Item B- SP21-0003_Staff Report_Attach B-4- EIR Appx K-1- VMT Analysis

Appendix K-1
Vehicle Miles Traveled Analysis

Prepared For Prepared By
MLC Holdings, Inc
2603 Camino Ramon, Suite 140
San Ramon, CA 94583
CR Associates
3900 Fifth Avenue, Suite 310
San Diego, CA 92103

GRAN VISTA

MULTI-FAMILY
FEBRUARY 2023
FINAL
Local Transportation Analysis
Gran Vista Multi-Family
Local Transportation Analysis
ES. 1
Executive Summary
Project Description and Setting
The Proposed Project seeks to construct 120 multi-family dwelling units on a vacant property approximately 250 feet northwest of the West Mission Road and North Las Posas Road intersection in the City of San Marcos. The property is bordered by North Las Posas Road on the northeast side, West Mission Road on the southwest side, single family dwelling units on the northwest side, and a CVS pharmacy to the south. Per the City’s General Plan, the site is designated as a Commercial (C) land use.

The Proposed Project will share two existing driveways with the adjacent CVS pharmacy with one located off North Las Posas Road and the other off West Mission Road. The access off North Las Posas Road is via a signalized intersection at North Las Posas Road / Palm Road (Driveway 1), and the access off West Mission Road is via a side-street (the CVS driveway) stop controlled intersection that does not allow left-turn out movement (Driveway 2). The assumed opening year of the Proposed Project is 2024.

Per the City’s Transportation Impact Analysis Guidelines (TIAG), trip generation rates were derived from the SANDAG’s (not so) Brief Guide to Vehicular Traffic Generation Rates for the San Diego Region (April 2002).

The Proposed Project is anticipated to generate 960 daily trips, including 77 trips (15-in/62-out) during the AM peak hour and 96 (67-in/29-out) trips during the PM peak hour.

The following four (4) roadway segments and three (3) intersections were included for analysis:

Roadway Segments
 North Las Posas Road, between Palm Road and West Mission Road  North Las Posas Road, between West Mission Road and Armorlite Drive  West Mission Road, between Pacific Street and North Las Posas Road  West Mission Road, between North Las Posas Road and Palomar College Driveway Intersections

1. North Las Posas Road & Project Driveway #1/Palm Road (Signal)

2. West Mission Road & Project Driveway #2 (Side-Street Stop-Controlled)

3. North Las Posas Road & West Mission Road (Signal)
The level of service (LOS) analysis conducted as a part of this study was used to evaluate the effects of the Proposed Project on the circulation network. Per the City of San Marcos Transportation Impact Analysis Guidelines (TIAG), the City of San Marcos 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.

Gran Vista Multi-Family
Local Transportation Analysis
ES. 2
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
No improvements required.

Determination of the Need for Off-Site Improvements to Accommodate Project Traffic – Horizon Year 2050 with Project Conditions
Roadway Segment Analysis
No improvements required.

Intersection Analysis
No improvements required.

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

1.0 Introduction ........................................................................................................................ 5 Project Description ............................................................................................................................... 5 Report Organization ............................................................................................................................. 8

2.0 Analysis Methodology .......................................................................................................... 9 Level of Service (LOS) Definition .......................................................................................................... 9 Roadway Segment LOS Standards and Thresholds ............................................................................. 9 Peak Hour Intersection LOS Standards and Thresholds ................................................................... 10

2.3.1 Signalized Intersections .......................................................................................................... 11

2.3.2 Unsignalized Intersections ...................................................................................................... 12 Determination of Project Study Area ................................................................................................. 12 City of San Marcos LOS Standards .................................................................................................... 13

3.0 Project Traffic ................................................................................................................... 14 Project Trip Generation ..................................................................................................................... 14 Project Trip Distribution and Assignment .......................................................................................... 14 Project Study Area ............................................................................................................................. 17

4.0 Active Transportation ........................................................................................................ 19 Active Transportation Evaluation ....................................................................................................... 19

4.1.1 Transit Access ......................................................................................................................... 19

4.1.2 Bicycle ..................................................................................................................................... 20

4.1.3 Pedestrian ............................................................................................................................... 20

5.0 Existing Conditions ............................................................................................................ 21 Existing Transportation Network ....................................................................................................... 21 Existing Intersection Volumes ........................................................................................................... 23 Existing Traffic Conditions ................................................................................................................. 23

5.3.1 Roadway Segment Analysis..................................................................................................... 23

5.3.2 Intersection Analysis ............................................................................................................... 25

6.0 Near-Term Year 2024 Conditions ....................................................................................... 26 Cumulative Project Traffic ................................................................................................................. 26 Cumulative Project Trip Generation................................................................................................... 28 Near-Term Year 2024 Base Roadway Network and Traffic Volumes ................................................ 30 Near-Term Year 2024 Base Traffic Conditions .................................................................................. 30

6.4.1 Roadway Segment Analysis..................................................................................................... 30

6.4.2 Intersection Analysis ............................................................................................................... 32 Near-Term Year 2024 Base with Project Roadway Network and Traffic Volumes ............................. 32 Near-Term Year 2024 Base with Project Traffic Conditions .............................................................. 34

6.6.1 Roadway Segment Analysis..................................................................................................... 34

6.6.2 Intersection Analysis ............................................................................................................... 34 Gran Vista Multi-Family
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7.0 Horizon Year 2050 Conditions ........................................................................................... 36 Ho
rizon Year 2050 Roadway Network and Traffic Volumes .............................................................. 36 Horizon Year 2050 Traffic Conditions ............................................................................................... 38

7.2.1 Roadway Segment Analysis..................................................................................................... 38

7.2.2 Intersection Analysis ............................................................................................................... 38 Horizon Year 2050 with Project Roadway Network and Traffic Volumes .......................................... 39 Horizon Year 2050 with Project Traffic Conditions ............................................................................ 39

7.4.1 Roadway Segment Analysis..................................................................................................... 39

7.4.2 Intersection Analysis ............................................................................................................... 41

8.0 LOS Deficiencies and Improvement Requirements .............................................................. 43 Determination of the Need for Off-Site Improvements to Accommodate Project Traffic – Near-Term Year 2024 with Project Conditions .................................................................................................... 43 Determination of the Need for Off-Site Improvements to Accommodate Project Traffic – Horizon Year 2050 with Project Conditions ............................................................................................................ 43

9.0 Site Access & Circulation ................................................................................................... 44 Driveway Access ................................................................................................................................ 44 Queuing Analysis ............................................................................................................................... 44 Internal Circulation ............................................................................................................................ 46

10.0 Parking.............................................................................................................................................. 47

11.0 Sight Distance Analysis ..................................................................................................... 48 Gran Vista Multi-Family
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List of Figures
F
igure 1.1 - Project Regional Location ................................................................................................... 6 Figure 1.2 - Project Site Plan .................................................................................................................. 7 Figure 3.1 - Project Trip Distribution ................................................................................................... 15 Figure 3.2 - Project Trip Assignment ................................................................................................... 16 Figure 3.3 - Project Study Area ............................................................................................................ 18 Figure 5.1 - Roadway Classification and Intersection Geometrics – Existing Conditions ................... 22 Figure 5.2 - Traffic Volumes – Existing Conditions .............................................................................. 24 Figure 6.1 - Cumulative Projects Location........................................................................................... 27 Figure 6.2 - Cumulative Project Trip Assignment ................................................................................ 29 Figure 6.3 - Traffic Volumes – Near-Term Year 2024 Base Conditions .............................................. 31 Figure 6.4 - Traffic Volumes – Near-Term Year 2024 Base with Project Conditions .......................... 33 Figure 7.1 - Traffic Volumes – Horizon Year 2050 Conditions ............................................................ 37 Figure 7.2 - Traffic Volumes – Horizon Year 2050 with Project Conditions ........................................ 40 Figure 11.1 - Stopping Sight Distance at Project Driveway #1 (Southbound)..................................... 49 Figure 11.2 - Stopping Sight Distance at Project Driveway #1 (Northbound) ..................................... 50 Figure 11.3 - Intersection Sight Distance at Project Driveway #2....................................................... 51 Figure 11.4 - Stopping Sight Distance at Project Driveway #2 ........................................................... 52 Figure 11.5 - Intersection and Stopping Sight Distance ..................................................................... 54 Li
st of Tables
Table 2.1 - LOS Definitions ..................................................................................................................... 9 Table 2.2 - Roadway Segment Daily Capacity and LOS Standards ..................................................... 10 Table 2.3 - Signalized Intersection LOS Operational Analysis Method ............................................. 11 Table 2.4 - LOS Criteria for Stop-Controlled Unsignalized Intersections ........................................... 12 Table 3.1 - Project Trip Generation ..................................................................................................... 14 Table 5.1 - Existing Transportation Network Characteristics .............................................................. 21 Table 5.2 - Roadway Segment LOS Results – Existing Conditions ................................................... 23 Table 5.3 - Peak Hour Intersection LOS Results – Existing Conditions ............................................ 25 Table 6.1 - Cumulative Project Trip Generation .................................................................................. 28 Table 6.2 - Roadway Segment LOS Results – Near-Term Year 2024 Base Conditions .................... 30 Table 6.3 - Peak Hour Intersection LOS Results – Near-Term Year 2024 Base Conditions ............... 32 Table 6.4 - Roadway Segment LOS Results – Near-Term Year 2024 Base with Project Conditions 34 Table 6.5 - Peak Hour Intersection LOS Results – Near-Term Year 2024 Base with Project Conditions ....................................................................................................................... 35 Table 7.1 - Roadway Segment LOS Results – Horizon Year 2050 Conditions .................................... 38 Gran Vista Multi-Family
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Table 7.2 - Peak Hour Intersection LOS Results – Horizon Year 2050 Conditions ............................. 38 Table 7.3 - Roadway Segment LOS Results – Horizon Year 2050 with Project Conditions .............. 39 Table 7.4 - Peak Hour Intersection LOS Results – Horizon Year 2050 with Project Conditions ....... 42 Table 9.1 - Queuing Analysis at Project Driveways ........................................................................... 45 Table 10.1 - Parking Requirements .................................................................................................... 47 Table 11.1 - Minimum Sight Distance Requirements ......................................................................... 48 Table 11.2 - Sight Distance Analysis Results ...................................................................................... 53 AP

PENDICES
Appendix A - Memorandum of Approach – Gran Vista Multi-Family Project Appendix B - Signal Timing Sheets
Appendix C - Crosswalk Discussion
Appendix D - Existing Traffic Counts and Count Validation Appendix E - LOS Calculation Worksheets – Existing Conditions Appendix F - Cumulative Project Information
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 Conditions Appendix K - LOS Calculation Worksheets – Horizon Year 2050 with Project Conditions Appendix L - Queueing Analysis Worksheets
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1.0 Introduction
The purpose of this Local Transportation Analysis is to identify and document the effects on the circulation network associated with the Gran Vista Multi-Family project (the “Proposed Project”), and to recommend improvements, as necessary.

Project Description
The Proposed Project seeks to construct 120 multi-family dwelling units on a vacant property approximately 250 feet northwest of the West Mission Road and North Las Posas Road intersection in in the City of San Marcos. The property is bordered by North Las Posas Road on the northeast side, West Mission Road on the southwest side, single family dwelling units on the northwest side, and a CVS pharmacy to the south. Per the City’s General Plan, the site is designated as a Commercial (C) land use.

The Proposed Project will share two existing driveways with the adjacent CVS pharmacy with one located off North Las Posas Road and the other off West Mission Road. The access off North Las Posas Road is via a signalized intersection at North Las Posas Road / Palm Road (Driveway 1), and the access off West Mission Road is via a side-street (the CVS driveway) stop controlled intersection that does not allow left-turn out movements (Driveway 2). The assumed opening year of the Proposed Project is 2024. Figure 1.1 displays the Proposed Project’s regional location.Figure 1.2 displays the site plan for the Proposed Project.

The LOS analysis conducted as a part of this study was used to evaluate the effects of the Proposed Project on the circulation network. Per the City’s TIAG, the City of San Marcos 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. ·|}þ78
City of Vista
City of
Carlsbad
City of
Encinitas
City of
Escondido
City of
Escondido
County of
San Diego
County of
San Diego
County of
San Diego
County of
San Diego
County of
San Diego
City of
San Diego
City of
San Marcos
N
Figure 1.1
Project Regional Location
Gran Vista Multi-Family
Loc
al Transportation Analysis
0 21 Miles
Project Site
^

Gran Vista Multi-Family
Lo
cal Transportation Analysis
Figure 1.2
Project Site Plan
W. Mission Rd
Las Posas Road Frontage/Paseos
•
• Paseo access and landscaped pedestrian pathways
•
Primary Community Entry
•
• Provides front doors facing entry for a
welcoming street scene
• Enhanced paving and landscaping to be
designed by landscape architect
• Centrally located near the primary entry to provide
a focal point for the community
•
• Located adjacent to a tot lot to promote family and
social gathering
• Underground vaults provide storm water treatment
Children’s Play Area
•
•
area to promote family and social gathering

(To Remain -
Not a Part)
Project Summary
Gross Area: 7.6 Acres
Total Units: 120 Homes
30 - Plan 2532: 1,213 Sq.Ft., 2 Bed, side-by-side garage 45 - Plan 1633: 1,505 Sq.Ft., 3 Bed, tandem garage
45 - Plan 1636: 1,802 Sq.Ft., 3 Bed, side-by-side garage Total Open Space:
17,550 Sq.Ft. of Private Open Space
44,548 Sq.Ft. of Open space with grades of 10% or more
92,645 Sq.Ft. of Common Recretaion Area
154,743 Sq.Ft. Total
Parking
240 Garage Spaces (Includes 45 Tandem)
20 Guest Spaces (Includes 2 ADA Spaces and 2 EV Spaces)

Notes:

1. APNs 219-121-15 & 16

2. 3.

4. 5.

6. Total building square footage: 185,205 SF

7. Required common open space: 24,431 SF

8. Required private open space: 6,000 SF
Secondary Community Entry
•
right-out only turning movements
• Enhanced by adjacent open space areas, special
paving and landscaping
Community Garden
• Raised planter beds with decompsed granite
•
• Tot lots with play equipment (three areas shown in red) provided throughout site area are located adjacent to barbecues and other • Outdoor excercise equipment (three areas shown in blue) provides an Dog Park
•
excercise and enjoy pets
• Fenced with tublar steel fencing to
provide an “open” appearance
•
and easy maitenance
•
gated entry, and other
Three-Story Townhomes
•
• Located near SPRINTER light rail line (nearest stop is 0.4 miles) to support • Withing walking dictance of retail, parks, schools and other everyday services •
Turf Play Area
•
• Can be used for badminton, pick-up soccer, Frisbee
and other informal games
• Underground vaults provide storm water treatment
Neighborhood Edge
• Buildings oriented to minimize windows
•

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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 potential General Plan inconsistencies associated with the implementation of the Proposed Project, as required by the City of San Marcos Transportation Impact Analysis Guidelines (TIAG).

3. Project Traffic - This chapter describes the Proposed 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. Active Transportation – This chapter describes and evaluates the existing active transportation facilities network at the project frontage and provides improvement recommendations as appropriate.

5. 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.

6. 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 Proposed Project can be compared to at the project opening day, assumed 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.

7. 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.

8. 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.

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

10. Parking – This chapter describes the parking requirements for the project as well as the proposed parking spaces to be provided by the project.

11. Sight Distance – This chapter includes a sight distance analysis at the two project driveways and provides recommendations to improve line-of-sight conditions, as appropriate.

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2.0 Analysis Methodology
This study was performed in accordance with the standards and requirements in the City of San Marcos TIAG (November 2020). All analysis assumptions were documented within a scoping agreement memorandum, provided in Appendix A, and approved by the City of San Marcos. The following sections describe the analysis methods per the City’s TIAG to evaluate the traffic effect as a result of the Proposed Project 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 Category 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
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.

These standards are generally used as long-range planning guidelines to determine the functional classification of roadways. The actual capacity of a roadway varies according to its physical attributes. Typically, the performance and LOS of a roadway segment is heavily influenced by the ability of its intersections to accommodate peak hour traffic volumes. For the purposes of this traffic analysis, LOS D or better is considered acceptable for circulation element roadway segments.

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 March 2022), provided in Appendix B.

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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.

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
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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 inTable 2.4.

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
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City of San Marcos LOS Standards
This section outlines the Mobility Element Policies that are relevant to the Proposed Project. The City of San Marcos 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.

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

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

Project Trip Generation
Per the City’s TIAG, trip generation rates were derived from the SANDAG’s (not so) Brief Guide to Vehicular Traffic Generation Rates for the San Diego Region (April 2002).Table 3.1 displays the projected daily, as well as AM and PM peak hour, project trip generation.

Table 3.1 - Project Trip Generation
Land Use Units Trip Rate ADT AM Peak Hour PM Peak Hour
% Trips Split In Out % Trips Split In Out
Multi-Family
(6-20 DU/acre) 120 DU 8/DU 960 8 77 2:8 15 62 10 96 7:3 67 29 Source: SANDAG (not so) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, April 2002) Notes:

ADT = Average Daily Traffic
DU = Dwelling Unit
As shown, the Proposed Project is anticipated to generate 960 daily trips, including 77 trips (15- in/62-out) during the AM peak hour and 96 (67-in/29-out) trips during the PM peak hour.

