment functional classifications and intersection geometrics under Near-Term Year 2024 Base conditions were assumed to be identical to Existing conditions (Figure 5.1).

Near-Term Year 2024 Base conditions traffic volumes were developed by using the formula below from the Institute of Transportation Engineers (ITE) Manual of Transportation Engineering Studies, 2nd Edition.

Vfuture= Vcurrent (1+g)n
where
Vfuture = future year projected traffic volume (veh/hr) Vcurrent = current year traffic volume (veh/hr)
g = average yearly growth factor, expressed as decimal
n = number of years projected out in the future (years) For the Near-Term Year 2024 Base scenario, a conservative annual growth factor of 0.50% (greater than the model-projected growth factor of 0.16%) was utilized over the two (2) years between Existing Year 2022 and Near-Term Year 2024. Figure 6.2 displays projected daily traffic volumes for study roadway segments and AM/PM peak hour turning movements for study intersections under Near-Term Year 2024 Base conditions. Traffic volume growth calculations are provided in Appendix F.

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6.2 !(
!(
!(
!( !(
!(
!(
!(
!(
!( !( S Las Posas Rd
Karl Strauss
Brewery
Pacific Commercial
Pacific San Marcos
Mariposa (Phase 1) Villa Serena
El Dorado II
Specific Plan
Gran Vista Multi-Family
Artist's Village
Pacific
Murai Subdivision
San Marcos Highlands
Grand Av
W Mission Rd
W Borden Rd
W San Marcos Bl
N Las Posas Rd
Linda Vista Dr
S Santa Fe Av
S Bent Av

DISCOVERY ST
Glendale Av
Hughes Circuits
Transportation Impact Analysis
Figure 6.1
Cumulative Project Locations
0 1,200 2,400 Feet
·}78
!( Cumulative Project Location
N Project Site
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South Pacific Street
& Linda Vista Drive
South Pacific Street
& West San Marcos Boulevard Legend
5/ 0
0 / 04/ 0
3/ 0
12 / 16 25/ 37 14 / 41
39/ 44
24 / 2941 / 72
48 / 17
49 / 24
18/ 3720 / 12
58 / 183 128 / 86 122 / 59
129/ 43
328 / 246
140 / 565
1,562/ 1,256
1,144/ 1,703
0 / 0
3/ 0
1 2
Hughes Circuits
Transportation Impact Analysis
Figure 6.2
Traffic Volumes
Near-Term Year 2024 Base Conditions
Project
Site
S Pacific St
Linda Vista Dr
S Las Posas Rd
W San Marcos Bl
S Rancho Santa Fe Rd
9,200
11,550
2,100
2 1
0 250 500 Feet
Daily Traffic Volumes
Study Intersection
Study Roadway
XXX
#
AM / PM Peak Hour Volumes
Turn Movements
X Study Intersection
*Names of North-South
cross-streets always
listed first NOT TO SCALE
• •
"'-- "'-- • - - ) + i.... r ) + i.... r ) 11..
.JI ~ t r .JI ~ t r - - .... " " NORTH
• • NORTH I_...____. .....

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Near-Term Year 2024 Base Traffic Conditions
LOS analyses under Near-Term Year 2024 Base conditions were conducted using the methodologies described in Chapter 2. Roadway segment and intersection LOS analysis results are discussed below.

6.3.1 Roadway Segment Analysis
Table 6.1 displays roadway segment LOS analysis results for study roadway segments under NearTerm Year 2024 Base conditions.

As shown, all study roadway segments are projected to operate at acceptable LOS D or better under Near-Term Year 2024 Base conditions.

6.3.2 Intersection Analysis
Table 6.2 displays intersection LOS and average vehicle delay results for the study intersections under Near-Term Year 2024 Base conditions. LOS calculation worksheets for Near-Term Year 2024 Base conditions are provided in Appendix G.

As shown, the intersection of South Pacific Street & Linda Vista Drive is projected to operate at unacceptable LOS F during the PM peak hour.

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Local Transportation Analysis

Table 6.1 - Roadway Segment LOS Results – Near-Term Year 2024 Base Conditions Roadway Segment Functional Classification Roadway Capacity Daily Volume V/C LOS Linda Vista Drive South Rancho Santa Fe Road to South Pacific Street
2-Lane Collector
(w/CLTL) 15,000 11,550 0.770 D
Linda Vista Drive South Pacific Street to South Las Posas Road 4-Lane Secondary Arterial/Collector (w/CLTL) 30,000 9,200 0.307 A
South Pacific
Street
Linda Vista Drive to West San Marcos
Boulevard
2-Lane Collector
(w/Commercial Fronting) 8,000 2,100 0.263 A
Source: CR Associates (2023)
Table 6.2 - Peak Hour Intersection LOS Results – Near-Term Year 2024 Base Conditions # Intersection Control Type Peak Hour Avg. Delay (sec.) LOS 1 South Pacific Street & Linda Vista Drive AWSC AM 17.5 C PM 62.5 F
2 South Pacific Street & West San Marcos Boulevard Signal AM 17.8 B PM 8.1 A
Source: CR Associates (2023)
Notes:

Bold indicates LOS E or F.

AWSC = All-Way Stop-Controlled. For AWSC intersections, the delay shown is the overall average delay experienced by all of the approaches.

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Local Transportation Analysis

Near-Term Year 2024 Base with Project Roadway
Network and Traffic Volumes
Roadway segment functional classifications and intersection geometrics under Near-Term Year 2024 Base with Project conditions were assumed to be identical to Near-Term Year 2024 Base conditions, with the exception of the two (2) proposed project driveways along South Pacific Street. These new driveways will operate as side-street stop-controlled intersections, with the South Pacific Street approaches as uncontrolled and the project driveways as stop-controlled.

Traffic volumes for Near-Term Year 2024 Base with Project conditions were derived by combining the project trips (Figure 3.2) to the Near-Term Year 2024 Base traffic volumes (Figure 6.2). Figure 6.3 displays the projected daily traffic volumes for study roadway segments and projected AM/PM peak hour turning movements for study intersections under Near-Term Year 2024 Base with Project conditions.

Near-Term Year 2024 Base with Project Traffic
Conditions
LOS analyses under Near-Term Year 2024 Base with Project conditions were conducted using the methodologies described in Chapter 2. Roadway segment and intersection LOS analysis results are discussed below.

6.5.1 Roadway Segment Analysis
Table 6.3 displays roadway segment LOS analysis results for study roadway segments under NearTerm Year 2024 Base with Project conditions.

As shown, all study roadway segments are projected to operate at acceptable LOS D or better under Near-Term Year 2024 Base with Project conditions.

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6.4 6.5
South Pacific Street
& Linda Vista Drive
Project Driveway #2
& South Pacific Street
South Pacific Street
& Project Driveway #1
South Pacific Street
& West San Marcos Boulevard
Legend
5 / 0
0 / 04 / 0
3 / 0
3 / 17
16 / 5
42 / 45
25 / 36
12 / 16 38 / 41 16 / 51
58 / 20 41 / 72
55 / 26
20 / 1220 / 51
72 / 112
128 / 86122 / 59185 / 90
58 / 183
130 / 46
328 / 246
140 / 565
1,562 / 1,256
1,144 / 1,703
0 / 0
3 / 0 0 / 00 / 0
0 / 0
3 / 17
72 / 112
0 / 0
16 / 5
185 / 90
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Figure 6.3
Traffic Volumes
Near-Term Year 2024 Base with Project Conditions
Project
Dwy #1
Project
Dwy #2
Project
Site
174
174
S Pacific St
Linda Vista Dr
S Las Posas Rd
W San Marcos Bl
S Rancho Santa Fe Rd
2,100
9,304
11,620
2,274
2,274
2 1
0 250 500 Feet
Daily Traffic Volumes
Study Intersection
Study Roadway
XXX
#
AM / PM Peak Hour Volumes
Turn Movements
X Study Intersection
*Names of North-South
cross-streets always
listed first NOT TO SCALE
• • - ) + I..._ r
-
•
...

NORTH
• NORTH I_...____. .....

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- ) + I..._ r
-
~
+ I..._ r
t-----
t (
• ~
) I..._ -
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Table 6.3 - Roadway Segment LOS Results – Near-Term Year 2024 Base with Project Conditions Roadway Segment Functional
Classification
Roadway
Capacity
Near-Term Year 2024 with
Project
Near-Term Year 2024
without Project
Δ V/C
Daily
Volume V/C LOS Daily Volume V/C LOS
Linda Vista
Drive
South Rancho Santa
Fe Road to South
Pacific Street
2-Lane Collector
(w/CLTL) 15,000 11,620 0.775 D 11,550 0.770 D 0.005
Linda Vista
Drive
South Pacific Street to
South Las Posas Road
4-Lane Secondary
Arterial/Collector
(w/CLTL)
30,000 9,304 0.310 A 9,200 0.307 A 0.003
South Pacific
Street
Linda Vista Drive to
Project Driveway #1
2-Lane Collector
(w/Commercial
Fronting)
8,000 2,274 0.284 A 2,100 0.263 A 0.022
South Pacific
Street
Project Driveway #1 to
Project Driveway #2
2-Lane Collector
(w/Commercial
Fronting)
8,000 2,100 0.263 A 2,100 0.263 A 0.000
South Pacific
Street
Project Driveway #2 to
West San Marcos
Boulevard
2-Lane Collector
(w/Commercial
Fronting)
8,000 2,274 0.284 A 2,100 0.263 A 0.022
Source: CR Associates (2023)
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6.5.2 Intersection Analysis
Table 6.4 displays intersection LOS and average vehicle delay results for study area intersections under Near-Term Year 2024 Base with Project Conditions. LOS calculation worksheets for Near-Term Year 2024 Base with Project conditions are provided in Appendix H.

As shown, all study intersections are projected to operate at acceptable LOS C or better under NearTerm Year 2024 Base with Project conditions, with the exception of the following:
 South Pacific Street & Linda Vista Drive – LOS F during the PM peak hour.

This intersection is projected to operate at unacceptable LOS F prior to the implementation of the Project. Project traffic would increase the overall average delay at this intersection by more than 2.0 seconds. Therefore, this study intersection is anticipated to degrade in LOS to unacceptable levels with implementation of the Project and improvements will be required.

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Table 6.4 - Peak Hour Intersection LOS Results – Near-Term Year 2024 Base with Project Condition # Intersection Control
Type
Peak
Hour
Near-Term Year 2024
with Project
Near-Term Year 2024
without Project Δ Delay Avg. Delay
(sec.) LOS Avg. Delay (sec.) LOS
1 South Pacific Street & Linda Vista
Drive AWSC AM 17.6 C 17.5 C 0.1PM 64.7 F 62.5 F 2.2
2 South Pacific Street & West San
Marcos Boulevard Signal AM 18.2 B 17.8 B 0.4PM 8.5 A 8.1 A 0.4 3 South Pacific Street & Project
Driveway #1 SSSC AM 8.8 A N/A N/A 8.8PM 9.1 A N/A N/A 9.1 4 Project Driveway #2 & South Pacific
Street SSSC AM 10.2 B N/A N/A 10.2PM 9.8 A N/A N/A 9.8
Source: CR Associates (2023)
Notes:

Bold indicates LOS E or F.

AWSC = All-Way Stop-Controlled. For AWSC intersections, the delay shown is the overall average delay experienced by all of the approaches.

SSSC = Side-Street Stop-Controlled. For SSSC intersections, the delay shown is the worst delay experienced by any of the approaches.

N/A = Not Applicable.

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7.0 Horizon Year 2050 Conditions
This section provides an analysis of Horizon Year 2050 traffic conditions both with and without the Proposed Project. The scenarios analyzed in this section include:
 Horizon Year 2050
 Horizon Year 2050 with Project
Horizon Year 2050 Roadway Network and Traffic
Volumes
Horizon Year 2050 ADT forecasts were obtained from the SANDAG Series 14 ABM2+/2021 RP Forecast Year 2050 Model (scenario ID#459). It is important to note that the model represents a conservative scenario where the study segments of Linda Vista Drive and South Pacific Street are assumed to be four-lane roadways. As a result, the model’s traffic volumes at these segments are significantly higher than under Existing and Near-Term Year 2024 Base conditions.

The General Plan identifies Linda Vista Drive as a 4-Lane Arterial Roadway, but it does not identify South Pacific Street as a 4-lane roadway or circulation element road. However, the Forecast Year 2050 Model identifies both Linda Vista Drive and South Pacific Street as 4-Lane roadways. While the Forecast Year 2050 Model is consistent with the City’s General Plan for the segment of Linda Vista Drive west of South Pacific Street, the current right-of-way (ROW) is already being used to provide needed parking for Bradley Park along the south side and a Class II bike lane along the north side.

Converting or widening Linda Vista Drive or South Pacific Street to four-lane roadways would require additional ROW, which would need to be acquired via eminent domain or by removing existing parking and/or active transportation facilities. This approach would be inconsistent with Mobility Element Policy M-1.6 and M-1.7, as well as potentially cause an environmental impact due to the induced growth associated with a roadway widening. Linda Vista Drive and South Pacific Street have the potential to act as cut-through roadways and adding through capacity may encourage additional vehicular trips and increase VMT.

Based on the discussion above, roadway segment functional classifications and intersection geometrics under Horizon Year 2050 conditions will be based on the project improvements conditioned by the Upham/Pacific project. As a conservative approach, Forecast Year 2050 Model traffic volumes were utilized as-is for the roadway segment LOS analysis. Intersection turning movement traffic volumes were estimated by utilizing the National Cooperative Highway Research Program (NCHRP) Report 255 methodology, which uses growth factors to determine future intersection turning movement volumes. Manual adjustments were also made to ensure that traffic volumes were reasonably balanced and greater than Existing and Near-Term Year 2024 conditions.

Traffic volume calculations are included in Appendix I.

Figure 7.1 displays the projected daily traffic volumes for study roadway segments and the projected AM/PM peak hour turning movements for study intersections under Horizon Year 2050 conditions.

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7.1 ! !
  
  
  
  
  
  
  
  
South Pacific Street
& Linda Vista Drive
South Pacific Street
& West San Marcos Boulevard Legend
5 / 00 / 0
3 / 17 20 / 0 16 / 5
50 / 20
30 / 35
15 / 25 20 / 4525 / 40
40 / 55 45 / 80 50/ 25 30 / 15 35 / 45 80 / 125
65 / 200 145 / 95 130 / 65 145 / 55 330 / 245 215 / 105 140 / 565
1,565 / 1,250
1,140 / 1,705 5 / 0 215 / 1050 / 0 0 / 0 0 / 0
0 / 0 3 / 17
5 / 0
0 / 0
16 / 5
80 / 125
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Transportation Impact Analysis
Figure 7.1
Traffic Volumes
Horizon Year 2050 Conditions
!
!
Project
Site
S Pacific St
Linda Vista Dr
S Las Posas Rd
W San Marcos Bl
S Rancho
Santa Fe
Rd
19,300
17,000
8,500
2 1
N 0 500250 Feet
Daily Traffic Volumes
! Study Intersection
Study Roadway
XXX
#
AM / PM Peak Hour Volumes
Turn Movements   
!X Study Intersection
*Names of North-South
cross-streets always
listed first

NNOT TO SCALE
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Horizon Year 2050 Traffic Conditions
LOS analyses under Horizon Year 2050 Conditions were conducted using the methodologies described in Chapter 2. Study roadway segment and intersection LOS analysis results are discussed below.

7.2.1 Roadway Segment Analysis
Table 7.1 displays roadway segment LOS analysis results for study roadway segments under Horizon Year 2050 conditions.

As shown, the following study roadway segments are projected to operate at unacceptable LOS F under Horizon Year 2050 conditions:
 Linda Vista Drive, between South Rancho Santa Fe Road and South Pacific Street  South Pacific Street, between Linda Vista Drive and West San Marcos Boulevard

7.2.2 Intersection Analysis
Table 7.2 displays intersection LOS and average vehicle delay results for study area intersections under Horizon Year 2050 conditions. LOS calculation worksheets for Horizon Year 2050 conditions are provided in Appendix J.

As shown, the intersection of South Pacific Street & Linda Vista Drive is projected to operate at unacceptable LOS F during the PM peak hour under Horizon Year 2050 conditions.

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Table 7.1 - Roadway Segment LOS Results – Horizon Year 2050 Conditions Roadway Segment Functional Classification Roadway Capacity Daily Volume V/C LOS Linda Vista Drive South Rancho Santa Fe Road to South Pacific Street
2-Lane Collector
(w/CLTL) 15,000 19,300 1.287 F
Linda Vista Drive South Pacific Street to South Las Posas Road 3-Lane Secondary Arterial/Collector (w/CLTL) 22,5001 17,000 0.756 D
South Pacific
Street
Linda Vista Drive to West San Marcos
Boulevard
2-Lane Collector
(w/Commercial Fronting) 8,000 8,500 1.063 F
Source: CR Associates (2023)
Note:
1 Based on the capacity of a 4-Lane Secondary Arterial/Collector, reduced to exclude a lane. (3/4*30,000 = 22,500).

Table 7.2 - Peak Hour Intersection LOS Results – Horizon Year 2050 Conditions # Intersection Control Type Peak Hour Avg. Delay (sec.) LOS 1 South Pacific Street & Linda Vista Drive AWSC AM 16.3 C PM 63.8 F
2 South Pacific Street & West San Marcos Boulevard Signal AM 19.4 B PM 9.2 A
Source: CR Associates (2023)
Notes:

AWSC = All-Way Stop-Controlled. For AWSC intersections, the delay shown is the overall average delay experienced by all of the approaches.

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Horizon Year 2050 with Project Roadway Network and
Traffic Volumes
Roadway segment functional classifications and intersection geometrics under Horizon Year 2050 with Project conditions were assumed to be identical to Horizon Year 2050 conditions, with the exception of the proposed project driveways along South Pacific Street, as discussed previously in Section 6.4.

Traffic volumes for the Horizon Year 2050 with Project Conditions were derived by combining the project trips (Figure 3.3) to the Horizon Year 2050 traffic volumes (Figure 7.1). Figure 7.2 displays the projected daily traffic volumes for study roadway segments and the projected AM/PM peak hour turning movements for study intersections under Horizon Year 2050 with Project conditions.

Horizon Year 2050 with Project Traffic Conditions
LOS analyses under Horizon Year 2050 with Project conditions were conducted using the methodologies described in Chapter 2. Study roadway segment and intersection LOS analysis results are discussed below.

7.4.1 Roadway Segment Analysis
Table 7.3 displays roadway segment LOS analysis results for study roadway segments under Horizon Year 2050 with Project conditions.

As shown, the following study roadway segments are projected to operate at unacceptable LOS F under Horizon Year 2050 conditions:
 Linda Vista Drive, between South Rancho Santa Fe Road and South Pacific Street  South Pacific Street, between Linda Vista Drive and Project Driveway #1  South Pacific Street, between Project Driveway #1 and Project Driveway #2  South Pacific Street, between Project Driveway #2 and West San Marcos Boulevard The roadway segments of Linda Vista Drive, between South Rancho Santa Fe Road and South Pacific Street, and South Pacific Street, between Project Driveway #1 and Project Driveway #2, are projected to continue operating unacceptable LOS F. However, since the increase in vehicle-tocapacity (V/C) ratio does not exceed 0.02, these study roadway segments would not experience a decrease in performance by the implementation of the Project.

As for the remaining two segments projected to operate at LOS F, the Project would result in an increase in V/C ratio exceeding 0.02. Therefore, the Project would require improvements to increase performance to acceptable or pre-project conditions.

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! ! ! !
  
  
  
  
  
  
  
  
  
   

 
South Pacific Street
& Linda Vista Drive
Project Driveway #2
& South Pacific Street
South Pacific Street
& Project Driveway #1
South Pacific Street
& West San Marcos Boulevard
Legend
5 / 00 / 0
3 / 17 20 / 0 16 / 515 / 25 38 / 44 22 / 55
43 / 56
31 / 45 / 8042
60 / 23 37 / 59
56/ 27 30 / 15 80 / 130
65 / 200 145 / 95 130 / 65 146 / 58 330 / 245 215 / 105 140 / 565
1,565 / 1,250
1,140 / 1,705 5 / 0 215 / 1050 / 0 0 / 0 0 / 0
0 / 0 3 / 17
5 / 0
0 / 0
16 / 5
80 / 130
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Figure 7.2
Traffic Volumes
Horizon Year 2050 with Project Conditions
!
!
Project
Dwy #1
Project
Dwy #2
Project
Site
174
174
S Pacific St
Linda Vista Dr
S Las Posas Rd
W San Marcos Bl
S Rancho Santa
Fe
Rd
8,500
19,370
17,104
8,674
8,674
2 1
N 0 500250 Feet
Daily Traffic Volumes
! Study Intersection
Study Roadway
XXX
#
AM / PM Peak Hour Volumes
Turn Movements   
!X Study Intersection
*Names of North-South
cross-streets always
listed first

NNOT TO SCALE
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Table 7.3 - Roadway Segment LOS Results – Horizon Year 2050 with Project Conditions Roadway Segment Functional Classification Roadway
Capacity
Horizon Year 2050
with Project
Horizon Year 2050
without Project
Δ V/C
Daily
Volume V/C LOS Daily Volume V/C LOS
Linda Vista
Drive
South Rancho Santa Fe
Road to South Pacific
Street
2-Lane Collector
(w/CLTL) 15,000 19,370 1.291 F 19,300 1.287 F 0.004
Linda Vista
Drive
South Pacific Street to
South Las Posas Road
3-Lane Secondary
Arterial/Collector
(w/CLTL)
22,5001 17,104 0.760 D 17,000 0.756 D 0.004
South Pacific
Street
Linda Vista Drive to
Project Driveway #1
2-Lane Collector
(w/Commercial Fronting) 8,000 8,674 1.084 F 8,500 1.063 F 0.021 South Pacific
Street
Project Driveway #1 to
Project Driveway #2
2-Lane Collector
(w/Commercial Fronting) 8,000 8,500 1.063 F 8,500 1.063 F 0.000 South Pacific
Street
Project Driveway #2 to
West San Marcos
Boulevard
2-Lane Collector
(w/Commercial Fronting) 8,000 8,674 1.084 F 8,500 1.063 F 0.021 Source: CR Associates (2023)
Note:
1 Based on the capacity of a 4-Lane Secondary Arterial/Collector, reduced to exclude a lane. (3/4*30,000 = 22,500).

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7.4.2 Intersection Analysis
Table 7.4 displays intersection LOS and average vehicle delay results for the study intersections under Horizon Year 2050 with Project conditions. LOS calculation worksheets for Horizon Year 2050 with Project Conditions are provided in Appendix K.

As shown, the intersection of South Pacific Street & Linda Vista Drive is projected to operate at unacceptable LOS F during the PM peak hour under Horizon Year 2050 with Project conditions.

Since the Project would add more than 2.0 seconds of delay to this intersection already operating at LOS F, implementation of the Project would degrade performance at this intersection and would require improvements to increase performance to acceptable or pre-project conditions.

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Table 7.4 - Peak Hour Intersection LOS Results – Horizon Year 2050 with Project Conditions # Intersection Control
Type
Peak
Hour
Horizon Year 2050
with Project
Horizon Year 2050
without Project Δ Delay Avg. Delay
(sec.) LOS Avg. Delay (sec.) LOS
1 South Pacific Street & Linda Vista
Drive Signal AM 16.5 B 16.3 C 0.1PM 66.3 F 63.8 F 2.5
2 South Pacific Street & West San
Marcos Boulevard Signal AM 19.8 B 19.4 B 0.4PM 9.6 A 9.2 A 0.4 3 South Pacific Street & Project
Driveway #1 SSSC AM 8.7 A N/A N/A 8.7PM 9.1 A N/A N/A 9.1 4 Project Driveway #2 & South Pacific
Street SSSC AM 10.4 B N/A N/A 10.4PM 10.1 B N/A N/A 10.1 Source: CR Associates (2023)
Notes:

AWSC = All-Way Stop-Controlled. For AWSC intersections, the delay shown is the overall average delay experienced by all of the approaches.

SSSC = Side-Street Stop-Controlled. For SSSC intersections, the delay shown is the worst delay experienced by any of the approaches.

N/A = Not Applicable.

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8.0 LOS Deficiencies and Improvement
Requirements
This provides improvements requirements needed to increase LOS to acceptable or pre-project conditions for any roadway segments or intersections found to operate unacceptably with implementation of the Proposed Project.

Determination of the Need for Off-Site Improvements to
Accommodate Project Traffic – Near-Term Year 2024
with Project Conditions
This section identifies required improvements for any study roadway segments or intersections that are associated with the Project under Near-Term Year 2024 Base with Project conditions.

Roadway Segment Analysis
No improvements required.

Intersection Analysis
Based upon the LOS analysis results presented in Chapter 6 and the significance criteria presented in Section 2.5, the implementation of the Project would have an adverse effect on traffic operations at the following study intersection:
 South Pacific Street & Linda Vista Drive – Implementation of the Project would add more than 2.0 seconds of delay to this intersection already operating at LOS F during the PM peak hour. To improve traffic conditions, the Project shall pay a fair share contribution towards the construction of a traffic signal at this intersection.

To determine if signalizing the intersection of South Pacific Street & Linda Vista Drive is warranted, a signal warrant analysis was conducted in accordance with the California Manual on Uniform Traffic Control Devices (CA MUTCD). Utilizing the traffic volumes projected under Near-Term Year 2024, this intersection would not meet the requirements for the installation of a traffic signal. Therefore, it is not recommended to construct this traffic signal under Near-Term Year 2024 conditions. However, the traffic signal may be warranted under Horizon Year 2050 with the addition traffic associated with other developments in the area, such as Upham/Pacific. Traffic signal warrant analysis results can be found in Appendix L.

Determination of the Need for Off-Site Improvements to
Accommodate Project Traffic – Horizon Year 2050 with
Project Conditions
This section identifies required improvements for any study roadway segments or intersections that are associated with the Project under Horizon Year 2050 with Project conditions.

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Roadway Segment Analysis
Based upon the LOS analysis results presented in Chapter 6 and the significance criteria presented in Section 2.5, the implementation of the Project would have an adverse effect on traffic operations at the following study roadway segments:
 South Pacific Street, between Linda Vista Drive and Project Driveway #1  South Pacific Street, between Project Driveway #2 and West San Marcos Boulevard However, as noted in Section 2.2, daily roadway LOS is typically used only at the planning level and does not necessarily indicate true roadway operations. Therefore, to determine if the identified roadway segments operate at acceptable levels during peak times (worst case), peak hour arterial analyses were conducted to better understand the actual travel flow along the roadways. Roadway segments in which the peak hour arterial LOS, as well as the intersection LOS at either end of the segment are projected to operate at acceptable LOS D or better would not require improvements since the actual travel flow along the segment is considered to be acceptable. Peak hour arterial analysis worksheets under Horizon Year 2050 with Project conditions are provided in Appendix M.  South Pacific Street, between Linda Vista Drive and Project Driveway #1 (LOS F). The Proposed Project would add 174 average daily trips resulting in an increase of 0.021 in V/C ratio, which is above the allowable 0.02 increase in V/C ratio. Therefore, the following additional analyses were conducted to determine if the roadway segment would still require improvements as a result of the Proposed Project:
o The arterial LOS analysis identifies this roadway segment to operate as LOS D or better in the NB and SB directions during both the AM and PM peak hours.5 o The intersection of South Pacific Street & Linda Vista Drive and South Pacific Street & Project Driveway #1 are projected to operate at LOS B or better during both the AM and PM peak hours.6
o Therefore, the roadway segment would not require improvements as a result of the Proposed Project.
 South Pacific Street, between Project Driveway #2 and West San Marcos Boulevard (LOS F).

The Proposed Project would add 174 average daily trips resulting in an increase of 0.021 in V/C ratio, which is above the allowable 0.02 increase in V/C ratio. Therefore, the following additional analyses were conducted to determine if the roadway segment would still require improvements as a result of the Proposed Project:
o The arterial LOS analysis identifies this roadway segment to operate as LOS D or better in the NB and SB directions during both the AM and PM peak hours. o The intersection of South Pacific Street & Project Driveway #2 and South Pacific Street & West San Marcos Boulevard are projected to operate at LOS B or better during both the AM and PM peak hours.
o Therefore, the roadway segment would not require improvements as a result of the Proposed Project.
5 Due to limitations in Synchro software, and only for the purpose of arterial analysis, the intersection of South Pacific Street was input as a traffic signal but modeled to mimic the behavior of an all-way stopcontrolled intersection. 6 The Project will pay a fair share contribution towards the signalization of South Pacific Street & Linda Vista Road by Horizon Year 2050 with Improvements conditions.

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Therefore, since these study roadway segments are projected to operate efficiently during peak hours, implementation of the Project would not result in adverse effects on traffic operations and no improvements are required.

Intersection Analysis
Based upon the LOS analysis results presented in Chapter 6 and the significance criteria presented in Section 2.5, the implementation of the Project would have an adverse effect on traffic operations at the following study intersection:
 South Pacific Street & Linda Vista Drive – Implementation of the Project would add more than 2.0 seconds of delay to this intersection already operating at LOS F during the PM peak hour. To improve traffic conditions, the Project shall pay a fair share contribution towards the construction of a traffic signal at this intersection. This would reduce the overall delay from

63.8 seconds (LOS F) to 14.4 seconds (LOS B). The improvement would enhance traffic operations during the PM peak hour to better than pre-project conditions. Thus, upon implementation of this improvement, the Project would no longer have an adverse effect on traffic operations at this intersection.

The total number of vehicle trips passing through this intersection during the PM peak hour is 1,415, of which 22 (1.6% of the total volume) are vehicle trips generated by the Project.

The Project shall pay a 1.6% fair share contribution towards the installation of a traffic signal at this intersection.

It should be noted that based on discussions with City of San Marcos staff, the Upham/Pacific project will signalize this intersection as part of project frontage improvements. However, due to the uncertainty of the Upham/Pacific opening year, the intersection was assumed to remain unsignalized under Horizon Year 2050 conditions, resulting in the above adverse effect.

Table 8.1 displays intersection LOS and average vehicle delay results under Horizon Year 2050 with Project with Improvements conditions. LOS calculation worksheets and signal timing inputs are provided in Appendix N.

Table 8.1 - Peak Hour Intersection LOS Results – Horizon Year 2050 with Project and Improvement Conditions # Intersection Control
Type
Peak
Hour
Horizon Year 2050
with Project and
Improvements
Horizon Year 2050
without Project or
Improvements Δ
Delay Avg. Delay
(sec.) LOS Avg. Delay (sec.) LOS
1 South Pacific Street &
Linda Vista Drive Signal AM 15.0 B 16.3 C -1.3PM 14.4 B 63.8 F -49.4 Source: CR Associates (2023)
As shown, the recommended traffic signal would improve traffic operations during the PM peak hour to better than pre-project conditions.

To determine if signalizing the intersection of South Pacific Street & Linda Vista Drive is warranted, a signal warrant analysis was conducted in accordance with the California Manual on Uniform Traffic Control Devices (CA MUTCD). Utilizing the traffic volumes projected under Horizon Year 2050 C R
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conditions, this intersection would meet the requirements for the installation of a traffic signal.

Therefore, it is recommended that the Project pay a 1.6% fair share contribution towards the installation of a traffic signal. Traffic signal warrant analysis results can be found in Appendix L.

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9.0 Site Access and Circulation
This chapter addresses access to the project site and discusses the functionality of the project’s internal circulation.

Driveway Access
Project site access will be provided via the following four new project driveways:
 Project Driveway #1 – This new, full-access driveway will be located along the east side of South Pacific Street to the west of the project site. This driveway will be a new side-street stop-controlled intersection with South Pacific Street as the uncontrolled approach and the project driveway as the stop-controlled approach. This driveway is projected to operate at LOS A or under all “with Project” scenarios.
 Project Driveway #2 – This new, full-access driveway will be located along the north side of South Pacific Street to the south of the project site. This driveway will be a new side-street stop-controlled intersection with South Pacific Street as the uncontrolled approach and the project driveway as the stop-controlled approach. This driveway is projected to operate at LOS B or better under all “with Project” scenarios.

A 95th percentile queue analysis was conducted to determine the extent of queueing at the project driveway intersections under Near-Term Year 2024 Base with Project conditions and Horizon Year 2050 with Project conditions. The queue analysis was conducted for the proposed project driveways and the movements along South Pacific Street. Table 9.1 displays the 95th percentile queue analysis results for project driveway intersections under both analysis scenarios. Intersection queueing reports are provided in Appendix O.

As shown, the 95th percentile queues at project driveways are projected to fit within the available storage and would not impede traffic at the driveways or adjacent roadway system.

Based on preliminary review of the project site plan, the following recommendations are provided:
 Driveways are recommended to be constructed in accordance with City standards; and  Install stop signs (R1-1) at project driveways.

Internal Circulation
The internal roadway on the project site allows for two-way flow of vehicle traffic. Based upon review of the project site plan, the following recommendations are provided:
 Signage to warn drivers of pedestrian foot traffic
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Table 9.1 - Project Driveway Queue Analysis Results
# Intersection Control
Type
Turning
Movement
Peak
Hour
Available
Storage1 (ft)
Near-Term Year 2024
with Project Conditions
Horizon Year 2050
with Project Conditions
95th Percentile
Queue (ft)
Excess
Queue (ft)
95th Percentile
Queue (ft)
Excess
Queue (ft)
3 South Pacific Street &
Project Driveway #1 SSSC
NBR AM 270 <25 <25 <25 <25
PM <25 <25 <25 <25
SBL AM 780 <25 <25 <25 <25
PM <25 <25 <25 <25
WBLR AM 100 <25 <25 <25 <25
PM <25 <25 <25 <25
4 Project Driveway #2 &
South Pacific Street SSSC
EBL AM 320 <25 <25 <25 <25
PM <25 <25 <25 <25
WBR AM 1,370 <25 <25 <25 <25
PM <25 <25 <25 <25
SBLR AM 100 <25 <25 <25 <25
PM <25 <25 <25 <25
Source: CR Associates (2023)
Notes:
1 Measured from project driveway to upstream intersection.

SSSC = Side-Street Stop-Controlled
NBR = Northbound Right
SBL = Southbound Left
WBLR = Westbound Left/Right
EBL = Eastbound Left
WBR = Westbound Right
SBLR = Southbound Left/Right
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Appendix A
Scoping Agreement
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3900 5th Avenue, Suite 310  San Diego, CA 92103  619-795-6086 www.CRAmobility.com

TO: Jonathan Quezada, Assistant Engineer; City of San Marcos Chris Garcia, Associate Planner; City of San Marcos
FROM: Jonathan Sanchez, PE, TE, PTOE; CR Associates
Joseph Perez, EIT; CR Associates
DATE: June 9, 2022
RE: Hughes Circuits Project – Memorandum of Approach (MOA)

This memorandum serves to document the assumptions that will be used to conduct both a Transportation Impact Analysis (TIA) and a Local Transportation Analysis (LTA), for the Hughes Circuits project (the “Project”). These analyses will be conducted in accordance with the City of San Marcos Transportation Impact Analysis Guidelines, November 2020 (TIA Guidelines).

Project Description
The Hughes Circuits project (the “Proposed Project”) proposes to construct a building with 8,000 square feet of offices, 44,410 square feet of warehouse, and 15,000 square feet of manufacturing.

The Proposed Project is along South Pacific Street, approximately 650 feet south of the South Pacific Street and Linda Vista Drive intersection, in the City of San Marcos (APN#: 2192232000). The project site is currently vacant and designated as light industrial use within the San Marcos General Plan. Access to the Proposed Project will be provided via two separate driveways with one located along South Pacific Street to the west of the project site and the other along South Pacific Street to the south of the project site. Figure 1 displays the Project’s regional location. Figure 2 displays the project site plan.

TIA - VMT Analysis
According to the City of San Marcos TIA Guidelines, a VMT analysis will be conducted if the following criteria for screening projects are not met: (1) small project screening, (2) affordable housing screening, (3) local-serving retail or public facility screening, (4) High Quality Transit Area (HQTA) screening, or (5) low VMT area screening.

Since the Proposed Project does not fall under any of the VMT screening criteria, the Project would have to conduct a detailed VMT analysis and document it in a TIA. The TIA will include discussions of VMT results, identify impacts, and make mitigation recommendations, as needed.