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 for the Proposed Project. Based upon the project trip distribution patterns, AM/PM peak hour project trips were assigned to the adjacent roadway network.Figure 3.2 displays the Proposed Project’s intersection trip assignment.

!
!
!
10 %
40%
30%
70%
20%
3 2
1 Gran Vista Multi-Family
Loc
al Transportation Analysis
Figure 3.1
P
roject Trip Distribution
W Mission Rd
N Las P
os
as
Rd W Mission Rd
NLasPosasRd
Pacif
ic S
t
Pacifi
c St
Palm
Rd
Project
Dwy #2
Project
Dwy #1
Armor
lite Dr
Pal
omar
Colleg
e D
wy
Project
Site
²
05 00250 Feet
·}78 Trip Distribution
Study Intersection
Study Roadway
Project Site
XX%
70%
10%
70%
10%
20%
20% 40%
30%
30%40%
!XX

!
!
!
96 384
288
672
192
3 2
1 Gran Vista Multi-Family
Loc
al Transportation Analysis
Figure 3.2
P
roject Trip Assignment
W Mission Rd
N Las Posas Rd
W Mission Rd
NLasPosasRd
Pacific St
Pacific St
Palm
Rd
Project
Dwy #2
Project
Dwy #1
Armorlite Dr
Palomar
College Dwy
Project
Site
²
0 500250 Feet
·}78
5 / 26
5 / 21
19 / 924 / 11
6 / 3
2 / 7
10 / 47
43 / 20
3 / 13
13 / 6
Study Intersection
Study Roadway
Project Site
Turn Movements
Peak Hour VolumesAM / PM
XX,XXX
!X
Trip As si gnment

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Project Study Area
Based on the criteria previously outlined in Chapter 2.7, the project trip assignment shown in Figure

3.2, and preliminary project scoping with City of San Marcos, the following four (4) roadway segments and three (3) intersections were included for analysis:

1. North Las Posas Road & Project Driveway #1/Palm Road (Signal)

2. West Mission Road & Project Driveway #2 (Side-Street Stop-Controlled)

3. North Las Posas Road & West Mission Road (Signal)
Figure 3.3 displays the overall project study area.

!
!
!3
2 1
Gran Vista Multi-Family
Loc
al Transportation Analysis
Figure 3.3
Pr
oject Study Area
W Mission Rd
N Las Posas Rd
W Mission Rd
NLasPosasRd
Pacific St
Pacific St
Palm
Rd
Project
Dwy #2
Project
Dwy #1
Armorlite Dr
Palomar
College Dwy
Project
Site
²
0 500250 Feet
·}78
# Study
Intersection
Study Roadway
Project Site
X!X

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4.0 Active Transportation
Active Transportation Evaluation
This section discusses the project site’s active transportation modes

4.1.1 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 starts at 4:53 AM and ends at 8:23 PM between Monday and Friday with 30-minute intervals. On Saturdays, operations start at 6:53 AM and ends at 9:05 PM with 60-minute intervals. This route does not operate on Sundays.
 Bus Route 305 – This bus route is serviced along West Mission Road in the eastbound/westbound direction within the project study area. This bus route connects the Vista Transit Center to the Escondido Transit Center. Operations starts at 4:37 AM and ends at 11:30 PM between Monday and Friday with 30-minute intervals. On Saturdays and Sundays, operations start at 5:34 AM and ends at 11:31 PM with 30-minute intervals.  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 starts at 5:31 AM and ends at 7:21 PM between Monday and Friday with 30-minute intervals. On Saturdays, operations start at 7:22 AM and ends 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 start at 6:34 AM and ends at 10:19 AM with 30-minute intervals for the morning period. Similarly, between Monday and Friday, operates start at 3:36 PM and ends 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 starts at 4:17 AM and ends at 9:10 PM between Monday and Sunday with 30-minute intervals.

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

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4.1.2 Bicycle
Under Existing conditions, Class II bicycle facilities exist along the project frontage on North Las Posas Road and West Mission Road. Additionally, a Class I multi-use path exists along the south side of West Mission Road. This Class I multi-use path is identified as the Inland Rail Trail which is a proposed 21-mile facilities that will eventually connect both the City of Oceanside and Escondido while passing through San Marcos, Vista, and unincorporated areas of the San Diego County. The Inland Rail Trail is expected to be fully constructed some time in 2024.

Per the City of San Marcos General Plan, there are no planned bicycle facilities improvements along the project frontage. Based on the preliminary review of the Proposed Project’s site plan, the Proposed Project would not conflict with existing bicycle facilities and would not result in any impacts to bicyclist safety and accessibility.

4.1.3 Pedestrian
Sidewalks are proposed along the project frontage along North Las Posas Road and West Mission Road. Sidewalks are also proposed throughout the internal roadways providing direct access to the dwelling units as well as on-site amenities (dog park, community garden, and recreational stations/areas).

Based upon review of the project site plan, the following recommendations are provided:
 Curb ramps at the project driveways are recommended to be reconstructed, if needed, with detectable surface warning tactiles (yellow truncated domes) as well as meeting all ADA requirements. Additionally, it is recommended that a continental crosswalk is striped, to the satisfaction of the City Traffic Engineer, at the north leg of the intersection of North Las Posas Road and West Mission Road. For details on the determination of this recommendation (continental crosswalk at north leg of intersection of North Las Posas Road and West Mission Road) see Appendix C.

With implementation of the recommendation listed above, the overall pedestrian environment should be enhanced for both walkability and safety and would not result in any impacts to pedestrian facilities.

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5.0 Existing Conditions
This chapter provides a qualitative description of the transportation facilities located in the Proposed Project study area. An 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 Proposed Project from the regional transportation network will be provided via California State Route 78 (SR-78) freeway, North Las Posas Road, and West Mission Road. These facilities will either provide a direct connection to Proposed Project, via project driveway, or will provide a critical link between the Proposed Project and the regional transportation network.Table

5.1 summarizes the existing physical characteristics of roadways within the study area, whileFigure

5.1 displays the roadway classifications and study intersection geometrics under Existing Conditions.

Table 5.1 - Existing Transportation Network Characteristics Roadway From To
Number
of
Lanes
Median
Type Sidewalk? Bike lanes? Transit
Route
Posted
Speed
Limit
North Las
Posas Road North of West Mission Road 3 NB/3
SB Raised Both
Sides Class II None 45
MPH
North Las
Posas Road
West Mission
Road Armorlite Drive 2 NB/3
SB Raised Both
Sides Class II 347
445
45 MPH
West Mission
Road Pacific Street
630’ West of
North Las Posas
Road
2 EB/2
WB CLTL None
Class II
Class I Multi-Use
(south side only)
304
305
40 MPH
West Mission
Road
630’ West of
North Las
Posas Road
North Las Posas
Road
2 EB/2
WB Raised North
Side
Class II
Class I Multi-Use
(south side only)
304
305
40 MPH
West Mission
Road
North Las
Posas Road
Palomar College
Driveway
2 EB/2
WB Striped North
Side
Class II
Class I Multi-Use
(south side only)
304
305
347
445
45 MPH
Source: CR Associates (2022)
Note:

CLTL = Continuous Left-Turn Lane.

!
!
!
6MA
4MA
6MA
4MA
3 2
1 Gran Vista Multi-Family
Lo
cal Transportation Analysis
Figure 5.1
Roadway Classification and Intersection Geometrics
Existing Conditions
W Mission Rd
N Las Posas Rd
W Mission Rd
NLasPosasRd
Pacific St
Pacific St
Palm
Rd
ProjectDwy #2
ProjectDwy #1
Armorlite Dr
Palomar
College Dwy
Project
Site
²
0 500250 Feet
·}78
#Number of Travel Lanes
Study Intersection
Study Roadway
Project Site
Lane Geometry
Signalized Intersection
#
!X
Stop Sign
Major ArterialMA
#$
³ê
#$
³ê
³ê

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Existing Intersection Volumes
The study area intersections and roadway traffic counts were conducted on June 15, 2021 by Elite Traffic Dynamics, LLC. To ensure that current travel patterns reflect traffic conditions prior to the COVID-19 restrictions, a count validation was conducted. Historic counts conducted on March 3, 2020 were obtained from National Data & Surveying Services (NDS). After comparison of recently collected counts with historic counts, it was determined that historic counts were greater than recent counts. Growth rates based on difference between existing and historic were applied to counts collected in 2021 for both peak hour intersection turning movements and daily traffic, where applicable.

Traffic count worksheets and count validation calculations are provided inAppendix D. Figure 5.2 displays both existing daily traffic volumes for study area roadway segments and the AM/PM peak hour turning movements for the 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 segments and LOS analysis results for study roadway segments under Existing conditions.

Table 5.2 - Roadway Segment LOS Results – Existing Conditions Roadway Segment Function
Classification
Daily
Volume
LOS Threshold
(LOS E) V/C LOS
North Las
Posas Road
Palm Road to West
Mission Road
6-Lane Major
Arterial 17,900 50,000 0.358 A
North Las
Posas Road
West Mission Road to
Armorlite Drive
6-Lane Major
Arterial 22,000 50,000 0.440 B
West Mission
Road
Pacific Street and North
Las Posas Road
4-Lane Major
Arterial 17,800 40,000 0.445 B
West Mission
Road
North Las Posas Road to
Palomar College Driveway
4-Lane Major
Arterial 17,800 40,000 0.445 B
Source: CR Associates (2022)
Note:

V/C = Volume/Capacity
As shown in Table 5.2, all study roadway segments currently operate at acceptable LOS B or better under Existing Conditions.

!
!
!
17,800
17,800
22,000
17,900
3 2
1 Gran Vista Multi-Family
Lo
cal Transportation Analysis
Figure 5.2
Traffic Volumes
Existing Conditions
W Mission Rd
N Las Posas Rd
W Mission Rd
NLasPosasRd
Pacific St
Pacific St
Palm
Rd
ProjectDwy #2
ProjectDwy #1
Armorlite Dr
Palomar
College Dwy
Project
Site
²
0 500250 Feet
·}78
#
Daily Traffic Volumes
Study Intersection
Study Roadway
Project Site
Turn Movements
Peak Hour VolumesAM / PM
XX,XXX
!X
2 / 29
17 / 87
45 / 59
441 /
577
778 / 1,
060
72 / 88
35 / 89
29 / 101
168 / 90
390 /
584
412 /
879
177 / 201529 / 771
139 / 126379 / 416338 / 342
689 /
541
2 / 5
2 / 1
6 / 0
3 / 5 15 / 2218 / 59
29 / 14
21 / 90
55 / 66
808 /
640
316 / 1,
020
55 / 66

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

Table 5.3 - Peak Hour Intersection LOS Results – Existing Conditions # Intersection Control
Type
AM Peak Hour PM Peak Hour
Avg. Delay
(sec.) LOS Avg. Delay
(sec.) LOS
1 North Las Posas & Project Driveway #1 /
Palm Road Signal 17.7 B 16.3 B
2 Project Driveway #2 & West Mission Road SSSC 10.2 B 11.1 B 3 North Las Posas & West Mission Road Signal 39.6 D 41.2 D Source: CR Associates (2022)
Note:

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

As shown in Table 5.3, all study area intersections currently operate at acceptable LOS D or better under Existing Conditions.

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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 Proposed 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 eight (8) projects were identified by City of San Marcos staff as cumulative projects, since they are anticipated to contribute traffic within the project study area by the Proposed 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 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.

The traffic generated from the project listed above was included in the Near-Term Year 2024 Base scenario. Figure 6.1 displays the location of the cumulative projects identified above. !(
!(
!(
!(
!(
!(
!(
!(
Gran Vista Multi-Family
Local Transportation Analysis
Figure 6.1
Cumulative Projects Location
N Las Posas Rd
W Mission RdN Pacific St
Project
Site
²
0 2,0001,000 Feet
·}78
!( Cumulative Projects Location
Karl Strauss
Brewery
Pacific Commercial
Pacific San Marcos
Mariposa (Phase 1)
Villa Serena
El Dorado II
Specific Plan
Murai Subdivision
San Marcos Highlands
S Pacific St
S Rancho Santa
Fe Rd
N Las Posas Rd
Richmar Av
Topanaga Dr
Borden Rd
S Santa Fe Av

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Cumulative Project Trip Generation
Table 6.1 displays the projected trip generation for the cumulative projects described above.

Cumulative project traffic was assigned to the project study area as identified within their respective traffic studies provided by the City of San Marcos. Cumulative project traffic without completed traffic studies were assigned to the project study area utilizing the same methodology used for the Proposed project described in Chapter 3.0, consistent with the City’s TIAG. Relevant excerpts from the source of information regarding the cumulative project are provided inAppendix F.

Table 6.1 - Cumulative Project Trip Generation
Cumulative Project Land Use Daily
Trips
AM Peak Hour
(In/Out)
PM Peak Hour
(In/Out)
Pacific Commercial Hotel 854 69
(28-in/41-out)
77 (46-in/31-out)
San Marcos
Highlands1
Single Family
Residential/Passive Park 1,998 165
(52-in/113-out)
199
(137-in/62-out)
El Dorado II Specific
Plan
Multi-Family
Residential/Specialty Retail 512 38
(9-in/29-out)
47 (31-in/16-out)
Villa Serena Multi-Family Residential 96 8
(2-in/6-out)
10 (7-in/3-out)
Mariposa (Phase 1) Multi-Family Residential 360 29
(6-in/23-out)
33 (23-in/10-out)
Murai Subdivision2 Single Family Residential 890 71
(21-in/50-out)
89 (62-in/27-out)
Pacifica San Marcos Multi-Family
Residential/Specialty Retail 361 21
(7-in/14-out)
33 (20-in/13-out)
Karl Strauss
Brewery Brewery/Restaurant 1,685 135
(68-in/67-out)
135
(81-in/54-out)
Cumulative Total 6,756 536
(193-in/343-out)
623
(407-in/216-out)
Source: SANDAG (not so) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, April 2002 Notes:
1 Trip generation obtained from the San Marcos Highlands Traffic Impact Analysis Report prepared by RBF Consulting (February 2015) 2 Trip generation obtained from the Murai Subdivision Traffic Impact Analysis Report prepared by STC Traffic Inc (April 2017) As shown, the cumulative projects are anticipated to generate 6,756 daily trips, including 536 trips during the AM peak hour and 623 trips during the PM peak hour that will be dispersed throughout the San Marcos community and beyond the Proposed Project’s study area.Figure 6.2 displays the cumulative project trip assignment.

!
!
!
917
895
2,285
2,483
3 2
1 Gran Vista Multi-Family
Lo
cal Transportation Analysis
Figure 6.2
Cumulative Project Trip Assignment
W Mission Rd
N Las Posas Rd
W Mission Rd
NLasPosasRd
Pacific St
Pacific St
Palm
Rd
ProjectDwy #2
ProjectDwy #1
Armorlite Dr
Palomar
College Dwy
Project
Site
²
0 500250 Feet
·}78
#
Daily Traffic Volumes
Study Intersection
Study Roadway
Project Site
Turn Movements
Peak Hour VolumesAM / PM
X,XXX
!X
28 / 46
34 / 38
8 / 8
2 / 5
5 / 5
7 / 10
8 / 21
15 / 23
19 / 30
16 / 11
22 / 25
23 / 21
90 / 49
41 / 109
67 / 160
128 / 85

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Near-Term Year 2024 Base Roadway Network and
Traffic Volumes
Study area roadway and intersection geometrics under Near-Term Base conditions were assumed to be identical to the existing roadway geometrics, as shown in Figure 5.1. The Near-Term Base scenario traffic volumes were derived by adding the additional trips generated by the cumulative projects listed in Section 6.1 (Figure 6.2) to the existing traffic volumes (Figure 5.2). Figure 6.3 displays the average daily roadway and peak hour intersection volumes for the study roadway segments and intersections under the Near-Term Base conditions.

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.

6.4.1 Roadway Segment Analysis
Table 6.2 displays roadway segments and LOS analysis results for study roadway segments under Near-Term Year 2024 Base conditions.

Table 6.2 - Roadway Segment LOS Results – Near-Term Year 2024 Base Conditions Roadway Segment Function
Classification
Daily
Volume
LOS Threshold
(LOS E) V/C LOS
North Las
Posas Road
Palm Road to West
Mission Road
6-Lane Major
Arterial 20,390 50,000 0.408 B
North Las
Posas Road
West Mission Road to
Armorlite Drive
6-Lane Major
Arterial 24,290 50,000 0.486 B
West Mission
Road
Pacific Street and North
Las Posas Road
4-Lane Major
Arterial 18,700 40,000 0.468 B
West Mission
Road
North Las Posas Road to
Palomar College Driveway
4-Lane Major
Arterial 18,720 40,000 0.468 B
Source: CR Associates (2022)
Note:

V/C = Volume/Capacity
As shown in Table 6.2, all study roadway segments are projected to operate at acceptable LOS B under Near-Term Year 2024 Base conditions.

!
!
!
24,290
18,720
20,390
18,700
3 2
1 Gran Vista Multi-Family
Local Transport
ation Analysis
Figure 6.3
Traffic Volumes
Near-Term Year 2024 Base Conditions
W Mission Rd
N Las
Posas Rd
W Mission Rd
NLasPosasRd
Pacific
St
Pacific
St
Palm
Rd
ProjectDwy #2
ProjectDwy #1
Armorlite Dr
Palomar
College Dwy
Project
Site
²
0 500250 Feet
·}78
#
Daily Traffic Volumes
Study Intersection
Study Roadway
Project Site
Turn Movements
Peak Hour VolumesAM / PM
XX,XXX
!X
2 / 29
17 / 87
45 / 59
475 /
615
806 / 1,
106
79 / 98
37 / 109
57 / 114
405 /
607
453 /
988
531 / 776
196 / 231
384 / 421
147 / 147
361 / 363
184 /
101
779 /
590
2 / 5
2 / 1
6 / 0
3 / 5 15 / 2218 / 59
29 / 14
21 / 90
55 / 66
936 /
725
383 / 1,
180
55 / 66

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6.4.2 Intersection Analysis
Table 6.3 displays intersection LOS and average vehicle delay results for the key study area intersections under Near-Term Year 2024 Base Conditions. LOS calculation worksheets for Near- Term Year 2024 Base Conditions are provided in Appendix G.

Table 6.3 - Peak Hour Intersection LOS Results – Near-Term Year 2024 Base Conditions # Intersection Control
Type
AM Peak Hour PM Peak Hour
Avg. Delay
(sec.) LOS Avg. Delay
(sec.) LOS
1 North Las Posas & Project Driveway #1 /
Palm Road Signal 18.2 B 16.7 B
2 Project Driveway #2 & West Mission Road SSSC 10.4 B 11.3 B 3 North Las Posas & West Mission Road Signal 43.3 D 44.7 D Source: CR Associates (2022)
Note:

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

As shown in Table 6.3, all study area intersections are projected operate at acceptable LOS D or better under Near-Term Year 2024 Base conditions.

Near-Term Year 2024 Base with Project Roadway
Network and Traffic Volumes
Intersection geometrics under the Near-Term Year 2024 Base with Project conditions were assumed to be identical to the Near-Term Year 2024 Base conditions geometrics.

Peak hour intersection volumes for the Near-Term Year 2024 Base with Project conditions were derived by combining the Proposed Project trips (as previously shown in Figure 3.2) to the Near-Term Year 2024 Base traffic volumes (as previously shown in Figure 6.3). Peak hour intersection volumes for this scenario are displayed in Figure 6.4.

!
!
!
24,674
19,008
21,062
18,892
3 2
1 Gran Vista Multi-Family
Local Transport
ation Analysis
Figure 6.4
Traffic Volumes
Near-Term Year 2024 Base with Project Conditions
W Mission Rd
N Las
Posas Rd
W Mission Rd
NLasPosasRd
Pacific
St
Pacific
St
Palm
Rd
ProjectDwy #2
ProjectDwy #1
Armorlite Dr
Palomar
College Dwy
Project
Site
²
0 500250 Feet
·}78
#
Daily Traffic Volumes
Study Intersection
Study Roadway
Project Site
Turn Movements
Peak Hour VolumesAM / PM
XX,XXX
!X
2 / 29
58 / 65
20 / 100
475 /
615
806 / 1,
106
79 / 98
37 / 109
57 / 114
405 /
607
196 / 231531 / 776
152 / 168384 / 421361 / 363
203 /
110
803 /
601
458 / 1,
014
2 / 5
2 / 1
6 / 0
3 / 5 15 / 22
29 / 14
98 / 86
57 / 73
27 / 93
28 / 106
936 /
725
383 / 1,
180

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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.

6.6.1 Roadway Segment Analysis
Table 6.4 displays roadway segments and LOS analysis results for study roadway segments under Near-Term Year 2024 Base with Project conditions.

Table 6.4 - Roadway Segment LOS Results – Near-Term Year 2024 Base with Project Conditions Roadway Segment Function
Classification
Daily
Volume
LOS
Threshold
(LOS E)

V/C LOS
LOS
w/o
Project
ΔV/C I?
North Las
Posas Road
Palm Road to West
Mission Road
6-Lane Major
Arterial 21,062 50,000 0.421 B B 0.013 N
North Las
Posas Road
West Mission Road to
Armorlite Drive
6-Lane Major
Arterial 24,674 50,000 0.493 B B 0.007 N
West Mission
Road
Pacific Street and North
Las Posas Road
4-Lane Major
Arterial 18,892 40,000 0.472 B B 0.004 N
West Mission
Road
North Las Posas Road to
Palomar College Driveway
4-Lane Major
Arterial 19,008 40,000 0.475 B B 0.007 N
Source: CR Associates (2022)
Notes:

V/C = Volume/Capacity
I? = Improvement Required?
As shown in Table 6.4, all study roadway segments are projected to operate at acceptable LOS B under Near-Term Year 2024 Base with Project conditions. Therefore, no study roadway segments are anticipated to degrade in LOS to unacceptable levels with implementation of the Proposed Project and no improvements will be required.

6.6.2 Intersection Analysis
Table 6.5 displays intersection LOS and average vehicle delay results for the key 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 in Table 6.5, all study area intersections are projected to operate at acceptable LOS D or better under Near-Term Year 2024 Base with Project conditions. Therefore, no study intersections are anticipated to degrade in LOS to unacceptable levels with implementation of the Proposed Project and no improvements will be required.

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Table 6.5 - Peak Hour Intersection LOS Results – Near-Term Year 2024 Base with Project Conditions # Intersection Control
Type
AM Peak Hour PM Peak Hour Delay w/o
Project (AM /
PM)
LOS w/o
Project (AM /
PM)
∆ in Delay
(AM / PM) I?Avg. Delay
(sec.) LOS Avg. Delay
(sec.) LOS
1 North Las Posas & Project
Driveway #1 / Palm Road Signal 20.1 C 18.1 B 18.2 / 16.7 B / B 1.9 / 1.4 N 2 Project Driveway #2 & West
Mission Road SSSC 10.5 B 11.4 B 10.4 / 11.3 B / B 0.1 / 0.1 N 3 North Las Posas & West
Mission Road Signal 43.4 D 45.9 D 43.3 / 44.7 D / D 0.1 / 1.2 N Source: CR Associates (2022)
Notes:

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

I? = Improvement Required?
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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
Intersection geometrics under Horizon Year 2050 Conditions were assumed to be identical to the Existing Conditions, as previously shown in Figure 5.1.

Horizon Year 2050 ADT forecasts were obtained from the SANDAG Series 14 ABM2+/2021 RP forecast year 2050 model (scenario ID#459). Any study roadway with Near-Term Year 2024 Base ADT found to be greater than forecasted TFIC ADT were adjusted using growth rates observed between existing and forecasted TFIC ADT for adjacent segments.

Intersection turning movement volumes were developed utilizing the roadway volumes analyzed for the roadway segment analysis. Growth was applied per approach based on existing and forecasted Horizon Year 2040 ADT, distributed based on existing travel patterns, and balanced utilizing engineering judgement.

Details on counts collected from TFIC and growth rates applied are provided inAppendix I. Roadway ADT and intersection peak hour volumes for this scenario are displayed inFigure 7.1.

!
!
!
31,800
23,400
23,500
22,300
3 2
1 Gran Vista Multi-Family
Local Transportation
Analysis
Figure 7.1
Traffic Volumes
Horizon Year 2050 Conditions
W Mission Rd
N Las
Posas Rd
W Mission Rd
NLasPosasRd
Pacific
St
Pacific
St
Palm
Rd
ProjectDwy #2
ProjectDwy #1
Armorlite Dr
Palomar
College Dwy
Project
Site
²
0 500250 Feet
·}78
#
Daily Traffic Volumes
Study Intersection
Study Roadway
Project Site
Turn Movements
Peak Hour VolumesAM / PM
XX,XXX
!X
20 / 50
40 / 120
510 /
690
890 / 1,
210
70 / 80
50 / 130
70 / 140
570 / 820100 / 130
420 /
640
220 / 260
190 / 220210 /
130
400 / 430
410 / 470
800 /
630
480 / 1,
030
40 / 30
50 / 90 50 / 70
30 / 2070 / 90
70 / 80
10 / 10
30 / 110
970 /
790
410 / 1,
240
10 / 10
10 / 10

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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 segments and LOS analysis results for study roadway segments under Horizon Year 2050 conditions.

Table 7.1 - Roadway Segment LOS Results – Horizon Year 2050 Conditions Roadway Segment Function
Classification
Daily
Volume
LOS Threshold
(LOS E) V/C LOS
North Las
Posas Road
Palm Road to West
Mission Road
6-Lane Major
Arterial 23,500 50,000 0.470 B
North Las
Posas Road
West Mission Road to
Armorlite Drive
6-Lane Major
Arterial 31,800 50,000 0.636 C
West Mission
Road
Pacific Street and North
Las Posas Road
4-Lane Major
Arterial 22,300 40,000 0.558 C
West Mission
Road
North Las Posas Road to
Palomar College Driveway
4-Lane Major
Arterial 23,400 40,000 0.585 C
Source: CR Associates (2022)
Note:

V/C = Volume/Capacity
As shown in Table 7.1, all study roadway segments are projected to operate at acceptable LOS C or better under Horizon Year 2050 conditions.

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

Table 7.2 - Peak Hour Intersection LOS Results – Horizon Year 2050 Conditions # Intersection Control
Type
AM Peak Hour PM Peak Hour
Avg. Delay
(sec.) LOS Avg. Delay
(sec.) LOS
1 North Las Posas & Project Driveway #1 / Palm Road Signal 22.1 C 25.0 C 2 Project Driveway #2 & West Mission Road SSSC 10.8 B 12.2 B 3 North Las Posas & West Mission Road Signal 46.1 D 53.0 D Source: CR Associates (2022)
Note:

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

As shown in Table 7.2, all study area intersections are projected operate at acceptable LOS D or better under Horizon Year 2050 Conditions.

Gran Vista Multi-Family
Local Transportation Analysis

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Horizon Year 2050 with Project Roadway Network and
Traffic Volumes
Intersection geometrics under the Horizon Year 2050 with Project Conditions were assumed to be identical to the Horizon Year 2050 Conditions geometrics, as previously discussed in Chapter 6.1.

Peak hour intersection volumes for the Horizon Year 2050 with Project Conditions were derived by combining the Proposed Project trips (as previously shown in Figure 3.2) to the Horizon Year 2050 traffic volumes (as previously shown in Figure 7.1). Peak hour intersection volumes for this scenario are displayed in Figure 7.2.

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 segments and LOS analysis results for study roadway segments under Horizon Year 2050 with Project conditions.

Table 7.3 - Roadway Segment LOS Results – Horizon Year 2050 with Project Conditions Roadway Segment Function
Classification
Daily
Volume
LOS
Threshold
(LOS E)

V/C LOS
LOS
w/o
Project
ΔV/C I?
North Las
Posas Road
Palm Road to West
Mission Road
6-Lane Major
Arterial 24,172 50,000 0.483 B B 0.013 N
North Las
Posas Road
West Mission Road to
Armorlite Drive
6-Lane Major
Arterial 32,184 50,000 0.644 C C 0.008 N
West Mission
Road
Pacific Street and North
Las Posas Road
4-Lane Major
Arterial 22,492 40,000 0.562 C C 0.004 N
West Mission
Road
North Las Posas Road to
Palomar College Driveway
4-Lane Major
Arterial 23,688 40,000 0.592 C C 0.007 N
Source: CR Associates (2022)
Notes:

V/C = Volume/Capacity
I? = Improvement Required?
As shown in Table 7.3, all study roadway segments are projected to operate at acceptable LOS C or better under Horizon Year 2050 with Project conditions. Therefore, no study roadway segments are anticipated to degrade in LOS to unacceptable levels with implementation of the Proposed Project and no improvements will be required.
!
!
!
32,184
23,688
24,172
22,492
3 2
1 Gran Vista Multi-Family
Local Transportation A
nalysis
Figure 7.2
Traffic Volumes
Horizon Year 2050 with Project Conditions
W Mission Rd
N Las
Posas Rd
W Mission Rd
NLasPosasRd
Pacific
St
Pacific
St
Palm
Rd
ProjectDwy #2
ProjectDwy #1
Armorlite Dr
Palomar
College Dwy
Project
Site
²
0 500250 Feet
·}78
#
Daily Traffic Volumes
Study Intersection
Study Roadway
Project Site
Turn Movements
Peak Hour VolumesAM / PM
XX,XXX
!X
20 / 50
83 / 86
43 / 133
510 /
690
890 / 1,
210 50 / 130
70 / 140
570 / 820
420 /
640
100 / 130
220 / 260
195 / 241229 /
139
400 / 430
410 / 470
824 /
641
485 / 1,
056
40 / 30
50 / 7010 / 10
30 / 2072 / 97
60 / 137
36 / 113
113 / 100
970 /
790
410 / 1,
240
10 / 10
10 / 10

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Local Transportation Analysis

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7.4.2 Intersection Analysis
Table 7.4 displays intersection LOS and average vehicle delay results for the key study area 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 in Table 7.4 all study area intersections are projected to operate at acceptable LOS D or better under Horizon Year 2050 with Project Conditions. Therefore, no study intersections are anticipated to degrade in LOS to unacceptable levels with implementation of the Proposed Project and no improvements will be required.

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Local Transportation Analysis

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Table 7.4 - Peak Hour Intersection LOS Results – Horizon Year 2050 with Project Conditions # Intersection Control
Type
AM Peak Hour PM Peak Hour Delay w/o
Project (AM /
PM)
LOS w/o
Project (AM /
PM)
∆ in Delay
(AM / PM) I?Avg. Delay
(sec.) LOS Avg. Delay
(sec.) LOS
1 North Las Posas & Project
Driveway #1 / Palm Road Signal 24.1 C 27.7 C 22.1 / 25.0 C / C 2.0 / 2.7 N 2 Project Driveway #2 & West
Mission Road SSSC 10.9 B 12.3 B 10.8 / 12.2 B / B 0.1 / 0.1 N 3 North Las Posas & West
Mission Road Signal 46.4 D 53.9 D 46.1 / 53.0 D / D 0.3 / 0.9 N Source: CR Associates (2022)
Notes:

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

I? = Improvement Required?
Gran Vista Multi-Family
Local Transportation Analysis

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8.0 LOS Deficiencies and Improvement
Requirements
This chapter 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 Proposed Project under Near-Term Year 2024 Base with Project conditions.

Roadway Segment Analysis
No improvements required.

Intersection Analysis
No improvements required.

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 Proposed Project under Horizon Year 2050 with Project conditions.

Roadway Segment Analysis
No improvements required.

Intersection Analysis
No improvements required.

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Local Transportation Analysis

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

Driveway Access
The Proposed Project will be located approximately 250 feet northwest of the West Mission Road and North Las Posas Road intersection in the City of San Marcos. The project site is currently vacant and is bordered by North Las Posas Road on the northeast side, West Mission Road on the southwest side, single family dwelling units on the northwest side, and a CVS pharmacy to the south.

Project site access will be provided via two shared driveways with the adjacent CVS pharmacy with one located off North Las Posas Road and the other off West Mission Road. A brief description of each of the two driveways is provided below:
 Project Driveway #1 is located along North Las Posas Road via existing signalized intersection at North Las Posas Road / Palm Road functioning with full access. This driveway serves as the primary entry point and provides for one of the two access points to the project site from the east. This driveway is projected to operate at LOS C or better under all study scenarios.
 Project Driveway #2 is located along West Mission Road via existing side-street (the CVS driveway) stop controlled intersection that allows for left/right-in and right-out turning movements only. This driveway serves as the secondary entry point and provides for one of the two access points to the project site from the west. This driveway is projected to operate at LOS B or better under all study scenarios.

After further review of the project site plan, the following recommendations are provided:
 Driveways are recommended to be constructed in accordance with City standards  Stop sign (R1-1) to be installed at project driveway #2  High visibility pedestrian crossings where crossing is allowed at Project Driveway #1  Modify existing traffic detection camera at traffic signal serving Driveway #1 to accommodate queuing vehicles exiting through this driveway
Queuing Analysis
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 North Las Posas Road and West Mission Road. 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 L.

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

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Local Transportation Analysis

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Table 9.1 - Queuing Analysis at Project Driveways
# 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)
1 North Las Posas & Project
Driveway #1 / Palm Road SSSC NBL AM 190 46 0 84 0
PM 168 0 173 0
2 Project Driveway #2 &
West Mission Road SSSC EBL AM 135 25 0 25 0
PM 25 0 25 0
Source: CR Associates (2022)
Note:
1 Includes taper length.

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Local Transportation Analysis

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Internal Circulation
Internal roadways on the project site allows for two-way flow of vehicle traffic. Dead-end aisles between buildings provide direct access to garages for each dwelling unit. Guest parking is also provided through the project site.

Based upon review of the project site plan, the following recommendations are provided:
 Appropriate signage to warn drivers of pedestrian foot traffic  Consider installation of speed cushions/bumps along internal roadways to calm traffic Gran Vista Multi-Family
Local Transportation Analysis

Page 47 ends

10.0 Parking
Pa
rking will be provided within the Proposed Project. Per the City of San Marcos Code of Ordinance; Title 20 – Zoning; Chapter 20.340 – Off-street Parking, the Proposed Project is required to supply a total of 280 parking spaces. Table 10.1 displays the Proposed Project’s parking requirements.