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ASSOCIATES
§¨¦15
·|}þ76
City of Vista
City of
Carlsbad
City of
Encinitas
City of
Escondido
City of
Escondido
City of
Oceanside
City of
Oceanside
County of
San Diego
County of
San Diego
County of
San Diego
County of
San Diego
City of San Diego
City of
San Diego
City of
San Marcos
N
Figure 1
Project Regional Location
Hughes Circuits
Memorandum of Approach
0 1 2 Miles
Project Site
^
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Hughes Circuits
Memorandum of Approach
Figure 2
Project Site Plan

SOUTH PACIFIC STREET

SOUTH PACIFIC STREET
²
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L __ J L __ J
PROPOSED BUILDING 56,310 S.F. GROUND FLOOR
-t>11100 S.F. MEZZANINE
67,410S.F. TOTALAREA
BUILDING HEIGHT: 43'-0" A.F.F. (ARCHITECTURAL FEATURES) FAR: 67,410S.F.1 113,691 S.F. ;59%(60% JMX.)
F.F.E.:528'-11"
IAPN219-223-2000I
L __ J
,. ... SETBACK
Hughes Circuits Project Page 4
Memorandum of Approach
LTA – LOS Analysis
The purpose of the LTA is to evaluate how the Project will affect the surrounding local transportation network, as well as to determine if additional transportation improvements will be needed. The LOS analysis will evaluate the following five (5) scenarios:

1. Existing Conditions (2022) - This scenario is utilized to establish the existing baseline of traffic operations within the study area.

2. Near-Term 2023 Base Conditions – This scenario establishes a near-term baseline against which traffic generated by the Proposed Project can be compared to at the project opening day, anticipated to be Year 2023. Ambient growth rates or addition of cumulative projects’ traffic will be used to develop the Opening Year 2023 Base Conditions.

3. Near-Term 2023 Base with Project Conditions – This scenario represents the Opening Year traffic conditions with the addition of traffic generated by the Proposed Project.

4. Horizon Year 2050 Base Conditions – This scenario represents projected long-range baseline traffic conditions for Year 2050.

5. Horizon Year 2050 Base with Project Conditions – This scenario represents Year 2050 base traffic conditions with the addition of traffic generated by the Proposed Project.

Trip Generation
Per City TIA Guidelines, project trip generation estimates are to be derived utilizing SANDAG’s (not so) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region (SANDAG, April 2002). However, the proposed project is acting as an “expansion” of the existing Hughes Circuits facility located across the street from the proposed site, with similar operations except the new facility (proposed project) will operate with two shifts instead of three (two 8-hour shifts, 5 days a week). Therefore, a trip generation study was conducted at the existing Hughes Circuits facility.

Driveway counts were collected over a three-day period (Tuesday, March 1, Wednesday, March 2, and Thursday, March 3) to determine daily traffic and peak hour trip generation rates for the Proposed Project.

Table 1 displays daily, as well as AM and PM peak hour project trip generation. Driveway counts and project trip generation calculations are provided in Attachment 1.

Table 1 Project Trip Generation
Land Use ADT
AM Peak Hour PM Peak Hour
Trips In Out Trips In Out
Hughes Circuits 348 38 32 6 43 9 34
Source: CR Associates (2022)
As shown in the table, the Project is anticipated to generate a total of 348 daily trips, including 38 (32-in / 6-out) trips during the AM peak hour and 43 trips (9-in / 34-out) during the PM peak hour. It should be noted that at this time the number of employees and shift start/end times is unknown. For which the final project trip generation may differ slightly from Table 1. However, when this information becomes available the Project’s trip generation will be revised accordingly and reflected in the LTA.

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Hughes Circuits Project Page 5
Memorandum of Approach
Project Trip Distribution
The trip distribution, displayed in Figure 3, for the Proposed Project was developed based on the geographical location of the Project, as well as the characteristics of the proposed and surrounding land uses.

Project Trip Assignment
Based upon the Proposed Project trip generation (Table 1) and distribution (Figure 3), AM/PM peak hour and daily project trips were assigned to the adjacent roadway network, as displayed in Figure 4.

Project Study Area
Per City TIA Guidelines, at minimum, the study area must include project driveways, signalized and unsignalized intersections adjacent to the project site, and any classified (non-residential) roadways segments that are linked to project study intersections. The following roadway segments and intersections will be included within the project study area:

Roadway Segments
 South Pacific Street, between Linda Vista Drive and West San Marcos Boulevard  Linda Vista Drive, between South Rancho Santa Fe Road and South Pacific Street  Linda Vista Drive, between South Pacific Street and South Las Posas Road Intersections

1. South Pacific Street & Linda Vista Drive

2. South Pacific Street & West San Marcos Boulevard

3. South Pacific Street & Project Driveway #1

4. Project Driveway #2 & South Pacific Street
The LTA will include a section regarding operational characteristics of the project driveways. Figure 5 displays the project study area.

Traffic Volume Development
Traffic counts will be conducted along the study roadway segments and intersections listed above.

To ensure that current travel patterns reflect traffic conditions prior to the COVID-19 restrictions, a count validation will be conducted. Historical counts will be compared against existing counts. If current travel patterns are observed to be similar (less than 5% variations) to pre-COVID-19 conditions, existing counts will be deemed appropriate to utilize for this TIA. Otherwise, existing traffic counts will be adjusted to account for reduced traffic conditions.

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40%
10%
20%
30%
50%
20%
30%
40%
50%
Hughes Circuits
Memorandum of Approach
Figure 3
Project Trip Distribution
Linda Vista Dr
S Pacific St
Project
Dwy #1
Project
Dwy #2
Project
Site
² 0 250 500 Feet
La Mirada Dr
S Pacific St
S Las Posas Rd
W San Marcos Bl
Discovery St
S Rancho Santa Fe Rd
S Las Posas Rd
XX% Trip Distribution
Project Site
I
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70 104
174
174
Hughes Circuits
Memorandum of Approach
Figure 4
Project Trip Assignment
Linda Vista Dr
S Pacific St
Project
Dwy #1
Project
Dwy #2
Project
Site
² 05 250 Feet 00
La Mirada Dr
S
Pacific
St
S Las Posas Rd
W San Marcos Bl
Discovery
St
S Rancho Santa Fe Rd
S Las
Posas
Rd
1 / 7
6 / 2
10 / 3
2 / 10
3 / 1
1 / 3
13 / 4
2 / 14
3 /17
16 / 5
3 /17
16 / 5
XXX

AM / PM
  
Trip Assignment
Turn Movements
Peak Hour Volumes
Project Site
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••• •••..................... •········· ~
.. ·
•···············••••••••••
I
/./··· ·····.\\
~ j
./ \._ ..... -.. /
!
!
!
!4
3 2
1 Hughes Circuits
Memorandum of Approach
Figure 5
Project Study Area
Linda Vista Dr
S Pacific St
Project
Dwy #1
Project
Dwy #2
Project
Site
² 0 250 500 Feet
! Study Intersection
Study Roadway
Project Site
#
La Mirada Dr
S Pacific St
S Las Posas Rd
W San Marcos Bl
Discovery St
S Rancho Santa Fe Rd
S Las Posas Rd
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Hughes Circuits
Local Transportation Analysis
Appendix B
Signal Timing
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Phase Timing and Options
Unit Information Phase Timing Phase Options
1 2 3 4 5 6 7 8
X X . . X X X X
. . . . . . . X
. X . . . X . .

X X . . X X X X
. . . . . . . .
. . . . . . . .

Unit Parameters . . . . . . . .
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. X . . . X . .
. X . . . X X .

Phase Configuration Global Phase Recalls Notes
1 2 3 4 5 6 7 8
. . . . . . . .
. . . . . . . .
. . . . . . . .

City of San Marcos
San Marcos @ Pacific
Phase
Enable
Non Lock Detector
Min Vehicle Recall
Max Vehicle Recall
Ped Recall
0 0
5 0 0 0 5 5 0
0 0 0 17 20
1 2 4
6 4
2 Phase
1 7
8 SB
Phase
Min
Max
Ped
Green No Walk
Phase Not On
Phase Not On NB
Green No Walk
WB
Phase Not On
Description
WB Left
Startup
None
Phase Not On
Added Initial
Maximum Initial
Time B4 Reduction
Cars B4 Reduction
Time To Reduce
Reduce By
Minimum Gap
Advance Walk
Delayed Ped
EB Left
All Red Flash Sns
5 MCE Enable
Free Sequence
Start Yel. Override
Start Red Override
1 EB
6 0 0
Disable
None
0 0
0 0
Local CVM Fash Disable
3 All Red Flash Exit
Enable

0.0 0.0
0 No Ped Startup Call
Max Green 2
0 0
0 0.0
0 Add Initial Calculation
Ped Clear During Yellow
Ped Clear During Red Clr
Yellow Min Override
0 Red Clear
35 4.5

2.0 0
Max Green 1
Yellow Change 4.5 4.5 4.0

2.0 2.0 2.5

0.0 0.0 0.0
Soft Vehicle Recall
Dual Entry
Sim. Gap Disable
0 0 0

0.0 0 0 0 0
0 0 0
0 0 0 0

0.0 3.5
No Startup Call

3.0 Actuated Rest in Walk
Conditional Svc Enable
Auto Ped Clear
0 Passage
0 0.0
0 0.0 0.0 0.0

0.0 0 0
0 0.0
0 0
Man. Control Seq. 1
Startup All Red 6
51 Intelight MAXTIME 2.X
San Marcos
Pacific
Startup Flash
Controller Number
0 0
Phase 3
Software
Main Street
Side Street
IP Address
Min Green 2 0
Description
WB
Left
Walk
Ped Clear
Min Green
Passage 2
Extended Mode
15 3.0
50 4.5

2.0 0.0
0 0 0

3.0 3.0

0.0 0.0 0.0

0.0 0.0 0.0 0.0
0 0
Min Green 2

0.0 0 0

0.0 0 0 Red Rest
0 0 Ped Recycle
5 6 7 8
0 0 0

0.0 0.0 0.0
0 0.0 0.0 0.0
0 0
0 0.0 0.0 3.0
0 0
8 0
7 15
5 Auto Flash Entry
Auto Flash Exit
Max Green 2 0 0 0 0 0 0 0 0
Steady Don't Walk 0 0 0
8 3.0 3.0 3.0
NB
0 0
EB EB
Left WB SB
10 0

0.0 0.0 0.0 0.0
All Dark Flash Sns Disable
0 0 0 0
0 25 50 25 25

3.0 0.0

0.0 Red Revert
Backup Time
Enable
Enable

6.0 600
Printed on: 3/25/2021
INTEL~GHT
~-I I I I I I I I I I

SAN MARCOS

DISCOVER LIFE'S POSSIBILITIES

Sequences
Sequence 1 Sequence 2 Sequence 3 Sequence 4 Sequence 5 Sequence 6 Sequence 7 Sequence 8 Sequence 9 Sequence 10 Sequence 11 Sequence 12 Sequence 13 Sequence 14 Sequence 15 Sequence 16
Standard Overlaps
. . . . .
0 0 0 0 0
0 0 0 0 0

0.0 0.0 0.0 0.0 0.0
. . . . .
. . . . .
0 0 0 0 0

0.0 0.0 0.0 0.0 0.0

0.0 0.0 0.0 0.0 0.0
6 Disabled Disabled Disabled Disabled Disabled
Off Off Off Off Off
2 3 4 5
Call for Svc
1 Disabled
Off
0 0.0

0.0 0
0 0.0
.
.
.

Startup Call
Recall
4 4
3 2,1,a,4,3,b
Ring Sequence Ring Sequence Ring Sequence
1 2,1,a,3,4,b
3 4 4
4 3
4 3
4 3
4 3
4 2 6,5,a,8,7,b 2 6,5,a,8,7,b 2 6,5,a,8,7,b
1 1,2,a,4,3,b 1
2 6,5,a,8,7,b
Ring Sequence
1 1,2,a,3,4,b
Trail Red
Walk
Ped Clear
Delay
Overlap
Negative Phs
Negative Ovlp
Negative Ped
Green Suppr
Trail Green
Trail Yellow
Modifier Phs
Type
Included Phs
1 1,2,a,4,3,b
2 6,5,a,7,8,b
3 4
3 2 5,6,a,7,8,b
Ring Sequence
4 2 6,5,a,7,8,b 2 5,6,a,8,7,b
Ring Sequence Ring Sequence
1 2,1,a,3,4,b
2 5,6,a,8,7,b
3 4
Ring Sequence
1 1,2,a,b
2 5,6,a,7,8,b
Ring Sequence
1 1,2,a,b
2 5,6,a,7,8,b
Overlaps
Enabled
Description
3 4
3 3
4 3
4 3
4 1 1,2,a,b 1 2,1,a,b 1 1,2,a,4,3,b 1 2,1,a,4,3,b
Ring Sequence Ring Sequence Ring Sequence
3 Ring Sequence
2 5,6,a,7,8,b 2 5,6,a,7,8,b 2 5,6,a,7,8,b
Ring Sequence Ring Sequence Ring Sequence
2 5,6,a,8,7,b 2 5,6,a,8,7,b
3 1 2,1,a,4,3,b 1 1,2,a,3,4,b 1 1,2,a,4,3,b 1 2,1,a,4,3,b Printed on: 3/25/2021
INTEL~GHT

Backup Prevention / No Serve Phases
Sequence 1 Sequence 2 Sequence 3
Backup Protection Plan Backup Protection Plan Backup Protection Plan Call Phs No Serve Call Phs No Serve Call Phs No Serve
1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8
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. . . . . . . . . . . . . . . . . . . . . . . .

Sequence 4 Sequence 5 Sequence 6
Backup Protection Plan Backup Protection Plan Backup Protection Plan Call Phs No Serve Call Phs No Serve Call Phs No Serve
1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8
. . . . . . . . . . . . . . . . . . . . . . . .
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. . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . .

Sequence 7 Sequence 8 Sequence 9
Backup Protection Plan Backup Protection Plan Backup Protection Plan Call Phs No Serve Call Phs No Serve Call Phs No Serve
1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8
. . . . . . . . . . . . . . . . . . . . . . . .
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Backup phase Backup phase Backup phase
Ph Call Ph Ph No Srv Ph Call Ph Ph No Srv Ph Call Ph Ph No Srv Serve Phase 1 1 1 Serve Phase1 1 1 Serve Phase1 1 1
2 2 2 2
3 3 3 3 3 3 3 3 3
2 2 2 2 2
4 4 4
5 5 5 5 5 5 5 5 5
4 4 4 4 4 4
6 6 6
7 7 7 7 7 7 7 7 7
6 6 6 6 6 6
Backup phase Backup phase Backup phase
Ph Call Ph Ph No Srv Ph Call Ph Ph No Srv
8 8 8
Thru Red No Thru Red No Thru Red No
8 8 8 8 8 8
Ph Call Ph Ph No Srv Serve Phase
1 1 1 Serve Phase1 1 1 Serve Phase1 1 1
2 2 2 2
3 3 3 3 3 3 3 3 3
2 2 2 2 2
4 4 4
5 5 5 5 5 5 5 5 5
4 4 4 4 4 4
6 6 6
7 7 7 7 7 7 7 7 7
6 6 6 6 6 6
Backup phase Backup phase Backup phase
Ph Call Ph Ph No Srv Ph Call Ph Ph No Srv
8 8 8
Thru Red No Thru Red No Thru Red No
8 8 8 8 8 8
Ph Call Ph Ph No Srv Serve Phase
1 1 1 Serve Phase1 1 1 Serve Phase1 1 1
2 2 2 2
3 3 3 3 3 3 3 3 3
2 2 2 2 2
4 4 4
5 5 5 5 5 5 5 5 5
4 4 4 4 4 4
6 6 6
7 7 7 7 7 7 7 7 7
6 6 6 6 6 6
8 8 8
Thru Red No Thru Red No Thru Red No
8 8 8 8 8 8
Printed on: 3/25/2021
INTEL~GHT

Detector Configuration
Vehicle Detectors Pedestrian Detectors
Global Vehicle Detector Parameters
Global Ped Detector Parameters
Vehicle Detection Options
Detector Reset Enable Enabled
20 Addtnl Call PH No Act Max Pres
None
None
None
None
None
None
None
None Erratic Count
2 Failed Recall Call PH Call O/L
None
None
None
None
None
None
None
None
Global Failed Recall
Global No Activity
Global Max Pres.
1 2
2 3
5 6
None
None
60 45
Max Recall
None 5
None
None
None
None
None
None
None
None
None
6 C1-43
J-4
J-5
J-6U
J-6L
J-7U
J-7L
J-8
J-9U C1-59
20 Global Erratic Ct
7 ------- -------
3 ------- -------
Global No Activity
Global Max Presence
Global Erratic Count
8 X X X X . X X X X X X X . X X X X X
I-1
Added Initial X X X X X . X
J-9L
6 6
6 6
8 8
8 8
5 7
27 28 Detector
2 4
6 8
1 2
3 4
5 6
7 8
9 10
11 12
13 14
1 5
26 I-2U
I-2L
I-3U
I-3L
I-4
I-5
I-6U
I-6L
I-7U
I-7L
I-8
I-9U
I-9L
J-1
J-2U
J-2L
J-3U
J-3L
C1-58
C1-41
C1-49
C1-55
C1-44
C1-64
C1-63
C1-46
C1-50
C1-57
C1-79
C1-66
C1-62
C1-77
C1-40
C1-48
C1-42 Slot
I-12U C1 Pin Number
C1-67
I-12L
I-13U
I-13L
C1-69
C1-68
C1-70
------- -------
------- -------
C1-56
C1-39
2 2
2 3
4 4
4 4
C1-76
C1-47
C1-78
24 25
15 16
17 18
19 20
21 22
23 C1-45
C1-65
4 1
Detector
C1-61
C1-60
6 7 8 9
Yellow Lock Call
Occupancy
Volume
10 11 12 13 14 15 16 17 18 19 20 21
.
. . .
1 2 3 4 5
.

X
X
25 26 27 28
. . .
. . . .
.
.

X X
.
.
23 24
. . . . . . . . . .
. .

Call
Queue
Extend
Red Lock Call
22 . . . . . . . . . . . .
.

X X X X X X
. . . . .
. . . . . . . . . . . . . . . .
. .

X
. . . . . . . .

X X X X X X X
. . . . . . . . . . . . . . . .

X X

X X X X X X X X X X X X X X X X X X
. .
. .
. .

X X
. .
. . . . . . . . .
. . .
. . . . . .
. .
. .
. . .

X X X X X X
. .

X X
. . .

X X X X X X X X
. .
.
.
.

X
.

X
. . .
. . .
. . . Detector Slot C1 Pin Number Call Phase Addtnl Call PH Switch Phase Delay Extend Queue Limit No Activity Max Pres. Erratic Count Fail Time Description . . . . .
7 8 Call O/L
Min Green 2 . . . . . . . . . . . . . . . . . . . . . . .

Passage 2 . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Printed on: 3/25/2021
INTEL~GHT
I I

Coordination Configuration
Coordination Parameters Patterns
Split 1 Split 2 Split 3
Split 4 Split 5 Split 6
9 Yellow Auto Permissive Fixed Max Inhibit
Fixed
Fixed
Mode
None
None
None
None
Mode
8 Yellow Auto Permissive Fixed Max Inhibit 1 1 1 1
7 Yellow Auto Permissive Fixed Max Inhibit 1
Description
Auto Permissive
Coord Mode
Auto Permissive
Full Permissive
Auto Permissive
Auto Permissive
Auto Permissive
Patt. Cycle Offset 1 Split Seq Reference FO Mode
Fixed
Fixed
1 Fixed
Fixed
Fixed
Yellow Fixed
1 1
Max Inhibit
.
.

OL
Pln
1 1
1 1
1 1 1 1
Phs Det Ped
1 1 1
1 Max Mode Pln Pln Pln
Max Inhibit
Max Inhibit
Max Inhibit
Max Inhibit
1 4
1 Fixed None
Fixed None 1
FO Mode Mode
7 PH. Time Min Max
2 1 1
FO Mode
Fixed
Fixed
1 .
.Coord Phase
Fixed None .

FO Mode PH. Time
1 Max Inhibit
Min Max
1 1
1 1 1 1
Fixed None
Fixed None
. . Fixed None
Fixed None
7 31 . Fixed None
Fixed None
.
4 . .
6 74 X X
8 20
5 25
.
.
. .

X
. 45
5 150 81 Yellow
6 Yellow
Yellow Coord Phase
1 . . Fixed None 1 25
Min Cyc Limit % 25
Split Parameters
Max Dwell
Trans. Cover Ped
0 Pattern
.
.
.
.
3 . None 3 .
.

PH. Time Min Max Coord Phase Ref Phase FO Mode Mode PH. 2 . Fixed None 2
None
None
None
None
.

Fixed None
FO Mode Mode
Fixed Coord
6 5 . None 5
4 . None 4
. Fixed
. Fixed None
.
. None 6
1 4
2 Time Max Min
.

Fixed
Fixed
Fixed
Fixed Phase Ref Phase
.
.
. .
.
.
.

Fixed None
X
Yellow
Yellow
X
5 1
25 X
2 3
Max Cyc Limit %
Fixed
Fixed
Fixed
Fixed
Fixed Phase
2 1
.
.
45 33
Operational Mode
Coord Mode
Maximum Mode
Force Mode
Correction Mode
2 130 59
Automatic
Full Permissive
Per Pattern
4 Per Pattern
Shortway (Auto)
25 5
1 3
150 93
1 1
1 1 1
.
.

Fixed None
. Fixed None
. Fixed None Ref Phase
.

Fixed None .
.
3 Ref
X
.
.
5 8
6 27
Fixed None
2 PH. Time Min Max FO Mode Mode Phase Ref Phase
8 7 . None 7
.
1 25 . . Fixed None Coord Phase Ref Phase
. None 8
2 49 X X Fixed None
3 . . Fixed None
4 . . Fixed None
Fixed None
6 74 X . Fixed None
7 31 . . Fixed None
8 20 . . Fixed None
PH. Time Min Max Coord
1 25 .
2 74 X
3 .
5 25 . .
4 6
5 .
.

Fixed None
. Fixed None
3 . Fixed None
.
.
.
.
. None
8 . Fixed None
. Fixed None
7 . Fixed None
.
.
.

Printed on: 3/25/2021

INTELEGHT

Split 7 Split 8 Split 9
Advanced Coord Options
Ring Plan 1 Ring Plan 2 Ring Plan 3 Ring Plan 4 Ring Plan 5 Ring Plan 6 Ring Plan 7 Ring Plan 8 Ring Plan 9
3 0 0
Ring Offset Early Gap
1 0 0
2 0 0
4 0 0
Offset Early Gap
0 0
0 0
0 0
0 0
Ring
1 2
3 3 0 0
4 0 0
1 0 0
1 0 0
4 2 0 0
2 0 0
3 0
0 0
Ring Offset Early Gap
1 0 0
2 0 0
3 . .
4 3 0 0
3 0 0
4 0 0
4 0 0
Ring Offset Early Gap
1 4 0 0
Ring Offset Early Gap
Ring Offset Early Gap
0 2
0 3 0 0
Ring Offset
.

Ring Offset Early Gap
1 0 0
2 0 0
3 0 0
0 4 0 0
Early Gap
1 0 0
2 0 0
4 Offset Early Gap
0 0
0 0
0 0
0 0
Ring Plans
Ring
1 2
3 0
0 7 . . Fixed None
8 . . Fixed None
. Fixed None
6 . . Fixed None
.

None
4 . . Fixed None
. Fixed None
2 . . Fixed None
PH. Time Min Max Phase FO Mode Mode
8 . . Fixed None Coord
1 .
3 .
5 . Fixed
. . Fixed None Coord Phase Ref Phase
5 . . Fixed None
6 . . Fixed None
3 . . Fixed None
4 . . Fixed None
1 . . Fixed None
2 . . Fixed None
7 . . Fixed None
8 . . Fixed None
5 . . Fixed None
6 . . Fixed None
. . Fixed None
2 . . Fixed None
PH. Time Min Max Coord Phase Ref Phase FO Mode Mode PH. Time Min Max FO Mode Mode Phase Ref . .
. .

X
8 .
.
9 Fixed None
Fixed None
7 7
.
. . .

Allow Split Underrun .
4 5 6
Allow Split Overrun .

Ring Plan
. .
4 . .
1 .

Allow No Coord Phase . . . . . .

Coord Now . . . . . .
.
.
.
.
.
.

Pattern 1 2 3
.

Printed on: 3/25/2021

INTELEGHT

Scheduler Configuration
Schedule 1
1 2 3
1 2 3 4 5 6 7 8 9 0 1 2 3 4 5 6 7 8 9 0 1 2 3 4 5 6 7 8 9 0 1

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X Schedule 2
1 2 3
1 2 3 4 5 6 7 8 9 0 1 2 3 4 5 6 7 8 9 0 1 2 3 4 5 6 7 8 9 0 1

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X Schedule 3
1 2 3
1 2 3 4 5 6 7 8 9 0 1 2 3 4 5 6 7 8 9 0 1 2 3 4 5 6 7 8 9 0 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 2 3 1 2 3 4 5 6 7 8
Day Plan 1 Day Plan 2 Day Plan 3 . . . . . . . . . . .
. . . . . . . . . . .
. . . . . . . . . . .
. . . . . . . . . . .
. . . . . . . . . . .
. . . . . . . . . . .
. . . . . . . . . . .
. . . . . . . . . . .
. . . . . . . . . . .
. . . . . . . . . . .
. . . . . . . . . . .
. . . . . . . . . . .
. . . . . . . . . . .
. . . . . . . . . . .
. . . . . . . . . . .
. . . . . . . . . . .
. . . . . . . . . . .
. . . . . . . . . . .
. . . . . . . . . . .
. . . . . . . . . . .
. . . . . . . . . . .
9 None
10 None
13 None
14 None
15 None
11 None
12 None
19 None
6 None
7 None
8 None
1 2
3 4
5 None
None
None
None
None
Action
Action Commands
Command Index Action Command Index Action Command Index Action Command Index Month of Year Days of Week Days of Month

J F M A M J J A S O N D T W T F S
0 0
4 Pattern
Pattern 1
Description Day Plan 0
S M
0 0
3 Pattern 3
4 Pattern 4
0 Special Functions
Event HR MIN ACT Description
Actions
.

Aux
Pattern 2
Action
1 2
. . .

None
12 None
19 None
0 6
Pattern 9
5 Pattern 7
Pattern 8
Pattern 5
Pattern 6
0 Pattern 10
64 Free
20 None
13 None
14 None
20 None
17 None
18 None
15 None
None 16 None
0 0
8 9 0 11
7 7
0 9
10 0
21 0
0 17 None
18 None
0 0
16 5 0
6 0 0
10 30 4
0 5
4 0 0 0
0 0
0 0
0 0
8 0
Day Plans
HR MIN
.
4 8
Description
Free
0 0
64 0
0 0
0 Status Enabled
Status Enabled
HR
6 14
19 MIN ACT
Status Disabled
. . . . . .

Event
1 2
3 0 2
64 Free
1 ACT Description
2 3
2 Event
.

S
X
Description Weekday
. .
19 0
0 0
1 8 0
2 3
0 X X
A
Day Plan
8 1
Month of Year Days of Week Days of Month

J F M A M J J A S O N
0 0
. . . . .
10 5
6 7
10 9
6 7
0 0
9 0 0 0
0 5
0 0
0 D S M T W T F S
X . X X X X X .

Month of Year Days of Week
J
X
F M
X

X X X X X X X X

X X X X X X X X

M J J A S
Weekend
Days of Month
X X X X . . . . .

M T
Description Day Plan 2

O N D S W T F
Printed on: 3/25/2021
INTEL~GHT
I I I I I I I I I I I I I I I I I I I I I I 11 I I I I I I I ID I I I I I I I ID I I I I I I I ID I I I I I I I I I I I I I I I I I I I I I I I 11 I I I I I I I ID I I I I I I I ID I I I I I I I ID I I I I I I I I I I I I I I I I I I I I I I I 11 I I I I I I I ID I I I I I I I ID I I I I I I I ID I

Preempt Configuration
Preemption Configuration Preemption Options
Preemption Parameters Preempt Parameters
Track Overlap
Track 2 Overlap
Dwell Ped
Dwell Overlap
Cycling Phase
Cycling Ped
Cycling Overlap
Recovery Exit Omit
Preempt
Enabled
Type
Description
Dwell Phase
Exit Phase
Exit Overlaps
Track Phase
Track 2 Phases
.
.
.
.
6 .
.
.
.
.
.
.
.
.
.
.
.
5 .
.
.
.
.
.
.
.
.
.
.
.
.
.
. .
4 .
.
.
.
.
.
.
.
.
1 25.5 25.5
Dwell Green
Exit Ped Clear
Exit Yellow Change
Exit Red Clear
0 3 4 5 6

25.5 25.5
255 255
Max Presence
Max Presence Action
Preempt
.
.
.
.
.
.
.
6 0
Preempt 1 2
Link
Delay
Min Duration
Min Presence
1 .
.
.

Exit Phases

25.5 25.5
255 255
0 Exit Type

25.5 0

0.0 255
0 Disabled
0 Disabled Disabled
0 0
0 25.5

25.5 25.5
1 .
.
.
.
2 3
.
.
.
.
.
.
.
.
. .
.
.
.
.
.

Enter Min Walk
Enter Ped Clear
Track Green
Track Yellow Change
Track Red Clear
Track 2 Green
Track 2 Yellow
Track 2 Red
Track Ext. Gate Down
Enter Min Green
Enter Yellow Change
Enter Red Clear
Exit Max Mode
Exit Max Apply Time
Veh Exit Calls
Ped Exit Calls
0 0.0
0 Terminate
0 25.5

25.5 Terminate

0.0 0.0 0.0 0.0
0 255 255 255
0 Dwell Ext Time
Max Exit Green
255

25.5 25.5
0 0

25.5 0 0 0
255

25.5 25.5

25.5 25.5
0 0
Terminate Terminate Terminate Terminate
0 0 0 0

25.5 25.5 25.5 25.5

25.5 25.5 25.5 25.5

25.5 0 0 0 0
255
0 0 0 0
0 1 1

25.5 25.5 25.5

25.5 25.5 25.5 25.5

25.5 25.5 25.5
0 0 0
. .

Require All Red Entry
Require Gate Down Track Exit
Require Gate Up Dwell Exit
Use Normal On/Normal Off Input
Immediate Ped Clear
Dwell Only Status Output
All Red Flash Dwell
Allow All Overlaps
Ped Recycle in Dwell Cycle
X
.
.
.
.
.

Preempt
Non Lock Mem
Not Overide Flash
Not Overide Next Preempt
Flash Dwell
1 Enabled
Rail Road
BBS Flash
0 0
0 0
Exit Phases Exit Phases Exit Phases Exit Phases Exit Phases Disabled Disabled
0 0 0
Disabled
1 2 3 4 5
0 0 0 0 0
0 0 0 0 0
0 0 0 0
0 0
0 0 255 255 255
0 0 0 0 0
0 0 0 0 0

25.5 25.5 25.5 25.5 25.5

25.5 25.5 25.5 25.5 25.5
2,6
2 3 4 5 6
Disabled Enabled Enabled Enabled Enabled
Rail Road Emergency Veh Emergency Veh Emergency Veh Emergency Veh 2,5 7 1,6 8
2,6 7 2,6 8
Printed on: 3/25/2021
INTEL~GHT

Advanced I/O Configuration
Channel Configuration Concurrency Mode
Auto Concurrency
Channel Options
Cabinet Configuration
IO Modules
Input Points
C11-12 Not Active
Not Active
25 Idx
15 23
14 40
22 Not Active
C11-25
4 42
43 44
45 C1-76 5
C1-77
11 25
41 Vehicle Det Call
Vehicle Det Call
Vehicle Det Call
Vehicle Det Call
19 C1-48
C11-29
C11-30
C11-26
C11-27
C11-28
Not Active
Not Active
Vehicle Det Call Not Active
C11-13
Not Active
Not Active
Not Active
26 27
28 29
C1-54
C1-49
C11-16
C1-66 C1-82
C1-79
C1-80
C1-81
C1-72
C11-22
C11-17
C11-18
C11-19
C11-20
C11-21
58 59
60 61
54 C11-11
C1-78
C1-62
C1-75 C11-23
C11-24
56 57
Preempt Input
Not Active
C1-58
Vehicle Det Call C1-68
6 17
9 23
6 24
37 C1-73
C1-74
19 20
55 C11-10
3 4
C1-70
C1-71
C1-41
C1-42
Idx C1 Pin
2 16
8 22
3 C1-56
Input Type
Vehicle Det Call
Input Type
C1-43
C1-46
C1-47
5 Vehicle Det Call
Preempt Input
Preempt Input
Preempt Input
Vehicle Det Call
Ch
1 2
3 4
7 8
5 6
7 8
Control Type
Phase Vehicle
Phase Vehicle
Phase Vehicle
Phase Vehicle
Vehicle Det Call
Phase Ped
Phase Ped
Phase Ped
12 . .
14 IO Module
1 X
1 2 3 4
. .

X X
Type
7 6
5 6 7 8
Phase Vehicle
Phase Vehicle
Phase Vehicle
Phase Vehicle
Control Type
None
None
None
None
Phase Ped
Source
2 Input
C1-39
C1-40
Ch
9 10
11 12
13 C1 Pin
17 18
Channel
Flash Yellow
Flash Red
Flash Alternate Half Hertz
.

Source
1 2
3 4
5 6
Caltrans 332
X
. . . .

X X
15 .

X
. . X
16 X
X
C1 Pin
C11-15
C1-57 C1-69
C1 Pin
C1-55
C1-59 Input Input
21 7
Idx
2 6
4 8
C1-67 Input33
Input Type
Ped Det Call
50 51
52 49
C1-60
C1-61
34 35
36 38
39 Ped Det Call
Ped Det Call
Ped Det Call
27 13
28 1
53 Vehicle Det Call
Vehicle Det Call
Vehicle Det Call
Vehicle Det Call
Vehicle Det Call
Not Active
Not Active
Not Active
Not Active
Input Type Idx
Not Active
Not Active
Not Active
Not Active
Not Active
30 31
32 46
47 48
62 63
64 Unit Interval Advance
Unit Local Flash Sense
Unit Stop Time
18 C1-65 10
24 14 1
15 16
21 Not Active
20 2
1 10
11 12
13 12
1 2
3 4
Vehicle Det Call
Vehicle Det Call
Vehicle Det Call
Vehicle Det Call
Vehicle Det Call
Vehicle Det Call
Vehicle Det Call
Vehicle Det Call
5 6
7 8
9 C1-44
C1-45
Vehicle Det Call
Vehicle Det Call
Preempt Input
Preempt Input
Unit Manual Control Enable
Not Active
1 1
C1-51
C1-52
C1-53
Vehicle Det Call
Vehicle Det Call
Vehicle Det Call
26 1
C1-50
C1-63
C1-64
15 Not Active
14 16
Ch
1 2
3 4
5 6
7 8
. . 9
.
.
8 9 10 11 15 16
. . . . . . .
. . .
13 14
14 15
16 X . . 10
11 12
13 X . . . . . . . .