Table 10.1 - Parking Requirements
Unit
Type Units Requirement Parking
Stalls
2+
Bedroom 120 2
Spaces/Unit 240
Guest
Parking 120 1 Space/3
Units 40
Total 280
Source: City of San Marcos Code of Ordinance (2022)
The Proposed Project will provide 260 new parking spaces with the following breakdown:
 240 garage spaces (includes 45 Tandem)
 20 Guest Spaces (Includes 2 ADA Spaces, 2 EV Spaces and one mail space) Additionally, there are 37 existing parking spaces located on-site that will be part of the total parking spaces provided by the project for a total of 297 parking spaces provided by the project (260 new + 37 existing on-site), which exceeds the City’s minimum requirements.

Gran Vista Multi-Family
Local Transportation Analysis

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11.0 Sight Distance Analysis
A sight distance analysis was conducted at the two project driveways on September 22, 2022. The analysis was conducted consistent with the City of San Marcos Intersection Sight Distance Guidelines (December 2020) which evaluates the following:
 Intersection Sight Distance (Corner Sight Distance) is measured from the perspective of the vehicle waiting on the minor road. The setback measurement from the edge of traveled way of the major road should be 15 feet. It is measured from the driver’s eye height of 3.5 feet on the minor road to the height of a 3.5-foot-tall object on the major road.  Stopping Sight Distance is measured from the driver’s eye height of 3.5 feet above the pavement surface, to an object ½-foot high on the road.  Speed utilized to determine the minimum requirements shall be the roadway design speed.

Table 11.1 below displays the minimum intersection and stopping sight distance requirements.

Table 11.1 - Minimum Sight Distance Requirements
Design Speed Intersection Sight
Distance (left)
Intersection Sight
Distance (right)
Stopping Sight
Distance (ft)
Downgrades
Steeper Than 3%
20 220 190 125 150
25 275 240 150 180
30 330 285 200 240
35 385 335 250 300
40 440 380 300 360
45 495 430 360 430
50 550 480 430 520
Source: City of San Marcos Intersection Sight Distance Guidelines (2020) The design speed of North Las Posas Road and West Mission Road is determined based on their respective Mobility Element classification. North Las Posas Road is identified as a 6-Lane Major Arterial while West Mission Road is identified as a 4-Lane Major Road. According to the City of San Marcos Urban Street Design Criteria, both a 6-Lane and a 4-Lane Major Arterial have design speeds of 50 MPH. Therefore, a 50 MPH design speed was utilized for the analysis at both project driveways.

Figure 11.1 and Figure 11.2 displays stopping sight distance for Project Driveway #1. Figure 11.3 and Figure 11.4 display the intersection and stopping sight distance measurements, respectively, for Project Driveway #2.

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Local Transportation Analysis

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Figure 11.1 - Stopping Sight Distance at Project Driveway #1 (Southbound) Driving Southbound Towards Project Driveway #1
Vehicles visible
800’ away from
driveway
N

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Local Transportation Analysis

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Figure 11.2 - Stopping Sight Distance at Project Driveway #1 (Northbound) Driving Northbound Towards Project Driveway #1
Vehicles visible
540’ away from
driveway
540’
N

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Local Transportation Analysis

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Figure 11.3 – Intersection Sight Distance at Project Driveway #2 Looking East from Project Driveway #2
N
Vehicles vi
sible
450’
away from
driveway

Gran Vista Multi-Family
Local Transportation Analysis

Page 52 ends

Figure 11.4 – Stopping Sight Distance at Project Driveway #2 Driving Westbound Towards Project Driveway #2
Vehicles vi
sible
500’ away from
driveway
N

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Local Transportation Analysis

Page 53 ends

Table 11.2 displays the measured intersection and stopping sight distance at the two project driveways. It is important to note that per the City of San Marcos Intersection Sight Distance Guidelines, only stopping sight distance shall be evaluated at signalized intersections (Project Driveway #1).

Table 11.2 - Sight Distance Analysis Results
Intersection Sight Distance
Location Design Speed Measure (ft) Required (ft) Adequate? North Las Posas Road
& Project Driveway
#1/Palm Road
50 N/A N/A N/A
Stopping Sight Distance
Location Design Speed Measure (ft)1 Required (ft) Adequate? North Las Posas Road
& Project Driveway
#1/Palm Road
50 800 / 540 430 Yes / Yes
Intersection Sight Distance
Location Design Speed Measure (ft)2 Required (ft) Adequate? Project Driveway #2 &
West Mission Road 50 N/A3 / 450 N/A / 480 N/A / No
Stopping Sight Distance
Location Design Speed Measure (ft) Required (ft) Adequate? Project Driveway #2 &
West Mission Road 50 500 430 Yes
Notes:
1 XX / XX = Driving Southbound / Driving Northbound
2 XX / XX = Looking West / Looking East
3 Left turns are prohibited coming out of the driveway. Therefore, there are no conflicts with vehicles traveling eastbound on West Mission Road.

As shown, both project driveways meet their respective minimum intersection and stopping sight distance requirements, except for the following:
 Project Driveway #2 & West Mission Road – The intersection sight distance needs an additional 30 feet of clear line of sight looking east from the project driveway.

This is mainly due to the presence of existing vegetation at the project driveway which limits the line of sight. Therefore, it is recommended to remove the existing vegetation or that trimming and maintenance of the landscape vegetation is conducted regularly in order to increase the line of sight at the project driveway to meet minimum requirements.

Figure 11.5 displays the proposed project as well as intersection and stopping sight distance measurements at the project driveways.

Gran Vista Multi-Family
Local Transportation A
nalysis
Figure 11.5
S
ight Distance at Project Driveways

Gran Vista Multi-Family
Local Transportation Analysis
Appendix A - Memorandum of Approach –
Gran Vista Multi-Family Project

3900 5th Avenue, Suite 310  San Diego, CA 92103  619-795-6086 www.CRAmobility.com
TO: Johanna Crooker, Forward Planning Manager; MLC Holdings, Inc.

FROM: Jonathan Sanchez, PE, TE, PTOE; CR Associates
DATE: January 19, 2022
RE: Gran Vista Multi-Family Project – Memorandum of Approach (MOA) This memorandum serves to document the assumptions that will be used to conduct a both a Tra
nsportation Impact Analysis (TIA) and a Local Transportation Analysis (LTA), for the Gran Vista Multi-Family project (the “Project”). The vehicle miles traveled (VMT) analysis and level of service (LOS) analyses will be conducted in accordance with the City of San Marcos Transportation Impact Analysis Guidelines, November 2020 (TIA Guidelines).

Project Description
The Gran Vista Multi-Family project (the “Proposed Project”) proposes to construct 120 multi-family dwelling units at the northwest corner of West Mission Road and North Las Posas Road, in the City of San Marcos. The Proposed Project will share two driveways with the adjacent CVS pharmacy with one located off North Las Posas Road and the other off West Mission Road. The access off North Las Posas Road is via a signalized intersection at North Las Posas Road / Palm Road (Driveway 1), while the access off West Mission Road is via a side-street (the CVS driveway) stop controlled intersection that does not allow left-turn out movement (Driveway 2). Figure 1 displays the Project’s regional location. Figure 2 displays the Project’s current site plan.

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, (3) High Quality Transit Area (HQTA) screening, (4) low VMT area screening.

The Proposed Project is within a High-Quality Transit Area, however, due to its inconsistency with the City’s current general plan, 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 recommendations, as needed.

·|}þ78
City of Vista
City of
Carlsbad
City of
Encinitas
City of
Escondido
City of
Escondido
County of
San Diego
County of
San Diego
County of
San Diego
County of
San Diego
County of
San Diego
City of
San Diego
City of
San Marcos
N
Figure 1
Project Regional Location
Gran Vista Multi-Family
Memorandum of Approach
0 21 Miles
Project Site
^

Gran Vista Multi-Family
Memorandum of Approach
Figure 2
Project Site Plan
W. Mission Rd
Las Posas Road Frontage/Paseos
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Parking
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ϮϬ'ƵĞƐƚ^ƉĂĐĞƐ;/ŶĐůƵĚĞƐϭƐƉĂĐĞͿ
ϮϲϰdŽƚĂů^ƉĂĐĞƐ;ŶŽƚŝŶĐůƵĚŝŶŐĞǆŝƐƟŶŐƐƉĂĐĞƐͿ
EŽƚĞƐ͗

1. WEƐϮϭϵͲϭϮϭͲϭϱΘϭϲ

2. ǆŝƐƟŶŐ'ĞŶĞƌĂůWůĂŶĞƐŝŐŶĂƟŽŶ͗ŽŵŵĞƌĐŝĂů

3. WƌŽƉŽƐĞĚ'ĞŶĞƌĂůWůĂŶĞƐŝŐŶĂƟŽŶ͗^ƉĞĐŝĮĐWůĂŶƌĞĂ;^WͿ

4. ǆŝƐƟŶŐŽŶŝŶŐĞƐŝŐŶĂƟŽŶ͗ŽŵŵĞƌĐŝĂů

5. WƌŽƉŽƐĞĚŽŶŝŶŐĞƐŝŐŶĂƟŽŶ͗^ƉĞĐŝĮĐWůĂŶƌĞĂ;^WͿ ^ĞĐŽŶĚĂƌǇŽŵŵƵŶŝƚǇ
ŶƚƌǇ
• DĂŝŶƚĂŝŶƐĞǆŝƐƟŶŐƐŝƚĞĂĐĐĞƐƐǁŝƚŚůĞŌͬƌŝŐŚƚŝŶĂŶĚ
ƌŝŐŚƚͲŽƵƚŽŶůǇƚƵƌŶŝŶŐŵŽǀĞŵĞŶƚƐ
•
ŶŚĂŶĐĞĚďǇĂĚũĂĐĞŶƚŽƉĞŶƐƉĂĐĞĂƌĞĂƐ͕ƐƉĞĐŝĂů
ƉĂǀŝŶŐĂŶĚůĂŶĚƐĐĂƉŝŶŐ
Community Garden
• ZĂŝƐĞĚƉůĂŶƚĞƌďĞĚƐǁŝƚŚĚĞĐŽŵƉƐĞĚŐƌĂŶŝƚĞ
ƉĂƚŚǁĂǇƐĞŶĐŽƵƌĂŐĞŚĞĂůƚŚǇĞĂƟŶŐĂŶĚǁĞůůŶĞƐƐ
•
ŶŚĂŶĐĞĚǁŝƚŚĂƉŽƫŶŐƚĂďůĞĂŶĚƐƚŽƌĂŐĞďĞŶĐŚĞƐ
dǇƉŝĐĂůdŽƚ>Žƚͬ
ǆĐĞƌĐŝƐĞ^ƚĂƟŽŶ
• dŽƚůŽƚƐǁŝƚŚƉůĂǇĞƋƵŝƉŵĞŶƚ;ƚŚƌĞĞĂƌĞĂƐƐŚŽǁŶŝŶƌĞĚͿƉƌŽǀŝĚĞĚ ƚŚƌŽƵŐŚŽƵƚƐŝƚĞĂƌĞĂĂƌĞůŽĐĂƚĞĚĂĚũĂĐĞŶƚƚŽďĂƌďĞĐƵĞƐĂŶĚŽƚŚĞƌ ĂŵĞŶŝƟĞƐƚŽĞŶĐŽƵƌĂŐĞĨĂŵŝůǇĂŶĚĐŽŵŵƵŶŝƚǇŐĂƚŚĞƌŝŶŐ
• KƵƚĚŽŽƌĞǆĐĞƌĐŝƐĞĞƋƵŝƉŵĞŶƚ;ƚŚƌĞĞĂƌĞĂƐƐŚŽǁŶŝŶďůƵĞͿƉƌŽǀŝĚĞƐĂŶ ĞǆĞƌĐŝƐĞůŽŽƉƚŚƌŽƵŐŚƚŚĞĐŽŵŵƵŶŝƚǇƚŽĞŶĐŽƵƌĂŐĞĂŶĚƐƵƉƉŽƌƚĮƚŶĞƐƐ Dog Park
• KīͲůĞĂƐŚ͕ĚŽŐĂƌĞĂĨŽƌƌĞƐŝĚĞŶƚƐƚŽ
ĞǆĐĞƌĐŝƐĞĂŶĚĞŶũŽǇƉĞƚƐ
• &ĞŶĐĞĚǁŝƚŚƚƵďůĂƌƐƚĞĞůĨĞŶĐŝŶŐƚŽ
ƉƌŽǀŝĚĞĂŶ͞ŽƉĞŶ͟ĂƉƉĞĂƌĂŶĐĞ
• ƌƟĮĐŝĂůƚƵƌĨƐƵƌĨĂĐĞĨŽƌĚƵƌĂďŝůŝƚǇ
ĂŶĚĞĂƐǇŵĂŝƚĞŶĂŶĐĞ
• ŽŐĐůĞĂŶͲƵƉƐƚĂƟŽŶ͕ĚŽƵďůĞ
ŐĂƚĞĚĞŶƚƌǇ͕ĂŶĚŽƚŚĞƌ
ĂŵĞŶŝƟĞƐ
dŚƌĞĞͲ^ƚŽƌǇdŽǁŶŚŽŵĞƐ
• &ŽƌͲƐĂůĞĂƩĂĐŚĞĚƚŽǁŶŚŽŵĞƐƉƌŽǀŝĚĞĂŶĞĸĐŝĞŶƚƵƐĞŽĨůĂŶĚĂŶĚĂŵŽƌĞĮŶĂŶĐŝĂůůǇ ĂƩĂŝŶĂďůĞŚŽƵƐŝŶŐƐŽůƵƟŽŶƚŚĂƚŝƐĐŽŵƉĂƟďůĞǁŝƚŚĂĚũĂĐĞŶƚƐŝŶŐůĞĨĂŵŝůǇƵƐĞƐ • >ŽĐĂƚĞĚŶĞĂƌ^WZ/Ed
ZůŝŐŚƚƌĂŝůůŝŶĞ;ŶĞĂƌĞƐƚƐƚŽƉŝƐϬ͘ϯϲŵŝůĞƐͿƚŽƐƵƉƉŽƌƚ ƚƌĂŶƐŝƚƵƐĞ͕ƉƌŽŵŽƚĞǁĂůŬĂďŝůƚǇ͕ĂŶĚƉŽƚĞŶƟĂůůǇƌĞĚƵĐĞsDdĂŶĚĞŵŝƐƐŝŽŶƐ • tŝƚŚŝŶŐǁĂůŬŝŶŐĚŝĐƚĂŶĐĞŽĨƌĞƚĂŝů͕ƉĂƌŬƐ͕ƐĐŚŽŽůƐĂŶĚŽƚŚĞƌĞǀĞƌǇĚĂǇƐĞƌǀŝĐĞƐ • /ŵƉůĞŵĞŶƚƐWŽůŝĐǇ>hͲϮ͘ϭŽĨƚŚĞϮϬϮϬůŝŵĂƚĞĐƟŽŶWůĂŶƚŽ͞WƌŽŵŽƚĞĐŽŵƉĂĐƚĚĞǀĞůŽƉŵĞŶƚƉĂƩĞƌŶƐ ƚŚĂƚƌĞĚƵĐĞĂŝƌƉŽůůƵƟŽŶĂŶĚĂƵƚŽŵŽďŝůĞĚĞƉĞŶĚĞŶĐĞĂŶĚĨĂĐŝůŝƚĂƚĞǁĂůŬŝŶŐ͕ďŝĐǇĐůŝŶŐ͕ĂŶĚƚƌĂŶƐŝƚƵƐĞ͟ ͘ dƵƌĨWůĂǇƌĞĂ
• KƉĞŶĂƌƟĮĐŝĂůƚƵƌĨƉůĂǇĂƌĞĂ
• ĂŶďĞƵƐĞĚĨŽƌďĂĚŵŝƩĞŶ͕ƉŝĐŬͲƵƉƐŽĐĐĞƌ͕ĂŶĚ
&ƌŝƐďĞĞĂŶĚŽƚŚĞƌŝŶĨŽƌŵĂůŐĂŵĞƐ
Neighborhood Edge
• ƵŝůĚŝŶŐƐŽƌŝĞŶƚĞĚƚŽŵŝŶŝŵŝǌĞǁŝŶĚŽǁƐ
• >ĂŶĚƐĐĂƉĞƉůĂŶƟŶŐĚĞƐŝŐŶĞĚƚŽƉƌŽǀŝĚĞĂĚĚŝƟŽŶĂů
ƐĐƌĞĞŶŝŶŐƚŽŵĂǆŝŵŝǌĞƉƌŝǀĂĐǇŽĨĞǆŝƐƟŶŐƐŝŶŐůĞͲĨĂŵŝůǇ ŚŽŵĞƐ
• hŶĚĞƌŐƌŽƵŶĚǀĂƵůƚƐƉƌŽǀŝĚĞƐƚŽƌŵǁĂƚĞƌƚƌĞĂƚŵĞŶƚ

Gran Vista Multi-Family Page 4
Memorandum of Approach
Local Transportation 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 LTA analysis will evaluate the following six (6) scenarios:

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

2. Near-Term 2024 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 2024. Ambient growth rates or addition of cumulative projects’ traffic will be used to develop the Opening Year 2024 Base Conditions.

3. Near-Term 2024 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
Project trip generation estimates were derived utilizing SANDAG’s (not so) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region (SANDAG, April 2002). Table 1 displays daily, as well as AM and PM peak hour project trip generation.

Table 1 Project Trip Generation
Land Use Units
Trip
Rate ADT
AM Peak Hour PM Peak Hour
% Trips Split In Out % Trips Split In Out
Multi-family 120 DU 8 / DU 960 8 77 2:8 15 62 10 96 7:3 67 29 Source: SANDAG (not so) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, April 2002 Note:

DU = Dwelling Unit
As shown in the table, the Project is anticipated to generate a total of 960 daily trips, including 77 (15-in / 62-out) trips during the AM peak hour and 96 trips (67-in / 29-out) during the PM peak hour.

Project Trip Distribution
The trip distribution for the Project was developed based on the geographical location of the Project, as well as the characteristics of the proposed and surrounding land uses. The project’s trip distribution patterns for the AM and PM peak hours are in Figure 3.

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 inFigure 4.

!
!
!
10 %
40%
30%
70%
20%
3 2
1 Gran Vista Multi-Family
Memorandum of Approach
Figure 3
Project Trip Distribution
W Mission Rd
N Las
Pos
as
Rd W Mission Rd
NLasPosasRd
Pacif
ic S
t
Pacifi
c St
Palm
Rd
Proje
ct
Dwy
Project
Dwy
Armorlite Dr
Pal
omar
Colleg
e Dwy
Project
Site
²
05 00250 Feet
·}78 Trip Distribution
! Study Intersection
Study Roadway
Project Site
#
XX%
70%
10%
70%
10%
20%
20% 40%
30%
30%40%

!
!
!
96 384
288
672
192
3 2
1 Gran Vista Multi-Family
Memorandum of Approach
Figure 4
Project Trip Assignment
W Mission Rd
N Las Posas Rd
W Mission Rd
NLasPosasRd
Pacific St
Pacific St
Palm
Rd
ProjectDwy
ProjectDwy
Armorlite Dr
Palomar
College Dwy
Project
Site
²
0 500250 Feet
·}78 Trip Assignment
! Study Intersection
Study Roadway
Project Site
#
XXX
5 / 26
5 / 21
19 / 924 / 11
6 / 3
2 / 7
10 / 47
43 / 20
3 / 13
13 / 6

Gran Vista Multi-Family Page 7
Memorandum of Approach
Project Study Area
The following roadway segments and intersections will be included within the project study area:

1. North Las Posas Road & Project Driveway/Palm Road

2. West Mission Road & Project Driveway

3. North Las Posas Road & West Mission Road
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.

!
!
!3
2 1
Gran Vista Multi-Family
Memorandum of Approach
Figure 5
Project Study Area
W Mission Rd
N Las Posas Rd
W Mission Rd
NLasPosasRd
Pacific St
Pacific St
Palm
Rd
ProjectDwy
ProjectDwy
Armorlite Dr
Palomar
College Dwy
Project
Site
²
0 500250 Feet
·}78
! Study Intersection
Study Roadway
Project Site
#

Gran Vista Multi-Family Page 9
Memorandum of Approach
Proposed Table of Contents
Executive Summary

1. Introduction

2. Project Setting

3. Analysis Methodology

4. VMT Analysis

5. LTA - Existing Conditions

6. LTA - Near-Term 2024 Base Conditions

7. LTA - Near-Term 2024 Base with Project Conditions

8. LTA - Horizon Year 2050 Base Conditions

9. LTA - Horizon Year 2050 Base with Project Conditions

10. Deficiencies & Mitigation Measures

11. Site Access & On-Site Circulation

Gran Vista Multi-Family
Local Transportation Analysis
Appendix B - Signal Timing Sheets

Page 1 of 11 ends

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

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

City of San Marcos
Las Posas @ Palm
Phase
Enable
Non Lock Detector
Min Vehicle Recall
Max Vehicle Recall
Ped Recall
0 0
0 0 5 0 5 0 5
0 15 0 32 0
1 2 4
6 4
2 Phase
1 7
8 SB Left
Phase
Min
Max
Ped
Phase Not On
Phase Not On
Green No Walk NB
None
WB
None
DescriptionStartup
Green No Walk
Phase Not On
Added Initial
Maximum Initial
Time B4 Reduction
Cars B4 Reduction
Time To Reduce
Reduce By
Minimum Gap
Advance Walk
Delayed Ped
SB
EB
All Red Flash Sns
5 MCE Enable
Free Sequence
Start Yel. Override
Start Red Override
1 NB Left
6 0 0
Disable
Phase Not On
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
0 3.0

0.0 0
Max Green 1
Yellow Change 3.6 3.6 3.6

2.0 2.0 1.0

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 4.8
No Startup Call

2.0 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
1Man. Control Seq.

Startup All Red 6
29 Intelight MAXTIME 2.X
Las Posas
Palm
Startup Flash
Controller Number
0 25
Phase 3
Software
Main Street
Side Street
IP Address
Min Green 2 0
Description
Walk
Ped Clear
Min Green
Passage 2
Extended Mode
0 0.0
0 3.0

0.0 0.0
0 0 0

3.6 4.8

0.0 1.0 2.0

0.0 0.0 0.0 0.0
7 10
Min Green 2

0.0 0 0

0.0 0 0 Red Rest
Ped Recycle0 0
5 6 7 8
0 0 0

0.0 0.0 0.0
0 0.00.00.0
0 0
0 3.0 4.0 3.0
00 10
0 9 9
0 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 4.0
NB
0 0
NB
Left SB EB WB SB
Left
150

0.0 0.0 0.0 0.0
All Dark Flash Sns Disable
0 0 0 0
15 40 25 6060

0.0 0.0

0.0 Red Revert
Backup Time
Disable
Enable

6.0 600
Printed on: 3/25/2021

Page 2 of 11 ends

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 SequenceRing 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 SequenceRing Sequence
1 2,1,a,3,4,b
2 5,6,a,8,7,b
3 4
Ring Sequence
1 a,3,4,b
2 5,6,a,7,8,b
Ring Sequence
1 a,3,4,b
2 5,6,a,7,8,b
Overlaps
Enabled
Description
3 4
3 3
4 3
4 3
4 1 a,3,4,b 1 2,1,a,3,4,b 1 1,2,a,4,3,b 1 2,1,a,4,3,b
Ring Sequence Ring Sequence Ring Sequence
3 Ring Sequence
5,6,a,7,8,b 2 5,6,a,7,8,b2 5,6,a,7,8,b 2
Ring SequenceRing Sequence Ring Sequence
2 5,6,a,8,7,b2 5,6,a,8,7,b
3 1 1,2,a,4,3,b 1 2,1,a,4,3,b1 1,2,a,3,4,b1 2,1,a,4,3,b Printed on: 3/25/2021

Page 3 of 11 ends

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 Phase
1 1 1
Serve Phase
1 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 Phase
1 1 1
Serve Phase
1 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 Phase
1 1 1
Serve Phase
1 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

Page 4 of 11 ends

Detector Configuration
Vehicle Detectors Pedestrian Detectors
Global Vehicle Detector Parameters
Global Ped Detector Parameters
Vehicle Detection Options
Detector Reset Enable Enabled
20 20
Addtnl
Call PH
No Act
Max
Pres
4 None
None
None
None
None
None
None
None
Erratic
Count
2Call PH
Call O/L
Failed
Recall
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
20 Max Recall
5None
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 XX 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
------- -------
------- -------
20 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
18 19 20 2111 12 13 14 15 16 1710
.
. . .
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 XX 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 XX X
. .
.
.
.

X
.

X
. . .
. . .
. . .

Max
Pres.

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

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

Printed on: 3/25/2021

Page 5 of 11 ends

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
Auto Permissive
Auto Permissive
Auto Permissive
Auto Permissive
Patt. Cycle Offset 1 Split Seq Reference FO Mode
Fixed
Fixed
1 Fixed
Fixed
Fixed
FixedYellow
1 1
Max Inhibit
.
.

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

TimePH. FO Mode
1 Max Inhibit
Min Max
1 1
1 1 1 1
Fixed None
Fixed None
. . Fixed None
Fixed None
7 . Fixed None
Fixed None
.
4 . .
6 . .
8 5
.
.
. .
.
.

Yellow
6 Yellow
YellowCoord
Phase
1 . None 1. Fixed
Min Cyc Limit % 25
Split Parameters
Max Dwell
Trans. Cover Ped
0 Pattern
.
.
.
.
3 . None 3 .
.

PH. Max Mode PH. MinTime
Coord
Phase
Ref
PhaseFO Mode
2 . None 2Fixed
None
None
None
None
.

Fixed None
FO Mode Mode
Fixed
Coord
6 5 . None 5
4 . None 4
Fixed.

Fixed None.
.
. None 6
Time MaxMin
.

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

Fixed None
.

Yellow
Yellow
.
.

Max Cyc Limit %
Fixed
Fixed
Fixed
Fixed
Fixed
Phase
.
.

Operational Mode
Coord Mode
Maximum Mode
Force Mode
Correction Mode
2 Manual Free
Full Permissive
Per Pattern
4 Per Pattern
Shortway (Auto)
25 5
1 3
1 1
1 1 1
.
.

Fixed None
. Fixed None
. Fixed None
Ref
Phase
.

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

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

Printed on: 3/25/2021

Page 6 of 11 ends

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
PhasePH. Time Min Max 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
PhasePH. Time Min Max FO Mode Mode FO Mode Mode
Phase
Ref
. .
. .
.
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

Page 7 of 11 ends

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 Action Command Index Action Command IndexIndex Action Command Index Month of Year Days of Week Days of Month

T W T F SJ F M A M J J A S O N D
0 0
4 Pattern
Pattern 1
Description Day Plan 0
S M
0 0
Pattern 33
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
16 NoneNone
0 0
8 119 0
7 7
0 9
10 0
00 0
17 None
18 None
0 0
16 5 0
6 0 0
10 0
0 4
0 0 0
0 0
0 0
0 0
8 0
Day Plans
HR MIN
.
4 8
Description
0 0
0 0
0 0
Status Disabled
Status Disabled
HR
0 0
0 MIN ACT
Status Disabled
. . . . ..

Event
1 2
3 0
1 DescriptionACT
3 2
Event
.

S
X
Description Weekday
. .
0 0
0 0
0 01
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
0 09 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

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

TM
Description Day Plan 2

S FTWO N D
Printed on: 3/25/2021

Page 8 of 11 ends

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
Exit Type0

25.5 0

0.0 255
0 Disabled
0 Disabled Disabled
0 0
0 25.5

25.5 25.5
1 .
.
.
.
32 .
.
.
.
.
.
.
.
. .
.
.
.
.
.

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 0 0 0 0
7 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 7 7 7
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 3 4 5 6
Disabled Enabled Enabled Enabled Enabled
Rail Road Emergency Veh Emergency Veh Emergency Veh Emergency Veh 5 4,7 6 3,8
5 4,8 6 4,8
Printed on: 3/25/2021

Page 9 of 11 ends

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
4014
22 Not Active
C11-25
4 42
43 44
45 5C1-76
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
Not ActiveVehicle Det Call
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
C1-68Vehicle Det Call
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
C1 PinIdx
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
..

XX
Type
4 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
Input
33 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
IdxInput Type
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
24 114
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
16 Not Active
14 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
13 7,8,16
7,8,14,16
15 Printed on: 3/25/2021

Page 10 of 11 ends

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
1 Output 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

Page 11 of 11 ends

User Programs
Program 1
Enabled
None 0.0 0.040 None 0 None None
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
None 0.0 0.03 None 0 None None
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
None 0.0 0.02 None
Printed on: 3/25/2021

Page 1 of 11 ends

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

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

City of San Marcos
Mission @ Las Posas
Phase
Enable
Non Lock Detector
Min Vehicle Recall
Max Vehicle Recall
Ped Recall
0 0
10 0 4 0 4 0 4
0 34 0 29 0
1 2 4
6 4
2 Phase
1 7
8 EB Left
Phase
Min
Max
Ped
Green No Walk
Phase Not On
Phase Not On WB
Green No Walk
SB
Phase Not On
Description
SB Left
Startup
Phase Not On
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
NB Left
All Red Flash Sns
5 MCE Enable
Free Sequence
Start Yel. Override
Start Red Override
1 NB
WB Left
6 0 0
Disable
Phase Not On
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
25 3.6

1.5 0
Max Green 1
Yellow Change 3.6 4.8 4.3

1.5 2.0 1.8

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 4.3
No Startup Call

1.8 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
1Man. Control Seq.

Startup All Red 6
5005
Intelight MAXTIME 2.X
Mission
Las Posas
Startup Flash
Controller Number
0 30
Phase 3
Software
Main Street
Side Street
IP Address
Min Green 2 0
Description
SB
Left
Walk
Ped Clear
Min Green
Passage 2
Extended Mode
10 4.0
40 4.8

2.0 0.0
0 0 0

4.3 4.8

0.0 2.0 1.5

0.0 0.0 0.0 0.0
10 10
Min Green 2

0.0 0 0

0.0 0 0 Red Rest
Ped Recycle0 0
5 6 7 8
0 0 0

0.0 0.0 0.0
0 0.00.00.0
0 0
0 3.0 3.0 3.0
00 10
0 10 10
4 Auto Flash Entry
Auto Flash Exit
Max Green 2 0 0 0 0 0 0 0 0
Steady Don't Walk 0 0 0
10 4.0 2.0 4.0
WB
0 0
NB WB
Left EB NB
Left SB EB
Left
3429

0.0 0.0 0.0 0.0
All Dark Flash Sns Disable
0 0 0 0
25 40 20 4535

2.0 0.0

0.0 Red Revert
Backup Time
Disable
Enable

6.0 600
Printed on: 3/25/2021

Page 2 of 11 ends

0.0 0.0 0.0 0.0 0.0
. . . . .
. . . . .
1,2,4,5,6 3,4,7,8 1,5
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
1,2,4,5,6 3,4,7,8 1,5
6 Enabled Enabled Enabled Enabled Disabled
Ph 3 Ph 1,5 Ph 4,5 RT
Normal Normal Normal Normal Off
3 1,5 5 2,3,4,6,7,8
2 3 4 5
Call for Svc
1 Enabled
Ph 8
Normal
8 1,2,5,6,7
1,2,5,6,7
0 0.0

0.0 0
0 0.0
.
.
.

Startup Call
Recall
4 4
3 2,1,a,4,3,b
Ring SequenceRing 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 9,c
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 SequenceRing Sequence
1 2,1,a,3,4,b
2 5,6,a,8,7,b
3 4
Ring Sequence
1 1,2,a,3,4,b
2 5,6,a,7,8,b
Ring Sequence
1 1,2,a,3,4,b
2 5,6,a,7,8,b
Overlaps
Enabled
Description
3 4
3 3
4 3
4 3
4 1 1,2,a,3,4,b 1 2,1,a,3,4,b 1 1,2,a,4,3,b 1 2,1,a,4,3,b Ring Sequence Ring Sequence Ring Sequence
3 9,c
Ring Sequence
5,6,a,7,8,b 2 5,6,a,7,8,b2 5,6,a,7,8,b 2
Ring SequenceRing Sequence Ring Sequence
2 5,6,a,8,7,b2 5,6,a,8,7,b
3 1 1,2,a,4,3,b 1 2,1,a,4,3,b1 1,2,a,3,4,b1 2,1,a,4,3,b Printed on: 3/25/2021

Page 3 of 11 ends

Page 4 of 11 ends

I-1
Added Initial . . . . . . .

J-9L
6 6
6 8
8 8
8 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
18 19 20 2111 12 13 14 15 16 1710
X
. . .
1 2 3 4 5
.

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

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

X X
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 XX 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 XX X
. .
.
.
.

X
.

X
. . .
. . .
. . .

Max
Pres.

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

Printed on: 3/25/2021

Page 5 of 11 ends

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
Auto Permissive
Auto Permissive
Auto Permissive
Auto Permissive
Patt. Cycle Offset 1 Split Seq Reference FO Mode
Float
Float
1 Fixed
Fixed
Fixed
FloatYellow
1 1
Max Inhibit
.
.23
37 OL
Pln
1 1
1 1
1 1 1 1
Phs Det Ped
1 1 1
1 Pln Pln PlnMax Mode
Max Inhibit
Max Inhibit
Max Inhibit
Max Inhibit
1 4
1 Fixed None
23 37
1Fixed None
FO Mode Mode
7 PH. Time Min Max
2 1 1
FO Mode
Fixed
Fixed
1 .

X Coord
Phase
Fixed None .

Time
20 30
PH. FO Mode
1 Max Inhibit
Min Max
1 1
1 1 1 1
Fixed None
Fixed None
. . Fixed None
Fixed None
7 . Fixed None
Fixed None
.
4 . .
6 . .
8 5
.
.
. .
.

X 29
Yellow
6 Yellow
YellowCoord
Phase
1 . None 1 16.18 Fixed
Min Cyc Limit % 30
Split Parameters
Max Dwell
Trans. Cover Ped
0 Pattern
.
.
.
.
3 . None 3 .
.