Concurrency Mode
Auto
Concurrency
5,6,15
5,6,13,15
13 13,15
Printed on: 3/25/2021
INTEL~GHT
111111111111111 I I

Cabinet Configuration
Output Points
C1 Pin C1 Pin
Not Active
Channel Yellow Ped Clear Driver
Channel Green Walk Driver
Channel Red Do Not Walk Driver
Channel Yellow Ped Clear Driver
Channel Green Walk Driver
Not Active
Not Active
Not Active
Not Active
Not Active
Not Active
Not Active
Channel Red Do Not Walk Driver
Channel Yellow Ped Clear Driver
Channel Green Walk Driver
Channel Red Do Not Walk Driver
Channel Yellow Ped Clear Driver
Channel Green Walk Driver
Output Type
Channel Yellow Ped Clear Driver
Channel Yellow Ped Clear Driver
Channel Yellow Ped Clear Driver
Channel Yellow Ped Clear Driver
Channel Yellow Ped Clear Driver
Channel Yellow Ped Clear Driver
Detector Reset
Watchdog
Channel Red Do Not Walk Driver
Channel Green Walk Driver
Channel Red Do Not Walk Driver
Channel Yellow Ped Clear Driver
Channel Green Walk Driver
Channel Red Do Not Walk Driver
Channel Yellow Ped Clear Driver
Channel Green Walk Driver
Channel Green Walk Driver
Channel Red Do Not Walk Driver
Channel Yellow Ped Clear Driver
Channel Green Walk Driver
Channel Red Do Not Walk Driver
Channel Green Walk Driver
Channel Red Do Not Walk Driver
Channel Green Walk Driver
Channel Red Do Not Walk Driver
Channel Yellow Ped Clear Driver
Channel Green Walk Driver
Channel Red Do Not Walk Driver
Channel Yellow Ped Clear Driver
Channel Green Walk Driver
Channel Red Do Not Walk Driver
Channel Yellow Ped Clear Driver
Channel Green Walk Driver
64 C11-8
C11-1
5 6
6 6
5 5
C11-4
61 62
63 15
C11-3
18 18
C1-98
Channel Red Do Not Walk Driver
Channel Green Walk Driver
Channel Red Do Not Walk Driver
12 11
11 10
10 10
9 9
C1-88
C1-89
C11-7
3 13
13 15
14 16
3 18
11 1
14 C1-101
C1-102
34 C1-36
37 C1-100
38 42
36 C1-84
9 17
17 17
12 12
39 C1-91
50 C1-93
51 C1-94
7 8
8 8
7 7
15 C11-6
44 C1-86
45 C1-87
60 49
C11-5
48 C1-90
47 2
1 1
1 46
1Output Output Type Idx
14 15
16 2
3 4
5 C1-2
2 2
4 4
4 3
Channel Red Do Not Walk Driver
Channel Green Walk Driver
Channel Red Do Not Walk Driver
Channel Yellow Ped Clear Driver
Channel Green Walk Driver
Channel Red Do Not Walk Driver
Channel Yellow Ped Clear Driver
Channel Green Walk Driver
6 7
8 9
10 11
12 13
14 C1-3
C1-4
C1-5
C1-6
C1-7
C1-8
C1-9
C1-10
C1-11
17 C1-19 16
28 C1-30
25 C1-27
26 C1-28
27 C1-29
22 C1-24
23 C1-25
18 C1-20
21 C1-23
20 C1-22
19 16
Channel Red Do Not Walk Driver
31 C1-33
32 C1-34
29 C1-31
30 C1-32
24 C1-26
C1-21
58 C11-2
59 40 C1-103
41 C1-83
56 C1-99
57 52 C1-95
53 C1-96
54 C1-97
55 C1-12
C1-13
C1-15
C1-16
C1-17
C1-18
43 C1-85
35 C1-37
C1-38
Idx
13 Output
33 C1-35
Printed on: 3/25/2021
INTEL~GHT

User Programs
Program 1
Enabled
40 None 0 None None None 0.0 0.0
None 0.0 0.0
None 0.0 0.0
39 None 0 None None
38 None 0 None None
None 0.0 0.0
None 0.0 0.0
37 None 0 None None
36 None 0 None None
None 0.0 0.0
None 0.0 0.0
35 None 0 None None
34 None 0 None None
None 0.0 0.0
None 0.0 0.0
33 None 0 None None
32 None 0 None None
None 0.0 0.0
None 0.0 0.0
31 None 0 None None
30 None 0 None None
None 0.0 0.0
None 0.0 0.0
29 None 0 None None
28 None 0 None None
None 0.0 0.0
None 0.0 0.0
27 None 0 None None
26 None 0 None None
None 0.0 0.0
None 0.0 0.0
25 None 0 None None
24 None 0 None None
None 0.0 0.0
None 0.0 0.0
23 None 0 None None
22 None 0 None None
None 0.0 0.0
None 0.0 0.0
21 None 0 None None
20 None 0 None None
None 0.0 0.0
None 0.0 0.0
19 None 0 None None
18 None 0 None None
None 0.0 0.0
None 0.0 0.0
17 None 0 None None
16 None 0 None None
None 0.0 0.0
None 0.0 0.0
15 None 0 None None
14 None 0 None None
None 0.0 0.0
None 0.0 0.0
13 None 0 None None
12 None 0 None None
None 0.0 0.0
None 0.0 0.0
11 None 0 None None
10 None 0 None None
None 0.0 0.0
None 0.0 0.0
9 None 0 None None
8 None 0 None None
None 0.0 0.0
0 None 0.0 0.0
7 None 0 None None
6 None 0 None None
None 0.0 0.0
None 0.0 0.0
5 None 0 None None
4 None 0 None None
3 None 0 None None None 0.0 0.0
None None
None 0.0 0.0 Aux Switch Stop Time
Parameter B Idx Dly Ext Description
1 Unit Stop Time 1 Result=A Aux Switch State
Line Result Idx Operation Parameter A Idx
2 None None 0.0 0.0
Printed on: 3/25/2021
INTEL~GHT
Hughes Circuits
Local Transportation Analysis
Appendix C
Traffic Counts
C R
Hughes Circuits
Local Transportation Analysis
Existing Traffic Counts
C R
Turn Count Summary
Accurate Video Counts Inc
[email protected]
(619) 987-5136
@
0 / 1
279 / 493
19 / 25 /
/
221 / 1,015
110 / 239
0 / 1
/
//
/
Grand Avenue
Grand Avenue Bent Avenue
Location:

Date of Count:

Analysts:

Weather:

AVC Proj No:
0 0
Time Period
8:00 AM - 9:00 AM
5:00 PM - 6:00 PM 0 0PHF

0.85 0.94 00
2 0 229 59 8014
Grand Avenue Bent Avenue
Tuesday, November 28, 2017
LV/CD
Sunny
17-0786
www.accuratevideocounts.com P.O. Box 261425 San Diego CA 92196 12/3/2017 ■ .

IIHl:iiiii
Vehicular Count
Accurate Video Counts Inc
[email protected]
(619) 987-5136
Location: @
Thru Left Right Left Right Thru TOTAL
7:00 AM 45 0 2 7 11 22 87
7:15 AM 73 1 1 11 10 33 129
7:30 AM 79 3 2 12 17 41 154
7:45 AM 73 1 3 17 14 32 140
8:00 AM 83 3 3 16 19 46 170
8:15 AM 68 3 3 18 22 54 168
8:30 AM 50 4 4 18 37 60 173
8:45 AM 78 9 4 28 32 61 212
Total 549 24 22 127 162 349 1,233
Intersection PHF : 0.85
Thru Left Right Left Right Thru
Volume 279 19 14 80 110 221 723
PHF 0.84 0.53 0.88 0.71 0.74 0.91 0.85
Movement PHF 0.85
Thru Left Right Left Right Thru TOTAL
4:00 PM 84 7 15 60 62 230 458
4:15 PM 103 7 11 65 61 274 521
4:30 PM 103 11 19 60 62 206 461
4:45 PM 137 3 19 62 60 232 513
5:00 PM 108 9 18 76 53 263 527
5:15 PM 114 5 11 50 57 258 495
5:30 PM 140 3 15 57 64 213 492
5:45 PM 131 8 15 46 65 281 546
Total 920 53 123 476 484 1,957 4,013
Intersection PHF : 0.94
Thru Left Right Left Right Thru
Volume 493 25 59 229 239 1015 2060
PHF 0.88 0.694 0.819 0.753 0.919 0.903 0.94
Movement PHF 0.94
PM Period (4:00 PM - 6:00 PM)
TOTAL
TOTAL
Westbound Northbound Eastbound
Eastbound

0.86 0.73 0.85
5:00 PM - 6:00 PM
Westbound Northbound

0.91 0.77 0.91
Westbound Northbound Eastbound
PM Intersection Peak Hour :

AM Intersection Peak Hour :

AM Period (7:00 AM - 9:00 AM)
Westbound Eastbound
Grand Avenue
8:00 AM - 9:00 AM
Bent Avenue
Northbound
www.accuratevideocounts.com P.O. Box 261425 San Diego CA 92196 12/3/2017 ■ . '
li:Hl:iiiii
ID: 18-04201-003
City: San Marcos
Prepared by National Data & Surveying Services
Grand Ave & San Marcos Blvd
Peak Hour Turning Movement Count
Grand Ave

SOUTHBOUND
Day: Thursday
Date: 05/24/2018
!/) 08:00 AM - 09:00 AM AM 16 68 126 I!: 0 290 AM 07:00 AM - 09:00 AM (')
0 C
z
-t
.,, :::,
0 :i: NONE
X:
<
NOON 0 0 0 0 0 NOON NONE m
w
a. 04:00 PM - 05:00 PM PM 38 155 658 0 330 PM 04:00 PM - 06:00 PM i:!!
0 ~
AM NOON PM ~ ... 1 1
1339 0 1259 ¢::i
fl)
0 14 0 20 .!) 0
I.)
... j C'O 20 0 39 1 ~
C
C'O 1142 0 1408-+ 3
en
60 0 128 ,, 1

AM NOON PM
Total Vehicles (AM)
_JIJ)OO~L
.-, \0 .-,
., .... 20.J t. 238
1142 _. <e> ., 1266
60'\ t' 225
7 .,. .i::. wen rl W N \D
Total Vehicles (Noon)
_J <C<C<CL
-
z -z -z
., ..... N/A,# ~ t.N/A
N/A.., ~ +-N/A
N/A'\ t t' N/A
7 ., ZZ2 rl
)>)>)>
Total Vehicles (PM)
_J oo~~L m rl u,
., .... 39,# t.174
1408 _. <e> • 1083
128 '\ t t' 353
7 ~ ~ ;r- 00-..J IJ)I
PM 636
NOON 0
AM 353
... l# 11 PM
2 0 1 t. 174
3 +- 1083
2 ' 353
3319 0 4540 0 C. 0
PM

0.98 c::::;> 2315
0 2 1 1
" ..
t ,. PM
0 118 117 249 PM
0 0 0 0 NOON
0 43 32 69 AM
Grand Ave
NOON
0 0
0 0
0 0
Bikes (AM)
(J)
Q)
:::,
~ Q)
8 (JI
Ill
< 0.
_J <C <C <CL
-
z -z -z
., . ... N/A ,# ~ t. N/A
N/A.., ~ .. N/A
N/A '\ ♦ t' N/A
71~il
Bikes (PM)
Prepared by National Data & Sul'veyiog Services
Via Vera Cruz & San Marcos Blvd
Peak Hour Turning Movement Count
ID: 18-04201-001
City: San Marcos
08:00 AM • 09:00 AM
NONE
04:30 PM · 05:30 PM

AM NOON PM
AM
NOON
PM
1 05 0 <;:=i
0 0 10 _) 0
0 71 j 1
0 1144 ... 2
0 56 -.. 0

NOON PM
Total Vehicles (AM)
_J~ ~ ~L

39.t ♦ t. 84
967-+ <8> +- 943
34'\ #"72
7 ., t ,.I w I-> +:> w w \0 u,
Total Vehicles (Noon)
_Jf ffL
N/A.I .., ~
. -
t. N/A
N/A,. ~ .. N/A
N/A'\ t t' N/A
7 ~2:1 ..................
l> l> l>
Total Vehicles (PM)
_J~ % ~L

71.I .., .
-
t..112
1144-+ <8> .. 927
56'\ t #" 74
7 ~ w O'l ~ -=1 V, u,
PM
NOON
AM
Via Vera Cruz Day: Thursday
Date: 05/24/2018
26 105 55 0 258 AM 07:00 AM - 09:00 AM
NONE
C)
0 C:
z
-I
"'D
m 0 0 0 0 0 NOON
so 262 167 0 348 PM 04:00 PM • 06:00 PM
l!!
0 0
Cl)
0 392
0 211
1 2 0
1f PM NOON AM
0 t. 112 0 84
2 .... 927 0 943
1 r 74 o 72
0 (' 21 0 10
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0 63 165 45 PM Bikes (AM)
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0 33 135 49 AM
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Bikes (NOON)
Bikes (PM)
DATE: LOCATION: SAN MARCOS PROJECT #: ETD22-0520-01
5/19/22 NORTH & SOUTH: BENT AVE LOCATION #: 6
THURSDAY EAST & WEST: GRAND CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X X
7:00 AM 14 3 33 16 7 35 108 0
7:15 AM 13 5 28 15 7 45 113 0
7:30 AM 17 3 57 11 4 56 148 0
7:45 AM 20 7 64 13 1 62 167 0
8:00 AM 14 2 59 16 5 70 166 0
8:15 AM 21 5 78 20 4 53 181 0
8:30 AM 20 5 79 24 5 64 197 0
8:45 AM 37 5 55 36 7 64 204 0
VOLUMES 156 0 35 0 0 0 0 453 151 40 449 0 1,284 0 0 0 0 0 APPROACH % 82% 0% 18% 0% 0% 0% 0% 75% 25% 8% 92% 0%
APP/DEPART 191 / 0 0 / 191 604 / 488 489 / 605 0

BEGIN PEAK HR
VOLUMES 92 0 17 0 0 0 0 271 96 21 251 0 748
APPROACH % 84% 0% 16% 0% 0% 0% 0% 74% 26% 8% 92% 0%
PEAK HR FACTOR 0.649 0.000 0.891 0.907 0.917
APP/DEPART 109 / 0 0 / 117 367 / 288 272 / 343 0
4:00 PM 36 11 169 52 5 68 341 0
4:15 PM 30 20 206 53 8 60 377 0
4:30 PM 54 15 191 42 10 70 382 0
4:45 PM 45 12 185 50 9 75 376 0
5:00 PM 44 13 189 41 6 68 361 0
5:15 PM 53 19 140 31 9 100 352 0
5:30 PM 41 11 154 28 9 106 349 0
5:45 PM 42 17 162 30 5 100 356 0
VOLUMES 345 0 118 0 0 0 0 1,396 327 61 647 0 2,894 0 0 0 0 0 APPROACH % 75% 0% 25% 0% 0% 0% 0% 81% 19% 9% 91% 0%
APP/DEPART 463 / 0 0 / 388 1,723 / 1,514 708 / 992 0

BEGIN PEAK HR
VOLUMES 173 0 60 0 0 0 0 771 186 33 273 0 1,496
APPROACH % 74% 0% 26% 0% 0% 0% 0% 81% 19% 11% 89% 0%
PEAK HR FACTOR 0.844 0.000 0.924 0.911 0.979
APP/DEPART 233 / 0 0 / 219 957 / 831 306 / 446 0

BENT AVE

NORTH SIDE

GRAND WEST SIDE EAST SIDE GRAND

SOUTH SIDE

BENT AVE

N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 0 0 0
7:15 AM 0 0 0
7:30 AM 0 0 0
7:45 AM 1 1 0 0
8:00 AM 0 0 0
8:15 AM 0 0 0
8:30 AM 1 1 0 1 1
8:45 AM 0 0 0
TOTAL 0 0 0 2 2 0 0 0 0 0 0 0 0 1 1
4:00 PM 0 0 0
4:15 PM 2 2 0 0
4:30 PM 0 0 0
4:45 PM 0 0 0
5:00 PM 0 0 0
5:15 PM 0 0 0
5:30 PM 0 0 0
5:45 PM 0 0 0
TOTAL 0 0 0 2 2 0 0 0 0 0 0 0 0 0 0

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC

INCLUDES BIKE & PED

U-TURNS

BENT AVE BENT AVE GRAND GRAND

BICYCLE CROSSINGS

AM PM AM
8:00 AM
PM
4:15 PM

PEDESTRIAN CROSSINGS PEDESTRIAN ACTIVATIONS
r--r======:::;::::::::::;===;:::::=;::::::::::;::::::::;::::=:;:::::::::::::===::::=======!========:
_ ______JI~ -+ I t '----t --
i i -~I~ -+ .-----I -
DATE: LOCATION: SAN MARCOS PROJECT #: ETD22-0520-01
5/19/22 NORTH & SOUTH: GRAND LOCATION #: 7
THURSDAY EAST & WEST: SAN MARCOS BL CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X X
7:00 AM 7 2 8 25 5 7 4 193 4 32 340 39 666 2 2
7:15 AM 7 6 16 24 8 3 1 188 4 24 355 38 674 0
7:30 AM 8 5 13 28 9 5 6 250 12 31 362 32 761 1 1
7:45 AM 7 10 15 44 19 9 4 240 7 38 364 53 810 4 4
8:00 AM 1 5 21 41 8 2 7 242 7 43 361 56 794 6 6
8:15 AM 9 4 6 70 14 5 6 244 11 79 271 55 774 11 11
8:30 AM 9 12 15 55 16 6 4 328 8 53 375 72 953 7 1 8
8:45 AM 18 11 12 25 12 3 4 241 19 70 357 55 827 9 9
VOLUMES 66 55 106 312 91 40 36 1,926 72 370 2,785 400 6,259 0 0 39 2 41 APPROACH % 29% 24% 47% 70% 21% 9% 2% 95% 4% 10% 78% 11% APP/DEPART 227 / 491 443 / 533 2,034 / 2,344 3,555 / 2,891 0

BEGIN PEAK HR
VOLUMES 37 32 54 191 50 16 21 1,055 45 245 1,364 238 3,348 APPROACH % 30% 26% 44% 74% 19% 6% 2% 94% 4% 13% 74% 13% PEAK HR FACTOR 0.750 0.722 0.824 0.924 0.878
APP/DEPART 123 / 291 257 / 340 1,121 / 1,300 1,847 / 1,417 0 4:00 PM 26 29 48 167 30 1 7 323 31 119 233 41 1,055 2 1 3 4:15 PM 30 28 65 171 42 10 7 326 27 87 262 29 1,084 0
4:30 PM 40 29 57 164 52 6 9 307 26 79 274 33 1,076 2 2
4:45 PM 33 32 59 149 47 10 11 362 33 105 256 36 1,133 7 7 5:00 PM 40 28 63 156 51 6 14 335 44 86 238 32 1,093 6 6 5:15 PM 34 25 53 125 40 5 16 325 27 99 274 67 1,090 4 1 5 5:30 PM 26 33 47 130 41 9 4 335 31 97 289 55 1,097 4 4
5:45 PM 38 32 42 142 55 4 4 364 32 108 302 52 1,175 3 1 4 VOLUMES 267 236 434 1,204 358 51 72 2,677 251 780 2,128 345 8,803 0 0 28 3 31 APPROACH % 28% 25% 46% 75% 22% 3% 2% 89% 8% 24% 65% 11% APP/DEPART 937 / 653 1,613 / 1,389 3,000 / 4,315 3,253 / 2,446 0

BEGIN PEAK HR
VOLUMES 138 118 205 553 187 24 38 1,359 134 390 1,103 206 4,455 APPROACH % 30% 26% 44% 72% 24% 3% 2% 89% 9% 23% 65% 12% PEAK HR FACTOR 0.880 0.897 0.957 0.919 0.948
APP/DEPART 461 / 362 764 / 711 1,531 / 2,117 1,699 / 1,265 0 GRAND

NORTH SIDE

SAN MARCOS BL WEST SIDE EAST SIDE SAN MARCOS BL

SOUTH SIDE
GRAND

N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 2 2 0 1 1
7:15 AM 0 0 0
7:30 AM 1 3 4 0 1 1 2
7:45 AM 0 0 1 1
8:00 AM 1 1 1 3 0 1 1
8:15 AM 3 2 1 6 0 1 1
8:30 AM 2 2 4 0 0
8:45 AM 3 4 7 0 0
TOTAL 10 0 14 2 26 0 0 0 0 0 0 1 3 2 6
4:00 PM 4 4 1 9 0 1 1 1 3
4:15 PM 1 4 5 0 1 1
4:30 PM 2 3 1 6 0 0
4:45 PM 1 1 2 0 1 1 2
5:00 PM 3 3 0 0 1 1
5:15 PM 3 1 4 0 1 1
5:30 PM 1 1 0 0
5:45 PM 1 1 0 1 1
TOTAL 8 0 20 3 31 0 0 0 0 0 2 0 4 3 9

BICYCLE CROSSINGS

AM PM AM
8:00 AM
PM
5:00 PM

PEDESTRIAN CROSSINGS PEDESTRIAN ACTIVATIONS

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC

INCLUDES BIKE & PED

U-TURNS

GRAND GRAND SAN MARCOS BL SAN MARCOS BL
r--r======:::;::::::::::;===;:::::=;::::::::::;::::::::;::::=:;:::::::::::::===::::=======!========:
_ ______JI~ -+ I t '----t --
i i -~I~ -+ .-----I -
DATE: LOCATION: SAN MARCOS PROJECT #: ETD22-0520-01
5/19/22 NORTH & SOUTH: VIA VERA CRUZ LOCATION #: 4
THURSDAY EAST & WEST: SAN MARCOS BL CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X X
7:00 AM 5 2 4 2 34 0 2 129 9 6 268 11 472 2 2
7:15 AM 4 0 1 9 4 12 3 168 1 5 313 15 535 1 1 2
7:30 AM 4 3 3 10 9 6 5 242 3 9 363 9 666 1 3 4
7:45 AM 13 0 3 5 11 11 2 220 1 12 306 16 600 5 4 9
8:00 AM 12 1 1 15 13 15 12 221 3 18 268 21 600 7 7
8:15 AM 10 0 4 20 14 9 9 212 4 11 211 23 527 2 2
8:30 AM 6 0 6 23 5 14 7 290 4 11 257 20 643 4 5 9
8:45 AM 6 0 4 20 3 11 15 204 6 9 261 28 567 8 8
VOLUMES 60 6 26 104 93 78 55 1,686 31 81 2,247 143 4,610 0 1 11 31 43 APPROACH % 65% 7% 28% 38% 34% 28% 3% 95% 2% 3% 91% 6%
APP/DEPART 92 / 204 275 / 205 1,772 / 1,816 2,471 / 2,385 0

BEGIN PEAK HR
VOLUMES 33 4 8 39 37 44 22 851 8 44 1,250 61 2,401
APPROACH % 73% 9% 18% 33% 31% 37% 2% 97% 1% 3% 92% 5%
PEAK HR FACTOR 0.703 0.698 0.881 0.889 0.901
APP/DEPART 45 / 87 120 / 89 881 / 898 1,355 / 1,327 0
4:00 PM 13 4 17 47 19 14 15 284 42 21 187 43 706 11 11
4:15 PM 12 13 19 41 19 21 9 224 8 19 221 32 638 5 5
4:30 PM 15 8 11 52 19 12 13 271 8 1 251 36 697 1 10 11
4:45 PM 11 6 11 41 20 11 7 264 17 28 235 42 693 4 4
5:00 PM 14 12 20 40 24 15 9 344 0 17 281 35 811 6 6
5:15 PM 22 15 24 42 25 12 10 312 2 25 279 43 811 6 6
5:30 PM 19 19 17 44 25 6 14 312 3 28 250 36 773 7 7
5:45 PM 15 7 13 51 14 10 12 314 3 28 294 32 793 4 4
VOLUMES 121 84 132 358 165 101 89 2,325 83 167 1,998 299 5,922 0 0 1 53 54 APPROACH % 36% 25% 39% 57% 26% 16% 4% 93% 3% 7% 81% 12% APP/DEPART 337 / 472 624 / 415 2,497 / 2,815 2,464 / 2,220 0

BEGIN PEAK HR
VOLUMES 70 53 74 177 88 43 45 1,282 8 98 1,104 146 3,188 APPROACH % 36% 27% 38% 57% 29% 14% 3% 96% 1% 7% 82% 11% PEAK HR FACTOR 0.807 0.975 0.945 0.952 0.983
APP/DEPART 197 / 244 308 / 194 1,335 / 1,533 1,348 / 1,217 0

VIA VERA CRUZ

NORTH SIDE

SAN MARCOS BL WEST SIDE EAST SIDE SAN MARCOS BL

SOUTH SIDE

VIA VERA CRUZ

N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 1 2 3 0 1 1
7:15 AM 1 1 0 0
7:30 AM 2 2 0 2 2 1 1 6
7:45 AM 0 0 1 1
8:00 AM 0 0 0
8:15 AM 1 1 0 1 1 2
8:30 AM 3 2 5 0 0
8:45 AM 0 0 0
TOTAL 4 5 3 0 12 0 0 0 0 0 4 3 1 2 10
4:00 PM 2 2 0 1 1
4:15 PM 1 2 3 0 0
4:30 PM 1 1 0 0
4:45 PM 0 0 0
5:00 PM 1 1 0 0
5:15 PM 1 1 2 0 1 1
5:30 PM 1 1 2 0 0
5:45 PM 1 1 0 0
TOTAL 2 6 1 3 12 0 0 0 0 0 1 1 0 0 2

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC

INCLUDES BIKE & PED

U-TURNS

VIA VERA CRUZ VIA VERA CRUZ SAN MARCOS BL SAN MARCOS BL

BICYCLE CROSSINGS

AM PM AM
7:15 AM
PM
5:00 PM

PEDESTRIAN CROSSINGS PEDESTRIAN ACTIVATIONS
r--r======:::;::::::::::;===;:::::=;::::::::::;::::::::;::::=:;:::::::::::::===::::=======!========:
_ ______JI~ -+ I t '----t --
i i -~I~ -+ .-----I -
Hughes Circuits
Local Transportation Analysis
Roadway Classification Counts
C R
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC
DATE: CITY: SAN MARCOS
JOB #: ETD23-0210-01 LOCATION: S Pacific Street – North of Alpine Place

AM NORTHBOUND PM NORTHBOUND
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL Time 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL 0:00 0 3 0 0 0 0 0 0 0 0 0 0 0 3 12:00 0 19 6 0 6 0 0 0 4 0 0 0 0 35 0:15 0 1 1 0 0 0 0 0 0 0 0 0 0 2 12:15 0 18 4 1 7 1 0 0 3 0 0 0 0 34 0:30 0 1 0 0 0 0 0 0 0 0 0 0 0 1 12:30 0 11 3 0 1 1 0 0 3 0 0 0 0 19 0:45 0 2 0 0 0 0 0 0 0 0 0 0 0 2 12:45 0 13 4 0 7 1 0 0 2 0 0 0 0 27 1:00 0 2 0 0 0 0 0 0 0 0 0 0 0 2 13:00 0 19 2 0 3 1 0 0 5 0 0 0 0 30 1:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:15 0 18 1 0 1 1 0 0 2 0 0 0 0 23 1:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:30 0 36 5 0 0 1 0 0 5 0 0 0 0 47 1:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:45 0 21 6 0 4 0 0 0 2 0 0 0 0 33 2:00 0 1 0 0 0 0 0 0 0 0 0 0 0 1 14:00 0 23 3 0 3 1 0 0 5 0 0 0 0 35 2:15 0 3 0 0 0 0 0 0 0 0 0 0 0 3 14:15 0 21 2 0 0 0 0 1 2 0 0 0 0 26 2:30 0 1 0 0 0 0 0 0 0 0 0 0 0 1 14:30 0 39 5 0 2 0 0 0 4 0 0 0 0 50 2:45 0 2 0 0 0 0 0 0 0 0 0 0 0 2 14:45 0 27 5 0 4 0 0 0 1 0 0 0 0 37 3:00 0 6 0 0 0 0 0 0 0 0 0 0 0 6 15:00 0 21 9 0 3 0 0 0 4 0 0 0 0 37 3:15 0 3 0 0 0 0 0 0 0 0 0 0 0 3 15:15 0 33 12 0 5 1 0 1 3 0 0 0 0 55 3:30 0 2 0 0 0 0 0 0 0 0 0 0 0 2 15:30 0 55 3 0 4 0 0 0 0 0 0 0 0 62 3:45 0 3 0 0 0 0 0 0 0 0 0 0 0 3 15:45 0 46 7 1 4 0 0 1 0 0 0 0 0 59 4:00 0 1 0 0 0 0 0 0 1 0 0 0 0 2 16:00 1 44 9 0 3 1 0 0 0 0 0 0 0 58 4:15 0 1 1 0 0 1 0 0 0 0 0 0 0 3 16:15 0 33 6 0 2 0 0 0 0 0 0 0 0 41 4:30 1 1 0 0 2 0 0 0 4 0 0 0 0 8 16:30 0 30 6 0 5 0 0 0 1 0 0 0 0 42 4:45 0 0 0 0 1 0 0 0 0 0 0 0 0 1 16:45 1 27 4 0 3 0 0 0 0 0 0 0 0 35 5:00 0 3 0 0 0 0 0 0 0 0 0 0 0 3 17:00 1 31 7 0 0 0 0 0 0 0 0 0 0 39 5:15 0 1 0 0 4 0 0 0 0 0 0 0 0 5 17:15 0 25 7 0 4 0 1 0 0 0 0 0 0 37 5:30 0 4 1 0 9 0 0 0 0 0 0 0 0 14 17:30 1 29 3 0 1 0 0 0 0 0 0 0 0 34 5:45 1 3 0 3 6 1 0 0 0 0 0 0 0 14 17:45 0 27 2 0 3 0 0 0 0 0 0 0 0 32 6:00 0 4 0 0 4 2 0 0 0 0 0 0 0 10 18:00 0 26 3 0 1 1 0 0 0 0 0 0 0 31 6:15 0 1 1 0 1 1 0 0 0 0 0 0 0 4 18:15 0 11 4 0 0 0 0 0 0 0 0 0 0 15 6:30 0 5 1 0 5 2 0 0 0 0 0 0 0 13 18:30 0 10 0 0 1 0 0 0 0 0 0 0 0 11 6:45 0 5 0 0 0 0 0 0 0 0 0 0 0 5 18:45 0 21 2 0 1 0 0 0 0 0 0 0 0 24 7:00 0 3 5 0 1 0 0 0 0 0 0 0 0 9 19:00 0 19 1 0 0 0 0 0 0 0 0 0 0 20 7:15 1 6 1 0 2 2 0 0 3 0 0 0 0 15 19:15 0 11 2 0 0 0 0 0 0 0 0 0 0 13 7:30 0 4 7 0 5 0 0 0 5 0 0 0 0 21 19:30 0 4 2 0 0 0 0 0 0 0 0 0 0 6 7:45 0 17 2 0 2 0 0 0 2 0 0 0 0 23 19:45 0 20 1 0 1 0 0 0 0 0 0 0 0 22 8:00 0 11 2 0 4 0 0 0 6 0 0 0 0 23 20:00 0 3 1 0 0 0 0 0 0 0 0 0 0 4 8:15 0 23 5 0 1 0 0 0 2 0 0 0 0 31 20:15 0 5 1 0 1 0 0 0 0 0 0 0 0 7 8:30 0 15 1 0 2 0 0 0 5 0 0 0 0 23 20:30 0 7 3 0 1 0 0 0 0 0 0 0 0 11 8:45 0 15 5 3 1 0 0 0 4 0 0 0 0 28 20:45 1 13 0 0 1 0 0 0 0 0 0 0 0 15 9:00 0 7 2 0 1 0 0 0 3 0 0 0 0 13 21:00 0 8 1 0 0 0 0 0 0 0 0 0 0 9 9:15 0 14 2 1 3 0 0 0 6 0 0 0 0 26 21:15 0 5 0 0 2 0 0 0 0 0 0 0 0 7 9:30 0 12 2 0 4 0 0 0 3 0 0 0 0 21 21:30 0 12 4 0 0 0 0 0 0 0 0 0 0 16 9:45 0 12 6 0 6 0 0 0 5 0 0 0 0 29 21:45 0 2 1 0 2 1 0 0 0 0 0 0 0 6 10:00 0 11 4 0 8 0 0 0 4 0 0 0 0 27 22:00 0 13 2 0 0 0 0 0 0 0 0 0 0 15 10:15 0 11 8 0 2 1 0 0 4 0 0 0 0 26 22:15 0 5 0 0 0 0 0 0 0 0 0 0 0 5 10:30 0 8 4 1 4 0 0 0 4 0 0 0 0 21 22:30 0 13 1 0 1 0 0 0 0 0 0 0 0 15 10:45 0 12 4 0 4 0 0 0 5 0 0 0 0 25 22:45 0 4 0 0 0 0 0 0 0 0 0 0 0 4 11:00 0 17 0 0 1 0 0 0 3 0 0 0 0 21 23:00 0 12 0 0 1 0 0 0 0 0 0 0 0 13 11:15 0 19 2 2 5 0 0 0 4 0 0 0 0 32 23:15 0 0 0 0 1 1 0 0 0 0 0 0 0 2 11:30 0 18 3 0 3 0 0 1 6 0 0 0 0 31 23:30 0 5 0 0 0 0 0 0 0 0 0 0 0 5 11:45 0 16 7 0 5 0 0 0 5 0 0 0 0 33 23:45 0 1 1 0 0 0 0 0 0 0 0 0 0 2 TOTAL 3 310 77 10 96 10 0 1 84 0 0 0 0 591 TOTAL 5 896 151 2 89 12 1 3 46 0 0 0 0 1,205 AM PEAK HOUR 11:00 AM PM PEAK HOUR 3:15 PM
AM PEAK VOLUME 117 PM PEAK VOLUME 234
CLASS 1 MOTORCYCLES CLASS 8 FOUR OR LESS AXLE TRAILER TOTAL: AM+PM 8 1,206 228 12 185 22 1 4 130 0 0 0 0 1,796 CLASS 2 PASSENGER VEHICLES CLASS 9 5-AXLE TRACTOR SEMITRAILER % OF TOTAL 0.4% 67.1% 12.7% 0.7% 10.3% 1.2% 0.1% 0.2% 7.2% 0.0% 0.0% 0.0% 0.0% 100.0% CLASS 3 FOUR TIRE SINGLE UNIT CLASS 10 6 OR MORE AXLE SINGLE TRAILER CLASS 4 BUSSES CLASS 11 5-OR MORE AXLE MULTI TRAILER
CLASS 5 TWO AXLE SIX TIRE CLASS 12 6-AXLE MULTI TRAILER CLASS 6 THREE AXLE SINGLE UNIT CLASS 13 7-OR MORE AXLE MULTI TRAILER TOTAL: ALL 11 2,626 415 23 284 39 1 7 263 1 0 0 2 3,672 CLASS 7 FOR OR MORE AXLE SINGLE UNIT % OF TOTAL 0.6% 146.2% 23.1% 1.3% 15.8% 2.2% 0.1% 0.4% 14.6% 0.1% 0.0% 0.0% 0.1% 100.0% 02/09/23 THURSDAY
I I
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
PREPARED BY: PACIFIC TECHNICAL DATA, LLC
DATE: CITY: SAN MARCOS
JOB #: ETD23-0210-01 LOCATION: S Pacific Street – North of Alpine Place

AM SOUTHBOUND PM SOUTHBOUND
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL Time 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL 0:00 0 1 0 0 0 0 0 0 0 0 0 0 0 1 12:00 0 16 2 0 5 1 0 1 2 0 0 0 0 27 0:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:15 0 15 6 1 2 0 0 0 5 0 0 0 0 29 0:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:30 0 21 5 0 0 1 0 0 2 1 0 0 0 30 0:45 0 1 0 0 0 0 0 0 0 0 0 0 0 1 12:45 0 13 5 0 2 0 0 0 5 0 0 0 0 25 1:00 0 3 0 0 0 0 0 0 0 0 0 0 0 3 13:00 0 21 2 0 2 0 0 0 3 0 0 0 0 28 1:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:15 0 15 3 0 2 0 0 0 4 0 0 0 0 24 1:30 0 0 0 0 1 0 0 0 0 0 0 0 0 1 13:30 0 17 3 0 1 0 0 0 3 0 0 0 0 24 1:45 0 1 0 0 0 0 0 0 0 0 0 0 0 1 13:45 0 21 4 0 1 0 0 0 6 0 0 0 0 32 2:00 0 1 0 0 0 0 0 0 0 0 0 0 0 1 14:00 0 16 1 0 3 0 0 0 1 0 0 0 0 21 2:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:15 0 25 5 0 2 0 0 0 5 0 0 0 0 37 2:30 0 1 0 0 0 0 0 0 0 0 0 0 0 1 14:30 0 26 3 0 3 0 0 0 2 0 0 0 0 34 2:45 0 1 0 0 0 0 0 0 0 0 0 0 0 1 14:45 0 26 2 0 3 1 0 0 3 0 0 0 0 35 3:00 0 2 0 0 0 0 0 0 0 0 0 0 0 2 15:00 0 38 4 0 4 0 0 0 6 0 0 0 0 52 3:15 0 2 0 0 0 0 0 0 0 0 0 0 0 2 15:15 0 43 4 3 2 0 0 1 0 0 0 0 0 53 3:30 0 2 0 0 1 0 0 0 0 0 0 0 0 3 15:30 0 27 2 0 2 0 0 0 0 0 0 0 0 31 3:45 0 9 0 0 1 0 0 0 0 0 0 0 0 10 15:45 0 35 4 0 3 1 0 0 0 0 0 0 0 43 4:00 0 7 1 0 0 0 0 0 0 0 0 0 0 8 16:00 0 24 4 0 3 0 0 0 0 0 0 0 0 31 4:15 0 2 2 0 0 0 0 0 0 0 0 0 0 4 16:15 0 23 2 0 2 0 0 0 0 0 0 0 0 27 4:30 0 16 1 0 0 0 0 1 0 0 0 0 0 18 16:30 0 24 0 0 6 0 0 0 1 0 0 0 0 31 4:45 0 21 0 0 1 0 0 0 0 0 0 0 0 22 16:45 0 25 1 0 2 0 0 0 0 0 0 0 0 28 5:00 0 12 1 0 0 0 0 0 0 0 0 0 0 13 17:00 0 31 2 1 1 0 0 0 0 0 0 0 0 35 5:15 0 8 1 0 0 0 0 0 0 0 0 0 0 9 17:15 0 19 3 0 1 0 0 0 0 0 0 0 0 23 5:30 0 12 1 0 0 0 0 0 1 0 0 0 0 14 17:30 0 27 0 0 1 0 0 0 0 0 0 0 0 28 5:45 0 19 2 0 1 1 0 0 1 0 0 0 0 24 17:45 0 22 6 0 1 0 0 0 0 0 0 0 0 29 6:00 0 11 2 0 0 2 0 0 0 0 0 0 0 15 18:00 0 24 4 0 0 0 0 0 0 0 0 0 0 28 6:15 0 9 1 0 0 0 0 0 1 0 0 0 0 11 18:15 0 16 2 0 1 0 0 0 0 0 0 0 0 19 6:30 0 8 3 0 1 0 0 0 0 0 0 0 0 12 18:30 0 24 2 0 0 0 0 0 0 0 0 0 0 26 6:45 0 17 5 0 1 0 0 0 0 0 0 0 0 23 18:45 0 16 3 0 0 0 0 0 0 0 0 0 0 19 7:00 0 18 2 0 1 1 0 0 1 0 0 0 0 23 19:00 0 8 1 0 1 0 0 0 0 0 0 0 0 10 7:15 0 24 3 0 0 0 0 0 5 0 0 0 1 33 19:15 1 8 2 0 0 2 0 0 0 0 0 0 0 13 7:30 0 29 3 0 0 0 0 0 2 0 0 0 0 34 19:30 0 18 2 0 1 0 0 0 0 0 0 0 0 21 7:45 0 55 4 0 4 0 0 0 5 0 0 0 0 68 19:45 1 5 0 0 1 0 0 0 0 0 0 0 0 7 8:00 0 75 12 1 4 1 0 0 3 0 0 0 0 96 20:00 0 4 3 0 0 0 0 0 1 0 0 0 0 8 8:15 0 45 8 0 2 0 0 0 3 0 0 0 1 59 20:15 0 4 2 0 1 0 0 0 0 0 0 0 0 7 8:30 0 29 2 0 4 0 0 0 5 0 0 0 0 40 20:30 0 6 1 0 0 0 0 0 0 0 0 0 0 7 8:45 0 29 0 1 1 0 0 0 5 0 0 0 0 36 20:45 0 7 1 0 0 0 0 0 0 0 0 0 0 8 9:00 0 11 1 0 1 0 0 0 4 0 0 0 0 17 21:00 0 4 1 0 1 0 0 0 0 0 0 0 0 6 9:15 0 21 3 0 1 1 0 0 5 0 0 0 0 31 21:15 0 11 1 0 0 0 0 0 0 0 0 0 0 12 9:30 0 15 2 0 2 0 0 0 3 0 0 0 0 22 21:30 0 8 0 0 1 0 0 0 0 0 0 0 0 9 9:45 0 13 1 0 2 0 0 0 5 0 0 0 0 21 21:45 0 4 1 0 0 0 0 0 0 0 0 0 0 5 10:00 0 14 1 2 1 0 0 0 4 0 0 0 0 22 22:00 0 3 0 0 0 0 0 0 0 0 0 0 0 3 10:15 0 13 4 1 1 0 0 0 7 0 0 0 0 26 22:15 0 2 0 0 0 1 0 0 0 0 0 0 0 3 10:30 0 13 2 0 0 0 0 0 1 0 0 0 0 16 22:30 0 1 0 0 0 0 0 0 0 0 0 0 0 1 10:45 1 18 2 0 1 0 0 0 8 0 0 0 0 30 22:45 0 2 1 0 0 1 0 0 0 0 0 0 0 4 11:00 0 26 1 0 0 0 0 0 2 0 0 0 0 29 23:00 0 2 0 0 0 0 0 0 0 0 0 0 0 2 11:15 0 16 4 0 1 0 0 0 5 0 0 0 0 26 23:15 0 1 0 0 0 0 0 0 0 0 0 0 0 1 11:30 0 21 8 0 2 1 0 0 3 0 0 0 0 35 23:30 0 3 0 0 0 0 0 0 0 0 0 0 0 3 11:45 0 18 4 1 3 2 0 0 5 0 0 0 0 33 23:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 1 669 87 6 38 9 0 1 84 0 0 0 2 897 TOTAL 2 751 100 5 61 8 0 2 49 1 0 0 0 979 AM PEAK HOUR 7:45 AM PM PEAK HOUR 3:00 PM
AM PEAK VOLUME 263 PM PEAK VOLUME 179
CLASS 1 MOTORCYCLES CLASS 8 FOUR OR LESS AXLE TRAILER TOTAL: AM+PM 3 1,420 187 11 99 17 0 3 133 1 0 0 2 1,876 CLASS 2 PASSENGER VEHICLES CLASS 9 5-AXLE TRACTOR SEMITRAILER % OF TOTAL 0.2% 75.7% 10.0% 0.6% 5.3% 0.9% 0.0% 0.2% 7.1% 0.1% 0.0% 0.0% 0.1% 100.0% CLASS 3 FOUR TIRE SINGLE UNIT CLASS 10 6 OR MORE AXLE SINGLE TRAILER CLASS 4 BUSSES CLASS 11 5-OR MORE AXLE MULTI TRAILER
CLASS 5 TWO AXLE SIX TIRE CLASS 12 6-AXLE MULTI TRAILER CLASS 6 THREE AXLE SINGLE UNIT CLASS 13 7-OR MORE AXLE MULTI TRAILER CLASS 7 FOR OR MORE AXLE SINGLE UNIT
02/09/23 THURSDAY
I I
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC
DATE: CITY: SAN MARCOS
JOB #: ETD23-0210-01 LOCATION: S Pacific Street - North of W San Marcos Blvd

AM NORTHBOUND PM NORTHBOUND
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL Time 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL 0:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:00 0 9 1 0 3 0 0 0 0 0 0 0 0 13 0:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:15 0 13 2 0 1 0 0 0 0 0 0 0 0 16 0:30 0 2 1 0 0 0 0 0 0 0 0 0 0 3 12:30 0 5 1 0 0 0 0 0 1 0 0 0 0 7 0:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:45 0 6 3 0 0 0 0 0 0 0 0 0 0 9 1:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:00 0 18 1 0 1 0 0 0 0 0 0 0 0 20 1:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:15 0 6 0 0 1 0 0 0 0 0 0 0 0 7 1:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:30 0 11 0 0 1 0 0 0 0 0 0 0 0 12 1:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:45 0 11 3 0 2 0 0 0 0 0 0 0 0 16 2:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:00 1 6 1 0 1 0 0 0 0 0 0 0 0 9 2:15 0 1 0 0 0 0 0 0 0 0 0 0 0 1 14:15 0 5 0 0 1 0 0 1 1 0 0 0 0 8 2:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:30 0 12 2 0 2 0 0 0 0 0 0 0 0 16 2:45 0 3 0 0 0 0 0 0 0 0 0 0 0 3 14:45 0 18 3 0 3 0 0 0 0 0 0 0 0 24 3:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:00 0 16 3 0 1 0 0 0 0 0 0 0 0 20 3:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:15 0 21 5 0 2 0 0 1 1 0 0 0 0 30 3:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:30 0 29 4 0 1 0 0 0 0 0 0 0 0 34 3:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:45 0 32 4 1 1 0 0 0 0 0 0 0 0 38 4:00 0 6 0 0 0 0 0 0 0 0 0 0 0 6 16:00 0 26 5 0 0 0 0 0 0 0 0 0 0 31 4:15 0 5 0 0 0 0 0 0 0 0 0 0 0 5 16:15 0 22 2 0 0 0 0 0 0 0 0 0 0 24 4:30 0 7 2 0 0 0 0 0 0 0 0 0 0 9 16:30 0 20 3 0 1 0 0 0 1 0 0 0 0 25 4:45 0 3 0 0 0 0 0 0 0 0 0 0 0 3 16:45 0 12 2 0 1 0 0 0 0 0 0 0 0 15 5:00 0 3 0 0 0 0 0 0 0 0 0 0 0 3 17:00 0 12 3 0 0 0 0 0 0 0 0 0 0 15 5:15 0 4 0 0 1 0 0 0 0 0 0 0 0 5 17:15 0 14 3 0 0 0 1 0 0 0 0 0 0 18 5:30 0 7 1 0 1 0 0 0 0 0 0 0 0 9 17:30 1 20 3 0 1 0 0 0 0 0 0 0 0 25 5:45 0 8 0 0 2 0 0 0 0 0 0 0 0 10 17:45 0 14 1 0 2 0 0 0 0 0 0 0 0 17 6:00 0 4 0 0 1 0 0 0 0 0 0 0 0 5 18:00 0 11 0 0 0 0 0 0 0 0 0 0 0 11 6:15 0 0 1 0 0 0 0 0 0 0 0 0 0 1 18:15 0 10 1 0 0 0 0 0 0 0 0 0 0 11 6:30 0 5 1 0 0 0 0 0 0 0 0 0 0 6 18:30 0 7 2 0 0 0 0 0 0 0 0 0 0 9 6:45 0 4 1 0 1 0 0 0 0 0 0 0 0 6 18:45 0 4 0 0 0 0 0 0 0 0 0 0 0 4 7:00 0 6 3 0 0 0 0 0 0 0 0 0 0 9 19:00 0 3 0 0 0 0 0 0 0 0 0 0 0 3 7:15 0 4 3 0 0 0 0 1 0 0 0 0 0 8 19:15 0 5 0 0 0 0 0 0 0 0 0 0 0 5 7:30 0 8 2 0 0 0 0 0 0 0 0 0 0 10 19:30 0 1 0 0 0 0 0 0 0 0 0 0 0 1 7:45 0 11 2 0 2 0 0 0 0 0 0 0 0 15 19:45 0 5 0 0 0 0 0 0 0 0 0 0 0 5 8:00 0 11 2 0 0 0 0 0 0 0 0 0 0 13 20:00 0 1 0 0 0 0 0 0 0 0 0 0 0 1 8:15 0 18 3 0 1 0 0 0 0 0 0 0 0 22 20:15 0 3 0 0 0 0 0 0 0 0 0 0 0 3 8:30 0 10 2 0 2 0 0 0 0 0 0 0 0 14 20:30 0 8 1 0 0 0 0 0 0 0 0 0 0 9 8:45 0 13 0 0 1 0 0 0 0 0 0 0 0 14 20:45 0 2 0 0 0 0 0 0 0 0 0 0 0 2 9:00 0 4 0 0 1 0 0 0 0 0 0 0 0 5 21:00 0 0 1 0 1 0 0 0 0 0 0 0 0 2 9:15 0 4 0 1 0 0 0 0 0 0 0 0 0 5 21:15 0 4 0 0 0 0 0 0 0 0 0 0 0 4 9:30 0 4 2 0 1 0 0 0 0 0 0 0 0 7 21:30 0 1 0 0 0 0 0 0 0 0 0 0 0 1 9:45 0 4 2 0 2 0 0 0 0 0 0 0 0 8 21:45 0 1 1 0 0 0 0 0 0 0 0 0 0 2 10:00 0 7 2 0 2 0 0 0 0 0 0 0 0 11 22:00 0 1 0 0 0 0 0 0 0 0 0 0 0 1 10:15 0 3 6 0 0 0 0 0 0 0 0 0 0 9 22:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:30 0 7 3 0 0 0 0 0 0 0 0 0 0 10 22:30 0 1 0 0 0 0 0 0 0 0 0 0 0 1 10:45 0 6 4 0 1 1 0 0 0 0 0 0 0 12 22:45 0 3 0 0 0 0 0 0 0 0 0 0 0 3 11:00 0 10 1 0 1 0 0 0 0 0 0 0 0 12 23:00 0 3 0 0 0 0 0 0 0 0 0 0 0 3 11:15 0 10 4 1 0 0 0 0 0 0 0 0 0 15 23:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:30 1 13 1 0 2 1 0 0 0 0 0 0 0 18 23:30 0 2 0 0 0 0 0 0 0 0 0 0 0 2 11:45 0 11 1 0 1 0 0 0 0 0 0 0 0 13 23:45 0 0 1 0 0 0 0 0 0 0 0 0 0 1 TOTAL 1 226 50 2 23 2 0 1 0 0 0 0 0 305 TOTAL 2 434 62 1 27 0 1 2 4 0 0 0 0 533 AM PEAK HOUR 7:45 AM PM PEAK HOUR 3:15 PM
AM PEAK VOLUME 64 PM PEAK VOLUME 133
CLASS 1 MOTORCYCLES CLASS 8 FOUR OR LESS AXLE TRAILER TOTAL: AM+PM 3 660 112 3 50 2 1 3 4 0 0 0 0 838 CLASS 2 PASSENGER VEHICLES CLASS 9 5-AXLE TRACTOR SEMITRAILER % OF TOTAL 0.4% 78.8% 13.4% 0.4% 6.0% 0.2% 0.1% 0.4% 0.5% 0.0% 0.0% 0.0% 0.0% 100.0% CLASS 3 FOUR TIRE SINGLE UNIT CLASS 10 6 OR MORE AXLE SINGLE TRAILER CLASS 4 BUSSES CLASS 11 5-OR MORE AXLE MULTI TRAILER
CLASS 5 TWO AXLE SIX TIRE CLASS 12 6-AXLE MULTI TRAILER CLASS 6 THREE AXLE SINGLE UNIT CLASS 13 7-OR MORE AXLE MULTI TRAILER TOTAL: ALL 10 1,607 234 6 90 7 2 5 14 0 1 0 0 1,976 CLASS 7 FOR OR MORE AXLE SINGLE UNIT % OF TOTAL 1.2% 191.8% 27.9% 0.7% 10.7% 0.8% 0.2% 0.6% 1.7% 0.0% 0.1% 0.0% 0.0% 100.0% 02/09/23 THURSDAY
I I
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
PREPARED BY: PACIFIC TECHNICAL DATA, LLC
DATE: CITY: SAN MARCOS
JOB #: ETD23-0210-01 LOCATION: S Pacific Street - North of W San Marcos Blvd

AM SOUTHBOUND PM SOUTHBOUND
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL Time 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL 0:00 0 2 0 0 0 0 0 0 0 0 0 0 0 2 12:00 0 10 1 0 3 0 0 0 1 0 0 0 0 15 0:15 0 1 0 0 0 0 0 0 0 0 0 0 0 1 12:15 0 8 3 1 2 0 0 0 0 0 0 0 0 14 0:30 0 3 0 0 0 0 0 0 0 0 0 0 0 3 12:30 0 12 2 0 0 0 0 0 1 0 0 0 0 15 0:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:45 0 6 3 0 0 0 0 0 0 0 0 0 0 9 1:00 0 1 0 0 0 0 0 0 0 0 0 0 0 1 13:00 0 10 1 0 1 0 0 1 0 0 0 0 0 13 1:15 0 3 0 0 0 0 0 0 0 0 0 0 0 3 13:15 0 13 3 0 1 0 0 0 1 0 0 0 0 18 1:30 0 1 0 0 1 0 0 0 0 0 0 0 0 2 13:30 0 15 1 0 3 0 0 0 0 0 0 0 0 19 1:45 0 1 0 0 0 0 0 0 0 0 0 0 0 1 13:45 0 13 3 0 0 0 1 0 0 0 0 0 0 17 2:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:00 0 17 2 0 0 0 0 0 0 0 0 0 0 19 2:15 0 1 0 0 0 0 0 0 0 0 0 0 0 1 14:15 0 12 2 0 0 0 0 0 0 0 0 0 0 14 2:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:30 0 21 2 0 1 0 0 0 0 0 0 0 0 24 2:45 0 1 0 0 0 0 0 0 0 0 0 0 0 1 14:45 0 30 1 0 2 0 0 0 1 0 0 0 0 34 3:00 0 1 0 0 0 0 0 0 0 0 0 0 0 1 15:00 0 27 2 0 1 0 0 0 0 0 0 0 0 30 3:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:15 0 34 2 0 0 1 0 0 0 0 0 0 0 37 3:30 0 1 0 0 0 0 0 0 0 0 0 0 0 1 15:30 1 21 2 0 0 0 0 0 0 0 0 0 0 24 3:45 0 1 0 0 0 0 0 0 0 0 0 0 0 1 15:45 0 30 3 0 1 1 0 0 0 0 0 0 0 35 4:00 0 0 0 0 1 0 0 0 0 0 0 0 0 1 16:00 0 18 1 0 0 0 0 0 0 0 0 0 0 19 4:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:15 0 23 2 0 0 0 0 0 0 0 0 0 0 25 4:30 0 0 0 0 0 0 0 1 0 0 0 0 0 1 16:30 1 21 1 0 1 0 0 0 0 0 0 0 0 24 4:45 0 1 0 0 0 0 0 0 0 0 0 0 0 1 16:45 1 16 1 0 0 0 0 0 0 0 0 0 0 18 5:00 0 1 0 0 0 0 0 0 0 0 0 0 0 1 17:00 0 19 2 0 0 0 0 0 0 0 0 0 0 21 5:15 0 4 2 0 0 0 0 0 0 0 0 0 0 6 17:15 0 13 3 0 0 0 0 0 0 0 0 0 0 16 5:30 0 4 1 0 0 0 0 0 0 0 0 0 0 5 17:30 0 23 0 0 1 0 0 0 0 0 0 0 0 24 5:45 0 3 0 0 0 0 0 0 0 0 0 0 0 3 17:45 0 15 4 0 0 0 0 0 0 0 0 0 0 19 6:00 0 3 0 0 0 0 0 0 0 0 0 0 0 3 18:00 0 16 3 0 0 0 0 0 0 0 0 0 0 19 6:15 0 5 0 0 4 0 0 0 0 0 1 0 0 10 18:15 0 12 1 0 0 0 0 0 0 0 0 0 0 13 6:30 0 9 0 0 1 0 0 0 0 0 0 0 0 10 18:30 0 18 2 0 0 0 0 0 0 0 0 0 0 20 6:45 0 10 4 0 1 0 0 0 0 0 0 0 0 15 18:45 0 13 1 0 0 0 0 0 0 0 0 0 0 14 7:00 0 6 0 0 0 0 0 0 0 0 0 0 0 6 19:00 0 14 0 0 1 0 0 0 0 0 0 0 0 15 7:15 0 11 2 0 0 0 0 0 0 0 0 0 0 13 19:15 0 7 1 0 0 0 0 0 0 0 0 0 0 8 7:30 0 19 1 0 0 0 0 0 0 0 0 0 0 20 19:30 0 12 1 0 0 0 0 0 0 0 0 0 0 13 7:45 0 30 2 0 0 0 0 0 0 0 0 0 0 32 19:45 0 7 0 0 0 0 0 0 0 0 0 0 0 7 8:00 0 54 8 2 3 0 0 0 0 0 0 0 0 67 20:00 0 3 2 0 0 0 0 0 0 0 0 0 0 5 8:15 0 30 10 0 0 0 0 0 0 0 0 0 0 40 20:15 0 2 0 0 0 0 0 0 0 0 0 0 0 2 8:30 0 26 4 0 5 0 0 0 1 0 0 0 0 36 20:30 0 3 0 0 0 0 0 0 0 0 0 0 0 3 8:45 0 8 1 0 1 0 0 0 0 0 0 0 0 10 20:45 0 6 0 0 0 0 0 0 0 0 0 0 0 6 9:00 0 3 1 0 0 1 0 0 1 0 0 0 0 6 21:00 0 3 1 0 0 1 0 0 0 0 0 0 0 5 9:15 0 12 2 0 0 0 0 0 0 0 0 0 0 14 21:15 0 2 0 0 0 0 0 0 0 0 0 0 0 2 9:30 0 9 1 0 0 0 0 0 0 0 0 0 0 10 21:30 0 6 0 0 0 0 0 0 0 0 0 0 0 6 9:45 0 8 1 0 2 1 0 0 1 0 0 0 0 13 21:45 0 4 0 0 0 0 0 0 0 0 0 0 0 4 10:00 1 14 1 0 0 0 0 0 0 0 0 0 0 16 22:00 1 5 0 0 0 0 0 0 0 0 0 0 0 6 10:15 0 5 2 0 2 0 0 0 1 0 0 0 0 10 22:15 0 4 0 0 0 0 0 0 0 0 0 0 0 4 10:30 0 10 1 0 0 0 0 0 0 0 0 0 0 11 22:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:45 1 9 4 0 0 0 0 0 1 0 0 0 0 15 22:45 0 1 0 0 0 0 0 0 0 0 0 0 0 1 11:00 0 17 4 0 0 0 0 0 0 0 0 0 0 21 23:00 1 5 0 0 0 0 0 0 0 0 0 0 0 6 11:15 0 17 2 0 0 0 0 0 0 0 0 0 0 19 23:15 0 2 0 0 0 0 0 0 0 0 0 0 0 2 11:30 0 13 3 0 0 0 0 0 1 0 0 0 0 17 23:30 0 4 1 0 0 0 0 0 0 0 0 0 0 5 11:45 0 12 5 0 1 0 0 0 0 0 0 0 0 18 23:45 0 1 0 0 0 0 0 0 0 0 0 0 0 1 TOTAL 2 370 62 2 22 2 0 1 6 0 1 0 0 468 TOTAL 5 577 60 1 18 3 1 1 4 0 0 0 0 670 AM PEAK HOUR 7:45 AM PM PEAK HOUR 3:00 PM
AM PEAK VOLUME 175 PM PEAK VOLUME 126
CLASS 1 MOTORCYCLES CLASS 8 FOUR OR LESS AXLE TRAILER TOTAL: AM+PM 7 947 122 3 40 5 1 2 10 0 1 0 0 1,138 CLASS 2 PASSENGER VEHICLES CLASS 9 5-AXLE TRACTOR SEMITRAILER % OF TOTAL 0.6% 83.2% 10.7% 0.3% 3.5% 0.4% 0.1% 0.2% 0.9% 0.0% 0.1% 0.0% 0.0% 100.0% CLASS 3 FOUR TIRE SINGLE UNIT CLASS 10 6 OR MORE AXLE SINGLE TRAILER CLASS 4 BUSSES CLASS 11 5-OR MORE AXLE MULTI TRAILER
CLASS 5 TWO AXLE SIX TIRE CLASS 12 6-AXLE MULTI TRAILER CLASS 6 THREE AXLE SINGLE UNIT CLASS 13 7-OR MORE AXLE MULTI TRAILER CLASS 7 FOR OR MORE AXLE SINGLE UNIT
02/09/23 THURSDAY
I I
Hughes Circuits
Local Transportation Analysis
Count Validation
May 2022 vs June 2022
C R
NL NT NR SL ST SR EL ET ER WL WT WR Total NL NT NR SL ST SR EL ET ER WL WT WR Total AM 33 4 8 39 37 44 22 851 8 44 1250 61 2401 13 4 2 67 8 32 34 898 6 18 1047 126 2255 -6% PM 70 53 74 177 88 43 45 1282 8 98 1104 146 3188 42 46 45 157 46 54 42 1101 11 47 997 122 2710 -18% AM 21 82 8 10 242 34 19 104 33 11 130 19 713 25 101 8 8 181 31 18 51 25 9 94 22 573 -24% PM 35 295 38 41 303 26 72 237 77 17 84 24 1249 51 308 25 49 247 19 74 269 51 16 63 23 1195 -5% -12.1%
% Difference

5.3%
-4.0%
Average -0.6%
4168 4399
Daily Traffic Volumes Roadway Segment
Via Vera Cruz, between Linda Vista Drive and W San Marcos Boulevard 7846 7541 May 2022
Linda Vista Drive, between Via Vera Cruz and Grand Avenue June 2022
% Difference
Average
May 2022 June 2022
Via Vera Cruz & Linda Vista DrVia Vera Cruz & W San Marcos Bl Peak
Hour Intersection
-

5.8k
Pop ula lion

2.1k
House ho Ide
Mobility

1.6 Averag e cars. per household
$43k
Median ho usehold income
Spond
Change Location
San Marcos Mixed-use and Hughes
Circuits
f- San Diego County, CA
89k
Average dally trips +4o/o since preYious week
18%
Working-From-Home
+ So/o s ince preYious week
Land Use

15.3 Dally trips per capita
+4o/o since previous week
Ranged Year Over Year
I Week of F@b 10, 2020 I Week of Ju l 25, 2022
Primary Mobility Metrics
San Marcos Mixed-Use And Hughes Circuits
Total Trips
Change over time period for trips in this geography, typical weekday Week of Feb 10, 2020 to the week of Jul 2 5, 2022
+50 o/c,
Baseline
-50o/o
Most recent
data:

26.2 -
Week of Jul 25,
2022
VMT per capita
+7% since preY ious week
Mar 2020 Aug 2020 Jan 2021 Jun 2021 Nov 2021 Ap r 2022
Change since baselin e
THURSDAY - JUNE 23, 2022 AREA: SAN MARCOS PROJECT:

LINDA VISTA - VIA VERA CRUZ TO GRAND

AM NB SB EB WB PM NB SB EB WB
00:00 2 1 12:00 54 28
00:15 3 2 12:15 49 33
00:30 0 0 12:30 49 34
00:45 0 5 0 3 8 12:45 45 197 51 146 343
01:00 2 0 13:00 48 34
01:15 4 0 13:15 49 31
01:30 0 2 13:30 50 35
01:45 0 6 0 2 8 13:45 56 203 42 142 345
02:00 3 5 14:00 49 26
02:15 1 1 14:15 45 35
02:30 0 0 14:30 64 37
02:45 0 4 1 7 11 14:45 68 226 26 124 350
03:00 0 0 15:00 92 32
03:15 1 1 15:15 84 38
03:30 3 2 15:30 100 29
03:45 0 4 1 4 8 15:45 75 351 31 130 481
04:00 1 0 16:00 88 24
04:15 1 3 16:15 78 28
04:30 3 3 16:30 87 23
04:45 5 10 9 15 25 16:45 107 360 21 96 456
05:00 1 7 17:00 84 25
05:15 4 11 17:15 72 21
05:30 11 20 17:30 69 28
05:45 9 25 33 71 96 17:45 52 277 16 90 367
06:00 9 32 18:00 44 25
06:15 9 21 18:15 29 13
06:30 12 22 18:30 30 15
06:45 12 42 42 117 159 18:45 24 127 14 67 194
07:00 17 46 19:00 21 9
07:15 18 38 19:15 12 5
07:30 28 47 19:30 14 13
07:45 21 84 49 180 264 19:45 19 66 12 39 105
08:00 18 37 20:00 22 12
08:15 12 33 20:15 17 7
08:30 27 27 20:30 15 10
08:45 11 68 37 134 202 20:45 13 67 4 33 100
09:00 37 30 21:00 12 4
09:15 29 36 21:15 8 6
09:30 26 17 21:30 8 2
09:45 31 123 28 111 234 21:45 4 32 6 18 50
10:00 33 26 22:00 5 4
10:15 33 28 22:15 4 3
10:30 32 27 22:30 2 9
10:45 50 148 26 107 255 22:45 8 19 1 17 36
11:00 31 33 23:00 2 0
11:15 36 37 23:15 3 2
11:30 40 30 23:30 2 0
11:45 39 146 41 141 287 23:45 4 11 2 4 15
Total Vol. 665 892 1557 1936 906 2842
NB SB EB WB Combined
2601 1798 4399
Split % 42.7% 57.3% 35.4% 68.1% 31.9% 64.6%
Peak Hour 11:45 07:00 11:45 16:00 12:15 15:00
Volume 191 180 327 360 152 481
P.H.F. 0.88 0.92 0.98 0.84 0.75 0.93
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC
AM PM
Daily Totals
ETD22-0624-01
THURSDAY - JUNE 23, 2022 AREA: SAN MARCOS PROJECT:

VIA VERA CRUZ - LINDA VIST TO SAN MARCOS BL

AM NB SB EB WB PM NB SB EB WB
00:00 3 6 12:00 92 78
00:15 2 1 12:15 74 91
00:30 0 2 12:30 90 79
00:45 2 7 3 12 19 12:45 105 361 93 341 702
01:00 5 2 13:00 104 77
01:15 3 1 13:15 105 70
01:30 1 1 13:30 75 90
01:45 1 10 0 4 14 13:45 69 353 60 297 650
02:00 0 1 14:00 71 74
02:15 0 0 14:15 66 78
02:30 1 0 14:30 92 77
02:45 1 2 0 1 3 14:45 77 306 85 314 620
03:00 0 1 15:00 77 79
03:15 0 0 15:15 79 88
03:30 1 1 15:30 97 77
03:45 0 1 2 4 5 15:45 99 352 79 323 675
04:00 2 0 16:00 104 69
04:15 1 0 16:15 90 76
04:30 4 1 16:30 95 75
04:45 7 14 3 4 18 16:45 84 373 87 307 680
05:00 3 1 17:00 108 68
05:15 4 3 17:15 75 74
05:30 9 7 17:30 87 67
05:45 4 20 12 23 43 17:45 62 332 75 284 616
06:00 7 8 18:00 45 66
06:15 8 11 18:15 53 50
06:30 9 16 18:30 53 60
06:45 25 49 31 66 115 18:45 47 198 57 233 431
07:00 15 30 19:00 39 61
07:15 10 29 19:15 39 39
07:30 22 47 19:30 35 40
07:45 28 75 80 186 261 19:45 31 144 43 183 327
08:00 29 36 20:00 30 27
08:15 31 70 20:15 28 17
08:30 40 54 20:30 33 27
08:45 41 141 54 214 355 20:45 17 108 28 99 207
09:00 40 44 21:00 23 31
09:15 42 42 21:15 28 17
09:30 45 48 21:30 8 22
09:45 69 196 54 188 384 21:45 17 76 29 99 175
10:00 70 54 22:00 51 17
10:15 51 61 22:15 8 14
10:30 56 59 22:30 11 12
10:45 55 232 78 252 484 22:45 11 81 13 56 137
11:00 63 66 23:00 8 11
11:15 75 59 23:15 7 4
11:30 71 80 23:30 2 8
11:45 58 267 100 305 572 23:45 6 23 2 25 48
Total Vol. 1014 1259 2273 2707 2561 5268
NB SB EB WB Combined
3721 3820 7541
Split % 44.6% 55.4% 30.1% 51.4% 48.6% 69.9%
Peak Hour 11:45 11:30 11:45 12:30 12:00 12:30
Volume 314 349 662 404 341 723
P.H.F. 0.85 0.87 0.97 0.96 0.92 0.91
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC
AM PM
Daily Totals
ETD22-0624-01
THURSDAY - MAY 19, 2022 AREA: SAN MARCOS PROJECT:

LINDA VISTA - VIA VERA CRUZ TO GRAND

AM NB SB EB WB PM NB SB EB WB
00:00 1 1 12:00 56 26
00:15 0 0 12:15 57 43
00:30 0 0 12:30 61 37
00:45 1 2 1 2 4 12:45 44 218 35 141 359
01:00 1 0 13:00 37 27
01:15 1 0 13:15 26 36
01:30 2 1 13:30 47 30
01:45 1 5 0 1 6 13:45 45 155 23 116 271
02:00 1 1 14:00 43 21
02:15 0 0 14:15 48 30
02:30 3 1 14:30 67 39
02:45 0 4 0 2 6 14:45 66 224 33 123 347
03:00 1 0 15:00 43 32
03:15 0 2 15:15 64 33
03:30 1 2 15:30 79 31
03:45 1 3 1 5 8 15:45 75 261 24 120 381
04:00 1 1 16:00 99 24
04:15 1 2 16:15 83 28
04:30 1 3 16:30 94 27
04:45 1 4 5 11 15 16:45 97 373 32 111 484
05:00 3 5 17:00 69 23
05:15 2 18 17:15 62 21
05:30 9 17 17:30 58 24
05:45 10 24 27 67 91 17:45 61 250 27 95 345
06:00 7 25 18:00 47 27
06:15 8 18 18:15 33 26
06:30 16 29 18:30 22 19
06:45 18 49 38 110 159 18:45 21 123 11 83 206
07:00 12 33 19:00 18 9
07:15 19 38 19:15 13 9
07:30 28 35 19:30 12 8
07:45 35 94 49 155 249 19:45 12 55 7 33 88
08:00 22 43 20:00 19 13
08:15 41 42 20:15 7 9
08:30 29 36 20:30 7 7
08:45 39 131 42 163 294 20:45 18 51 9 38 89
09:00 32 23 21:00 10 4
09:15 25 13 21:15 6 1
09:30 25 17 21:30 6 1
09:45 33 115 28 81 196 21:45 6 28 2 8 36
10:00 32 22 22:00 4 1
10:15 35 20 22:15 4 1
10:30 30 24 22:30 2 3
10:45 25 122 29 95 217 22:45 2 12 1 6 18
11:00 40 43 23:00 3 4
11:15 34 28 23:15 1 2
11:30 47 35 23:30 2 0
11:45 26 147 31 137 284 23:45 1 7 2 8 15
Total Vol. 700 829 1529 1757 882 2639
NB SB EB WB Combined
2457 1711 4168
Split % 45.8% 54.2% 36.7% 66.6% 33.4% 63.3%
Peak Hour 11:45 07:45 11:45 16:00 12:15 16:00
Volume 200 170 337 373 142 484
P.H.F. 0.82 0.87 0.84 0.94 0.83 0.94
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC
AM PM
Daily Totals
ETD22-0520-01
THURSDAY - MAY 19, 2022 AREA: SAN MARCOS PROJECT:

VIA VERA CRUZ - LINDA VISTA TO SAN MARCOS BL

AM NB SB EB WB PM NB SB EB WB
00:00 3 5 12:00 86 77
00:15 1 0 12:15 97 83
00:30 1 1 12:30 76 114
00:45 1 6 1 7 13 12:45 82 341 115 389 730
01:00 1 1 13:00 82 92
01:15 0 0 13:15 74 79
01:30 1 0 13:30 75 78
01:45 0 2 0 1 3 13:45 61 292 77 326 618
02:00 0 2 14:00 76 65
02:15 1 1 14:15 77 81
02:30 0 0 14:30 70 76
02:45 0 1 0 3 4 14:45 76 299 91 313 612
03:00 0 1 15:00 70 76
03:15 0 0 15:15 75 70
03:30 0 1 15:30 105 81
03:45 0 0 2 4 4 15:45 92 342 111 338 680
04:00 0 3 16:00 96 85
04:15 3 4 16:15 79 104
04:30 6 1 16:30 92 96
04:45 3 12 1 9 21 16:45 93 360 88 373 733
05:00 3 3 17:00 106 105
05:15 5 3 17:15 98 79
05:30 4 5 17:30 95 73
05:45 6 18 10 21 39 17:45 66 365 95 352 717
06:00 6 8 18:00 60 83
06:15 5 10 18:15 43 85
06:30 11 23 18:30 46 67
06:45 10 32 29 70 102 18:45 30 179 64 299 478
07:00 13 29 19:00 38 55
07:15 15 46 19:15 34 60
07:30 24 59 19:30 42 40
07:45 21 73 93 227 300 19:45 27 141 45 200 341
08:00 26 52 20:00 34 42
08:15 29 71 20:15 22 34
08:30 38 65 20:30 22 29
08:45 36 129 71 259 388 20:45 29 107 37 142 249
09:00 42 61 21:00 33 29
09:15 41 48 21:15 22 20
09:30 50 62 21:30 18 15
09:45 55 188 59 230 418 21:45 22 95 18 82 177
10:00 54 58 22:00 51 14
10:15 58 55 22:15 11 13
10:30 45 69 22:30 10 10
10:45 69 226 67 249 475 22:45 9 81 4 41 122
11:00 63 67 23:00 12 12
11:15 74 68 23:15 6 8
11:30 62 63 23:30 1 9
11:45 75 274 88 286 560 23:45 10 29 4 33 62
Total Vol. 961 1366 2327 2631 2888 5519
NB SB EB WB Combined
3592 4254 7846
Split % 41.3% 58.7% 29.7% 47.7% 52.3% 70.3%
Peak Hour 11:45 11:45 11:45 16:45 12:15 16:15
Volume 334 362 696 392 404 763
P.H.F. 0.86 0.79 0.92 0.93 0.88 0.90
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC
AM PM
Daily Totals
ETD22-0520-01
DATE: LOCATION: SAN MARCOS PROJECT #: ETD22-0624-01
6/23/22 NORTH & SOUTH: VIA VERA CRUZ LOCATION #: 4
THURSDAY EAST & WEST: LINDA VISTA CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X X
7:00 AM 8 8 1 1 20 10 1 12 9 0 29 4 103 0
7:15 AM 0 6 0 4 29 11 3 16 4 0 28 5 106 0
7:30 AM 5 16 2 0 43 6 12 19 6 2 28 9 148 0
7:45 AM 6 19 4 2 39 4 1 12 7 4 33 3 134 0
8:00 AM 3 23 2 2 30 5 5 11 2 2 24 7 116 0
8:15 AM 5 22 2 2 58 12 4 10 8 2 25 8 158 0
8:30 AM 8 25 2 3 45 9 6 17 9 2 16 2 144 0
8:45 AM 9 31 2 1 48 5 3 13 6 3 29 5 155 0
VOLUMES 44 150 15 15 312 62 35 110 51 15 212 43 1,064 0 0 0 0 0 APPROACH % 21% 72% 7% 4% 80% 16% 18% 56% 26% 6% 79% 16% APP/DEPART 209 / 228 389 / 378 196 / 140 270 / 318 0