PH. Max Mode PH. MinTime
Coord
Phase
Ref
PhaseFO Mode
282 . None 2Fixed
None
None
None
None
.

Fixed None
FO Mode Mode
Fixed
Coord
6 28
19 35
185 . None 5
4 . None 4
Fixed.

Fixed None.
.

X None 6
1 1
Time MaxMin
.

Fixed
Fixed
Fixed
Fixed
Phase
Ref
Phase
.

X
..

X
.
.

Fixed None
35 .

Yellow
Yellow
X
16 X
2 109 3
Max Cyc Limit %
Fixed
Fixed
Fixed
Fixed
Fixed
Phase
1 1
.
.
29 21
Operational Mode
Coord Mode
Maximum Mode
Force Mode
Correction Mode
2 100 38
Automatic
Full Permissive
Per Pattern
4 Per Pattern
Shortway (Auto)
30 5
1 3 110
100 25 1 1
1 1 1
.
.

Fixed None
. Fixed None
. Fixed None
Ref
Phase
.

Fixed None .
.
3 Ref
X
.21
34 .
5 8
6 20
30 34
Fixed None
2 PH. Time Min Max FO Mode Mode
Phase
Ref
Phase
8 7 . None 7
X
1 . . Fixed None
Coord
Phase
Ref
Phase
19 . None 8
2 . . Fixed None
3 . . Fixed None
4 . . Fixed None
Fixed None
6 . . Fixed None
7 . . Fixed None
8 . . Fixed None
CoordPH. Time Min Max
1 .
2 .
3 .
5 . .
4 6
5 .
.

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

Printed on: 3/25/2021

Page 6 of 11 ends

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
.

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

Page 7 of 11 ends

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

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 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 Action Command Index Action Command IndexIndex Action Command Index Month of Year Days of Week Days of Month

T W T F SJ F M A M J J A S O N D
0 0
4 Pattern
Pattern 1
Description Day Plan 3
S M
0 0
Pattern 33
4 Pattern 4
0 Special Functions
Event HR MIN ACT Description
Actions
X
Aux
Pattern 2
Action
1 2
X X X
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
16 NoneNone
0 0
8 119 0
7 7
0 9
10 0
3014
20 17 None
18 None
0 0
16 5 0
6 0 0
10 0 64
30 1
4 0 0 0
0 0
0 0
0 0
8 0
Day Plans
HR MIN
X
4 8
Description
0 0
3 0 64
0 0
0 Status Enabled
Status Enabled
HR
0 6
9 MIN ACT
Status Enabled

X X X X XX
Event
1 2
3 30 2
2 64
1 DescriptionACT
64 3
2 Event
X
S
X
Description
X X
9 0
20 0
0 01
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

X X X X X
10 5
6 7
10 9
6 7
0 0
0 09 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

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

TM
Description Day Plan 2

S FTWO N D
Printed on: 3/25/2021

Page 8 of 11 ends

X
.
.
.
.
.
.
.
.
.
.
5 .

X
.
.
.
.
.

X
.
.
.
.
.
.
..
4 .

X
.
.
.
.
.
.
.
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
Exit Type0

25.5 0

0.0 120
0 Disabled
0 Disabled Disabled
0 0
0 25.5

25.5 25.5
1 .

X
.
.
32 .

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

25.5 Terminate

0.0 0.0 0.0 0.0
0 120 120 120
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 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
. .

Preempt
Non Lock Mem
Not Overide Flash
Not Overide Next Preempt
Flash Dwell
1 Enabled
Rail Road
BBS Flash
0 0
0 0
First Phase SkippedExit 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 27 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 3 4 5 6
Enabled Enabled Enabled Enabled Enabled
Rail Road Emergency Veh Emergency Veh Emergency Veh Emergency Veh RR Preempt
2,5
2,5 4,7 1,6 3,8
1,4,7,8,9
1,2,4,5,7
2,6 4,8 2,6 4,8
1,5 1,5
4,8,9
1,3,5
Printed on: 3/25/2021

Page 9 of 11 ends

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
4014
22 Not Active
C11-25
4 42
43 44
45 5C1-76
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
Not ActiveVehicle Det Call
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
C1-68Vehicle Det Call
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
C1 PinIdx
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 5
5 6
7 8
Control Type
Phase Vehicle
Phase Vehicle
Overlap
Phase Vehicle
Vehicle Det Call
Phase Ped
Phase Ped
Phase Ped
12 .X
14 IO Module
1 X
1 2 3 4
..

XX
Type
4 6
5 6 7 8
Phase Vehicle
Phase Vehicle
Phase Vehicle
Overlap
Control Type
Overlap
None
Overlap
Overlap
Phase Ped
Source
3 4
1 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
2 4
5 6
Caltrans 332
X
....

X X
15 .

9..
.

X
8 9 10 11 15 16
. . . . . . .

X . .
13 14
14 15
16 ..X 10
11 12
13 .X ....X..

Concurrency Mode
Auto
Concurrency
5,6,8,9,11,15
5,6,8,9,11,13,15,17
13 7,8,12,14,16,17
8,9,11,13
8,9,13,15,17
Printed on: 3/25/2021

Page 10 of 11 ends

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 Green Walk Driver
Not Active
Channel Red Do Not Walk Driver
Not Active
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
11 17
17 10
10 10
9 9
C1-88
C1-89
C11-7
3 13
13 17
3 18
11 1
14 C1-101
C1-102
34 C1-36
37 C1-100
38 42
36 C1-84
9 12
12 12
11 11
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
1 Output 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
17 Output
33 C1-35
Printed on: 3/25/2021

Page 11 of 11 ends

User Programs
Program 1 RR Exit Logic
Enabled
None 0.0 0.040 None 0 None None
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
Global Variable 112 0.0 2.0 RR2 Exiting and Queue Det 2,5 On 23 None 0 None None
22 Preempt Input 13 Result=(A AND B) Global Variable 132 129 Global Variable 112 0.0 2.0 RR2 Exiting and Queue Det 4,7 On Global Variable 112 0.0 2.0 RR2 Exiting and Queue Det 1,6 On 21 Preempt Input 12 Result=(A AND B) Global Variable
20 Preempt Input 11 Result=(A AND B) Global Variable 126 123 Global Variable 112 0.0 2.0 RR2 Exiting and Queue Det 3,8 On Number 8 0.0 1.0 RR2 Interval Is Exiting
19 Preempt Input 10 Result=(A AND B) Global Variable
18 Global Variable 112 Result=(A == B) Preempt Interval 2 130 Global Variable 131 0.0 0.0 Det 2,5 Latch
None 0.0 0.0 Det 2,5 Off
17 Global Variable 132 Result=Latch(A, B) Global Variable 16 Global Variable 131 Result=!A Vehicle Detector Input None 5.0 0.0 Det 2,5 On
Global Variable 128 0.0 0.0 Det 4,7 Latch
15 Global Variable 130 Result=A Vehicle Detector Input
14 Global Variable 129 Result=Latch(A, B) Global Variable 127 None 0.0 0.0 Det 4,7 Off
None 5.0 0.0 Det 4,7 On
13 Global Variable 128 Result=!A Vehicle Detector Input 12 Global Variable 127 Result=A Vehicle Detector Input
124 Global Variable 125 0.0 0.0 Det 1,6 Latch
None 0.0 0.0 Det 1,6 Off
11 Global Variable 126 Result=Latch(A, B) Global Variable 10 Global Variable 125 Result=!A Vehicle Detector Input 18 18 None 5.0 0.0 Det 1,6 On
Global Variable 122 0.0 0.0 Det 3,8 Latch
9 Global Variable 124 Result=A Vehicle Detector Input
8 Global Variable 123 Result=Latch(A, B) Global Variable 121 27 None 0.0 0.0 Det 3,8 Off
0 None 5.0 0.0 Det 3,8 On
7 Global Variable 122 Result=!A Vehicle Detector Input
6 Global Variable 121 Result=A Vehicle Detector Input 27 None 0.0 0.0
None 0.0 0.0 Place P9 Ped Call
5 None 0 None None
4 Ped Detector Call 9 Result=!A Global Variable 101
1 Phase On 5 0.0 0.0 Phase 1 or 5 On3 Global Variable 101 Result=(A OR B) Phase On 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
None 0.0 0.02 None
Printed on: 3/25/2021
Gran Vista Multi-Family
Local Transportation Analysis
Appendix C - Crosswalk Discussion

3900 5th Avenue, Suite 310  San Diego, CA 92103  619-795-6086 www.CRAmobility.com
September 22, 2022
Johanna Crooker, Director of Entitlements
MLC Holdings, Inc.
5 Peters Canyon Road, Suite 310
Irvine, CA 92606
Re: Meritage Gran Vista TIS – City of San Marcos Staff Review (2nd submittal) Dear Johanna,
Based on the comments provided by City of San Marcos staff on the 2nd submittal of the Meritage Gran Vista Project, the implementation of a crosswalk is being requested at the south leg of the intersection of North Las Posas Road and Palm Road/Project Driveway. However, due to factors listed below, a crosswalk at this location is not anticipated to be needed or deemed appropriate.  The existing crosswalk at the north leg of the intersection provides the same crossing opportunity to access destination points located to the north or east of the project such as Palomar Elementary School, Palomar College, the Palomar College Transit Station. Providing a pedestrian crosswalk at the south leg does not reduce travel time (walking) to any of the destinations previously mentioned.

Page 2 ends

 Most of the anticipated pedestrians utilizing the requested south leg crosswalk would be coming from the Gran Vista Project. However, pedestrians are more likely to walk along the sidewalk on the west side of North Las Posas Road and head south to the intersection with West Mission Road and cross there. This is because the west side of North Las Posas Road has a more comfortable pedestrian environment as there are no driveways and wayfinding signage is present. See Figure 1 below.

Figure 1 – West side of North Las Posas Road (looking south)  Implementation of a crosswalk at the south leg would require providing a pedestrian phase at the existing traffic signal. The existing traffic signal has a “split phasing” configuration, and the eastbound movement (Phase 5/Project Driveway) has a minimum split of 14.6 seconds.

With the implementation of the requested crosswalk at the south leg, a pedestrian phase would have to be provided at the eastbound movement (Phase 5/Project Driveway) which would extend the split phase to 44 seconds and is deemed excessive for the amount of traffic coming out of the Gran Vista Project and existing CVS pharmacy. SeeFigure 2 and Figure 3 below.
 Implementation of a crosswalk at the south leg would require shifting the existing limit line to the south, as well as modifications to the raised median, which would reduce the length of the existing left turn lane pocket providing access to the project site.

Wayfinding
sign

Page 3 ends

 Implementation of a pedestrian crosswalk at the south leg would be paired with the eastbound movement (Phase 5/Project Driveway), which would introduce more conflict between the vehicles coming out of the driveway and the pedestrians crossing the south leg.

It is a safer alternative for pedestrians to cross North Las Posas Road by utilizing the existing north leg crosswalk as there is less conflict potential due to lower volumes coming out of Palm Road.

Figure 2 – Existing Traffic
Figure 3 – Horizon Year 2050 with Project Conditions
Recommendation
Based on the discussion above, a crosswalk is not recommended to be implemented at the south leg of the intersection of North Las Posas Road and Palm Road/Project Driveway. Instead, appropriate signage and guard rail barricade shall be installed to inform pedestrians that there is no crosswalk at

Page 4 ends

the south leg. Additionally, it is recommended that a continental crosswalk is striped, to the satisfaction of the City Traffic Engineer, at the north leg of the intersection of North Las Posas Road and West Mission Road.

Please feel free to contact me with any questions and/or comments.

Sincerely,
Jonathan Sanchez, PE, TE, PTOE
CA TE: 2957
CRA

Gran Vista Multi-Family
Local Transportation Analysis
Appendix D - Existing Traffic Counts and Count
Validation

Count Comparison
AM % diff.

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Total 50.44% 29 406 390 151 666 35 177 529 72 338 379 135 3307
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Total
101 854 584 82 531 89 201 771 88 342 416 107 4166
PM % diff.

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Total 35.98% 35 146 72 42 428 44 46 152 51 289 298 36 1639
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Total
108 567 367 68 319 58 145 456 91 172 260 56 2667
2020 N Las Posas Road & W Mission Road AM Peak Hour
2020 N Las Posas Road & W Mission Road PM Peak Hour
2021 N Las Posas Road & W Mission Road AM Peak Hour
2021 N Las Posas Road & W Mission Road PM Peak Hour
2021 ITM Counts
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Total PHF 5 210 10 4 498 36 10 2 10 19 1 1 806 0.884
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Total PHF 11 750 16 0 429 44 64 4 35 10 1 4 1368 0.969
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Total PHF 0 0 0 0 0 33 14 263 0 0 389 2 701 0.942
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Total PHF 0 0 0 0 0 53 74 705 0 0 447 29 1308 0.991
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Total PHF 35 146 72 42 428 44 46 152 51 289 298 36 1639 0.955
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Total PHF 108 567 367 68 319 58 145 456 91 172 260 56 2667 0.966
Project Driveway & West Mission Road AM Peak Hour
Project Driveway & West Mission Road PM Peak Hour
N Las Posas Road & W Mission Road AM Peak Hour
N Las Posas Road & W Mission Road PM Peak Hour
N Las Posas Road & Palm Road / Project Driveway AM Peak Hour N Las Posas Road & Palm Road / Project Driveway PM Peak Hour ITM AM Adjustment
Percent Growth
INTID NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Total 50.44% 1 5 210 10 4 498 36 10 2 10 19 1 1 806
2 0 0 0 0 0 33 14 263 0 0 389 2 701
3 35 146 72 42 428 44 46 152 51 289 298 36 1639
INTID NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Total 1 0.62% 26.05% 1.24% 0.50% 61.79% 4.47% 1.24% 0.25% 1.24% 2.36% 0.12% 0.12% 806 2 0.00% 0.00% 0.00% 0.00% 0.00% 4.71% 2.00% 37.52% 0.00% 0.00% 55.49% 0.29% 701 3 2.14% 8.91% 4.39% 2.56% 26.11% 2.68% 2.81% 9.27% 3.11% 17.63% 18.18% 2.20% 1639 INTID NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Total 1 8 316 15 6 749 54 15 3 15 29 2 2 1212.5
2 0 0 0 0 0 33 14 263 0 0 389 2 701.0
3 35 146 72 42 428 44 46 152 51 289 298 36 1639.0
2021 AM Count
2021 AM Count % per Movement
2021 AM Count Adjusted (Unbalanced)
ITM PM Adjustment
Percent Growth
INTID NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Total 35.98% 1 11 750 16 0 429 44 64 4 35 10 1 4 1368
2 0 0 0 0 0 53 74 705 0 0 447 29 1308
3 108 567 367 68 319 58 145 456 91 172 260 56 2667
INTID NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Total 1 0.80% 54.82% 1.17% 0.00% 31.36% 3.22% 4.68% 0.29% 2.56% 0.73% 0.07% 0.29% 1368 2 0.00% 0.00% 0.00% 0.00% 0.00% 4.05% 5.66% 53.90% 0.00% 0.00% 34.17% 2.22% 1308 3 4.05% 21.26% 13.76% 2.55% 11.96% 2.17% 5.44% 17.10% 3.41% 6.45% 9.75% 2.10% 2667 INTID NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Total 1 15 1020 22 0 583 60 87 5 48 14 1 5 1860.2
2 0 0 0 0 0 53 74 705 0 0 447 29 1308.0
3 108 567 367 68 319 58 145 456 91 172 260 56 2667.0
2021 PM Count
2021 PM Count % per Movement
2021 PM Count Adjusted (Unbalanced)
ADT Adjustment
2020 ADT Vol W Mission Road, East of Las Posas Road % diff 17,843 30.90%
2021 ADT Vol W Mission Road, East of Las Posas Road
12,329
2021 Las Posas Road, From W Mission to Palm
13,653
2021 Las Posas Road, from W Mission to Palm w/ growth Analysis ADT 17,872 17,900
2021 Las Posas Road, South of W Mission Road
16,838
2021 Las Posas Road, South of W Mission Road w/growth Analysis ADT 22,041 22,000
2021 W Mission Road, West of Las Posas
11,263
2021 W Mission Road, West of Las Posas w/ growth Analysis ADT (from 2019) 14,744 17,800 Used 2020 counts for
analysis for this segment.
2021 W Mission Road, East of Las Posas
12,329
2021 W Mission Road, East of Las Posas w/ growth Analysis ADT (from 2019) 16,139 17,800 Used 2020 counts for
analysis for this segment.