BEGIN PEAK HR
VOLUMES 25 101 8 8 181 31 18 51 25 9 94 22 573
APPROACH % 19% 75% 6% 4% 82% 14% 19% 54% 27% 7% 75% 18% PEAK HR FACTOR 0.798 0.764 0.734 0.845 0.907
APP/DEPART 134 / 141 220 / 215 94 / 67 125 / 150 0
4:00 PM 7 82 16 14 54 6 27 54 12 0 23 7 302 0
4:15 PM 13 69 4 10 63 5 19 59 8 3 17 4 274 0
4:30 PM 16 81 9 14 61 2 21 63 12 3 12 10 304 0
4:45 PM 8 67 4 17 69 9 13 82 19 6 15 5 314 0
5:00 PM 14 91 8 8 54 3 21 65 12 4 19 4 303 0
5:15 PM 8 63 4 15 52 2 18 46 14 1 20 5 248 0
5:30 PM 9 75 5 11 52 8 4 52 14 2 17 4 253 0
5:45 PM 4 51 6 8 60 6 10 37 13 1 11 6 213 0
VOLUMES 79 579 56 97 465 41 133 458 104 20 134 45 2,211 0 0 0 0 0 APPROACH % 11% 81% 8% 16% 77% 7% 19% 66% 15% 10% 67% 23% APP/DEPART 714 / 757 603 / 589 695 / 611 199 / 254 0

BEGIN PEAK HR
VOLUMES 51 308 25 49 247 19 74 269 51 16 63 23 1,195
APPROACH % 13% 80% 7% 16% 78% 6% 19% 68% 13% 16% 62% 23% PEAK HR FACTOR 0.850 0.829 0.864 0.944 0.951
APP/DEPART 384 / 405 315 / 314 394 / 343 102 / 133 0

VIA VERA CRUZ

NORTH SIDE

LINDA VISTA WEST SIDE EAST SIDE LINDA VISTA

SOUTH SIDE

VIA VERA CRUZ

N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 0 0 0
7:15 AM 0 0 1 1
7:30 AM 1 1 0 0
7:45 AM 0 0 0
8:00 AM 0 0 0
8:15 AM 0 0 2 2
8:30 AM 0 0 0
8:45 AM 0 0 1 1
TOTAL 1 0 0 0 1 0 0 0 0 0 0 0 0 4 4
4:00 PM 0 0 0
4:15 PM 1 1 0 0
4:30 PM 1 1 0 0
4:45 PM 2 2 0 1 1 2
5:00 PM 1 1 0 2 2
5:15 PM 0 0 0
5:30 PM 2 2 0 0
5:45 PM 1 1 0 1 1
TOTAL 0 0 0 8 8 0 0 0 0 0 1 0 0 4 5

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC

INCLUDES BIKE & PED

U-TURNS

VIA VERA CRUZ VIA VERA CRUZ LINDA VISTA LINDA VISTA

BICYCLE CROSSINGS

AM PM AM
8:00 AM
PM
4:15 PM

PEDESTRIAN CROSSINGS PEDESTRIAN ACTIVATIONS
r--r======:::;::::::::::;===;:::::=;::::::::::;::::::::;::::=:;:::::::::::::===::::=======!========:
_ ______JI~ -+ I t '----t --
i i -~I~ -+ .-----I -
DATE: LOCATION: SAN MARCOS PROJECT #: ETD22-0624-01
6/23/22 NORTH & SOUTH: VIA VERA CRUZ LOCATION #: 3
THURSDAY EAST & WEST: SAN MARCOS BL CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X X
7:00 AM 1 1 1 7 3 7 0 142 0 3 325 10 500 0
7:15 AM 0 0 2 6 1 6 2 149 2 4 362 9 543 1 1
7:30 AM 1 2 2 5 2 6 9 193 3 2 380 14 619 2 2
7:45 AM 2 0 1 17 1 16 9 201 3 2 257 16 525 1 1
8:00 AM 5 0 0 12 0 5 4 231 2 3 260 26 548 5 5
8:15 AM 4 3 2 17 2 8 9 206 1 6 255 36 549 3 3
8:30 AM 3 0 0 18 1 8 13 226 1 4 253 26 553 1 1
8:45 AM 1 1 0 20 5 11 8 235 2 5 279 38 605 1 1 2
VOLUMES 17 7 8 102 15 67 54 1,583 14 29 2,371 175 4,442 0 0 1 14 15 APPROACH % 53% 22% 25% 55% 8% 36% 3% 96% 1% 1% 92% 7%
APP/DEPART 32 / 236 184 / 58 1,651 / 1,693 2,575 / 2,455 0

BEGIN PEAK HR
VOLUMES 13 4 2 67 8 32 34 898 6 18 1,047 126 2,255
APPROACH % 68% 21% 11% 63% 7% 30% 4% 96% 1% 2% 88% 11%
PEAK HR FACTOR 0.528 0.743 0.957 0.925 0.932
APP/DEPART 19 / 164 107 / 32 938 / 967 1,191 / 1,092 0
4:00 PM 8 9 9 47 12 7 17 243 2 6 222 33 615 6 6
4:15 PM 7 6 3 41 5 12 17 317 5 8 231 26 678 1 8 9
4:30 PM 2 7 4 49 5 17 10 287 4 6 218 44 653 8 8
4:45 PM 9 10 14 29 12 15 14 272 4 17 243 34 673 8 8
5:00 PM 16 12 9 47 16 9 10 273 1 6 255 36 690 3 3
5:15 PM 7 7 11 52 10 11 6 280 5 9 233 31 662 5 5
5:30 PM 10 17 11 29 8 19 12 276 1 15 266 21 685 6 6
5:45 PM 3 10 4 57 3 9 10 270 7 9 240 25 647 9 9
VOLUMES 62 78 65 351 71 99 96 2,218 29 76 1,908 250 5,303 0 0 1 53 54 APPROACH % 30% 38% 32% 67% 14% 19% 4% 95% 1% 3% 85% 11% APP/DEPART 205 / 424 521 / 176 2,343 / 2,634 2,234 / 2,069 0

BEGIN PEAK HR
VOLUMES 42 46 45 157 46 54 42 1,101 11 47 997 122 2,710 APPROACH % 32% 35% 34% 61% 18% 21% 4% 95% 1% 4% 86% 10% PEAK HR FACTOR 0.875 0.880 0.991 0.965 0.982
APP/DEPART 133 / 210 257 / 104 1,154 / 1,303 1,166 / 1,093 0

VIA VERA CRUZ

NORTH SIDE

SAN MARCOS BL WEST SIDE EAST SIDE SAN MARCOS BL

SOUTH SIDE

VIA VERA CRUZ

N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 1 1 0 2 2
7:15 AM 0 0 1 1
7:30 AM 1 1 0 0
7:45 AM 0 0 0
8:00 AM 1 1 2 0 0
8:15 AM 0 0 0
8:30 AM 1 1 2 0 0
8:45 AM 0 0 0
TOTAL 2 2 2 0 6 0 0 0 0 0 1 2 0 0 3
4:00 PM 1 1 0 0
4:15 PM 1 1 0 0
4:30 PM 1 1 0 0
4:45 PM 2 2 4 0 1 1 2
5:00 PM 0 0 0
5:15 PM 1 1 0 1 1
5:30 PM 2 1 3 0 0
5:45 PM 2 2 0 0
TOTAL 10 1 2 0 13 0 0 0 0 0 0 1 1 1 3

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC

INCLUDES BIKE & PED

U-TURNS

VIA VERA CRUZ VIA VERA CRUZ SAN MARCOS BL SAN MARCOS BL

BICYCLE CROSSINGS

AM PM AM
8:00 AM
PM
4:45 PM

PEDESTRIAN CROSSINGS PEDESTRIAN ACTIVATIONS
r--r======:::;::::::::::;===;:::::=;::::::::::;::::::::;::::=:;:::::::::::::===::::=======!========:
_ ______JI~ -+ I t '----t --
i i -~I~ -+ .-----I -
DATE: LOCATION: SAN MARCOS PROJECT #: ETD22-0520-01
5/19/22 NORTH & SOUTH: VIA VERA CRUZ LOCATION #: 3
THURSDAY EAST & WEST: LINDA VISTA CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X X
7:00 AM 6 6 1 3 22 5 4 10 5 2 21 4 89 0
7:15 AM 4 8 2 4 45 9 5 10 2 2 21 4 116 0
7:30 AM 6 17 0 2 50 4 4 22 5 6 27 2 145 0
7:45 AM 6 13 3 0 83 10 6 29 6 4 33 2 195 1 1
8:00 AM 4 20 1 1 46 8 0 22 7 1 30 9 149 0
8:15 AM 6 18 3 5 61 8 6 31 9 4 37 4 192 0
8:30 AM 5 31 1 4 52 8 7 22 11 2 30 4 177 0
8:45 AM 4 25 6 7 63 8 3 20 8 3 20 4 171 0
VOLUMES 41 138 17 26 422 60 35 166 53 24 219 33 1,234 0 1 0 0 1 APPROACH % 21% 70% 9% 5% 83% 12% 14% 65% 21% 9% 79% 12% APP/DEPART 196 / 206 508 / 499 254 / 209 276 / 320 0

BEGIN PEAK HR
VOLUMES 21 82 8 10 242 34 19 104 33 11 130 19 713
APPROACH % 19% 74% 7% 3% 85% 12% 12% 67% 21% 7% 81% 12% PEAK HR FACTOR 0.750 0.769 0.848 0.889 0.914
APP/DEPART 111 / 120 286 / 286 156 / 122 160 / 185 0
4:00 PM 8 64 20 7 57 5 25 68 17 7 16 3 297 0
4:15 PM 5 56 12 15 79 9 17 53 20 5 24 6 301 0
4:30 PM 11 79 9 15 79 9 18 61 16 2 16 8 323 0
4:45 PM 11 71 9 6 73 7 16 71 12 6 23 2 307 0
5:00 PM 8 89 8 5 72 1 21 52 29 4 21 8 318 0
5:15 PM 11 78 8 2 69 6 20 56 9 4 18 4 285 0
5:30 PM 10 80 7 7 58 8 11 43 15 2 22 4 267 0
5:45 PM 3 60 3 8 83 9 10 54 12 7 17 4 270 0
VOLUMES 67 577 76 65 570 54 138 458 130 37 157 39 2,368 0 0 0 0 0 APPROACH % 9% 80% 11% 9% 83% 8% 19% 63% 18% 16% 67% 17% APP/DEPART 720 / 754 689 / 737 726 / 599 233 / 278 0

BEGIN PEAK HR
VOLUMES 35 295 38 41 303 26 72 237 77 17 84 24 1,249
APPROACH % 10% 80% 10% 11% 82% 7% 19% 61% 20% 14% 67% 19% PEAK HR FACTOR 0.876 0.898 0.946 0.893 0.967
APP/DEPART 368 / 391 370 / 397 386 / 316 125 / 145 0

VIA VERA CRUZ

NORTH SIDE

LINDA VISTA WEST SIDE EAST SIDE LINDA VISTA

SOUTH SIDE

VIA VERA CRUZ

N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 0 0 0
7:15 AM 0 0 0
7:30 AM 0 0 1 1
7:45 AM 1 1 0 1 1
8:00 AM 0 0 0
8:15 AM 0 0 1 1
8:30 AM 0 0 1 1
8:45 AM 1 1 0 0
TOTAL 0 0 0 2 2 0 0 0 0 0 0 1 0 3 4
4:00 PM 8 8 0 0
4:15 PM 1 1 0 0
4:30 PM 1 1 2 0 2 2
4:45 PM 1 1 11 13 0 0
5:00 PM 1 1 0 0
5:15 PM 0 0 0
5:30 PM 0 0 2 2
5:45 PM 0 0 0
TOTAL 2 1 0 22 25 0 0 0 0 0 0 2 0 2 4

BICYCLE CROSSINGS

AM PM AM
7:45 AM
PM
4:15 PM

PEDESTRIAN CROSSINGS PEDESTRIAN ACTIVATIONS

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC

INCLUDES BIKE & PED

U-TURNS

VIA VERA CRUZ VIA VERA CRUZ LINDA VISTA LINDA VISTA
r--r======:::;::::::::::;===;:::::=;::::::::::;::::::::;::::=:;:::::::::::::===::::=======!========:
_ ______JI~ -+ I t '----t --
i i -~I~ -+ .-----I -
DATE: LOCATION: SAN MARCOS PROJECT #: ETD22-0520-01
5/19/22 NORTH & SOUTH: VIA VERA CRUZ LOCATION #: 4
THURSDAY EAST & WEST: SAN MARCOS BL CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X X
7:00 AM 5 2 4 2 34 0 2 129 9 6 268 11 472 2 2
7:15 AM 4 0 1 9 4 12 3 168 1 5 313 15 535 1 1 2
7:30 AM 4 3 3 10 9 6 5 242 3 9 363 9 666 1 3 4
7:45 AM 13 0 3 5 11 11 2 220 1 12 306 16 600 5 4 9
8:00 AM 12 1 1 15 13 15 12 221 3 18 268 21 600 7 7
8:15 AM 10 0 4 20 14 9 9 212 4 11 211 23 527 2 2
8:30 AM 6 0 6 23 5 14 7 290 4 11 257 20 643 4 5 9
8:45 AM 6 0 4 20 3 11 15 204 6 9 261 28 567 8 8
VOLUMES 60 6 26 104 93 78 55 1,686 31 81 2,247 143 4,610 0 1 11 31 43 APPROACH % 65% 7% 28% 38% 34% 28% 3% 95% 2% 3% 91% 6%
APP/DEPART 92 / 204 275 / 205 1,772 / 1,816 2,471 / 2,385 0

BEGIN PEAK HR
VOLUMES 33 4 8 39 37 44 22 851 8 44 1,250 61 2,401
APPROACH % 73% 9% 18% 33% 31% 37% 2% 97% 1% 3% 92% 5%
PEAK HR FACTOR 0.703 0.698 0.881 0.889 0.901
APP/DEPART 45 / 87 120 / 89 881 / 898 1,355 / 1,327 0
4:00 PM 13 4 17 47 19 14 15 284 42 21 187 43 706 11 11
4:15 PM 12 13 19 41 19 21 9 224 8 19 221 32 638 5 5
4:30 PM 15 8 11 52 19 12 13 271 8 1 251 36 697 1 10 11
4:45 PM 11 6 11 41 20 11 7 264 17 28 235 42 693 4 4
5:00 PM 14 12 20 40 24 15 9 344 0 17 281 35 811 6 6
5:15 PM 22 15 24 42 25 12 10 312 2 25 279 43 811 6 6
5:30 PM 19 19 17 44 25 6 14 312 3 28 250 36 773 7 7
5:45 PM 15 7 13 51 14 10 12 314 3 28 294 32 793 4 4
VOLUMES 121 84 132 358 165 101 89 2,325 83 167 1,998 299 5,922 0 0 1 53 54 APPROACH % 36% 25% 39% 57% 26% 16% 4% 93% 3% 7% 81% 12% APP/DEPART 337 / 472 624 / 415 2,497 / 2,815 2,464 / 2,220 0

BEGIN PEAK HR
VOLUMES 70 53 74 177 88 43 45 1,282 8 98 1,104 146 3,188 APPROACH % 36% 27% 38% 57% 29% 14% 3% 96% 1% 7% 82% 11% PEAK HR FACTOR 0.807 0.975 0.945 0.952 0.983
APP/DEPART 197 / 244 308 / 194 1,335 / 1,533 1,348 / 1,217 0

VIA VERA CRUZ

NORTH SIDE

SAN MARCOS BL WEST SIDE EAST SIDE SAN MARCOS BL

SOUTH SIDE

VIA VERA CRUZ

N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 1 2 3 0 1 1
7:15 AM 1 1 0 0
7:30 AM 2 2 0 2 2 1 1 6
7:45 AM 0 0 1 1
8:00 AM 0 0 0
8:15 AM 1 1 0 1 1 2
8:30 AM 3 2 5 0 0
8:45 AM 0 0 0
TOTAL 4 5 3 0 12 0 0 0 0 0 4 3 1 2 10
4:00 PM 2 2 0 1 1
4:15 PM 1 2 3 0 0
4:30 PM 1 1 0 0
4:45 PM 0 0 0
5:00 PM 1 1 0 0
5:15 PM 1 1 2 0 1 1
5:30 PM 1 1 2 0 0
5:45 PM 1 1 0 0
TOTAL 2 6 1 3 12 0 0 0 0 0 1 1 0 0 2

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC

INCLUDES BIKE & PED

U-TURNS

VIA VERA CRUZ VIA VERA CRUZ SAN MARCOS BL SAN MARCOS BL

BICYCLE CROSSINGS

AM PM AM
7:15 AM
PM
5:00 PM

PEDESTRIAN CROSSINGS PEDESTRIAN ACTIVATIONS
r--r======:::;::::::::::;===;:::::=;::::::::::;::::::::;::::=:;:::::::::::::===::::=======!========:
_ ______JI~ -+ I t '----t --
i i -~I~ -+ .-----I -
Hughes Circuits
Local Transportation Analysis
Appendix D
Trip Generation Memo
C R
______________________________________________________________________________________________________ 3900 5th Avenue, Suite 310  San Diego, CA 92103  619-795-6086 www.CRAmobility.com

TO: Jonathan Quezada, MPA, EIT; City of San Marcos
FROM: Jonathan Sanchez, PE, TE, PTOE; CR Associates
Cristian Belmudez; CR Associates
DATE: March 8, 2023
RE: Hughes Circuits – Trip Generation Analysis Technical Memorandum

The purpose of this technical memorandum is to document the results of a trip generation validation conducted for the Hughes Circuits project (the “Proposed Project”).

Project Description
Hughes Circuits is San Diego County’s largest fully integrated electronics manufacturing service (EMS) company. In order to accommodate storage needs and additional manufacturing space, Hughes Circuits proposes to construct an expansion across from the existing site located at 546 S Pacific Street in the City of San Marcos. Figure 1 displays the existing facility. The Proposed Project will have similar operations to the existing site except it will be used mostly for upper-level electromechanical assembly, warehousing/staging components, and electronics assembly. There will be no producing of printed circuit boards in the building, which is the main activity at the existing facility. Table 1 displays a comparison between the current site land use and the Proposed Project.

Table 1 - Existing Facility vs Proposed Project
Land Use Existing Facility (Hughes Circuits) Proposed Project Office 12,500 sq.ft. 8,000 sq.ft
Warehouse 32,500 sq.ft 44,410 sq.ft
Manufacturing 30,000 sq.ft 15,000 sq.ft
Total 75,000 sq.ft. 67,410 sq.ft.

Source: CR Associates (2023)
As shown, the Proposed Project will consist mostly of storage space with half the manufacturing space and approximately 60 percent of the office space. Note that unlike the existing site where the office space handles administrative duties such as HR, accounting, etc., the office space associated with the Proposed Project will be primarily used for record keeping with one onsite manager. However, for a conservative analysis the office land uses associated with the Proposed Project are considered to be active land uses (as opposed to the warehousing/storage portion which is primarily a passive land use).

Per the City’s Transportation Analysis Guidelines (City’s TIAG), trip generation rates should be derived from SANDAG’s (not so) Brief Guide to Vehicular Traffic Generation Rates for the San Diego Region (April 2002). However, since the Proposed Project is acting as an “expansion” of the existing Hughes Circuits facility, mostly to provide for additional storage (a passive land use), a trip generation study was conducted at the existing Hughes Circuits facility located across the street from the Proposed Project.

C R

ASSOCIATES
[Project Name]
[Technical Memorandum Title]
The existing facility has a total of four driveways. To facilitate data collection, physical barriers were used to close off two of the four driveways prior to conducting driveway counts. Figure 2 shows which driveways were closed and provides a sample of the closures.

C R
[Project Name]
[Technical Memorandum Title]
Figure 1 - Existing Facility
C R
Hughe.s, C'ir.cui·ts Inc.

A.dministration Offices
546 S . .Pacific St,. Suite Cl 00
San Marcos,. CA. 92078
[Project Name]
[Technical Memorandum Title]
Figure 2 - Driveway Closures
C R
[Project Name]
[Technical Memorandum Title]
Driveway counts were collected over a three-day period (Tuesday, March 1, Wednesday, March 2, and Thursday, March 3) to determine daily traffic and peak hour trip generation rates for the Project. The total trip generation at the existing facility was 580 total daily trips, which results in a trip generation rate of 7.73 per 1,000 sq.ft. (580 ADT / 75,000 sq.ft. = 7.73).

Because the Proposed Project will have significantly less manufacturing and office space than the existing facility, the Project is expected to generate less employees and traffic. As shown above, the active land use of the Proposed Project is approximately 54% of the existing site.

Table 2 displays the trip generation calculated/observed at the existing facility as well as the reduced (by 54%) trip generation for Proposed Project.

Table 2 - Trip Generation Comparison (Existing vs Proposed) Land Use Sq.Ft. ADT1
AM Peak Hour PM Peak Hour
Total In Out Total In Out
Existing Facility (Hughes Circuits)
Office 12,500 97 10 8 2 12 3 9
Warehouse 32,500 - - - - - - -
Manufacturing 30,000 4842 47 40 7 52 10 42
Total 75,000 580 57 48 9 64 13 51
Proposed Project
Office 8,000 62 5 4 1 7 2 5
Warehouse 44,410 - - - - - - -
Manufacturing 15,000 2422 25 22 3 28 5 23
Total 67,410 304 30 26 4 35 7 28
Source: CR Associates (2023)
Notes:
1 ADT breakdown assumed to be proportional to the respective land use square footage (e.g., Office component is 12,500 square feet which represents 17% of the total building square footage (75,000 sq.ft.). Therefore, the ADT associated with the Office was calculated as follows:
17%*580 = 97 ADT).
2 The warehouse component is an ancillary use supporting the Manufacturing land use. Therefore, ADT associated with warehousing uses is contingent upon the size of the Manufacturing space.

Based on the ratio of the square footage, the Project would generate 304 average daily trips with 30 trips (26-in/4-out) during the AM peak hour and 35 trips (7-in/28-out) during the PM peak hour.

However, for a more conservative analysis the trips generation was calculated based on the number of anticipated work shifts instead of the square footage ratio.

The Proposed Project will operate with two shifts instead of three (two 8-hour shifts, 5 days a week).

Therefore, the trip generation rates calculated at the existing site were reduced proportionally by twothirds (2/3s) to calculate the trip generation for the proposed site (7.73 * 2/3 = 5.15 trips per 1,000 sq.ft.). Table 3 displays the projected daily, as well as AM and PM peak hour, project trip generation.

Table 3 - Project Trip Generation
Land Use Sq. Ft Trip Rate ADT AM Peak Hour PM Peak Hour Trips In Out Trips In Out
Hughes Circuits
(Proposed Project) 67,410 5.15/1,000 Sq. Ft. 348 38 32 6 43 9 34 Source: CR Associates (2023)
The Proposed Project proposes to generate a total of 348 daily trips, including 38 trips (32-in/6-out) during the AM peak hour and 43 (9-in/34-out) during the PM peak hour.

C R
DATE: AREA: SAN MARCOS
JOB #: ETD22-0304-01 LOCATION: SOUTH PACIFIC ST AT DWY-1 AM PM
TIME 1 2 3 4 5 6 TOTAL 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL 1 2 3 4 5 6 TOTAL 0:00 1 0 0 0 0 0 1 1 0 0 0 0 0 1 12:00 3 0 0 0 0 0 3 2 0 0 0 0 0 2 0:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:15 5 0 0 0 0 0 5 1 1 0 0 0 0 2 0:30 2 0 0 0 0 0 2 0 0 0 0 0 0 0 12:30 4 0 0 0 0 0 4 3 0 0 0 0 0 3 0:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:45 1 1 0 0 0 0 2 2 0 0 0 0 0 2 1:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:00 1 0 0 0 0 0 1 1 0 0 0 0 0 1 1:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:15 2 0 0 0 0 0 2 2 1 1 0 0 0 4 1:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:30 8 0 0 0 0 0 8 9 0 0 0 0 0 9 1:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:45 2 1 0 0 0 0 3 2 0 0 0 0 0 2 2:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:00 4 2 0 0 0 0 6 2 1 0 0 0 0 3 2:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:15 7 0 0 0 0 0 7 4 0 0 0 0 0 4 2:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:30 5 0 0 0 0 0 5 8 0 0 0 0 0 8 2:45 1 0 0 0 0 0 1 0 0 0 0 0 0 0 14:45 1 0 0 0 0 0 1 4 0 0 0 0 0 4 3:00 2 0 0 0 0 0 2 0 0 0 0 0 0 0 15:00 1 1 0 0 0 0 2 7 0 0 0 0 0 7 3:15 2 0 0 0 0 0 2 0 0 0 0 0 0 0 15:15 2 0 0 0 0 0 2 1 0 0 0 0 0 1 3:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:30 1 0 0 0 0 0 1 6 0 0 0 0 0 6 3:45 1 0 0 0 0 0 1 0 0 0 0 0 0 0 15:45 2 0 0 0 0 0 2 2 1 0 0 0 0 3 4:00 2 0 0 0 0 0 2 0 0 0 0 0 0 0 16:00 3 0 0 0 0 0 3 7 0 0 0 0 0 7 4:15 2 0 0 0 0 0 2 0 0 0 0 0 0 0 16:15 0 0 0 0 0 0 0 6 0 0 0 0 0 6 4:30 3 0 0 0 0 0 3 0 0 0 0 0 0 0 16:30 0 0 0 0 0 0 0 3 2 0 0 0 0 5 4:45 7 0 0 0 0 0 7 0 0 0 0 0 0 0 16:45 1 0 0 0 0 0 1 3 0 0 0 0 0 3 5:00 5 0 0 0 0 0 5 0 0 0 0 0 0 0 17:00 2 0 0 0 0 0 2 2 1 0 0 0 0 3 5:15 4 0 0 0 0 0 4 1 0 0 0 0 0 1 17:15 2 0 0 0 0 0 2 1 0 0 0 0 0 1 5:30 2 0 0 0 0 0 2 0 0 0 0 0 0 0 17:30 0 0 0 0 0 0 0 3 0 0 0 0 0 3 5:45 3 0 0 0 0 0 3 1 0 0 0 0 0 1 17:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:00 1 0 0 0 0 0 1 2 0 0 0 0 0 2 18:00 0 0 0 0 0 0 0 1 0 0 0 0 0 1 6:15 4 0 0 0 0 0 4 0 0 0 0 0 0 0 18:15 0 0 0 0 0 0 0 2 0 0 0 0 0 2 6:30 1 0 0 0 0 0 1 0 0 0 0 0 0 0 18:30 1 0 0 0 0 0 1 2 0 0 0 0 0 2 6:45 3 0 0 0 0 0 3 0 0 0 0 0 0 0 18:45 1 0 0 0 0 0 1 1 0 0 0 0 0 1 7:00 5 0 0 0 0 0 5 0 0 0 0 0 0 0 19:00 0 0 0 0 0 0 0 1 0 0 0 0 0 1 7:15 3 0 0 0 0 0 3 1 0 0 0 0 0 1 19:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 5 0 0 0 0 0 5 0 0 0 0 0 0 0 19:30 0 0 0 0 0 0 0 2 0 0 0 0 0 2 7:45 4 0 0 0 0 0 4 0 0 0 0 0 0 0 19:45 0 0 0 0 0 0 0 1 0 0 0 0 0 1 8:00 0 1 0 0 0 0 1 2 0 0 0 0 0 2 20:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 4 0 0 0 0 0 4 0 0 0 0 0 0 0 20:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 2 0 0 0 0 0 2 0 0 0 0 0 0 0 20:30 0 0 0 0 0 0 0 1 0 0 0 0 0 1 8:45 0 1 0 0 0 0 1 0 0 0 0 0 0 0 20:45 4 0 0 0 0 0 4 0 0 0 0 0 0 0 9:00 0 0 0 0 0 0 0 1 0 0 0 0 0 1 21:00 2 0 0 0 0 0 2 0 0 0 0 0 0 0 9:15 1 0 0 0 0 0 1 0 0 0 0 0 0 0 21:15 1 0 0 0 0 0 1 1 0 0 0 0 0 1 9:30 1 0 0 0 0 0 1 1 0 0 0 0 0 1 21:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:45 2 0 0 0 0 0 2 0 0 0 0 0 0 0 21:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 1 1 0 0 0 0 2 3 0 0 0 0 0 3 22:00 0 0 0 0 0 0 0 7 0 0 0 0 0 7 10:15 3 1 0 0 0 0 4 2 0 0 0 0 0 2 22:15 1 0 0 0 0 0 1 1 0 0 0 0 0 1 10:30 2 0 0 0 0 0 2 0 1 0 0 0 0 1 22:30 0 0 0 0 0 0 0 2 0 0 0 0 0 2 10:45 2 0 0 0 0 0 2 3 0 0 0 0 0 3 22:45 0 0 0 0 0 0 0 2 0 0 0 0 0 2 11:00 4 0 0 0 0 0 4 5 0 0 0 0 0 5 23:00 0 0 0 0 0 0 0 2 0 0 0 0 0 2 11:15 6 0 0 0 0 0 6 3 1 0 0 0 0 4 23:15 0 0 0 0 0 0 0 1 0 0 0 0 0 1 11:30 1 0 0 0 0 0 1 1 1 0 0 0 0 2 23:30 0 0 0 0 0 0 0 1 0 0 0 0 0 1 11:45 2 1 0 0 0 0 3 3 0 0 0 0 0 3 23:45 1 0 0 0 0 0 1 0 0 0 0 0 0 0 TOTAL 94 5 0 0 0 0 99 30 3 0 0 0 0 33 TOTAL 68 5 0 0 0 0 73 109 7 1 0 0 0 117 AM PEAK HOUR 4:30 AM AM PEAK HOUR 11:00 AM PM PEAK HOUR 1:30 PM PM PEAK HOUR 2:15 PM AM PEAK VOLUME 19 AM PEAK VOLUME 14 PM PEAK VOLUME 24 PM PEAK VOLUME 23 CLASS 1 CLASS 4 DAILY TOTAL 162 10 0 0 0 0 172 139 10 1 0 0 0 150 CLASS 2 CLASS 5 % OF TOTAL 94.2% 5.8% 0.0% 0.0% 0.0% 0.0% 100.0% 92.7% 6.7% 0.7% 0.0% 0.0% 0.0% 100.0% CLASS 3 CLASS 6
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
PREPARED BY: PACIFIC TECHNICAL DATA, LLC
03/01/22 TUESDAY

ENTER EXIT ENTER EXIT

I I I I
DATE: AREA: SAN MARCOS
JOB #: ETD22-0304-01 LOCATION: SOUTH PACIFIC ST AT DWY-1 AM PM
TIME 1 2 3 4 5 6 TOTAL 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL 1 2 3 4 5 6 TOTAL 0:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:00 2 0 0 0 0 0 2 2 0 0 0 0 0 2 0:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:15 5 0 0 0 0 0 5 2 0 0 0 0 0 2 0:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:30 3 0 0 0 0 0 3 3 1 0 0 0 0 4 0:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:45 3 0 0 0 0 0 3 1 0 0 0 0 0 1 1:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:00 6 0 0 0 0 0 6 2 0 0 0 0 0 2 1:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:15 4 1 0 0 0 0 5 0 0 0 0 0 0 0 1:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:30 3 1 0 0 0 0 4 13 0 0 0 0 0 13 1:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:45 1 0 0 0 0 0 1 3 0 0 0 0 0 3 2:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:00 5 0 0 0 0 0 5 2 0 0 0 0 0 2 2:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:15 5 0 0 0 0 0 5 5 1 0 0 0 0 6 2:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:30 6 0 0 0 0 0 6 10 0 0 0 0 0 10 2:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:45 2 1 0 0 0 0 3 7 0 0 0 0 0 7 3:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:00 1 0 0 0 0 0 1 5 0 0 0 0 0 5 3:15 3 0 0 0 0 0 3 0 0 0 0 0 0 0 15:15 1 1 0 0 0 0 2 1 0 0 0 0 0 1 3:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:30 2 0 0 0 0 0 2 5 0 0 0 0 0 5 3:45 1 0 0 0 0 0 1 0 0 0 0 0 0 0 15:45 1 0 0 0 0 0 1 4 0 0 0 0 0 4 4:00 1 0 0 0 0 0 1 0 0 0 0 0 0 0 16:00 0 0 0 0 0 0 0 8 0 0 0 0 0 8 4:15 3 0 0 0 0 0 3 0 0 0 0 0 0 0 16:15 1 1 0 0 0 0 2 5 1 0 0 0 0 6 4:30 3 0 0 0 0 0 3 0 0 0 0 0 0 0 16:30 0 1 0 0 0 0 1 4 1 0 0 0 0 5 4:45 9 0 0 0 0 0 9 0 0 0 0 0 0 0 16:45 1 0 0 0 0 0 1 6 0 0 0 0 0 6 5:00 5 0 0 0 0 0 5 0 0 0 0 0 0 0 17:00 1 0 0 0 0 0 1 3 0 0 0 0 0 3 5:15 5 0 0 0 0 0 5 0 0 0 0 0 0 0 17:15 0 0 0 0 0 0 0 3 0 0 0 0 0 3 5:30 3 0 0 0 0 0 3 1 0 0 0 0 0 1 17:30 0 0 0 0 0 0 0 2 0 0 0 0 0 2 5:45 6 0 0 0 0 0 6 1 0 0 0 0 0 1 17:45 0 0 0 0 0 0 0 3 0 0 0 0 0 3 6:00 3 0 0 0 0 0 3 1 0 0 0 0 0 1 18:00 1 0 0 0 0 0 1 1 0 0 0 0 0 1 6:15 4 0 0 0 0 0 4 0 0 0 0 0 0 0 18:15 0 0 0 0 0 0 0 1 0 0 0 0 0 1 6:30 2 0 0 0 0 0 2 1 0 0 0 0 0 1 18:30 1 0 0 0 0 0 1 1 0 0 0 0 0 1 6:45 5 0 0 0 0 0 5 0 0 0 0 0 0 0 18:45 2 0 0 0 0 0 2 2 0 0 0 0 0 2 7:00 3 0 0 0 0 0 3 0 0 0 0 0 0 0 19:00 1 0 0 0 0 0 1 1 1 0 0 0 0 2 7:15 2 0 0 0 0 0 2 1 0 0 0 0 0 1 19:15 1 0 0 0 0 0 1 4 0 0 0 0 0 4 7:30 4 0 0 0 0 0 4 0 0 0 0 0 0 0 19:30 2 0 0 0 0 0 2 1 0 0 0 0 0 1 7:45 4 1 0 0 0 0 5 1 0 0 0 0 0 1 19:45 2 0 0 0 0 0 2 0 0 0 0 0 0 0 8:00 0 0 1 0 0 0 1 1 0 0 0 0 0 1 20:00 2 0 0 0 0 0 2 0 0 0 0 0 0 0 8:15 5 0 0 0 0 0 5 0 0 0 0 0 0 0 20:15 0 0 0 0 0 0 0 1 0 0 0 0 0 1 8:30 4 0 0 0 0 0 4 0 0 0 0 0 0 0 20:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 0 0 0 0 0 0 0 1 0 0 0 0 0 1 20:45 1 0 0 0 0 0 1 1 0 0 0 0 0 1 9:00 2 0 0 0 0 0 2 1 0 0 0 0 0 1 21:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 21:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:30 2 0 0 0 0 0 2 1 0 0 0 0 0 1 21:30 2 0 0 0 0 0 2 1 0 0 0 0 0 1 9:45 1 0 0 0 0 0 1 2 0 0 0 0 0 2 21:45 0 0 0 0 0 0 0 1 0 0 0 0 0 1 10:00 4 0 0 0 0 0 4 3 0 0 0 0 0 3 22:00 0 0 0 0 0 0 0 6 0 0 0 0 0 6 10:15 6 2 0 0 0 0 8 4 1 0 0 0 0 5 22:15 0 0 0 0 0 0 0 1 0 0 0 0 0 1 10:30 2 0 0 0 0 0 2 3 0 0 0 0 0 3 22:30 1 0 0 0 0 0 1 0 0 0 0 0 0 0 10:45 1 0 0 0 0 0 1 4 0 0 0 0 0 4 22:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:00 2 0 0 0 0 0 2 6 0 0 0 0 0 6 23:00 1 0 0 0 0 0 1 2 0 0 0 0 0 2 11:15 6 0 0 0 0 0 6 2 0 0 0 0 0 2 23:15 0 0 0 0 0 0 0 1 0 0 0 0 0 1 11:30 5 1 0 0 0 0 6 1 0 0 0 0 0 1 23:30 1 0 0 0 0 0 1 0 0 0 0 0 0 0 11:45 0 0 0 0 0 0 0 5 0 0 0 0 0 5 23:45 0 0 0 0 0 0 0 1 0 0 0 0 0 1 TOTAL 106 4 1 0 0 0 111 40 1 0 0 0 0 41 TOTAL 71 6 0 0 0 0 77 125 5 0 0 0 0 130 AM PEAK HOUR 4:45 AM AM PEAK HOUR 10:15 AM PM PEAK HOUR 2:00 PM PM PEAK HOUR 2:15 PM AM PEAK VOLUME 22 AM PEAK VOLUME 18 PM PEAK VOLUME 19 PM PEAK VOLUME 28 CLASS 1 CLASS 4 DAILY TOTAL 177 10 1 0 0 0 188 165 6 0 0 0 0 171 CLASS 2 CLASS 5 % OF TOTAL 94.1% 5.3% 0.5% 0.0% 0.0% 0.0% 100.0% 96.5% 3.5% 0.0% 0.0% 0.0% 0.0% 100.0% CLASS 3 CLASS 6
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
PREPARED BY: PACIFIC TECHNICAL DATA, LLC
03/02/22 WEDNESDAY

ENTER EXIT ENTER EXIT

I I I I
DATE: AREA: SAN MARCOS
JOB #: ETD22-0304-01 LOCATION: SOUTH PACIFIC ST AT DWY-1 AM PM
TIME 1 2 3 4 5 6 TOTAL 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL 1 2 3 4 5 6 TOTAL 0:00 1 0 0 0 0 0 1 1 0 0 0 0 0 1 12:00 4 0 0 0 0 0 4 3 0 0 0 0 0 3 0:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:15 1 1 0 0 0 0 2 2 2 0 0 0 0 4 0:30 1 0 0 0 0 0 1 0 0 0 0 0 0 0 12:30 3 0 0 0 0 0 3 5 0 2 0 0 0 7 0:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:45 4 0 0 0 0 0 4 4 0 0 0 0 0 4 1:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:00 1 0 0 0 0 0 1 2 0 0 0 0 0 2 1:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:15 3 0 0 1 0 0 4 2 0 0 0 0 0 2 1:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:30 3 0 0 0 0 0 3 19 0 0 0 0 0 19 1:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:45 4 0 0 0 0 0 4 7 0 0 0 0 2 9 2:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:15 2 0 0 0 0 0 2 3 0 0 0 0 0 3 2:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:30 6 1 0 0 0 0 7 9 2 0 0 0 0 11 2:45 1 0 0 0 0 0 1 0 0 0 0 0 0 0 14:45 0 0 0 0 0 0 0 11 0 0 0 0 0 11 3:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:00 0 0 0 0 0 0 0 7 0 0 0 0 0 7 3:15 1 0 0 0 0 0 1 0 0 0 0 0 0 0 15:15 1 0 0 0 0 0 1 0 0 0 0 0 0 0 3:30 1 0 0 0 0 0 1 0 0 0 0 0 0 0 15:30 0 0 0 0 0 0 0 5 0 0 0 0 0 5 3:45 1 0 0 0 0 0 1 0 0 0 0 0 0 0 15:45 1 0 0 0 0 0 1 3 0 0 0 0 0 3 4:00 2 0 0 0 0 0 2 0 0 0 0 0 0 0 16:00 1 0 0 0 0 0 1 8 0 0 0 0 0 8 4:15 2 0 0 0 0 0 2 0 0 0 0 0 0 0 16:15 0 0 0 0 0 0 0 6 0 0 0 0 0 6 4:30 1 0 0 0 0 0 1 0 0 0 0 0 0 0 16:30 1 0 0 0 0 0 1 6 3 0 0 0 0 9 4:45 9 0 0 0 0 0 9 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0 5 0 0 0 0 0 5 5:00 7 0 0 0 0 0 7 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0 2 0 0 0 0 0 2 5:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:15 1 0 0 0 0 0 1 3 0 0 0 0 0 3 5:30 3 0 0 0 0 0 3 1 0 0 0 0 0 1 17:30 0 0 0 0 0 0 0 1 0 0 0 0 0 1 5:45 6 0 0 0 0 0 6 2 0 0 0 0 0 2 17:45 1 0 0 0 0 0 1 1 0 0 0 0 0 1 6:00 3 0 0 0 0 0 3 1 0 0 0 0 0 1 18:00 2 0 0 0 0 0 2 1 0 0 0 0 0 1 6:15 4 0 0 0 0 0 4 0 0 0 0 0 0 0 18:15 1 0 0 0 0 0 1 1 0 0 0 0 0 1 6:30 2 0 0 0 0 0 2 0 0 0 0 0 0 0 18:30 0 0 0 0 0 0 0 2 0 0 0 0 0 2 6:45 4 0 0 0 0 0 4 0 0 0 0 0 0 0 18:45 0 0 0 0 0 0 0 1 0 0 0 0 0 1 7:00 5 0 0 0 0 0 5 0 0 0 0 0 0 0 19:00 1 0 0 0 0 0 1 1 0 0 0 0 0 1 7:15 1 0 0 0 0 0 1 0 0 0 0 0 0 0 19:15 0 0 0 0 0 0 0 1 0 0 0 0 0 1 7:30 6 0 0 0 0 0 6 0 0 0 0 0 0 0 19:30 0 0 0 0 0 0 0 2 0 0 0 0 0 2 7:45 4 1 0 0 0 0 5 0 0 0 0 0 0 0 19:45 2 0 0 0 0 0 2 1 0 0 0 0 0 1 8:00 0 1 0 0 0 0 1 1 0 0 0 0 0 1 20:00 2 0 0 0 0 0 2 1 0 0 0 0 0 1 8:15 5 0 0 0 0 0 5 0 0 0 0 0 0 0 20:15 1 0 0 0 0 0 1 0 0 0 0 0 0 0 8:30 2 0 0 0 0 0 2 0 0 0 0 0 0 0 20:30 1 0 0 0 0 0 1 1 0 0 0 0 0 1 8:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20:45 3 0 0 0 0 0 3 0 0 0 0 0 0 0 9:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 21:00 1 0 0 0 0 0 1 0 0 0 0 0 0 0 9:15 0 1 0 0 0 0 1 0 0 0 0 0 0 0 21:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:30 2 0 0 0 0 0 2 2 0 0 0 0 0 2 21:30 1 0 0 0 0 0 1 0 0 0 0 0 0 0 9:45 2 0 0 0 0 0 2 1 0 0 0 0 0 1 21:45 0 0 0 0 0 0 0 1 0 0 0 0 0 1 10:00 5 0 0 0 0 0 5 5 0 0 0 0 0 5 22:00 0 0 0 0 0 0 0 7 0 0 0 0 0 7 10:15 5 2 0 0 0 0 7 2 1 0 0 0 0 3 22:15 0 0 0 0 0 0 0 2 0 0 0 0 0 2 10:30 1 0 0 0 0 0 1 4 0 0 0 0 0 4 22:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:45 4 0 0 0 0 0 4 3 1 0 0 0 0 4 22:45 0 0 0 0 0 0 0 1 0 0 0 0 0 1 11:00 2 1 1 0 0 0 4 6 0 0 0 0 0 6 23:00 0 0 0 0 0 0 0 3 0 0 0 0 0 3 11:15 4 0 0 0 0 0 4 4 0 0 0 0 0 4 23:15 0 0 0 0 0 0 0 1 0 0 0 0 0 1 11:30 5 0 0 0 0 0 5 2 0 0 0 0 0 2 23:30 1 0 0 0 0 0 1 0 0 0 0 0 0 0 11:45 4 0 0 0 0 0 4 1 0 0 0 0 0 1 23:45 0 0 0 0 0 0 0 1 0 0 0 0 0 1 TOTAL 106 6 1 0 0 0 113 36 2 0 0 0 0 38 TOTAL 53 2 0 1 0 0 56 142 7 2 0 0 2 153 AM PEAK HOUR 4:45 AM AM PEAK HOUR 10:30 AM PM PEAK HOUR 1:45 PM PM PEAK HOUR 2:15 PM AM PEAK VOLUME 19 AM PEAK VOLUME 18 PM PEAK VOLUME 13 PM PEAK VOLUME 32 CLASS 1 CLASS 4 DAILY TOTAL 159 8 1 1 0 0 169 178 9 2 0 0 2 191 CLASS 2 CLASS 5 % OF TOTAL 94.1% 4.7% 0.6% 0.6% 0.0% 0.0% 100.0% 93.2% 4.7% 1.0% 0.0% 0.0% 1.0% 100.0% CLASS 3 CLASS 6
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
PREPARED BY: PACIFIC TECHNICAL DATA, LLC
03/03/22 THURSDAY

ENTER EXIT ENTER EXIT

I I I I
DATE: AREA: SAN MARCOS
JOB #: ETD22-0304-01 LOCATION: SOUTH PACIFIC ST AT EAST DWY-4 AM PM
TIME 1 2 3 4 5 6 TOTAL 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL 1 2 3 4 5 6 TOTAL 0:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:00 2 0 0 0 0 0 2 0 0 0 0 0 0 0 0:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:15 2 0 0 0 0 0 2 2 0 0 0 0 0 2 0:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:30 1 0 0 0 0 0 1 4 0 0 0 0 0 4 0:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:45 3 0 0 0 0 0 3 1 0 0 0 0 0 1 1:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:00 3 0 0 0 0 0 3 1 0 0 0 0 0 1 1:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:15 2 0 0 0 0 0 2 2 0 0 0 0 0 2 1:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:30 3 0 0 0 0 0 3 7 0 0 0 0 0 7 1:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:45 1 1 0 0 0 1 3 2 0 0 0 0 0 2 2:00 1 0 0 0 0 0 1 0 0 0 0 0 0 0 14:00 1 1 0 0 0 0 2 1 1 0 0 0 0 2 2:15 0 0 0 0 0 0 0 1 0 0 0 0 0 1 14:15 2 0 0 0 0 0 2 0 1 1 0 0 0 2 2:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:30 2 1 0 0 0 0 3 4 1 0 0 0 0 5 2:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:45 0 0 0 0 0 0 0 2 0 0 0 0 0 2 3:00 1 0 0 0 0 0 1 0 0 0 0 0 0 0 15:00 0 0 0 0 0 0 0 3 0 0 0 0 0 3 3:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:30 1 0 0 1 0 0 2 4 0 0 0 0 0 4 3:45 1 0 0 0 0 0 1 0 0 0 0 0 0 0 15:45 1 0 0 0 0 0 1 1 0 0 0 0 0 1 4:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:00 0 0 0 0 0 0 0 4 0 0 0 0 0 4 4:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:15 4 1 0 0 0 0 5 2 0 0 0 0 0 2 4:30 3 0 0 0 0 0 3 0 0 0 0 0 0 0 16:30 0 1 0 0 0 0 1 4 1 0 0 0 0 5 4:45 6 0 0 0 0 0 6 0 0 0 0 0 0 0 16:45 2 0 0 0 0 0 2 2 0 0 0 0 0 2 5:00 3 0 0 0 0 0 3 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0 1 0 0 0 0 0 1 5:15 1 0 0 0 0 0 1 0 0 0 0 0 0 0 17:15 0 0 0 0 0 0 0 1 0 0 0 0 0 1 5:30 4 0 0 0 0 0 4 0 0 0 0 0 0 0 17:30 0 0 0 0 0 0 0 2 0 0 0 0 0 2 5:45 4 0 0 0 0 0 4 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0 1 0 0 0 0 0 1 6:00 5 0 0 0 0 0 5 0 0 0 0 0 0 0 18:00 0 0 0 0 0 0 0 1 0 0 0 0 0 1 6:15 7 0 0 0 0 0 7 1 0 0 0 0 0 1 18:15 0 0 0 0 0 0 0 1 0 0 0 0 0 1 6:30 5 0 0 0 0 0 5 0 0 0 0 0 0 0 18:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 6 0 0 0 0 0 6 0 0 0 0 0 0 0 19:00 0 0 0 0 0 0 0 1 0 0 0 0 0 1 7:15 6 0 0 0 0 0 6 0 0 0 0 0 0 0 19:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 3 0 0 0 0 0 3 0 0 0 0 0 0 0 19:30 0 0 0 0 0 0 0 1 0 0 0 0 0 1 7:45 4 0 0 0 0 0 4 1 0 0 0 0 0 1 19:45 0 0 0 0 0 0 0 1 0 0 0 0 0 1 8:00 2 0 0 0 0 0 2 0 1 0 0 0 0 1 20:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 1 0 0 0 0 0 1 2 0 0 0 0 0 2 20:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 1 1 0 0 0 0 2 1 0 0 0 0 0 1 20:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 2 0 0 0 0 0 2 1 0 0 0 0 0 1 20:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:00 2 0 0 0 0 0 2 0 0 0 0 0 0 0 21:00 0 0 0 0 0 0 0 1 0 0 0 0 0 1 9:15 3 0 0 0 0 0 3 0 0 0 0 0 0 0 21:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:30 1 0 0 0 0 0 1 0 0 0 0 0 0 0 21:30 0 0 0 0 0 0 0 1 0 0 0 0 0 1 9:45 1 1 0 0 0 0 2 0 0 0 0 0 0 0 21:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 2 0 0 0 0 0 2 4 0 0 0 0 0 4 22:00 0 0 0 0 0 0 0 4 0 0 0 0 0 4 10:15 1 0 0 0 0 0 1 0 1 0 0 0 0 1 22:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:30 1 0 0 0 0 0 1 2 0 0 0 0 0 2 22:30 0 0 0 0 0 0 0 1 0 0 0 0 0 1 10:45 2 0 0 0 0 0 2 1 0 0 0 0 0 1 22:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:00 3 0 0 0 0 0 3 4 0 0 0 0 0 4 23:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:15 2 0 0 0 0 0 2 5 0 0 0 0 0 5 23:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:30 5 0 0 0 0 0 5 5 0 0 0 0 0 5 23:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:45 2 0 0 0 0 0 2 2 0 0 0 0 0 2 23:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 91 2 0 0 0 0 93 30 2 0 0 0 0 32 TOTAL 30 5 0 1 0 1 37 63 4 1 0 0 0 68 AM PEAK HOUR 5:45 AM AM PEAK HOUR 11:00 AM PM PEAK HOUR 1:00 PM PM PEAK HOUR 4:00 PM AM PEAK VOLUME 21 AM PEAK VOLUME 16 PM PEAK VOLUME 11 PM PEAK VOLUME 13 CLASS 1 CLASS 4 DAILY TOTAL 121 7 0 1 0 1 130 93 6 1 0 0 0 100 CLASS 2 CLASS 5 % OF TOTAL 93.1% 5.4% 0.0% 0.8% 0.0% 0.8% 100.0% 93.0% 6.0% 1.0% 0.0% 0.0% 0.0% 100.0% CLASS 3 CLASS 6
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
PREPARED BY: PACIFIC TECHNICAL DATA, LLC
03/01/22 TUESDAY

ENTER EXIT ENTER EXIT

I I I I
DATE: AREA: SAN MARCOS
JOB #: ETD22-0304-01 LOCATION: SOUTH PACIFIC ST AT EAST DWY-4 AM PM
TIME 1 2 3 4 5 6 TOTAL 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL 1 2 3 4 5 6 TOTAL 0:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:00 2 0 0 0 0 0 2 1 0 0 0 0 0 1 0:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:15 2 0 0 0 0 0 2 2 0 0 0 0 0 2 0:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:30 0 1 0 0 0 0 1 3 1 0 0 0 0 4 0:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:45 2 0 0 0 0 0 2 2 0 0 0 0 0 2 1:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:00 3 1 0 0 0 0 4 1 0 0 0 0 0 1 1:15 0 0 0 0 0 0 0 1 0 0 0 0 0 1 13:15 2 0 0 0 0 0 2 2 1 0 0 0 0 3 1:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:30 1 0 0 0 0 0 1 3 0 0 0 0 0 3 1:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:45 0 0 0 0 0 0 0 2 0 0 0 0 0 2 2:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:00 4 0 0 0 0 0 4 2 0 0 0 0 0 2 2:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:15 3 0 0 0 0 0 3 0 0 0 0 0 0 0 2:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:30 1 0 0 0 0 0 1 3 0 0 0 0 0 3 2:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:45 1 0 0 0 0 0 1 8 0 0 0 0 0 8 3:00 1 0 0 0 0 0 1 0 0 0 0 0 0 0 15:00 0 0 0 0 0 0 0 0 0 1 0 0 0 1 3:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:15 1 0 0 0 0 0 1 0 1 0 0 0 0 1 3:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:30 0 0 0 0 0 0 0 7 0 0 0 0 0 7 3:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:45 0 2 0 0 0 0 2 3 1 0 0 0 0 4 4:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:00 0 0 0 0 0 0 0 4 0 0 0 0 0 4 4:15 1 0 0 0 0 0 1 0 0 0 0 0 0 0 16:15 1 0 0 0 0 0 1 2 0 0 0 0 0 2 4:30 2 0 0 0 0 0 2 0 0 0 0 0 0 0 16:30 2 0 0 0 0 0 2 5 0 0 0 0 0 5 4:45 9 0 0 0 0 0 9 0 0 0 0 0 0 0 16:45 1 2 0 0 0 0 3 1 1 0 0 0 0 2 5:00 4 0 0 0 0 0 4 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0 3 0 0 0 0 0 3 5:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:15 1 0 0 0 0 0 1 4 0 0 0 0 0 4 5:30 3 0 0 0 0 0 3 4 0 0 0 0 0 4 17:30 0 0 0 0 0 0 0 2 0 0 0 0 0 2 5:45 6 0 0 0 0 0 6 4 0 0 0 0 0 4 17:45 0 0 0 0 0 0 0 0 1 0 0 0 0 1 6:00 6 0 0 0 0 0 6 1 0 0 0 0 0 1 18:00 0 0 0 0 0 0 0 2 0 0 0 0 0 2 6:15 2 0 0 0 0 0 2 1 0 0 0 0 0 1 18:15 0 1 0 0 0 0 1 2 0 0 0 0 0 2 6:30 1 0 0 0 0 0 1 0 0 0 0 0 0 0 18:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:45 4 0 0 0 0 0 4 0 0 0 0 0 0 0 18:45 1 0 0 0 0 0 1 1 0 0 0 0 0 1 7:00 5 0 0 0 0 0 5 0 0 0 0 0 0 0 19:00 1 0 0 0 0 0 1 0 0 0 0 0 0 0 7:15 4 0 0 0 0 0 4 0 0 0 0 0 0 0 19:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 4 0 0 0 0 0 4 0 0 0 0 0 0 0 19:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 3 0 0 0 0 0 3 0 0 0 0 0 0 0 19:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 2 0 0 0 0 0 2 0 1 1 0 0 0 2 20:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 1 0 0 0 0 0 1 1 1 0 0 0 0 2 20:15 1 0 0 0 0 0 1 1 0 0 0 0 0 1 8:30 2 1 0 0 0 0 3 0 0 0 0 0 0 0 20:30 1 0 0 0 0 0 1 0 0 0 0 0 0 0 8:45 0 0 0 0 0 0 0 2 0 0 0 0 0 2 20:45 1 0 0 0 0 0 1 0 0 0 0 0 0 0 9:00 3 0 0 0 0 0 3 0 0 0 0 0 0 0 21:00 1 0 0 0 0 0 1 1 0 0 0 0 0 1 9:15 3 0 0 0 0 0 3 0 0 0 0 0 0 0 21:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:30 2 0 0 0 0 0 2 1 1 1 0 0 0 3 21:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:45 0 0 0 0 0 0 0 2 0 0 0 0 0 2 21:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 1 0 0 0 0 0 1 2 0 0 0 0 0 2 22:00 0 0 0 0 0 0 0 5 0 0 0 0 0 5 10:15 1 0 0 0 0 0 1 1 0 0 0 0 0 1 22:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:30 0 0 0 0 0 0 0 0 1 0 0 0 0 1 22:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:45 2 0 0 0 0 0 2 1 0 0 0 0 0 1 22:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:00 1 0 0 0 0 0 1 4 0 0 0 0 0 4 23:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:15 1 0 0 0 0 0 1 0 0 0 0 0 0 0 23:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:30 2 0 0 0 0 0 2 4 0 0 0 0 0 4 23:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:45 2 0 0 0 0 0 2 2 1 0 0 0 0 3 23:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 78 1 0 0 0 0 79 31 5 2 0 0 0 38 TOTAL 33 7 0 0 0 0 40 72 6 1 0 0 0 79 AM PEAK HOUR 6:45 AM AM PEAK HOUR 11:00 AM PM PEAK HOUR 2:00 PM PM PEAK HOUR 3:30 PM AM PEAK VOLUME 17 AM PEAK VOLUME 11 PM PEAK VOLUME 9 PM PEAK VOLUME 17 CLASS 1 CLASS 4 DAILY TOTAL 111 8 0 0 0 0 119 103 11 3 0 0 0 117 CLASS 2 CLASS 5 % OF TOTAL 93.3% 6.7% 0.0% 0.0% 0.0% 0.0% 100.0% 88.0% 9.4% 2.6% 0.0% 0.0% 0.0% 100.0% CLASS 3 CLASS 6
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
PREPARED BY: PACIFIC TECHNICAL DATA, LLC
03/02/22 WEDNESDAY

ENTER EXIT ENTER EXIT

I I I I
DATE: AREA: SAN MARCOS
JOB #: ETD22-0304-01 LOCATION: SOUTH PACIFIC ST AT EAST DWY-4 AM PM
TIME 1 2 3 4 5 6 TOTAL 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL 1 2 3 4 5 6 TOTAL 0:00 1 0 0 0 0 0 1 0 0 0 0 0 0 0 12:00 2 1 0 0 0 0 3 2 0 0 0 0 0 2 0:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:15 1 0 0 0 0 0 1 1 0 0 0 0 0 1 0:30 0 0 0 0 0 0 0 1 0 0 0 0 0 1 12:30 2 1 0 0 0 0 3 1 0 0 0 0 0 1 0:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:45 5 0 0 0 0 0 5 1 1 0 0 0 0 2 1:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:00 4 1 0 0 0 0 5 0 1 0 0 0 0 1 1:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:15 1 0 0 0 0 0 1 0 0 0 0 0 0 0 1:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:30 0 0 0 1 0 0 1 6 0 0 0 0 0 6 1:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:45 1 0 0 0 0 0 1 1 0 0 0 0 0 1 2:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:00 1 0 0 0 0 1 2 3 1 0 0 0 0 4 2:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:15 2 1 0 0 0 0 3 2 0 0 0 0 0 2 2:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:30 0 0 0 0 0 0 0 3 0 0 0 0 0 3 2:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:45 0 0 0 0 0 0 0 2 0 0 0 0 0 2 3:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:00 2 0 0 0 0 0 2 4 0 0 0 0 0 4 3:15 1 0 0 0 0 0 1 0 0 0 0 0 0 0 15:15 1 0 0 0 0 0 1 1 0 0 0 0 0 1 3:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:30 1 0 0 0 0 0 1 5 1 0 0 0 0 6 3:45 1 0 0 0 0 0 1 0 0 0 0 0 0 0 15:45 0 0 0 0 0 0 0 2 0 0 0 0 0 2 4:00 1 0 0 0 0 0 1 0 0 0 0 0 0 0 16:00 0 0 0 0 0 0 0 1 0 0 0 0 0 1 4:15 1 0 0 0 0 0 1 0 0 0 0 0 0 0 16:15 2 1 0 0 0 0 3 4 0 0 0 0 0 4 4:30 1 0 0 0 0 0 1 1 0 0 0 0 0 1 16:30 2 2 0 0 0 0 4 2 0 0 0 0 0 2 4:45 7 0 0 0 0 0 7 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0 2 0 0 0 0 0 2 5:00 3 0 0 0 0 0 3 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0 2 0 0 0 0 0 2 5:15 1 0 0 0 0 0 1 0 0 0 0 0 0 0 17:15 0 0 0 0 0 0 0 2 0 0 0 0 0 2 5:30 1 0 0 0 0 0 1 1 0 0 0 0 0 1 17:30 0 0 0 0 0 0 0 1 0 0 0 0 0 1 5:45 1 0 0 0 0 0 1 1 0 0 0 0 0 1 17:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:00 6 0 0 0 0 0 6 2 1 0 0 0 0 3 18:00 1 0 0 0 0 0 1 3 0 0 0 0 0 3 6:15 5 0 0 0 0 0 5 2 0 0 0 0 0 2 18:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:30 1 0 0 0 0 0 1 1 0 0 0 0 0 1 18:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:45 5 0 0 0 0 0 5 0 0 0 0 0 0 0 18:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 4 0 0 0 0 0 4 2 0 0 0 0 0 2 19:00 0 0 0 0 0 0 0 1 1 0 0 0 0 2 7:15 5 0 0 0 0 0 5 0 0 3 0 0 0 3 19:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 2 0 0 0 0 0 2 0 0 0 0 0 0 0 19:30 0 0 0 0 0 0 0 1 0 0 0 0 0 1 7:45 3 0 0 0 0 0 3 0 0 0 0 0 0 0 19:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20:00 2 0 0 0 0 0 2 0 0 0 0 0 0 0 8:15 4 0 0 0 0 0 4 0 0 0 0 0 0 0 20:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 1 0 0 0 0 0 1 0 0 0 0 0 0 0 20:30 0 0 0 0 0 0 0 1 0 0 0 0 0 1 8:45 0 1 0 0 0 0 1 0 1 1 0 0 0 2 20:45 1 0 0 0 0 0 1 0 0 0 0 0 0 0 9:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 21:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:15 4 0 0 0 0 0 4 0 0 0 0 0 0 0 21:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:30 1 0 0 0 0 0 1 1 0 0 0 0 0 1 21:30 1 0 0 0 0 0 1 1 0 0 0 0 0 1 9:45 0 1 0 0 0 0 1 0 0 1 0 0 0 1 21:45 1 0 0 0 0 0 1 3 0 0 0 0 0 3 10:00 2 0 0 0 0 0 2 2 1 0 0 0 0 3 22:00 0 0 0 0 0 0 0 3 0 0 0 0 0 3 10:15 0 0 0 0 0 0 0 0 1 0 0 0 0 1 22:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:30 0 0 0 0 0 0 0 0 2 0 0 0 0 2 22:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:45 2 0 0 0 0 0 2 0 1 0 0 0 0 1 22:45 0 0 0 0 0 0 0 1 0 0 0 0 0 1 11:00 1 0 0 0 0 0 1 1 0 0 0 0 0 1 23:00 1 0 0 0 0 0 1 2 0 0 0 0 0 2 11:15 3 0 0 0 0 0 3 3 0 1 0 0 0 4 23:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:30 7 0 0 0 0 0 7 5 0 0 0 0 0 5 23:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:45 4 0 0 0 0 0 4 2 1 0 0 0 0 3 23:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 79 2 0 0 0 0 81 25 8 6 0 0 0 39 TOTAL 34 7 0 1 0 1 43 64 5 0 0 0 0 69 AM PEAK HOUR 6:00 AM AM PEAK HOUR 11:00 AM PM PEAK HOUR 12:30 PM PM PEAK HOUR 3:30 PM AM PEAK VOLUME 17 AM PEAK VOLUME 13 PM PEAK VOLUME 14 PM PEAK VOLUME 13 CLASS 1 CLASS 4 DAILY TOTAL 113 9 0 1 0 1 124 89 13 6 0 0 0 108 CLASS 2 CLASS 5 % OF TOTAL 91.1% 7.3% 0.0% 0.8% 0.0% 0.8% 100.0% 82.4% 12.0% 5.6% 0.0% 0.0% 0.0% 100.0% CLASS 3 CLASS 6
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
PREPARED BY: PACIFIC TECHNICAL DATA, LLC
03/03/22 THURSDAY

ENTER EXIT ENTER EXIT

I I I I
Class 1: Passenger Vehicles:
 All 2-axle cars, trucks, vans or motorcycles
Class 2: 2 axle trucks, inc:
 Box Trucks, Flat Beds, Work Vans & Work Pick-Up Trucks  All box type of trucks including USPS, UPS & Fedex type of trucks.  Pick-up trucks with flat bed or bucket lift
 Pick-up trucks or Vans that are clearly identified as work vehicles with equipment.

Class 3: All 3 axle trucks:
 Includes a 2-axle truck with a 1-axle trailer
Class 4: All 4 or more axle trucks:
 2-axle truck with a 2 or more axle trailer
 3-axle truck with 1 or more axle trailer.

Class 5: All RV’s regardless of the number of axles.

Class 6: All bus or extra large passage vans regardless of the number of axles.

Class 1 2 3 4 5 6 1 2 3 4 5 6 Class 1 2 3 4 5 6 1 2 3 4 5 6 Tuesday 23 2 0 0 0 0 3 0 0 0 0 0 Tuesday 8 0 0 0 0 0 25 3 0 0 0 0 Wednesday 22 1 1 0 0 0 4 0 0 0 0 0 Wednesday 3 2 0 0 0 0 34 2 0 0 0 0 Thursday 23 2 0 0 0 0 1 0 0 0 0 0 Thursday 4 0 0 0 0 0 32 3 0 0 0 0 Average 23 2 0 0 0 0 3 0 0 0 0 0 Average 5 1 0 0 0 0 30 3 0 0 0 0 Class 1 2 3 4 5 6 1 2 3 4 5 6 Class 1 2 3 4 5 6 1 2 3 4 5 6 Tuesday 25 1 0 0 0 0 5 1 0 0 0 0 Tuesday 6 2 0 0 0 0 17 1 0 0 0 0 Wednesday 21 1 0 0 0 0 3 2 1 0 0 0 Wednesday 5 2 0 0 0 0 21 2 0 0 0 0 Thursday 19 1 0 0 0 0 2 1 4 0 0 0 Thursday 4 3 0 0 0 0 14 0 0 0 0 0 Average 22 1 0 0 0 0 3 1 2 0 0 0 Average 5 2 0 0 0 0 17 1 0 0 0 0 Class 1 2 3 4 5 6 1 2 3 4 5 6 Class 1 2 3 4 5 6 1 2 3 4 5 6 Peak Hour Trips 45 3 0 0 0 0 6 1 2 0 0 0 Peak Hour Trips 10 3 0 0 0 0 47 4 0 0 0 0 In Out In Out
48 9 13 51
In Out In Out
32 6 9 34
Class 1 2 3 4 5 6 1 2 3 4 5 6
Peak Hour Trips 30 2 0 0 0 0 4 1 1 0 0 0
Class 1 2 3 4 5 6 1 2 3 4 5 6
Peak Hour Trips 7 2 0 0 0 0 31 3 0 0 0 0
In Out In Out Passenger Vehicles
Peak Hour Trips (PV and HV combined) 32 6 9 34 Heavy Vehicles Enter Exit
AM Peak Hour Trips PM Peak Hour Trips
PM Peak Hour Trips
Enter Exit
AM Peak Hour Trips
Enter Exit
AM Peak Hour Trips PM Peak Hour Trips
AM Peak Hour Trips
Enter Exit
AM Peak Hour Trips PM Peak Hour Trips
PM Peak Hour Trips
Enter Exit
Assumes only two shifts
PM Peak Hour Trips (Drwy 1)
AM Peak Hour Trips (Drwy 4)
Enter Exit
PM Peak Hour Trips (Drwy 4)
Enter Exit
Exit
AM Peak Hour Trips (Drwy 1)
Enter
t-------------.-------~------r------+------r-------------.----------~1 t----1 -----+------------r--------r---------r-------~-----r--------r--.---------1 Tuesday Wednesday Thursday Tuesday Wednesday Thursday
Class 1 301 342 337 214 214 202
Class 2 20 16 17 13 19 22
Class 3 1 1 3 1 3 6
Class 4 0 0 1 1 0 1
Class 5 0 0 0 0 0 0
Class 6 0 0 2 1 0 1
Total 322 359 360 230 236 232
Driveway 1 Driveway 2
Average Total 347 233
Average PV & 2-Axle Trucks 344 228
Average HV 3 5
Total Both Driveways 580
Total Both Driveways, PV & 2-Axle Trucks 572
Total Both Driveways, HV 8
Existing Site (Three Shifts) Sq.ft. Trip Gen
Office 12,500
Warehouse 32,500
Manufacturing 30,000 Trip Gen (PV) Trip Gen (HV)
Total 75000 580 7.63/1,000 sq.ft. 0.11/1,000 sq.ft.

Trip Gen (PV) Trip Gen (Trucks)

7.63 0.11
Proposed Site (Two Shifts) Sq.ft. Trip Gen
Office 8000
Warehouse 44410
Manufacturing 15000
Total 67410 348
347.8
Driveway 1 (Daily) Driveway 2 (Daily)
Vehicle Classification
580
Hughes Circuits
Local Transportation Analysis
Appendix E
LOS Calculation Worksheets
Existing Conditions
C R
HCM 6th AWSC Existing Conditions
1: S Pacific St & Linda Vista Dr AM Peak Hour
Hughes Circuits SM Synchro 11 Report
Intersection
Intersection Delay, s/veh 17.1
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 57 138 48 47 324 11 23 40 13 19 120 126 Future Vol, veh/h 57 138 48 47 324 11 23 40 13 19 120 126 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 13 13 13 13 13 13 13 13 13 13 13 13
Mvmt Flow 65 157 55 53 368 13 26 45 15 22 136 143
Number of Lanes 111111011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3322
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2233
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2233
HCM Control Delay 12.7 23.7 12.2 12.9

HCM LOS B C B B

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 37% 0% 100% 0% 0% 100% 0% 0% 14% 0%
Vol Thru, % 63% 0% 0% 100% 0% 0% 100% 0% 86% 0%
Vol Right, % 0% 100% 0% 0% 100% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 63 13 57 138 48 47 324 11 139 126
LT Vol 23 0 57 0 0 47 0 0 19 0
Through Vol 40 0 0 138 0 0 324 0 120 0
RT Vol 0 13 0 0 48 0 0 11 0 126
Lane Flow Rate 72 15 65 157 55 53 368 12 158 143
Geometry Grp 8888888888
Degree of Util (X) 0.163 0.03 0.143 0.325 0.102 0.112 0.722 0.022 0.329 0.268 Departure Headway (Hd) 8.221 7.329 7.969 7.459 6.745 7.568 7.059 6.347 7.505 6.733 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 436 488 450 483 531 476 515 567 480 534
Service Time 5.974 5.082 5.711 5.201 4.487 5.268 4.759 4.047 5.245 4.473 HCM Lane V/C Ratio 0.165 0.031 0.144 0.325 0.104 0.111 0.715 0.021 0.329 0.268 HCM Control Delay 12.6 10.3 12 13.8 10.3 11.2 26 9.2 13.9 11.9 HCM Lane LOS BBBBBBDABB
HCM 95th-tile Q 0.6 0.1 0.5 1.4 0.3 0.4 5.9 0.1 1.4 1.1 t t
HCM 6th Signalized Intersection Summary Existing Conditions 2: W San Marcos Bl & S Pacific St AM Peak Hour
Hughes Circuits SM Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 38 1132 4 2 1546 24 0 0 3 17 2 127 Future Volume (veh/h) 38 1132 4 2 1546 24 0 0 3 17 2 127 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.96 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 41 1217 4 2 1662 24 0 0 3 18 2 110 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, % 3 33333333333
Cap, veh/h 68 2569 8 5 2408 35 0 12 9 168 19 156
Arrive On Green 0.04 0.71 0.71 0.00 0.68 0.68 0.00 0.00 0.01 0.10 0.10 0.10 Sat Flow, veh/h 1767 3604 12 1767 3556 51 0 1856 1511 1598 178 1490 Grp Volume(v), veh/h 41 595 626 2 823 863 0 0 3 20 0 110 Grp Sat Flow(s),veh/h/ln1767 1763 1853 1767 1763 1844 0 1856 1511 1776 0 1490 Q Serve(g_s), s 3.4 22.0 22.0 0.2 42.4 42.6 0.0 0.0 0.3 1.5 0.0 10.7 Cycle Q Clear(g_c), s 3.4 22.0 22.0 0.2 42.4 42.6 0.0 0.0 0.3 1.5 0.0 10.7 Prop In Lane 1.00 0.01 1.00 0.03 0.00 1.00 0.90 1.00
Lane Grp Cap(c), veh/h 68 1257 1321 5 1194 1249 0 12 9 186 0 156 V/C Ratio(X) 0.61 0.47 0.47 0.42 0.69 0.69 0.00 0.00 0.32 0.11 0.00 0.70 Avail Cap(c_a), veh/h 218 1257 1321 218 1194 1249 0 167 136 290 0 243 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 71.0 9.3 9.3 74.7 14.6 14.7 0.0 0.0 74.2 60.8 0.0 64.9 Incr Delay (d2), s/veh 8.5 1.3 1.2 50.9 1.7 1.6 0.0 0.0 18.0 0.3 0.0 5.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.7 8.6 9.0 0.1 16.9 17.7 0.0 0.0 0.2 0.7 0.0 4.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 79.5 10.6 10.6 125.6 16.3 16.3 0.0 0.0 92.2 61.0 0.0 70.5 LnGrp LOS E B B F BBAAFEAE
Approach Vol, veh/h 1262 1688 3 130
Approach Delay, s/veh 12.8 16.5 92.2 69.1
Approach LOS B B F E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s6.9 113.4 22.2 12.2 108.1 7.4
Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s18.5 42.5 24.5 18.5 67.5 13.5 Max Q Clear Time (g_c+I1), s2.2 24.0 12.7 5.4 44.6 2.3
Green Ext Time (p_c), s 0.0 8.2 0.3 0.0 14.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 17.3
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green. "i tf+ +t 7' ____ _
HCM 6th AWSC Existing Conditions
1: S Pacific St & Linda Vista Dr PM Peak Hour
Hughes Circuits SM Synchro 11 Report
Intersection
Intersection Delay, s/veh 59.4
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 181 560 23 16 243 15 28 71 40 11 58 85 Future Vol, veh/h 181 560 23 16 243 15 28 71 40 11 58 85 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, % 11 11 11 11 11 11 11 11 11 11 11 11
Mvmt Flow 195 602 25 17 261 16 30 76 43 12 62 91
Number of Lanes 111111011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3322
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2233
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2233
HCM Control Delay 91.1 20.1 13.8 13

HCM LOS F C B B

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 28% 0% 100% 0% 0% 100% 0% 0% 16% 0%
Vol Thru, % 72% 0% 0% 100% 0% 0% 100% 0% 84% 0%
Vol Right, % 0% 100% 0% 0% 100% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 99 40 181 560 23 16 243 15 69 85
LT Vol 28 0 181 0 0 16 0 0 11 0
Through Vol 71 0 0 560 0 0 243 0 58 0
RT Vol 0 40 0 0 23 0 0 15 0 85
Lane Flow Rate 106 43 195 602 25 17 261 16 74 91
Geometry Grp 8888888888
Degree of Util (X) 0.254 0.093 0.405 1.167 0.043 0.04 0.568 0.032 0.175 0.196 Departure Headway (Hd) 8.948 8.095 7.484 6.976 6.264 8.716 8.204 7.488 8.851 8.061 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 403 445 479 518 567 413 442 481 408 448
Service Time 6.648 5.795 5.274 4.765 4.053 6.416 5.904 5.188 6.551 5.761 HCM Lane V/C Ratio 0.263 0.097 0.407 1.162 0.044 0.041 0.59 0.033 0.181 0.203 HCM Control Delay 14.7 11.6 15.3 118.9 9.3 11.8 21.2 10.4 13.4 12.7 HCM Lane LOS B B C F A B C B B B
HCM 95th-tile Q 1 0.3 1.9 21.2 0.1 0.1 3.4 0.1 0.6 0.7
t t
HCM 6th Signalized Intersection Summary Existing Conditions 2: W San Marcos Bl & S Pacific St PM Peak Hour
Hughes Circuits SM Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 43 1686 0 0 1243 36 0 0 0 36 0 42 Future Volume (veh/h) 43 1686 0 0 1243 36 0 0 0 36 0 42 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 44 1720 0 0 1268 34 0 0 0 37 0 35
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 70 3025 0 1 2718 73 0 1 1 108 0 94
Arrive On Green 0.04 0.85 0.00 0.00 0.77 0.77 0.00 0.00 0.00 0.06 0.00 0.06 Sat Flow, veh/h 1781 3647 0 1781 3535 95 0 1870 1585 1738 0 1518 Grp Volume(v), veh/h 44 1720 0 0 637 665 0 0 0 37 0 35
Grp Sat Flow(s),veh/h/ln1781 1777 0 1781 1777 1853 0 1870 1585 1738 0 1518 Q Serve(g_s), s 3.7 20.9 0.0 0.0 19.4 19.4 0.0 0.0 0.0 3.1 0.0 3.3 Cycle Q Clear(g_c), s 3.7 20.9 0.0 0.0 19.4 19.4 0.0 0.0 0.0 3.1 0.0 3.3 Prop In Lane 1.00 0.00 1.00 0.05 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 70 3025 0 1 1366 1424 0 1 1 108 0 94 V/C Ratio(X) 0.63 0.57 0.00 0.00 0.47 0.47 0.00 0.00 0.00 0.34 0.00 0.37 Avail Cap(c_a), veh/h 220 3025 0 220 1366 1424 0 168 143 284 0 248 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 71.0 3.2 0.0 0.0 6.3 6.3 0.0 0.0 0.0 67.4 0.0 67.5 Incr Delay (d2), s/veh 9.0 0.8 0.0 0.0 1.1 1.1 0.0 0.0 0.0 1.9 0.0 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.9 5.9 0.0 0.0 7.1 7.4 0.0 0.0 0.0 1.4 0.0 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 80.0 4.0 0.0 0.0 7.4 7.4 0.0 0.0 0.0 69.3 0.0 70.0 LnGrp LOS E AAAAAAAAEAE
Approach Vol, veh/h 1764 1302 0 72
Approach Delay, s/veh 5.9 7.4 0.0 69.6
Approach LOS A A E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s0.0 134.2 15.8 12.4 121.8 0.0
Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s18.5 67.5 24.5 18.5 67.5 13.5 Max Q Clear Time (g_c+I1), s0.0 22.9 5.3 5.7 21.4 0.0
Green Ext Time (p_c), s 0.0 21.8 0.2 0.1 12.6 0.0
Intersection Summary
HCM 6th Ctrl Delay 8.0
HCM 6th LOS A
Notes
User approved pedestrian interval to be less than phase max green. "i tf+ +t 7' ____ _
Hughes Circuits
Local Transportation Analysis
Appendix F
Traffic Volume Growth Calculations
C R
Year 2050
579
plZ! 1038
r 18588
MGRk 18579
TAZ! 1001
1,,"'
MGRk 18579
TA~ 1001
..,..·
"'
.

I
MGRA: 18~8
TAZ: 1038
MGRA: 18596
MGRA: 18~2
TAZ! 1018
MGRA: 18577
MGI
MGRk 18586
UIZ! 1a29
Hughes Circuits
Local Transportation Analysis
Appendix G
LOS Calculation Worksheets
Near-Term Year 2024 Base Conditions
C R
HCM 6th AWSC Near-Term Year 2024 Base Conditions
1: S Pacific St & Linda Vista Dr AM Peak Hour
Hughes Circuits SM Synchro 11 Report
Intersection
Intersection Delay, s/veh 17.5
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 58 140 49 48 328 12 24 41 14 20 122 128 Future Vol, veh/h 58 140 49 48 328 12 24 41 14 20 122 128 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 13 13 13 13 13 13 13 13 13 13 13 13
Mvmt Flow 66 159 56 55 373 14 27 47 16 23 139 145
Number of Lanes 111111011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3322
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2233
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2233
HCM Control Delay 12.9 24.5 12.4 13.2

HCM LOS B C B B

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 37% 0% 100% 0% 0% 100% 0% 0% 14% 0%
Vol Thru, % 63% 0% 0% 100% 0% 0% 100% 0% 86% 0%
Vol Right, % 0% 100% 0% 0% 100% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 65 14 58 140 49 48 328 12 142 128
LT Vol 24 0 58 0 0 48 0 0 20 0
Through Vol 41 0 0 140 0 0 328 0 122 0
RT Vol 0 14 0 0 49 0 0 12 0 128
Lane Flow Rate 74 16 66 159 56 55 373 14 161 145
Geometry Grp 8888888888
Degree of Util (X) 0.17 0.033 0.147 0.333 0.105 0.115 0.734 0.024 0.339 0.275 Departure Headway (Hd) 8.3 7.405 8.04 7.53 6.815 7.599 7.09 6.378 7.57 6.795 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 432 483 446 477 526 472 511 561 476 529
Service Time 6.049 5.154 5.783 5.273 4.558 5.336 4.827 4.114 5.309 4.535 HCM Lane V/C Ratio 0.171 0.033 0.148 0.333 0.106 0.117 0.73 0.025 0.338 0.274 HCM Control Delay 12.8 10.4 12.2 14 10.4 11.3 27 9.3 14.2 12.1 HCM Lane LOS BBBBBBDABB
HCM 95th-tile Q 0.6 0.1 0.5 1.4 0.3 0.4 6.1 0.1 1.5 1.1 t t
HCM 6th Signalized Intersection Summary Near-Term Year 2024 Base Conditions 2: W San Marcos Bl & S Pacific St AM Peak Hour
Hughes Circuits SM Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 39 1144 5 3 1562 25 0 0 4 18 3 129 Future Volume (veh/h) 39 1144 5 3 1562 25 0 0 4 18 3 129 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.96 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 42 1230 5 3 1680 25 0 0 4 19 3 112 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, % 3 33333333333
Cap, veh/h 68 2551 10 7 2395 36 0 15 12 163 26 158
Arrive On Green 0.04 0.71 0.71 0.00 0.67 0.67 0.00 0.00 0.01 0.11 0.11 0.11 Sat Flow, veh/h 1767 3601 15 1767 3554 53 0 1856 1511 1536 243 1491 Grp Volume(v), veh/h 42 602 633 3 832 873 0 0 4 22 0 112 Grp Sat Flow(s),veh/h/ln1767 1763 1852 1767 1763 1844 0 1856 1511 1779 0 1491 Q Serve(g_s), s 3.5 22.7 22.7 0.3 43.7 44.0 0.0 0.0 0.4 1.7 0.0 10.9 Cycle Q Clear(g_c), s 3.5 22.7 22.7 0.3 43.7 44.0 0.0 0.0 0.4 1.7 0.0 10.9 Prop In Lane 1.00 0.01 1.00 0.03 0.00 1.00 0.86 1.00
Lane Grp Cap(c), veh/h 68 1249 1313 7 1188 1243 0 15 12 189 0 158 V/C Ratio(X) 0.62 0.48 0.48 0.43 0.70 0.70 0.00 0.00 0.32 0.12 0.00 0.71 Avail Cap(c_a), veh/h 218 1249 1313 218 1188 1243 0 167 136 291 0 243 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 71.0 9.7 9.7 74.5 15.1 15.1 0.0 0.0 74.0 60.7 0.0 64.8 Incr Delay (d2), s/veh 8.7 1.3 1.3 37.5 1.8 1.8 0.0 0.0 14.4 0.3 0.0 5.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.8 8.9 9.4 0.2 17.5 18.4 0.0 0.0 0.2 0.8 0.0 4.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 79.7 11.0 10.9 112.0 16.9 16.9 0.0 0.0 88.3 61.0 0.0 70.6 LnGrp LOS E B B F BBAAFEAE
Approach Vol, veh/h 1277 1708 4 134
Approach Delay, s/veh 13.2 17.1 88.3 69.0
Approach LOS B B F E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s7.1 112.8 22.4 12.3 107.6 7.7
Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s18.5 42.5 24.5 18.5 67.5 13.5 Max Q Clear Time (g_c+I1), s2.3 24.7 12.9 5.5 46.0 2.4
Green Ext Time (p_c), s 0.0 8.2 0.3 0.0 13.6 0.0
Intersection Summary
HCM 6th Ctrl Delay 17.8
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green. "i tf+ +t 7' ____ _
HCM 6th AWSC Near-Term Year 2024 Base Conditions
1: S Pacific St & Linda Vista Dr PM Peak Hour
Hughes Circuits SM Synchro 11 Report
Intersection
Intersection Delay, s/veh 62.5
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 183 565 24 17 246 16 29 72 41 12 59 86 Future Vol, veh/h 183 565 24 17 246 16 29 72 41 12 59 86 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, % 11 11 11 11 11 11 11 11 11 11 11 11
Mvmt Flow 197 608 26 18 265 17 31 77 44 13 63 92
Number of Lanes 111111011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3322
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2233
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2233
HCM Control Delay 96.6 20.5 14 13.2

HCM LOS F C B B

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 29% 0% 100% 0% 0% 100% 0% 0% 17% 0%
Vol Thru, % 71% 0% 0% 100% 0% 0% 100% 0% 83% 0%
Vol Right, % 0% 100% 0% 0% 100% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 101 41 183 565 24 17 246 16 71 86
LT Vol 29 0 183 0 0 17 0 0 12 0
Through Vol 72 0 0 565 0 0 246 0 59 0
RT Vol 0 41 0 0 24 0 0 16 0 86
Lane Flow Rate 109 44 197 608 26 18 265 17 76 92
Geometry Grp 8888888888
Degree of Util (X) 0.26 0.095 0.412 1.187 0.045 0.043 0.579 0.034 0.181 0.199 Departure Headway (Hd) 9.021 8.166 7.542 7.033 6.321 8.779 8.268 7.552 8.925 8.131 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 401 441 474 516 562 410 439 477 405 444
Service Time 6.721 5.866 5.328 4.819 4.106 6.479 5.968 5.252 6.625 5.831 HCM Lane V/C Ratio 0.272 0.1 0.416 1.178 0.046 0.044 0.604 0.036 0.188 0.207 HCM Control Delay 14.9 11.7 15.6 126.5 9.4 11.9 21.7 10.5 13.6 12.8 HCM Lane LOS B B C F A B C B B B
HCM 95th-tile Q 1 0.3 2 22 0.1 0.1 3.6 0.1 0.7 0.7
t t
HCM 6th Signalized Intersection Summary Near-Term Year 2024 Base Conditions 2: W San Marcos Bl & S Pacific St PM Peak Hour
Hughes Circuits SM Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 44 1703 0 0 1256 37 0 0 0 37 0 43 Future Volume (veh/h) 44 1703 0 0 1256 37 0 0 0 37 0 43 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 45 1738 0 0 1282 35 0 0 0 38 0 36
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 70 3025 0 1 2714 74 0 1 1 108 0 94
Arrive On Green 0.04 0.85 0.00 0.00 0.77 0.77 0.00 0.00 0.00 0.06 0.00 0.06 Sat Flow, veh/h 1781 3647 0 1781 3533 96 0 1870 1585 1738 0 1518 Grp Volume(v), veh/h 45 1738 0 0 644 673 0 0 0 38 0 36
Grp Sat Flow(s),veh/h/ln1781 1777 0 1781 1777 1853 0 1870 1585 1738 0 1518 Q Serve(g_s), s 3.7 21.4 0.0 0.0 19.8 19.8 0.0 0.0 0.0 3.1 0.0 3.4 Cycle Q Clear(g_c), s 3.7 21.4 0.0 0.0 19.8 19.8 0.0 0.0 0.0 3.1 0.0 3.4 Prop In Lane 1.00 0.00 1.00 0.05 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 70 3025 0 1 1365 1423 0 1 1 108 0 94 V/C Ratio(X) 0.64 0.57 0.00 0.00 0.47 0.47 0.00 0.00 0.00 0.35 0.00 0.38 Avail Cap(c_a), veh/h 220 3025 0 220 1365 1423 0 168 143 284 0 248 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 71.0 3.3 0.0 0.0 6.3 6.3 0.0 0.0 0.0 67.4 0.0 67.6 Incr Delay (d2), s/veh 9.3 0.8 0.0 0.0 1.2 1.1 0.0 0.0 0.0 1.9 0.0 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.9 6.0 0.0 0.0 7.3 7.6 0.0 0.0 0.0 1.5 0.0 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 80.3 4.1 0.0 0.0 7.5 7.5 0.0 0.0 0.0 69.4 0.0 70.1 LnGrp LOS F AAAAAAAAEAE
Approach Vol, veh/h 1783 1317 0 74
Approach Delay, s/veh 6.0 7.5 0.0 69.7
Approach LOS A A E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s0.0 134.2 15.8 12.4 121.7 0.0
Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s18.5 67.5 24.5 18.5 67.5 13.5 Max Q Clear Time (g_c+I1), s0.0 23.4 5.4 5.7 21.8 0.0
Green Ext Time (p_c), s 0.0 22.1 0.2 0.1 12.8 0.0
Intersection Summary
HCM 6th Ctrl Delay 8.1
HCM 6th LOS A
Notes
User approved pedestrian interval to be less than phase max green. "i tf+ +t 7' ____ _
Hughes Circuits
Local Transportation Analysis
Appendix H
LOS Calculation Worksheets
Near-Term Year 2024 Base with Project
Conditions
C R
HCM 6th AWSC Near-Term Year 2024 Base with Project Conditions 1: S Pacific St & Linda Vista Dr AM Peak Hour
Hughes Circuits SM Synchro 11 Report
Intersection
Intersection Delay, s/veh 17.6
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 58 140 55 58 328 12 25 41 16 20 122 128 Future Vol, veh/h 58 140 55 58 328 12 25 41 16 20 122 128 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 13 13 13 13 13 13 13 13 13 13 13 13
Mvmt Flow 66 159 63 66 373 14 28 47 18 23 139 145
Number of Lanes 111111011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3322
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2233
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2233
HCM Control Delay 12.9 24.6 12.4 13.3

HCM LOS B C B B

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 38% 0% 100% 0% 0% 100% 0% 0% 14% 0%
Vol Thru, % 62% 0% 0% 100% 0% 0% 100% 0% 86% 0%
Vol Right, % 0% 100% 0% 0% 100% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 66 16 58 140 55 58 328 12 142 128
LT Vol 25 0 58 0 0 58 0 0 20 0
Through Vol 41 0 0 140 0 0 328 0 122 0
RT Vol 0 16 0 0 55 0 0 12 0 128
Lane Flow Rate 75 18 66 159 62 66 373 14 161 145
Geometry Grp 8888888888
Degree of Util (X) 0.174 0.038 0.148 0.335 0.119 0.14 0.739 0.024 0.342 0.277 Departure Headway (Hd) 8.371 7.471 8.098 7.587 6.873 7.646 7.137 6.424 7.64 6.865 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 429 479 443 474 521 470 507 557 471 524
Service Time 6.12 5.22 5.841 5.33 4.615 5.382 4.873 4.16 5.379 4.604 HCM Lane V/C Ratio 0.175 0.038 0.149 0.335 0.119 0.14 0.736 0.025 0.342 0.277 HCM Control Delay 12.9 10.5 12.2 14.1 10.5 11.6 27.5 9.3 14.3 12.2 HCM Lane LOS BBBBBBDABB
HCM 95th-tile Q 0.6 0.1 0.5 1.5 0.4 0.5 6.2 0.1 1.5 1.1 t t
HCM 6th Signalized Intersection Summary Near-Term Year 2024 Base with Project Conditions 2: W San Marcos Bl & S Pacific St AM Peak Hour
Hughes Circuits SM Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 42 1144 5 3 1562 38 0 0 4 20 3 130 Future Volume (veh/h) 42 1144 5 3 1562 38 0 0 4 20 3 130 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.96 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 45 1230 5 3 1680 39 0 0 4 22 3 113 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, % 3 33333333333
Cap, veh/h 70 2549 10 7 2366 55 0 15 12 167 23 159
Arrive On Green 0.04 0.71 0.71 0.00 0.67 0.67 0.00 0.00 0.01 0.11 0.11 0.11 Sat Flow, veh/h 1767 3601 15 1767 3519 81 0 1856 1511 1564 213 1491 Grp Volume(v), veh/h 45 602 633 3 839 880 0 0 4 25 0 113 Grp Sat Flow(s),veh/h/ln1767 1763 1852 1767 1763 1838 0 1856 1511 1777 0 1491 Q Serve(g_s), s 3.8 22.7 22.7 0.3 44.7 45.1 0.0 0.0 0.4 1.9 0.0 11.0 Cycle Q Clear(g_c), s 3.8 22.7 22.7 0.3 44.7 45.1 0.0 0.0 0.4 1.9 0.0 11.0 Prop In Lane 1.00 0.01 1.00 0.04 0.00 1.00 0.88 1.00
Lane Grp Cap(c), veh/h 70 1248 1311 7 1185 1236 0 15 12 189 0 159 V/C Ratio(X) 0.64 0.48 0.48 0.43 0.71 0.71 0.00 0.00 0.32 0.13 0.00 0.71 Avail Cap(c_a), veh/h 218 1248 1311 218 1185 1236 0 167 136 290 0 244 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 71.0 9.7 9.7 74.5 15.4 15.4 0.0 0.0 74.0 60.7 0.0 64.8 Incr Delay (d2), s/veh 9.5 1.3 1.3 37.5 2.0 1.9 0.0 0.0 14.4 0.3 0.0 5.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.9 9.0 9.4 0.2 17.9 18.9 0.0 0.0 0.2 0.9 0.0 4.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 80.5 11.1 11.0 112.0 17.3 17.4 0.0 0.0 88.3 61.0 0.0 70.5 LnGrp LOS F B B F BBAAFEAE
Approach Vol, veh/h 1280 1722 4 138
Approach Delay, s/veh 13.5 17.5 88.3 68.8
Approach LOS B B F E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s7.1 112.7 22.5 12.4 107.4 7.7
Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s18.5 42.5 24.5 18.5 67.5 13.5 Max Q Clear Time (g_c+I1), s2.3 24.7 13.0 5.8 47.1 2.4
Green Ext Time (p_c), s 0.0 8.1 0.3 0.1 13.2 0.0
Intersection Summary
HCM 6th Ctrl Delay 18.2
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green. "i tf+ +t 7' ____ _
HCM 6th TWSC Near-Term Year 2024 Base with Project Conditions 3: S Pacific St & Project Dwy #1 AM Peak Hour
Hughes Circuits SM Synchro 11 Report
Intersection
Int Delay, s/veh 0.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 3 72 0 16 185
Future Vol, veh/h 0 3 72 0 16 185
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 13 13 13 13 13 13
Mvmt Flow 0 3 78 0 17 201
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 313 78 0 0 78 0
Stage 1 78 -----
Stage 2 235 -----
Critical Hdwy 6.53 6.33 - - 4.23 -
Critical Hdwy Stg 1 5.53 -----
Critical Hdwy Stg 2 5.53 -----
Follow-up Hdwy 3.617 3.417 - - 2.317 -
Pot Cap-1 Maneuver 657 953 - - 1454 -
Stage 1 918 -----
Stage 2 779 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 648 953 - - 1454 -
Mov Cap-2 Maneuver 648 -----
Stage 1 918 -----
Stage 2 769 -----
Approach WB NB SB
HCM Control Delay, s 8.8 0 0.6

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 953 1454 -
HCM Lane V/C Ratio - - 0.003 0.012 -
HCM Control Delay (s) - - 8.8 7.5 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0 0 -
HCM 6th TWSC Near-Term Year 2024 Base with Project Conditions 4: S Pacific St & Project Dwy #2 AM Peak Hour
Hughes Circuits SM Synchro 11 Report
Intersection
Int Delay, s/veh 0.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 185 72 16 3 0
Future Vol, veh/h 0 185 72 16 3 0
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 33333
Mvmt Flow 0 201 78 17 3 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 95 0 - 0 288 87
Stage 1 - - - - 87 -
Stage 2 - - - - 201 -
Critical Hdwy 4.13 - - - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy 2.227 - - - 3.527 3.327
Pot Cap-1 Maneuver 1493 - - - 700 969
Stage 1 - - - - 934 -
Stage 2 - - - - 830 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1493 - - - 700 969
Mov Cap-2 Maneuver - - - - 700 -
Stage 1 - - - - 934 -
Stage 2 - - - - 830 -
Approach EB WB SB
HCM Control Delay, s 0 0 10.2

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1493 - - - 700
HCM Lane V/C Ratio ---- 0.005
HCM Control Delay (s) 0 - - - 10.2
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0 - - - 0
HCM 6th AWSC Near-Term Year 2024 Base with Project Conditions 1: S Pacific St & Linda Vista Dr PM Peak Hour
Hughes Circuits SM Synchro 11 Report
Intersection
Intersection Delay, s/veh 64.7
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 183 565 26 20 246 16 36 72 51 12 59 86 Future Vol, veh/h 183 565 26 20 246 16 36 72 51 12 59 86 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, % 11 11 11 11 11 11 11 11 11 11 11 11
Mvmt Flow 197 608 28 22 265 17 39 77 55 13 63 92
Number of Lanes 111111011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3322
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2233
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2233
HCM Control Delay 101.5 20.8 14.2 13.4

HCM LOS F C B B

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 33% 0% 100% 0% 0% 100% 0% 0% 17% 0%
Vol Thru, % 67% 0% 0% 100% 0% 0% 100% 0% 83% 0%
Vol Right, % 0% 100% 0% 0% 100% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 108 51 183 565 26 20 246 16 71 86
LT Vol 36 0 183 0 0 20 0 0 12 0
Through Vol 72 0 0 565 0 0 246 0 59 0
RT Vol 0 51 0 0 26 0 0 16 0 86
Lane Flow Rate 116 55 197 608 28 22 265 17 76 92
Geometry Grp 8888888888
Degree of Util (X) 0.28 0.119 0.418 1.204 0.05 0.051 0.585 0.035 0.183 0.202 Departure Headway (Hd) 9.102 8.223 7.645 7.136 6.423 8.903 8.39 7.673 9.05 8.254 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 397 439 468 504 553 405 434 470 399 437
Service Time 6.802 5.923 5.437 4.928 4.214 6.603 6.09 5.373 6.75 5.954 HCM Lane V/C Ratio 0.292 0.125 0.421 1.206 0.051 0.054 0.611 0.036 0.19 0.211 HCM Control Delay 15.3 12 15.9 133.4 9.6 12.1 22.2 10.7 13.8 13 HCM Lane LOS C B C F A B C B B B
HCM 95th-tile Q 1.1 0.4 2 22.6 0.2 0.2 3.6 0.1 0.7 0.7
t t
HCM 6th Signalized Intersection Summary Near-Term Year 2024 Base with Project Conditions 2: W San Marcos Bl & S Pacific St PM Peak Hour
Hughes Circuits SM Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 45 1703 0 0 1256 41 0 0 0 51 0 46 Future Volume (veh/h) 45 1703 0 0 1256 41 0 0 0 51 0 46 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 46 1738 0 0 1282 39 0 0 0 52 0 39
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 71 3021 0 1 2700 82 0 1 1 110 0 96
Arrive On Green 0.04 0.85 0.00 0.00 0.77 0.77 0.00 0.00 0.00 0.06 0.00 0.06 Sat Flow, veh/h 1781 3647 0 1781 3520 107 0 1870 1585 1739 0 1519 Grp Volume(v), veh/h 46 1738 0 0 647 674 0 0 0 52 0 39
Grp Sat Flow(s),veh/h/ln1781 1777 0 1781 1777 1851 0 1870 1585 1739 0 1519 Q Serve(g_s), s 3.8 21.5 0.0 0.0 20.0 20.0 0.0 0.0 0.0 4.3 0.0 3.7 Cycle Q Clear(g_c), s 3.8 21.5 0.0 0.0 20.0 20.0 0.0 0.0 0.0 4.3 0.0 3.7 Prop In Lane 1.00 0.00 1.00 0.06 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 71 3021 0 1 1363 1419 0 1 1 110 0 96 V/C Ratio(X) 0.65 0.58 0.00 0.00 0.47 0.48 0.00 0.00 0.00 0.47 0.00 0.41 Avail Cap(c_a), veh/h 220 3021 0 220 1363 1419 0 168 143 284 0 248 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 71.0 3.3 0.0 0.0 6.4 6.4 0.0 0.0 0.0 67.8 0.0 67.5 Incr Delay (d2), s/veh 9.6 0.8 0.0 0.0 1.2 1.1 0.0 0.0 0.0 3.1 0.0 2.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.9 6.1 0.0 0.0 7.4 7.7 0.0 0.0 0.0 2.0 0.0 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 80.5 4.1 0.0 0.0 7.6 7.6 0.0 0.0 0.0 70.9 0.0 70.3 LnGrp LOS F AAAAAAAAEAE
Approach Vol, veh/h 1784 1321 0 91
Approach Delay, s/veh 6.1 7.6 0.0 70.7
Approach LOS A A E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s0.0 134.0 16.0 12.5 121.5 0.0
Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s18.5 67.5 24.5 18.5 67.5 13.5 Max Q Clear Time (g_c+I1), s0.0 23.5 6.3 5.8 22.0 0.0
Green Ext Time (p_c), s 0.0 22.0 0.3 0.1 12.9 0.0
Intersection Summary
HCM 6th Ctrl Delay 8.5
HCM 6th LOS A
Notes
User approved pedestrian interval to be less than phase max green. "i tf+ +t 7' ____ _
HCM 6th TWSC Near-Term Year 2024 Base with Project Conditions 3: S Pacific St & Project Dwy #1 PM Peak Hour
Hughes Circuits SM Synchro 11 Report
Intersection
Int Delay, s/veh 0.9
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 17 112 0 5 90
Future Vol, veh/h 0 17 112 0 5 90
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 11 11 11 11 11 11
Mvmt Flow 0 18 122 0 5 98
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 230 122 0 0 122 0
Stage 1 122 -----
Stage 2 108 -----
Critical Hdwy 6.51 6.31 - - 4.21 -
Critical Hdwy Stg 1 5.51 -----
Critical Hdwy Stg 2 5.51 -----
Follow-up Hdwy 3.599 3.399 - - 2.299 -
Pot Cap-1 Maneuver 739 905 - - 1411 -
Stage 1 882 -----
Stage 2 894 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 736 905 - - 1411 -
Mov Cap-2 Maneuver 736 -----
Stage 1 882 -----
Stage 2 890 -----
Approach WB NB SB
HCM Control Delay, s 9.1 0 0.4

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 905 1411 -
HCM Lane V/C Ratio - - 0.02 0.004 -
HCM Control Delay (s) - - 9.1 7.6 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0.1 0 -
HCM 6th TWSC Near-Term Year 2024 Base with Project Conditions 4: S Pacific St & Project Dwy #2 PM Peak Hour
Hughes Circuits SM Synchro 11 Report
Intersection
Int Delay, s/veh 0.7
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 90 112 5 17 0
Future Vol, veh/h 0 90 112 5 17 0
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 98 122 5 18 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 127 0 - 0 223 125
Stage 1 - - - - 125 -
Stage 2 - - - - 98 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1459 - - - 765 926
Stage 1 - - - - 901 -
Stage 2 - - - - 926 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1459 - - - 765 926
Mov Cap-2 Maneuver - - - - 765 -
Stage 1 - - - - 901 -
Stage 2 - - - - 926 -
Approach EB WB SB
HCM Control Delay, s 0 0 9.8

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1459 - - - 765
HCM Lane V/C Ratio ---- 0.024
HCM Control Delay (s) 0 - - - 9.8
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0 - - - 0.1
Hughes Circuits
Local Transportation Analysis
Appendix I
Transportation Forecast Information Center
(TFIC) Volumes and Horizon Year 2050 Volume
Development
C R
INTID Name NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR N S E W N Leg S Leg E Leg W Leg N Leg S Leg E Leg W Leg 1 S Pacific Street & Linda Vista Drive 23 40 13 19 120 126 57 138 48 47 324 11 265 76 382 243 11700 7800 14900 19800 11800 8500 15000 193002 S Pacific Street & W San Marcos Boulevard 0 0 3 17 2 127 38 1132 4 2 1546 24 146 3 1572 1174 1600 1 41700 40900 2100 1 39300 38900 AM Peak Hour Volumes Existing Movement Volume Directional volume Exisitng ADT Future ADT I
I I
I I
INTID Name
1 S Pacific Street & Linda Vista Drive2 S Pacific Street & W San Marcos Boulevard AM Peak Hour Volumes
N Leg S Leg E Leg W Leg N Leg S Leg E Leg W Leg N S E W N S E W NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 101% 109% 101% 97% 101% 109% 101% 97% 267 83 385 237 2 7 3 -6 2 2 2 1 1 1 -2 -2 1 1 1 1 131% 100% 94% 95% 131% 100% 94% 95% 192 3 1482 1117 46 0 -90 -57 0 0 0 15 16 15 -23 -17 -28 -28 -26 -36 Growth (%) Leg Growth Future Directional Volume Future Directional Volume Movement Growth I -
I -----i .-----J
INTID Name
1 S Pacific Street & Linda Vista Drive2 S Pacific Street & W San Marcos Boulevard AM Peak Hour Volumes

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 25 42 15 20 121 127 55 136 49 48 325 12 30 45 20 30 130 145 65 140 50 50 330 15 0 0 3 32 18 142 15 1115 -24 -26 1520 -12 0 0 5 35 20 145 40 1140 5 5 1565 25 Future Movement (Unadjusted) Future Movement (Adjusted) I
I
INTID Name NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR N S E W N Leg S Leg E Leg W Leg N Leg S Leg E Leg W Leg 1 S Pacific Street & Linda Vista Drive 28 71 40 11 58 85 181 560 23 16 243 15 154 139 274 764 11700 7800 14900 19800 11800 8500 15000 193002 S Pacific Street & W San Marcos Boulevard 0 0 0 36 0 42 43 1686 0 0 1243 36 78 0 1279 1729 1600 1 41700 40900 2100 1 39300 38900 PM Peak Hour Volumes Existing Movement Volume Directional volume Exisitng ADT Future ADT 6---
1-
1--
INTID Name
1 S Pacific Street & Linda Vista Drive2 S Pacific Street & W San Marcos Boulevard PM Peak Hour Volumes
N Leg S Leg E Leg W Leg N Leg S Leg E Leg W Leg N S E W N S E W NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 101% 109% 101% 97% 101% 109% 101% 97% 155 151 276 745 1 12 2 -19 4 4 4 0 0 0 -6 -6 1 1 1 1 131% 100% 94% 95% 131% 100% 94% 95% 102 0 1205 1644 24 0 -74 -85 0 0 0 8 8 8 -34 -24 -23 -23 -21 -30 Growth (%) Leg Growth Future Directional Volume Future Directional Volume Movement Growth -
I
I r--1
INTID Name
1 S Pacific Street & Linda Vista Drive2 S Pacific Street & W San Marcos Boulevard PM Peak Hour Volumes

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 32 75 44 11 58 85 175 554 24 17 244 16 35 80 45 15 65 95 200 565 25 20 245 25 0 0 0 44 0 50 9 1662 0 0 1222 6 0 0 0 45 0 55 55 1705 0 0 1250 40 Future Movement (Unadjusted) Future Movement (Adjusted) I
I
Hughes Circuits
Local Transportation Analysis
Appendix J
LOS Calculation Worksheets
Horizon Year 2050 Base Conditions
C R
HCM 6th Signalized Intersection Summary Horizon Year 2050 Base Conditions 1: S Pacific St & Linda Vista Dr AM Peak Hour
Horizon Year 2050 Base Conditions Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 65 140 50 50 330 15 30 45 20 30 130 145 Future Volume (veh/h) 65 140 50 50 330 15 30 45 20 30 130 145 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1707 1707 1707 1707 1707 1707 1707 1707 1707 1707 1707 1707 Adj Flow Rate, veh/h 68 147 53 53 347 16 32 47 21 32 137 153 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, % 13 13 13 13 13 13 13 13 13 13 13 13 Cap, veh/h 109 538 456 92 493 23 294 469 396 497 199 223 Arrive On Green 0.07 0.32 0.32 0.06 0.30 0.30 0.27 0.27 0.27 0.27 0.27 0.27 Sat Flow, veh/h 1626 1707 1445 1626 1619 75 993 1707 1444 1215 726 811 Grp Volume(v), veh/h 68 147 53 53 0 363 32 47 21 32 0 290 Grp Sat Flow(s),veh/h/ln 1626 1707 1445 1626 0 1694 993 1707 1444 1215 0 1537 Q Serve(g_s), s 1.6 2.5 1.0 1.2 0.0 7.2 1.1 0.8 0.4 0.8 0.0 6.4 Cycle Q Clear(g_c), s 1.6 2.5 1.0 1.2 0.0 7.2 7.6 0.8 0.4 1.6 0.0 6.4 Prop In Lane 1.00 1.00 1.00 0.04 1.00 1.00 1.00 0.53
Lane Grp Cap(c), veh/h 109 538 456 92 0 516 294 469 396 497 0 422 V/C Ratio(X) 0.62 0.27 0.12 0.58 0.00 0.70 0.11 0.10 0.05 0.06 0.00 0.69 Avail Cap(c_a), veh/h 490 1678 1420 362 0 1532 815 1365 1155 1135 0 1229 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 17.3 9.8 9.3 17.6 0.0 11.7 15.8 10.3 10.2 10.9 0.0 12.4 Incr Delay (d2), s/veh 5.6 0.3 0.1 5.7 0.0 1.8 0.2 0.1 0.1 0.1 0.0 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 0.7 0.7 0.3 0.5 0.0 2.3 0.2 0.2 0.1 0.2 0.0 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.0 10.1 9.4 23.2 0.0 13.5 15.9 10.4 10.2 11.0 0.0 14.4 LnGrp LOS C B A C ABBBBBAB
Approach Vol, veh/h 268 416 100 322
Approach Delay, s/veh 13.2 14.8 12.1 14.0
Approach LOS BBBB
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 15.0 6.6 16.5 15.0 7.1 16.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 30.5 8.5 37.5 30.5 11.5 34.5 Max Q Clear Time (g_c+I1), s 9.6 3.2 4.5 8.4 3.6 9.2
Green Ext Time (p_c), s 0.4 0.0 1.0 2.0 0.1 2.3
Intersection Summary
HCM 6th Ctrl Delay 13.9
HCM 6th LOS B
t
t .,, "i t .,, "i f+
HCM 6th Signalized Intersection Summary Horizon Year 2050 Base Conditions 2: W San Marcos Bl & S Pacific St AM Peak Hour
Horizon Year 2050 Base Conditions Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 1140 5 5 1565 25 0 0 5 35 20 145 Future Volume (veh/h) 40 1140 5 5 1565 25 0 0 5 35 20 145 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.96 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 42 1200 5 5 1647 24 0 0 5 37 21 127 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, % 3 33333333333
Cap, veh/h 68 2506 10 11 2360 34 0 19 15 131 74 171
Arrive On Green 0.04 0.70 0.70 0.01 0.66 0.66 0.00 0.00 0.01 0.11 0.11 0.11 Sat Flow, veh/h 1767 3600 15 1767 3555 52 0 1856 1511 1147 651 1495 Grp Volume(v), veh/h 42 588 617 5 815 856 0 0 5 58 0 127 Grp Sat Flow(s),veh/h/ln1767 1763 1852 1767 1763 1844 0 1856 1511 1798 0 1495 Q Serve(g_s), s 3.5 22.8 22.8 0.4 43.4 43.7 0.0 0.0 0.5 4.4 0.0 12.3 Cycle Q Clear(g_c), s 3.5 22.8 22.8 0.4 43.4 43.7 0.0 0.0 0.5 4.4 0.0 12.3 Prop In Lane 1.00 0.01 1.00 0.03 0.00 1.00 0.64 1.00
Lane Grp Cap(c), veh/h 68 1227 1289 11 1170 1224 0 19 15 206 0 171 V/C Ratio(X) 0.62 0.48 0.48 0.45 0.70 0.70 0.00 0.00 0.33 0.28 0.00 0.74 Avail Cap(c_a), veh/h 218 1227 1289 218 1170 1224 0 167 136 294 0 244 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 71.0 10.4 10.4 74.3 15.8 15.8 0.0 0.0 73.7 60.8 0.0 64.3 Incr Delay (d2), s/veh 8.7 1.3 1.3 26.1 1.8 1.8 0.0 0.0 12.2 0.7 0.0 7.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.8 9.1 9.5 0.3 17.5 18.4 0.0 0.0 0.2 2.1 0.0 5.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 79.7 11.7 11.7 100.4 17.6 17.6 0.0 0.0 85.9 61.5 0.0 71.4 LnGrp LOS E B B F BBAAFEAE
Approach Vol, veh/h 1247 1676 5 185
Approach Delay, s/veh 14.0 17.8 85.9 68.3
Approach LOS B B F E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s7.4 110.9 23.6 12.3 106.1 8.0
Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s18.5 42.5 24.5 18.5 67.5 13.5 Max Q Clear Time (g_c+I1), s2.4 24.8 14.3 5.5 45.7 2.5
Green Ext Time (p_c), s 0.0 7.9 0.5 0.0 13.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 19.4
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green. "i tf+ +t 7' ____ _
HCM 6th Signalized Intersection Summary Horizon Year 2050 Base Conditions 1: S Pacific St & Linda Vista Dr PM Peak Hour
Horizon Year 2050 Base Conditions Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 200 565 25 20 245 25 35 80 45 15 65 95 Future Volume (veh/h) 200 565 25 20 245 25 35 80 45 15 65 95 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 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 1737 1737 1737 1737 1737 1737 1737 1737 1737 1737 1737 1737 Adj Flow Rate, veh/h 211 595 26 21 258 26 37 84 47 16 68 100 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 11 11 11 11 11 11 11 11 11 11 11 11 Cap, veh/h 275 783 648 43 482 49 285 335 283 353 122 180 Arrive On Green 0.17 0.45 0.45 0.03 0.31 0.31 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 1654 1737 1438 1654 1552 156 1129 1737 1468 1167 634 932 Grp Volume(v), veh/h 211 595 26 21 0 284 37 84 47 16 0 168 Grp Sat Flow(s),veh/h/ln 1654 1737 1438 1654 0 1708 1129 1737 1468 1167 0 1566 Q Serve(g_s), s 5.0 11.7 0.4 0.5 0.0 5.6 1.3 1.7 1.1 0.5 0.0 4.0 Cycle Q Clear(g_c), s 5.0 11.7 0.4 0.5 0.0 5.6 5.2 1.7 1.1 2.2 0.0 4.0 Prop In Lane 1.00 1.00 1.00 0.09 1.00 1.00 1.00 0.60
Lane Grp Cap(c), veh/h 275 783 648 43 0 530 285 335 283 353 0 302 V/C Ratio(X) 0.77 0.76 0.04 0.49 0.00 0.54 0.13 0.25 0.17 0.05 0.00 0.56 Avail Cap(c_a), veh/h 831 2106 1744 263 0 1485 634 872 737 714 0 787 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 16.3 9.4 6.3 19.6 0.0 11.6 17.3 14.0 13.7 14.9 0.0 14.9 Incr Delay (d2), s/veh 4.5 1.6 0.0 8.4 0.0 0.8 0.2 0.4 0.3 0.1 0.0 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 3.4 0.1 0.3 0.0 1.8 0.3 0.6 0.3 0.1 0.0 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.8 10.9 6.3 28.0 0.0 12.5 17.5 14.4 14.0 14.9 0.0 16.5 LnGrp LOS C B A C ABBBBBAB
Approach Vol, veh/h 832 305 168 184
Approach Delay, s/veh 13.3 13.6 14.9 16.4
Approach LOS BBBB
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 12.4 5.6 22.9 12.4 11.3 17.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 20.5 6.5 49.5 20.5 20.5 35.5 Max Q Clear Time (g_c+I1), s 7.2 2.5 13.7 6.0 7.0 7.6
Green Ext Time (p_c), s 0.5 0.0 4.7 0.8 0.5 1.8
Intersection Summary
HCM 6th Ctrl Delay 13.9
HCM 6th LOS B
t
t .,, "i t .,, "i f+
HCM 6th Signalized Intersection Summary Horizon Year 2050 Base Conditions 2: W San Marcos Bl & S Pacific St PM Peak Hour
Horizon Year 2050 Base Conditions Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 55 1705 0 0 1250 40 0 0 0 45 0 55 Future Volume (veh/h) 55 1705 0 0 1250 40 0 0 0 45 0 55 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 58 1795 0 0 1316 39 0 0 0 47 0 50
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 76 3020 0 1 2692 80 0 1 1 111 0 97
Arrive On Green 0.04 0.85 0.00 0.00 0.76 0.76 0.00 0.00 0.00 0.06 0.00 0.06 Sat Flow, veh/h 1781 3647 0 1781 3524 104 0 1870 1585 1739 0 1519 Grp Volume(v), veh/h 58 1795 0 0 663 692 0 0 0 47 0 50
Grp Sat Flow(s),veh/h/ln1781 1777 0 1781 1777 1851 0 1870 1585 1739 0 1519 Q Serve(g_s), s 4.8 23.0 0.0 0.0 21.1 21.1 0.0 0.0 0.0 3.9 0.0 4.8 Cycle Q Clear(g_c), s 4.8 23.0 0.0 0.0 21.1 21.1 0.0 0.0 0.0 3.9 0.0 4.8 Prop In Lane 1.00 0.00 1.00 0.06 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 76 3020 0 1 1357 1414 0 1 1 111 0 97 V/C Ratio(X) 0.77 0.59 0.00 0.00 0.49 0.49 0.00 0.00 0.00 0.43 0.00 0.52 Avail Cap(c_a), veh/h 220 3020 0 220 1357 1414 0 168 143 284 0 248 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 71.1 3.4 0.0 0.0 6.7 6.7 0.0 0.0 0.0 67.6 0.0 68.0 Incr Delay (d2), s/veh 14.8 0.9 0.0 0.0 1.3 1.2 0.0 0.0 0.0 2.6 0.0 4.2 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/ln2.5 6.5 0.0 0.0 7.8 8.2 0.0 0.0 0.0 1.8 0.0 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 85.8 4.3 0.0 0.0 7.9 7.9 0.0 0.0 0.0 70.2 0.0 72.2 LnGrp LOS F AAAAAAAAEAE
Approach Vol, veh/h 1853 1355 0 97
Approach Delay, s/veh 6.8 7.9 0.0 71.2
Approach LOS A A E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s0.0 134.0 16.0 12.9 121.1 0.0
Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s18.5 67.5 24.5 18.5 67.5 13.5 Max Q Clear Time (g_c+I1), s0.0 25.0 6.8 6.8 23.1 0.0
Green Ext Time (p_c), s 0.0 22.8 0.3 0.1 13.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 9.2
HCM 6th LOS A
Notes
User approved pedestrian interval to be less than phase max green. "i tf+ +t 7' ____ _
Hughes Circuits
Local Transportation Analysis
Appendix K
LOS Calculation Worksheets
Horizon Year 2050 with Project Conditions
C R
HCM 6th AWSC Horizon Year 2050 with Project Conditions
1: S Pacific St & Linda Vista Dr AM Peak Hour
03_HY+P.syn Synchro 11 Report
Intersection
Intersection Delay, s/veh 16.5
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 65 140 56 60 330 15 31 45 22 30 130 145 Future Vol, veh/h 65 140 56 60 330 15 31 45 22 30 130 145 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, % 13 13 13 13 13 13 13 13 13 13 13 13
Mvmt Flow 68 147 59 63 347 16 33 47 23 32 137 153
Number of Lanes 111111011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3322
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2233
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2233
HCM Control Delay 12.7 22.1 12.4 13.5

HCM LOS B C B B

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 41% 0% 100% 0% 0% 100% 0% 0% 19% 0%
Vol Thru, % 59% 0% 0% 100% 0% 0% 100% 0% 81% 0%
Vol Right, % 0% 100% 0% 0% 100% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 76 22 65 140 56 60 330 15 160 145
LT Vol 31 0 65 0 0 60 0 0 30 0
Through Vol 45 0 0 140 0 0 330 0 130 0
RT Vol 0 22 0 0 56 0 0 15 0 145
Lane Flow Rate 80 23 68 147 59 63 347 16 168 153
Geometry Grp 8888888888
Degree of Util (X) 0.184 0.048 0.154 0.311 0.113 0.135 0.693 0.028 0.355 0.288 Departure Headway (Hd) 8.3 7.386 8.109 7.598 6.883 7.689 7.18 6.467 7.584 6.786 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 432 484 443 473 521 467 504 554 475 530
Service Time 6.05 5.136 5.854 5.343 4.627 5.427 4.918 4.205 5.323 4.525 HCM Lane V/C Ratio 0.185 0.048 0.153 0.311 0.113 0.135 0.688 0.029 0.354 0.289 HCM Control Delay 12.9 10.5 12.3 13.8 10.5 11.6 24.6 9.4 14.5 12.3 HCM Lane LOS BBBBBBCABB
HCM 95th-tile Q 0.7 0.2 0.5 1.3 0.4 0.5 5.3 0.1 1.6 1.2 t t
HCM 6th Signalized Intersection Summary Horizon Year 2050 with Project Conditions 2: W San Marcos Bl & S Pacific St AM Peak Hour
03_HY+P.syn Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 43 1140 5 5 1565 38 0 0 5 37 20 146 Future Volume (veh/h) 43 1140 5 5 1565 38 0 0 5 37 20 146 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.96 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 45 1200 5 5 1647 38 0 0 5 39 21 128 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, % 3 33333333333
Cap, veh/h 70 2504 10 11 2331 54 0 19 15 134 72 172
Arrive On Green 0.04 0.70 0.70 0.01 0.66 0.66 0.00 0.00 0.01 0.11 0.11 0.11 Sat Flow, veh/h 1767 3600 15 1767 3519 81 0 1856 1511 1168 629 1496 Grp Volume(v), veh/h 45 588 617 5 823 862 0 0 5 60 0 128 Grp Sat Flow(s),veh/h/ln1767 1763 1852 1767 1763 1838 0 1856 1511 1797 0 1496 Q Serve(g_s), s 3.8 22.8 22.8 0.4 44.3 44.8 0.0 0.0 0.5 4.6 0.0 12.4 Cycle Q Clear(g_c), s 3.8 22.8 22.8 0.4 44.3 44.8 0.0 0.0 0.5 4.6 0.0 12.4 Prop In Lane 1.00 0.01 1.00 0.04 0.00 1.00 0.65 1.00
Lane Grp Cap(c), veh/h 70 1226 1288 11 1167 1217 0 19 15 206 0 172 V/C Ratio(X) 0.64 0.48 0.48 0.45 0.70 0.71 0.00 0.00 0.33 0.29 0.00 0.75 Avail Cap(c_a), veh/h 218 1226 1288 218 1167 1217 0 167 136 294 0 244 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 71.0 10.4 10.4 74.3 16.0 16.1 0.0 0.0 73.7 60.8 0.0 64.3 Incr Delay (d2), s/veh 9.5 1.3 1.3 26.1 1.9 1.9 0.0 0.0 12.2 0.8 0.0 7.3 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/ln1.9 9.1 9.5 0.3 17.9 18.8 0.0 0.0 0.2 2.2 0.0 5.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 80.5 11.8 11.7 100.4 18.0 18.0 0.0 0.0 85.9 61.6 0.0 71.6 LnGrp LOS F B B F BBAAFEAE
Approach Vol, veh/h 1250 1690 5 188
Approach Delay, s/veh 14.2 18.3 85.9 68.4
Approach LOS B B F E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s7.4 110.8 23.7 12.4 105.8 8.0
Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s18.5 42.5 24.5 18.5 67.5 13.5 Max Q Clear Time (g_c+I1), s2.4 24.8 14.4 5.8 46.8 2.5
Green Ext Time (p_c), s 0.0 7.9 0.5 0.1 13.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 19.8
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green. "i tf+ +t 7' ____ _
HCM 6th TWSC Horizon Year 2050 with Project Conditions
3: S Pacific St & Project Dwy #1 AM Peak Hour
03_HY+P.syn Synchro 11 Report
Intersection
Int Delay, s/veh 0.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 3 80 0 16 215
Future Vol, veh/h 0 3 80 0 16 215
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 3 87 0 17 234
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 355 87 0 0 87 0
Stage 1 87 -----
Stage 2 268 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 643 971 - - 1509 -
Stage 1 936 -----
Stage 2 777 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 635 971 - - 1509 -
Mov Cap-2 Maneuver 635 -----
Stage 1 936 -----
Stage 2 767 -----
Approach WB NB SB
HCM Control Delay, s 8.7 0 0.5

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 971 1509 -
HCM Lane V/C Ratio - - 0.003 0.012 -
HCM Control Delay (s) - - 8.7 7.4 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0 0 -
HCM 6th TWSC Horizon Year 2050 with Project Conditions
4: S Pacific St & Project Dwy #2 AM Peak Hour
03_HY+P.syn Synchro 11 Report
Intersection
Int Delay, s/veh 0.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 215 80 16 3 0
Future Vol, veh/h 0 215 80 16 3 0
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 234 87 17 3 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 104 0 - 0 330 96
Stage 1 - - - - 96 -
Stage 2 - - - - 234 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1488 - - - 665 960
Stage 1 - - - - 928 -
Stage 2 - - - - 805 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1488 - - - 665 960
Mov Cap-2 Maneuver - - - - 665 -
Stage 1 - - - - 928 -
Stage 2 - - - - 805 -
Approach EB WB SB
HCM Control Delay, s 0 0 10.4

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1488 - - - 665
HCM Lane V/C Ratio ---- 0.005
HCM Control Delay (s) 0 - - - 10.4
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0 - - - 0
HCM 6th AWSC Horizon Year 2050 with Project Conditions
1: S Pacific St & Linda Vista Dr PM Peak Hour
03_HY+P.syn Synchro 11 Report
Intersection
Intersection Delay, s/veh 66.3
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 200 565 27 23 245 25 42 80 55 15 65 95 Future Vol, veh/h 200 565 27 23 245 25 42 80 55 15 65 95 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, % 11 11 11 11 11 11 11 11 11 11 11 11
Mvmt Flow 211 595 28 24 258 26 44 84 58 16 68 100
Number of Lanes 111111011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3322
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2233
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2233
HCM Control Delay 106 21.2 15 13.9

HCM LOS F C B B

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 34% 0% 100% 0% 0% 100% 0% 0% 19% 0%
Vol Thru, % 66% 0% 0% 100% 0% 0% 100% 0% 81% 0%
Vol Right, % 0% 100% 0% 0% 100% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 122 55 200 565 27 23 245 25 80 95
LT Vol 42 0 200 0 0 23 0 0 15 0
Through Vol 80 0 0 565 0 0 245 0 65 0
RT Vol 0 55 0 0 27 0 0 25 0 95
Lane Flow Rate 128 58 211 595 28 24 258 26 84 100
Geometry Grp 8888888888
Degree of Util (X) 0.314 0.128 0.463 1.224 0.053 0.059 0.59 0.055 0.207 0.224 Departure Headway (Hd) 9.279 8.394 7.918 7.408 6.693 9.131 8.617 7.898 9.228 8.422 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 390 430 457 494 537 395 420 456 392 429
Service Time 6.979 6.094 5.64 5.13 4.415 6.831 6.317 5.598 6.928 6.122 HCM Lane V/C Ratio 0.328 0.135 0.462 1.204 0.052 0.061 0.614 0.057 0.214 0.233 HCM Control Delay 16.2 12.3 17.3 142 9.8 12.4 23 11.1 14.3 13.5 HCM Lane LOS C B C F A B C B B B
HCM 95th-tile Q 1.3 0.4 2.4 23.2 0.2 0.2 3.7 0.2 0.8 0.8 t t
HCM 6th Signalized Intersection Summary Horizon Year 2050 with Project Conditions 2: W San Marcos Bl & S Pacific St PM Peak Hour
03_HY+P.syn Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 56 1705 0 0 1250 44 0 0 0 59 0 58 Future Volume (veh/h) 56 1705 0 0 1250 44 0 0 0 59 0 58 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 59 1795 0 0 1316 43 0 0 0 62 0 53
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 76 3018 0 1 2680 88 0 1 1 111 0 97
Arrive On Green 0.04 0.85 0.00 0.00 0.76 0.76 0.00 0.00 0.00 0.06 0.00 0.06 Sat Flow, veh/h 1781 3647 0 1781 3511 115 0 1870 1585 1740 0 1519 Grp Volume(v), veh/h 59 1795 0 0 665 694 0 0 0 62 0 53
Grp Sat Flow(s),veh/h/ln1781 1777 0 1781 1777 1849 0 1870 1585 1740 0 1519 Q Serve(g_s), s 4.9 23.1 0.0 0.0 21.3 21.3 0.0 0.0 0.0 5.2 0.0 5.1 Cycle Q Clear(g_c), s 4.9 23.1 0.0 0.0 21.3 21.3 0.0 0.0 0.0 5.2 0.0 5.1 Prop In Lane 1.00 0.00 1.00 0.06 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 76 3018 0 1 1356 1412 0 1 1 111 0 97 V/C Ratio(X) 0.78 0.59 0.00 0.00 0.49 0.49 0.00 0.00 0.00 0.56 0.00 0.54 Avail Cap(c_a), veh/h 220 3018 0 220 1356 1412 0 168 143 284 0 248 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 71.1 3.4 0.0 0.0 6.7 6.7 0.0 0.0 0.0 68.1 0.0 68.1 Incr Delay (d2), s/veh 15.4 0.9 0.0 0.0 1.3 1.2 0.0 0.0 0.0 4.3 0.0 4.7 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/ln2.6 6.5 0.0 0.0 7.9 8.2 0.0 0.0 0.0 2.5 0.0 2.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 86.5 4.3 0.0 0.0 8.0 7.9 0.0 0.0 0.0 72.4 0.0 72.8 LnGrp LOS F AAAAAAAAEAE
Approach Vol, veh/h 1854 1359 0 115
Approach Delay, s/veh 6.9 8.0 0.0 72.6
Approach LOS A A E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s0.0 133.9 16.1 12.9 121.0 0.0
Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s18.5 67.5 24.5 18.5 67.5 13.5 Max Q Clear Time (g_c+I1), s0.0 25.1 7.2 6.9 23.3 0.0
Green Ext Time (p_c), s 0.0 22.8 0.4 0.1 13.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 9.6
HCM 6th LOS A
Notes
User approved pedestrian interval to be less than phase max green. "i tf+ +t 7' ____ _
HCM 6th TWSC Horizon Year 2050 with Project Conditions
3: S Pacific St & Project Dwy #1 PM Peak Hour
03_HY+P.syn Synchro 11 Report
Intersection
Int Delay, s/veh 0.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 17 130 0 5 105
Future Vol, veh/h 0 17 130 0 5 105
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 18 141 0 5 114
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 265 141 0 0 141 0
Stage 1 141 -----
Stage 2 124 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 724 907 - - 1442 -
Stage 1 886 -----
Stage 2 902 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 721 907 - - 1442 -
Mov Cap-2 Maneuver 721 -----
Stage 1 886 -----
Stage 2 898 -----
Approach WB NB SB
HCM Control Delay, s 9.1 0 0.3

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 907 1442 -
HCM Lane V/C Ratio - - 0.02 0.004 -
HCM Control Delay (s) - - 9.1 7.5 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0.1 0 -
HCM 6th TWSC Horizon Year 2050 with Project Conditions
4: S Pacific St & Project Dwy #2 PM Peak Hour
03_HY+P.syn Synchro 11 Report
Intersection
Int Delay, s/veh 0.7
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 105 130 5 17 0
Future Vol, veh/h 0 105 130 5 17 0
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 114 141 5 18 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 146 0 - 0 258 144
Stage 1 - - - - 144 -
Stage 2 - - - - 114 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1436 - - - 731 903
Stage 1 - - - - 883 -
Stage 2 - - - - 911 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1436 - - - 731 903
Mov Cap-2 Maneuver - - - - 731 -
Stage 1 - - - - 883 -
Stage 2 - - - - 911 -
Approach EB WB SB
HCM Control Delay, s 0 0 10.1

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1436 - - - 731
HCM Lane V/C Ratio ---- 0.025
HCM Control Delay (s) 0 - - - 10.1
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0 - - - 0.1
Hughes Circuits
Local Transportation Analysis
Appendix L
Traffic Signal Warrants
C R


    

! " #$ %&   ' "  (  $   )

*+  ,
#  - . -$ .&(/ 0"    , *12
# -
Near-Term Year 2024
35 35
x
Linda Vista Drive ADT = 11,550
South Pacific Street Higher Volume Approach ADT = 1,260 X
X
X
Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)

COUNT DATE
CALC
DIST co RTE PM CHK
Major St: Critical Approach Speed
Minor St: Critical Approach Speed
Speed limit or critical speed on major street traffic> 40 mph ......................... □ } or In built up area of isolated community of< 10,000 population ............ ........... D □
DATE
DATE

RURAL (R)

URBAN (U)
mph
mph
(Based on Estimated Average Daily Traffic - See Note)
URBAN ........... .................. RURAL ...................... ..... Minimum Requirements EADT
CONDITION A - Minimum Vehicular Volume
Vehicles Per Day Vehicles Per Day
Satisfied Not Satisfied on Major Street on Higher-Volume Minor Street Approach (Total of Both Approaches) (One Direction Only) Number of lanes for moving traffic on each approach
Major Street Minor Street Urban Rural Urban Rural
1 ..................................... 1 ..................................... 8,000 5,600 2,400 1,680 2 or More ....................... 1 ......................................... 9,600 6,720 2,400 1,680 2 or More ........................ 2 or More ........................ 9,600 6,720 3,200 2,240 1 ..................................... 2 or More ........................ 8,000 5,600 3,200 2,240 CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Major Street on Higher-Volume
Satisfied Not Satisfied (Total of Both Approaches) Minor Street Approach (One Direction Only)
Number of lanes for moving traffic on each approach
Major Street Minor Street Urban Rural Urban Rural
1 ..................................... 1 ..................................... 12,000 8,400 1,200 850 2 or More ....................... 1 ....................................... " 14,400 10,080 1,200 850 2 or More ........................ 2 or More ........................ 14,400 10,080 1,600 1,120 1 .. "" .... " ....... "" ....... "." .. 2 or More ........................ 12,000 8,400 1,600 1,120 Combination of CONDITIONS A+ B
Satisfied Not Satisfied 2 CONDITIONS 2 CONDITIONS
80% 80%
NQ Qn~ 1:;QngitiQn :;isiti:;ifi~Q. but following conditions fulfilled 80% or more .. .........

A B
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.

The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. 

    

! " #$ %&   ' "  (  $   )

Horizon Year 2050
35 35
x
Linda Vista Drive ADT = 19,300
South Pacific Street Higher Volume Approach ADT = 5,100 X
X
Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)

COUNT DATE
CALC
DIST co RTE PM CHK
Major St: Critical Approach Speed
Minor St: Critical Approach Speed
Speed limit or critical speed on major street traffic> 40 mph ......................... □ } or In built up area of isolated community of< 10,000 population ............ ........... D □
DATE
DATE

RURAL (R)

URBAN (U)
mph
mph
(Based on Estimated Average Daily Traffic - See Note)
URBAN ........... .................. RURAL ...................... ..... Minimum Requirements EADT
CONDITION A - Minimum Vehicular Volume
Vehicles Per Day Vehicles Per Day
Satisfied Not Satisfied on Major Street on Higher-Volume Minor Street Approach (Total of Both Approaches) (One Direction Only) Number of lanes for moving traffic on each approach
Major Street Minor Street Urban Rural Urban Rural
1 ..................................... 1 ..................................... 8,000 5,600 2,400 1,680 2 or More ....................... 1 ......................................... 9,600 6,720 2,400 1,680 2 or More ........................ 2 or More ........................ 9,600 6,720 3,200 2,240 1 ..................................... 2 or More ........................ 8,000 5,600 3,200 2,240 CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Major Street on Higher-Volume
Satisfied Not Satisfied (Total of Both Approaches) Minor Street Approach (One Direction Only)
Number of lanes for moving traffic on each approach
Major Street Minor Street Urban Rural Urban Rural
1 ..................................... 1 ..................................... 12,000 8,400 1,200 850 2 or More ....................... 1 ....................................... " 14,400 10,080 1,200 850 2 or More ........................ 2 or More ........................ 14,400 10,080 1,600 1,120 1 .. "" .... " ....... "" ....... "." .. 2 or More ........................ 12,000 8,400 1,600 1,120 Combination of CONDITIONS A+ B
Satisfied Not Satisfied 2 CONDITIONS 2 CONDITIONS
80% 80%
NQ Qn~ 1:;QngitiQn :;isiti:;ifi~Q. but following conditions fulfilled 80% or more .. .........

A B
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.

The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.

Hughes Circuits
Local Transportation Analysis
Appendix M
Peak Hour Arterial LOS Worksheets
C R
Arterial Level of Service Horizon Year 2050 with Project Conditions AM Peak Hour
Hughes Circuits Synchro 11 Report
Arterial Level of Service: NB S Pacific St
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Linda Vista Dr III 30 66.1 17.6 83.7 0.55 23.7 C
Total III 66.1 17.6 83.7 0.55 23.7 C
Arterial Level of Service: SB S Pacific St
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Linda Vista Dr III 30 15.1 19.3 34.4 0.11 11.2 E
W San Marcos Bl III 30 66.1 64.8 130.9 0.55 15.2 D
Total III 81.2 84.1 165.3 0.66 14.3 D
Arterial Level of Service Horizon Year 2050 with Project Conditions AM Peak Hour
Hughes Circuits Synchro 11 Report
Arterial Level of Service: NB S Pacific St
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Linda Vista Dr III 30 66.1 24.6 90.7 0.55 21.9 C
Total III 66.1 24.6 90.7 0.55 21.9 C
Arterial Level of Service: SB S Pacific St
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Linda Vista Dr III 30 15.1 19.3 34.4 0.11 11.2 E
W San Marcos Bl III 30 66.1 0.0 66.1 0.55 30.0 A
Total III 81.2 19.3 100.5 0.66 23.6 C
Hughes Circuits
Local Transportation Analysis
Appendix N
LOS Calculation Worksheets
Horizon Year 2050 with Project with
Improvement Conditions
C R
HCM 6th Signalized Intersection Summary AM Peak Hour
1: S Pacific St & Linda Vista Dr Horizon Year with Project with Improvements Conditions 04_HY+P+I (PM Only).syn Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 65 140 56 60 330 15 31 45 22 30 130 145 Future Volume (veh/h) 65 140 56 60 330 15 31 45 22 30 130 145 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1707 1707 1707 1707 1707 1707 1707 1707 1707 1707 1707 1707 Adj Flow Rate, veh/h 74 159 64 68 375 17 35 51 25 34 148 165 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 13 13 13 13 13 13 13 13 13 13 13 13 Cap, veh/h 113 547 463 107 514 23 275 487 412 492 207 231 Arrive On Green 0.07 0.32 0.32 0.07 0.32 0.32 0.28 0.28 0.28 0.28 0.28 0.28 Sat Flow, veh/h 1626 1707 1445 1626 1621 73 973 1707 1444 1206 727 811 Grp Volume(v), veh/h 74 159 64 68 0 392 35 51 25 34 0 313 Grp Sat Flow(s),veh/h/ln 1626 1707 1445 1626 0 1694 973 1707 1444 1206 0 1538 Q Serve(g_s), s 1.8 2.9 1.3 1.7 0.0 8.4 1.4 0.9 0.5 0.9 0.0 7.5 Cycle Q Clear(g_c), s 1.8 2.9 1.3 1.7 0.0 8.4 8.9 0.9 0.5 1.8 0.0 7.5 Prop In Lane 1.00 1.00 1.00 0.04 1.00 1.00 1.00 0.53
Lane Grp Cap(c), veh/h 113 547 463 107 0 537 275 487 412 492 0 438 V/C Ratio(X) 0.66 0.29 0.14 0.64 0.00 0.73 0.13 0.10 0.06 0.07 0.00 0.71 Avail Cap(c_a), veh/h 432 1451 1228 416 0 1423 734 1293 1094 1062 0 1164 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 18.6 10.5 9.9 18.7 0.0 12.5 17.2 10.8 10.7 11.5 0.0 13.2 Incr Delay (d2), s/veh 6.3 0.3 0.1 6.1 0.0 1.9 0.2 0.1 0.1 0.1 0.0 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.9 0.3 0.7 0.0 2.8 0.3 0.3 0.1 0.2 0.0 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.9 10.7 10.1 24.9 0.0 14.4 17.4 10.9 10.7 11.5 0.0 15.4 LnGrp LOS C B B C ABBBBBAB
Approach Vol, veh/h 297 460 111 347
Approach Delay, s/veh 14.1 15.9 12.9 15.0
Approach LOS BBBB
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 16.2 7.2 17.7 16.2 7.4 17.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 31.1 10.5 34.9 31.1 10.9 34.5 Max Q Clear Time (g_c+I1), s 10.9 3.7 4.9 9.5 3.8 10.4
Green Ext Time (p_c), s 0.4 0.1 1.1 2.1 0.1 2.5
Intersection Summary
HCM 6th Ctrl Delay 15.0
HCM 6th LOS B
t
t .,, "i t .,, "i f+
HCM 6th Signalized Intersection Summary PM Peak Hour
1: S Pacific St & Linda Vista Dr Horizon Year with Project with Improvement Conditions 04_HY+P+I (PM Only).syn Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 200 565 27 23 245 25 42 80 55 15 65 95 Future Volume (veh/h) 200 565 27 23 245 25 42 80 55 15 65 95 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 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 1737 1737 1737 1737 1737 1737 1737 1737 1737 1737 1737 1737 Adj Flow Rate, veh/h 215 608 29 25 263 27 45 86 59 16 70 102 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, % 11 11 11 11 11 11 11 11 11 11 11 11 Cap, veh/h 279 789 653 50 489 50 282 347 293 351 127 186 Arrive On Green 0.17 0.45 0.45 0.03 0.32 0.32 0.20 0.20 0.20 0.20 0.20 0.20 Sat Flow, veh/h 1654 1737 1438 1654 1549 159 1125 1737 1468 1152 638 929 Grp Volume(v), veh/h 215 608 29 25 0 290 45 86 59 16 0 172 Grp Sat Flow(s),veh/h/ln 1654 1737 1438 1654 0 1708 1125 1737 1468 1152 0 1567 Q Serve(g_s), s 5.3 12.6 0.5 0.6 0.0 6.0 1.6 1.8 1.4 0.5 0.0 4.2 Cycle Q Clear(g_c), s 5.3 12.6 0.5 0.6 0.0 6.0 5.8 1.8 1.4 2.3 0.0 4.2 Prop In Lane 1.00 1.00 1.00 0.09 1.00 1.00 1.00 0.59
Lane Grp Cap(c), veh/h 279 789 653 50 0 539 282 347 293 351 0 313 V/C Ratio(X) 0.77 0.77 0.04 0.50 0.00 0.54 0.16 0.25 0.20 0.05 0.00 0.55 Avail Cap(c_a), veh/h 794 2012 1666 252 0 1419 597 833 704 673 0 752 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 17.0 9.8 6.5 20.4 0.0 12.0 18.0 14.4 14.3 15.4 0.0 15.4 Incr Delay (d2), s/veh 4.5 1.6 0.0 7.7 0.0 0.8 0.3 0.4 0.3 0.1 0.0 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 3.7 0.1 0.3 0.0 2.0 0.4 0.6 0.4 0.1 0.0 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.5 11.4 6.5 28.1 0.0 12.9 18.2 14.8 14.6 15.4 0.0 16.9 LnGrp LOS C B A C ABBBBBAB
Approach Vol, veh/h 852 315 190 188
Approach Delay, s/veh 13.8 14.1 15.5 16.7
Approach LOS BBBB
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 13.0 5.8 23.9 13.0 11.7 18.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 20.5 6.5 49.5 20.5 20.5 35.5 Max Q Clear Time (g_c+I1), s 7.8 2.6 14.6 6.2 7.3 8.0
Green Ext Time (p_c), s 0.6 0.0 4.8 0.8 0.5 1.8
Intersection Summary
HCM 6th Ctrl Delay 14.4
HCM 6th LOS B
t
t .,, "i t .,, "i f+
Hughes Circuits
Local Transportation Analysis
Appendix O
Intersection Queue Reports
C R
Near-Term Year 2024 Base with Project Conditions
South Pacific Street & Project Driveway #1
AM Peak Hour
PM Peak Hour
Project Driveway #2 & South Pacific Street
AM Peak Hour
PM Peak Hour
HCM 6th LANE
NBT NBA WBLn1 SBL SBT
Capacity (vph) 983 1520
HCM LaneV/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th Percentile Queue (veh)
HCM 6th LANE
NBT NBA WBLn1 SBL SBT
Capacity (vph) 929 1465
HCM LaneV/CRatio 0.02 0.004
HCM Control Delay (s) 9 7.466 0
HCM Lane LOS A A A
HCM 95th Percentile Queue (veh) - - 0.1 0 -
HCM 6thLANE
EBL EBT WBT WBR SBLn1
Capacity (vph) 1499 702
HCM LaneV/CRatio 0.005
HCM Control Delay (s) 0 10.2
HCM Lane LOS A B
HCM 95th Percentile Queue (veh) 0 - - - 0
HCM 6th LANE
EBL EBT WBT WBR SBLn1
Capacity (vph) 1459 765
HCM LaneV/C Ratio 0.024
HCM Control Delay (s) 0 9.8
HCM Lane LOS A A
HCM 95th Percentile Queue (veh) 0 • • • 0.1
Horizon Year 2050 with Project Conditions
South Pacific Street & Project Driveway #1
AM Peak Hour
PM Peak Hour
Project Driveway #2 & South Pacific Street
AM Peak Hour
PM Peak Hour
HCM 6th LANE
NBT NBA WBLnl SBL SBT
Capacity (vph) 975 1513
HCM LaneV/CRatio 0.003 0.011
HCM Control Delay (s) 7.406 0
HCM Lane LOS
HCM 95th Percentile Queue (veh)
HCM 6th LANE
NBT NBA WBLnl SBL SBT
Capacity (vph) 917 1453
HCM Lane V /C Ratio 0.02 0.004
HCM Control Delay (s) 9 7.487 0
HCM Lane LOS A A A
HCM 95th Percentile Queue (veh) - - 0.1 0 -
HCM 6th LANE
EBL EBT WBT WBR SBLnl
Capacity (vph) 1491 674
HCM LaneV/CAatio 0.005
HCM Control Delay (s) 0 10.4
HCM Lane LOS A B
HCM 95th Percentile Queue (veh) 0 • • • 0
HCM 6th LANE
EBL EBT WBT WBR SBLnl
Capacity (vph) 1447 742
HCM LaneV/CRatio -' 0.024
HCM Control Delay (s) 0 10
HCM Lane LOS A B
HCM 95th Percentile Queue (veh) 0 - - - 0.1