ADT Comparison

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC
DATE: LOCATION: SAN MARCOS PROJECT #: ETD21-0618-01
6/15/21 NORTH & SOUTH: N LAS POSAS LOCATION #: 1
TUESDAY EAST & WEST: PALM / EAST DWY CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND U-TURNS

N LAS POSAS N LAS POSAS PALM / EAST DWY PALM / EAST DWY

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 2 21 3 1 135 8 0 0 1 6 0 1 178 1 1
7:15 AM 0 41 1 0 122 4 5 0 2 5 0 0 180 3 3
7:30 AM 0 46 0 0 150 8 2 0 5 2 0 1 214 4 1 5
7:45 AM 3 54 3 1 127 16 1 1 3 4 0 0 213 2 2
8:00 AM 0 54 3 1 110 8 3 1 4 5 0 1 190 3 1 4
8:15 AM 1 43 2 0 114 8 2 0 1 3 1 0 175 2 2
8:30 AM 1 59 2 2 147 4 4 0 2 7 0 0 228 1 1
8:45 AM 3 57 2 3 102 7 4 0 6 6 0 1 191 2 2
VOLUMES 10 375 16 8 1,007 63 21 2 24 38 1 4 1,569 18 2 0 0 20 APPROACH % 2% 94% 4% 1% 93% 6% 45% 4% 51% 88% 2% 9%
APP/DEPART 401 / 400 1,078 / 1,069 47 / 26 43 / 74 0

BEGIN PEAK HR
VOLUMES 5 210 10 4 498 36 10 2 10 19 1 1 806
APPROACH % 2% 93% 4% 1% 93% 7% 45% 9% 45% 90% 5% 5%
PEAK HR FACTOR 0.907 0.879 0.688 0.750 0.884
APP/DEPART 225 / 221 538 / 527 22 / 16 21 / 42 0
4:00 PM 7 160 3 2 77 6 9 0 10 0 0 1 275 5 5
4:15 PM 5 173 3 0 89 9 12 0 6 3 0 0 300 6 6
4:30 PM 8 162 5 0 107 7 21 2 10 2 0 0 324 1 1
4:45 PM 1 199 3 0 106 12 17 1 5 0 1 1 346 2 2
5:00 PM 3 192 4 0 104 14 17 0 13 5 0 1 353 2 2
5:15 PM 4 178 1 0 112 9 21 2 7 3 0 0 337 4 4
5:30 PM 3 181 8 0 107 9 9 1 10 2 0 2 332 2 2
5:45 PM 3 165 6 0 105 9 17 0 7 3 0 0 315 4 4
VOLUMES 34 1,410 33 2 807 75 123 6 68 18 1 5 2,582 26 0 0 0 26 APPROACH % 2% 95% 2% 0% 91% 8% 62% 3% 35% 75% 4% 21%
APP/DEPART 1,477 / 1,538 884 / 893 197 / 41 24 / 110 0

BEGIN PEAK HR
VOLUMES 11 750 16 0 429 44 64 4 35 10 1 4 1,368
APPROACH % 1% 97% 2% 0% 91% 9% 62% 4% 34% 67% 7% 27%
PEAK HR FACTOR 0.957 0.977 0.858 0.625 0.969
APP/DEPART 777 / 818 473 / 474 103 / 20 15 / 56 0

N LAS POSAS

NORTH SIDE

PALM / EAST DWY WEST SIDE EAST SIDE PALM / EAST DWY

SOUTH SIDE

N LAS POSAS

PEDESTRIAN CROSSINGS PEDESTRIAN ACTIVATIONS BICYCLE CROSSINGS

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 3 1 4 0 0
7:15 AM 4 1 5 0 0
7:30 AM 1 2 1 4 0 0
7:45 AM 2 2 0 0
8:00 AM 1 1 0 0
8:15 AM 1 1 2 4 0 1 1
8:30 AM 1 3 4 0 2 1 3
8:45 AM 1 1 2 0 0
TOTAL 3 0 16 7 26 0 0 0 0 0 0 0 3 1 4
4:00 PM 1 1 0 0
4:15 PM 1 1 0 2 2
4:30 PM 1 1 0 0
4:45 PM 1 1 2 0 1 1
5:00 PM 2 2 0 2 2
5:15 PM 0 0 1 1
5:30 PM 2 1 2 5 0 2 2
5:45 PM 4 1 5 0 1 1
TOTAL 7 0 6 4 17 0 0 0 0 0 0 0 8 1 9

INCLUDES BIKE & PED
PM
7:45 AM
4:45 PM

AM AMPM
TUESDAY - JUNE 15, 2021 AREA: SAN MARCOS PROJECT:

N LAS POSAS - W MISSION TO PALM

AM NB SB EB WB PM NB SB EB WB
00:00 14 5 12:00 107 92
00:15 9 9 12:15 112 115
00:30 6 6 12:30 95 114
00:45 7 36 3 23 59 12:45 105 419 98 419 838
01:00 9 3 13:00 105 89
01:15 5 4 13:15 100 109
01:30 7 2 13:30 88 105
01:45 6 27 5 14 41 13:45 126 419 88 391 810
02:00 4 2 14:00 110 93
02:15 1 3 14:15 128 97
02:30 4 2 14:30 106 115
02:45 1 10 2 9 19 14:45 135 479 91 396 875
03:00 3 4 15:00 145 90
03:15 1 6 15:15 133 110
03:30 5 6 15:30 130 104
03:45 3 12 6 22 34 15:45 121 529 89 393 922
04:00 0 4 16:00 164 90
04:15 2 10 16:15 188 99
04:30 4 21 16:30 161 120
04:45 6 12 23 58 70 16:45 191 704 112 421 1125
05:00 6 33 17:00 187 119
05:15 6 42 17:15 184 122
05:30 12 57 17:30 183 123
05:45 16 40 72 204 244 17:45 181 735 113 477 1212
06:00 29 72 18:00 179 104
06:15 21 80 18:15 174 105
06:30 21 93 18:30 138 102
06:45 33 104 119 364 468 18:45 137 628 82 393 1021
07:00 31 145 19:00 129 109
07:15 45 124 19:15 123 75
07:30 56 166 19:30 99 74
07:45 61 193 139 574 767 19:45 94 445 81 339 784
08:00 60 125 20:00 124 63
08:15 49 121 20:15 90 72
08:30 64 153 20:30 89 49
08:45 64 237 115 514 751 20:45 97 400 43 227 627
09:00 64 119 21:00 76 58
09:15 65 100 21:15 68 48
09:30 80 116 21:30 66 41
09:45 71 280 112 447 727 21:45 66 276 29 176 452
10:00 69 91 22:00 53 22
10:15 75 87 22:15 45 21
10:30 63 103 22:30 31 17
10:45 87 294 100 381 675 22:45 30 159 25 85 244
11:00 68 97 23:00 32 9
11:15 91 102 23:15 24 13
11:30 94 108 23:30 25 9
11:45 99 352 98 405 757 23:45 12 93 7 38 131
Total Vol. 1597 3015 4612 5286 3755 9041
NB SB EB WB Combined
6883 6770 13653
Split % 34.6% 65.4% 33.8% 58.5% 41.5% 66.2%
Peak Hour 11:45 07:00 11:45 16:45 17:00 16:45
Volume 413 574 832 745 477 1221
P.H.F. 0.92 0.86 0.92 0.98 0.97 1.00
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC
PMAM
Daily Totals
ETD21-0618-0

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC
DATE: LOCATION: SAN MARCOS PROJECT #: ETD21-0618-01
6/15/21 NORTH & SOUTH: SOUTH DWY LOCATION #: 2
TUESDAY EAST & WEST: W MISSION CONTROL: NONE
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND U-TURNS

SOUTH DWY SOUTH DWY W MISSION W MISSION

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 1 50 75 2 136 0
7:15 AM 6 5 63 60 2 136 0
7:30 AM 9 5 45 67 3 129 0
7:45 AM 14 3 70 80 0 167 0
8:00 AM 7 4 68 106 0 185 0
8:15 AM 8 1 61 91 2 163 0
8:30 AM 4 6 64 112 0 186 0
8:45 AM 6 6 59 76 3 150 0
VOLUMES 0 0 0 0 0 62 31 480 0 0 667 12 1,252 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 100% 6% 94% 0% 0% 98% 2%
APP/DEPART 0 / 43 62 / 0 511 / 480 679 / 729 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 33 14 263 0 0 389 2 701
APPROACH % 0% 0% 0% 0% 0% 100% 5% 95% 0% 0% 99% 1%
PEAK HR FACTOR 0.000 0.589 0.949 0.873 0.942
APP/DEPART 0 / 16 33 / 0 277 / 263 391 / 422 0
4:00 PM 9 11 160 107 3 290 1 1
4:15 PM 8 9 163 96 5 281 0
4:30 PM 11 20 165 114 12 322 0
4:45 PM 12 16 173 123 6 330 0
5:00 PM 16 17 197 95 4 329 0
5:15 PM 14 21 170 115 7 327 0
5:30 PM 11 8 164 118 4 305 0
5:45 PM 9 14 129 94 9 255 0
VOLUMES 0 0 0 0 0 90 116 1,321 0 0 862 50 2,439 0 0 1 0 1 APPROACH % 0% 0% 0% 0% 0% 100% 8% 92% 0% 0% 95% 5%
APP/DEPART 0 / 166 90 / 0 1,437 / 1,321 912 / 952 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 53 74 705 0 0 447 29 1,308
APPROACH % 0% 0% 0% 0% 0% 100% 9% 91% 0% 0% 94% 6%
PEAK HR FACTOR 0.000 0.828 0.910 0.922 0.991
APP/DEPART 0 / 103 53 / 0 779 / 705 476 / 500 0

SOUTH DWY

NORTH SIDE

W MISSION WEST SIDE EAST SIDE W MISSION

SOUTH SIDE

SOUTH DWY

PEDESTRIAN CROSSINGS PEDESTRIAN ACTIVATIONS BICYCLE CROSSINGS

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 1 1
7:15 AM 1 1 0 1 2 3
7:30 AM 2 2 0 1 3 4
7:45 AM 0 0 3 3
8:00 AM 2 2 0 1 1
8:15 AM 0 0 5 5
8:30 AM 0 0 1 1
8:45 AM 0 0 2 2
TOTAL 6 0 0 0 6 0 0 0 0 0 3 17 0 0 20
4:00 PM 1 1 0 1 1
4:15 PM 1 1 0 1 1
4:30 PM 1 1 0 1 1 2
4:45 PM 0 0 1 1
5:00 PM 0 0 1 1
5:15 PM 1 1 0 2 2
5:30 PM 0 0 1 2 3
5:45 PM 0 0 1 1 2
TOTAL 4 0 0 0 4 0 0 0 0 0 5 8 0 0 13

INCLUDES BIKE & PED
PM
7:45 AM
4:30 PM

AM AMPM
DATE: LOCATION: SAN MARCOS PROJECT #: ETD21-0618-01
6/15/21 NORTH & SOUTH: N LAS POSAS LOCATION #: 3
TUESDAY EAST & WEST: W MISSION RD 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 24 5 6 133 15 7 29 10 44 53 1 332 0
7:15 AM 6 25 10 4 102 8 6 43 15 45 44 4 312 0
7:30 AM 4 30 17 9 139 13 5 29 10 74 60 7 397 0
7:45 AM 4 41 20 11 118 11 13 30 15 56 62 8 389 0
8:00 AM 6 34 14 13 93 14 11 53 10 69 85 9 411 0
8:15 AM 6 33 21 12 95 11 7 38 16 85 71 10 405 0
8:30 AM 12 36 24 11 128 15 16 26 17 57 82 5 429 0
8:45 AM 11 43 13 6 112 4 12 35 8 78 60 12 394 0
VOLUMES 54 266 124 72 920 91 77 283 101 508 517 56 3,069 0 0 0 0 0 APPROACH % 12% 60% 28% 7% 85% 8% 17% 61% 22% 47% 48% 5% APP/DEPART 444 / 399 1,083 / 1,529 461 / 479 1,081 / 662 0

BEGIN PEAK HR
VOLUMES 35 146 72 42 428 44 46 152 51 289 298 36 1,639
APPROACH % 14% 58% 28% 8% 83% 9% 18% 61% 20% 46% 48% 6% PEAK HR FACTOR 0.878 0.834 0.841 0.938 0.955
APP/DEPART 253 / 228 514 / 768 249 / 266 623 / 377 0
4:00 PM 24 133 59 11 67 9 27 118 17 40 74 15 594 0
4:15 PM 21 133 83 12 76 11 40 96 11 57 61 13 614 1 1
4:30 PM 18 135 81 11 96 11 24 115 15 44 86 12 648 0
4:45 PM 34 130 91 16 81 13 44 109 14 53 69 15 669 0
5:00 PM 22 147 95 17 85 14 40 124 34 37 62 13 690 0
5:15 PM 24 141 91 20 78 15 30 103 23 41 63 16 645 0
5:30 PM 28 149 90 15 75 16 31 120 20 41 66 12 663 0
5:45 PM 27 137 69 15 93 22 30 83 17 29 53 13 588 0
VOLUMES 198 1,105 659 117 651 111 266 868 151 342 534 109 5,111 0 0 1 0 1 APPROACH % 10% 56% 34% 13% 74% 13% 21% 68% 12% 35% 54% 11% APP/DEPART 1,962 / 1,480 879 / 1,144 1,285 / 1,644 985 / 843 0

BEGIN PEAK HR
VOLUMES 108 567 367 68 319 58 145 456 91 172 260 56 2,667 APPROACH % 10% 54% 35% 15% 72% 13% 21% 66% 13% 35% 53% 11% PEAK HR FACTOR 0.976 0.959 0.874 0.891 0.966
APP/DEPART 1,042 / 768 445 / 582 692 / 891 488 / 426 0

N LAS POSAS

NORTH SIDE

W MISSION RD WEST SIDE EAST SIDE W MISSION RD

SOUTH SIDE

N LAS POSAS

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 1 1 4 0 3 3
7:15 AM 1 1 1 3 0 1 2 3
7:30 AM 1 1 2 0 2 1 3
7:45 AM 1 1 0 3 3
8:00 AM 2 2 0 1 1
8:15 AM 1 1 0 2 1 3
8:30 AM 1 1 0 2 2
8:45 AM 0 0 0
TOTAL 2 3 4 5 14 0 0 0 0 0 2 14 1 1 18
4:00 PM 1 1 0 1 1
4:15 PM 0 0 2 2
4:30 PM 1 1 2 4 0 1 1
4:45 PM 1 2 1 1 5 0 0
5:00 PM 2 2 4 8 0 2 1 3
5:15 PM 1 3 2 6 0 1 1
5:30 PM 1 1 0 1 1
5:45 PM 3 1 1 5 0 1 1 1 3
TOTAL 10 9 10 1 30 0 0 0 0 0 2 8 1 1 12

BICYCLE CROSSINGS

AMPM AM
8:00 AM
PM
4:45 PM

PEDESTRIAN CROSSINGS PEDESTRIAN ACTIVATIONS

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

INCLUDES BIKE & PED

U-TURNS

N LAS POSAS N LAS POSAS W MISSION RD W MISSION RD
TUESDAY - JUNE 15, 2021 AREA: SAN MARCOS PROJECT:

W MISSION - WEST OF N LAS POSAS

AM NB SB EB WB PM NB SB EB WB
00:00 3 5 12:00 106 68
00:15 7 9 12:15 87 75
00:30 4 10 12:30 71 67
00:45 5 19 2 26 45 12:45 85 349 65 275 624
01:00 5 4 13:00 76 63
01:15 3 3 13:15 95 73
01:30 5 3 13:30 84 63
01:45 4 17 2 12 29 13:45 97 352 64 263 615
02:00 2 1 14:00 90 71
02:15 0 3 14:15 95 88
02:30 3 1 14:30 137 66
02:45 5 10 4 9 19 14:45 146 468 96 321 789
03:00 5 4 15:00 163 76
03:15 6 3 15:15 160 84
03:30 11 5 15:30 186 109
03:45 2 24 4 16 40 15:45 164 673 98 367 1040
04:00 5 2 16:00 173 115
04:15 2 5 16:15 166 112
04:30 9 8 16:30 183 120
04:45 21 37 7 22 59 16:45 185 707 128 475 1182
05:00 10 13 17:00 210 102
05:15 18 23 17:15 185 127
05:30 27 37 17:30 173 123
05:45 44 99 54 127 226 17:45 151 719 107 459 1178
06:00 37 40 18:00 148 100
06:15 40 57 18:15 108 73
06:30 38 48 18:30 82 56
06:45 58 173 91 236 409 18:45 85 423 84 313 736
07:00 50 79 19:00 70 62
07:15 69 62 19:15 77 43
07:30 50 79 19:30 64 60
07:45 71 240 95 315 555 19:45 64 275 53 218 493
08:00 73 118 20:00 67 65
08:15 62 98 20:15 65 66
08:30 69 110 20:30 56 48
08:45 61 265 84 410 675 20:45 57 245 44 223 468
09:00 50 73 21:00 49 42
09:15 58 86 21:15 44 25
09:30 64 57 21:30 29 41
09:45 57 229 57 273 502 21:45 43 165 18 126 291
10:00 64 52 22:00 30 31
10:15 67 58 22:15 28 26
10:30 53 52 22:30 23 18
10:45 62 246 57 219 465 22:45 19 100 21 96 196
11:00 58 63 23:00 18 10
11:15 69 77 23:15 20 13
11:30 64 66 23:30 18 10
11:45 69 260 59 265 525 23:45 10 66 3 36 102
Total Vol. 1619 1930 3549 4542 3172 7714
NB SB EB WB Combined
6161 5102 11263
Split % 45.6% 54.4% 31.5% 58.9% 41.1% 68.5%
Peak Hour 11:45 07:45 07:45 16:30 16:45 16:30
Volume 333 421 696 763 480 1240
P.H.F. 0.79 0.89 0.91 0.91 0.94 0.99
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC
PMAM
Daily Totals
ETD21-0618-01
TUESDAY - JUNE 15, 202`1 AREA: SAN MARCOS PROJECT:

W MISSION - EAST OF N LAS POSAS

AM NB SB EB WB PM NB SB EB WB
00:00 5 3 12:00 103 90
00:15 7 8 12:15 87 89
00:30 5 8 12:30 86 79
00:45 5 22 2 21 43 12:45 82 358 83 341 699
01:00 4 5 13:00 81 75
01:15 3 1 13:15 86 79
01:30 0 4 13:30 91 74
01:45 4 11 3 13 24 13:45 81 339 76 304 643
02:00 2 1 14:00 79 69
02:15 1 2 14:15 82 90
02:30 3 1 14:30 131 67
02:45 1 7 4 8 15 14:45 144 436 77 303 739
03:00 1 4 15:00 175 100
03:15 3 5 15:15 167 117
03:30 3 6 15:30 241 100
03:45 5 12 6 21 33 15:45 195 778 108 425 1203
04:00 5 3 16:00 189 127
04:15 3 7 16:15 194 149
04:30 7 10 16:30 204 141
04:45 12 27 15 35 62 16:45 214 801 150 567 1368
05:00 8 17 17:00 220 115
05:15 17 25 17:15 208 144
05:30 22 53 17:30 225 121
05:45 30 77 68 163 240 17:45 163 816 100 480 1296
06:00 31 54 18:00 130 99
06:15 38 79 18:15 111 95
06:30 39 89 18:30 86 69
06:45 64 172 125 347 519 18:45 75 402 61 324 726
07:00 43 93 19:00 71 66
07:15 60 92 19:15 69 43
07:30 55 136 19:30 69 57
07:45 65 223 135 456 679 19:45 59 268 54 220 488
08:00 81 170 20:00 58 54
08:15 78 191 20:15 53 44
08:30 64 132 20:30 50 56
08:45 57 280 146 639 919 20:45 52 213 46 200 413
09:00 61 112 21:00 45 34
09:15 56 77 21:15 49 34
09:30 66 86 21:30 28 33
09:45 66 249 76 351 600 21:45 31 153 17 118 271
10:00 48 70 22:00 29 29
10:15 51 72 22:15 29 19
10:30 70 71 22:30 19 10
10:45 53 222 71 284 506 22:45 24 101 9 67 168
11:00 54 53 23:00 16 17
11:15 56 93 23:15 13 12
11:30 81 77 23:30 16 14
11:45 84 275 65 288 563 23:45 16 61 8 51 112
Total Vol. 1577 2626 4203 4726 3400 8126
NB SB EB WB Combined
6303 6026 12329
Split % 37.5% 62.5% 34.1% 58.2% 41.8% 65.9%
Peak Hour 11:45 08:00 08:00 16:45 16:00 16:45
Volume 360 639 919 867 567 1397
P.H.F. 0.87 0.84 0.85 0.96 0.95 0.96
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC
PMAM
Daily Totals
ETD21-0618-01
TUESDAY - JUNE 15, 2021 AREA: SAN MARCOS PROJECT:

ADT05 - N LAS POSAS - SOUTH OF W MISSION

AM NB SB EB WB PM NB SB EB WB
00:00 16 6 12:00 118 129
00:15 13 8 12:15 139 150
00:30 9 9 12:30 134 115
00:45 13 51 4 27 78 12:45 122 513 141 535 1048
01:00 9 5 13:00 131 115
01:15 7 5 13:15 120 134
01:30 6 6 13:30 106 124
01:45 8 30 7 23 53 13:45 127 484 116 489 973
02:00 5 4 14:00 135 115
02:15 2 1 14:15 125 128
02:30 5 4 14:30 149 153
02:45 1 13 5 14 27 14:45 170 579 107 503 1082
03:00 2 8 15:00 192 139
03:15 1 9 15:15 165 142
03:30 5 15 15:30 197 124
03:45 4 12 6 38 50 15:45 179 733 127 532 1265
04:00 2 6 16:00 199 123
04:15 4 13 16:15 231 133
04:30 4 25 16:30 222 163
04:45 8 18 37 81 99 16:45 248 900 134 553 1453
05:00 5 37 17:00 248 168
05:15 10 49 17:15 234 162
05:30 10 68 17:30 254 130
05:45 19 44 86 240 284 17:45 199 935 132 592 1527
06:00 23 88 18:00 194 131
06:15 22 98 18:15 182 118
06:30 32 132 18:30 151 126
06:45 50 127 158 476 603 18:45 166 693 101 476 1169
07:00 35 174 19:00 136 122
07:15 45 155 19:15 131 88
07:30 65 216 19:30 133 83
07:45 60 205 174 719 924 19:45 106 506 94 387 893
08:00 57 175 20:00 119 72
08:15 63 185 20:15 95 83
08:30 73 202 20:30 90 46
08:45 74 267 193 755 1022 20:45 109 413 60 261 674
09:00 83 136 21:00 83 49
09:15 97 129 21:15 71 59
09:30 92 146 21:30 75 41
09:45 84 356 134 545 901 21:45 57 286 36 185 471
10:00 71 112 22:00 60 24
10:15 90 127 22:15 54 24
10:30 90 133 22:30 46 22
10:45 86 337 115 487 824 22:45 37 197 22 92 289
11:00 88 121 23:00 35 21
11:15 118 137 23:15 18 12
11:30 123 126 23:30 26 14
11:45 133 462 127 511 973 23:45 19 98 11 58 156
Total Vol. 1922 3916 5838 6337 4663 11000
NB SB EB WB Combined
8259 8579 16838
Split % 32.9% 67.1% 34.7% 57.6% 42.4% 65.3%
Peak Hour 11:45 08:00 11:30 16:45 16:30 16:30
Volume 524 755 1045 984 627 1579
P.H.F. 0.94 0.93 0.90 0.97 0.93 0.95
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC
PMAM
Daily Totals
ETD21-0618-01
Day: City: San Marcos
Date: Project #: CA20_4063_006e
Time # 1 # 2 # 3 # 4 # 5 # 6 # 7 # 8 # 9 # 10 # 11 # 12 # 13 Total 00:00 AM 0 9 0 0 0 0 0 0 0 0 0 0 0 9
00:15 0 5 0 0 0 0 0 0 0 0 0 0 0 5
00:30 0 3 0 0 0 0 0 0 0 0 0 0 0 3
00:45 0 2 0 0 0 0 0 0 0 0 0 0 0 2
01:00 0 4 1 0 0 0 0 0 0 0 0 0 0 5
01:15 0 4 0 0 0 0 0 0 0 0 0 0 0 4
01:30 0 1 2 0 0 0 0 0 0 0 0 0 0 3
01:45 0 2 0 0 0 0 0 0 0 0 0 0 0 2
02:00 0 4 0 0 0 0 0 0 0 0 0 0 0 4
02:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:30 0 1 0 0 0 0 0 0 0 0 0 0 0 1
02:45 0 2 0 0 0 0 0 0 0 0 0 0 0 2
03:00 0 1 0 0 0 0 0 0 0 0 0 0 0 1
03:15 0 2 0 0 0 0 0 0 0 0 0 0 0 2
03:30 0 1 1 0 0 0 0 0 0 0 0 0 0 2
03:45 0 3 1 0 0 0 0 0 0 0 0 0 0 4
04:00 0 1 1 0 0 0 0 0 0 0 0 0 0 2
04:15 0 4 1 0 0 0 0 0 0 0 0 0 0 5
04:30 0 9 1 0 0 0 0 0 0 0 0 0 0 10
04:45 0 2 2 1 0 0 0 0 0 0 0 0 0 5
05:00 0 8 2 0 0 0 0 0 0 0 0 0 0 10
05:15 0 8 1 0 0 0 0 0 0 0 0 0 0 9
05:30 0 23 3 1 1 0 0 0 0 0 0 0 0 28
05:45 0 30 1 0 0 1 0 0 0 0 0 0 0 32
06:00 0 17 6 1 0 2 0 0 0 0 0 0 0 26
06:15 0 41 7 0 1 0 0 0 0 0 0 0 0 49
06:30 0 58 4 1 2 0 0 0 0 0 0 0 0 65
06:45 0 88 9 1 1 0 0 0 0 0 0 0 0 99
07:00 0 124 13 1 2 0 0 0 0 0 0 0 0 140
07:15 0 154 19 0 2 0 0 0 0 0 0 0 0 175
07:30 0 221 29 2 3 0 0 1 0 0 0 0 0 256
07:45 0 124 19 1 4 0 0 0 0 0 0 0 0 148
08:00 0 72 21 1 4 0 0 0 0 0 0 0 0 98
08:15 0 89 15 2 0 0 0 0 0 0 0 0 0 106
08:30 0 88 19 0 2 1 0 0 0 0 0 0 0 110
08:45 0 70 13 1 2 0 0 0 0 0 0 0 0 86
09:00 0 74 10 4 4 0 0 0 0 0 0 0 0 92
09:15 0 60 10 0 4 0 0 0 0 0 0 0 0 74
09:30 0 65 15 1 1 0 0 0 0 0 0 0 0 82
09:45 1 69 14 0 2 0 0 0 0 0 0 0 0 86
10:00 1 60 5 2 1 2 0 0 0 0 0 0 0 71
10:15 0 58 7 1 2 1 0 0 0 0 0 0 0 69
10:30 0 60 9 2 1 0 0 0 0 0 0 0 0 72
10:45 1 101 9 0 3 1 0 0 0 0 0 0 0 115
11:00 0 120 16 1 3 0 0 0 0 0 0 0 0 140
11:15 2 97 7 0 3 0 0 0 0 0 0 0 0 109
11:30 1 80 8 1 1 0 0 0 0 0 0 0 0 91
11:45 1 95 4 0 2 1 0 0 0 0 0 0 0 103
12:00 PM 3 95 15 1 3 0 0 0 0 0 0 0 0 117
12:15 1 79 14 0 0 0 0 0 0 0 0 0 0 94
12:30 1 110 19 1 1 0 0 2 0 0 0 0 0 134
12:45 0 124 10 0 1 0 0 0 0 0 0 0 0 135
13:00 2 90 13 1 3 0 0 0 0 0 0 0 0 109
13:15 1 95 9 0 2 0 0 0 0 0 0 0 0 107
13:30 2 109 12 2 4 0 0 0 0 0 0 0 0 129
13:45 1 96 14 0 3 1 0 0 0 0 0 0 0 115
14:00 0 160 27 1 6 1 0 0 0 0 0 0 0 195
14:15 3 186 20 0 5 1 0 0 0 0 0 0 0 215
14:30 2 179 29 1 2 1 0 0 0 0 0 0 0 214
14:45 0 197 31 0 6 1 0 0 0 0 0 0 0 235
15:00 1 184 20 1 3 0 0 0 0 0 0 0 0 209
15:15 1 233 26 1 7 0 0 0 0 0 0 0 0 268
15:30 0 247 26 3 5 0 0 0 0 0 0 0 0 281
15:45 0 283 33 1 4 1 0 0 0 0 0 0 0 322
16:00 0 270 33 1 7 0 0 0 0 0 0 0 0 311
16:15 0 285 33 0 11 0 0 2 0 0 0 0 0 331
16:30 2 266 32 1 2 0 0 0 0 0 0 0 0 303
16:45 1 295 34 0 3 0 0 0 0 0 0 0 0 333
17:00 1 303 37 1 3 0 0 0 0 0 0 0 0 345
17:15 0 315 32 0 6 0 0 0 0 0 0 0 0 353
17:30 1 284 32 1 8 0 0 0 0 0 0 0 0 326
17:45 0 238 30 1 1 0 0 0 0 0 0 0 0 270
18:00 0 209 30 1 3 0 0 0 0 0 0 0 0 243
18:15 0 122 18 0 1 0 0 0 0 0 0 0 0 141
18:30 1 110 12 1 3 0 0 0 0 0 0 0 0 127
18:45 0 95 13 0 2 0 0 0 0 0 0 0 0 110
19:00 0 95 8 1 1 0 0 0 0 0 0 0 0 105
19:15 1 85 8 0 2 0 0 0 0 0 0 0 0 96
19:30 0 67 6 1 0 0 0 0 0 0 0 0 0 74
19:45 0 51 10 0 2 0 0 0 0 0 0 0 0 63
20:00 0 51 5 0 3 0 0 0 0 0 0 0 0 59
20:15 0 65 6 0 0 0 0 0 0 0 0 0 0 71
20:30 0 69 9 1 0 0 0 0 0 0 0 0 0 79
20:45 0 63 7 0 1 0 0 0 0 0 0 0 0 71
21:00 0 49 5 2 1 0 0 0 0 0 0 0 0 57
21:15 0 62 6 1 0 0 0 0 0 0 0 0 0 69
21:30 0 42 8 0 0 0 0 0 0 0 0 0 0 50
21:45 0 42 3 0 0 0 0 0 0 0 0 0 0 45
22:00 0 26 4 0 2 0 0 0 0 0 0 0 0 32
22:15 0 23 3 0 1 0 0 0 0 0 0 0 0 27
22:30 0 9 0 1 0 0 0 0 0 0 0 0 0 10
22:45 0 12 2 0 0 0 0 0 0 0 0 0 0 14
23:00 0 10 2 0 0 0 0 0 0 0 0 0 0 12
23:15 0 16 2 0 0 0 0 0 0 0 0 0 0 18
23:30 0 10 0 1 0 0 0 0 0 0 0 0 0 11
23:45 0 8 1 0 0 0 0 0 0 0 0 0 0 9
32 8328 1054 53 169 15 5 9656
0% 86% 11% 1% 2% 0% 0% 100%
7 2214 305 25 51 9 0 1 0 0 0 0 0 2612
0% 23% 3% 0% 1% 0% 0% 27%
25 6114 749 28 118 6 0 4 0 0 0 0 0 7044
0% 63% 8% 0% 1% 0% 0% 73%
AM 7-9 NOON 12-2 PM 4-6 Off Peak Volumes
Volume % Volume % Volume % Volume %
1119 12% 940 10% 2572 27% 5025 52%
1 Motorcycles 4 Buses 7 > =4-Axle Single Units 10 >=6-Axle Single Trailers 13 >=7-Axle Multi-Trailers 2 Passenger Cars 5 2-Axle, 6-Tire Single Units 8 <=4-Axle Single Trailers 11 <=5-Axle Multi-Trailers 3 2-Axle, 4-Tire Single Units 6 3-Axle Single Units 9 5-Axle Single Trailers 12 6-Axle Multi-Trailers Prepared by National Data & Surveying Services

CLASSIFICATION
W Mission Rd Bet. Palomar College & Comet Cir East
3/3/2020
East Bound
Volume
All Classes
Totals
% of Totals
Classification Definitions
Tuesday
AM Volumes
% AM
AM Peak Hour
Volume
PM Volumes
% PM
PM Peak Hour
Directional Peak Periods
Day: City: San Marcos
Date: Project #: CA20_4063_006w
Time # 1 # 2 # 3 # 4 # 5 # 6 # 7 # 8 # 9 # 10 # 11 # 12 # 13 Total 00:00 AM 0 3 0 0 0 0 0 0 0 0 0 0 0 3
00:15 0 5 0 0 0 0 0 0 0 0 0 0 0 5
00:30 0 3 0 0 0 0 0 0 0 0 0 0 0 3
00:45 0 2 0 0 0 0 0 0 0 0 0 0 0 2
01:00 0 3 0 0 0 0 0 0 0 0 0 0 0 3
01:15 0 2 0 0 0 0 0 0 0 0 0 0 0 2
01:30 0 1 0 0 0 0 0 0 0 0 0 0 0 1
01:45 0 3 0 0 0 0 0 0 0 0 0 0 0 3
02:00 0 1 1 0 0 0 0 0 0 0 0 0 0 2
02:15 0 2 0 0 0 0 0 0 0 0 0 0 0 2
02:30 0 1 0 0 0 0 0 0 0 0 0 0 0 1
02:45 0 2 0 0 0 0 0 0 0 0 0 0 0 2
03:00 0 3 0 0 0 0 0 0 0 0 0 0 0 3
03:15 0 2 0 0 0 0 0 0 0 0 0 0 0 2
03:30 1 5 0 0 0 0 0 0 0 0 0 0 0 6
03:45 0 4 0 0 0 0 0 0 0 0 0 0 0 4
04:00 0 3 1 0 0 0 0 0 0 0 0 0 0 4
04:15 0 2 0 1 0 0 0 0 0 0 0 0 0 3
04:30 0 14 1 0 0 0 0 0 0 0 0 0 0 15
04:45 0 19 2 1 0 0 0 0 0 0 0 0 0 22
05:00 0 14 1 0 0 0 0 0 0 0 0 0 0 15
05:15 0 29 5 1 0 0 0 0 0 0 0 0 0 35
05:30 0 51 7 0 0 0 0 0 0 0 0 0 0 58
05:45 0 42 6 1 0 0 0 0 0 0 0 0 0 49
06:00 1 43 5 0 0 0 0 0 0 0 0 0 0 49
06:15 0 53 8 1 1 0 0 0 0 0 0 0 0 63
06:30 0 77 15 1 4 0 0 0 0 0 0 0 0 97
06:45 0 133 18 1 2 0 0 0 0 0 0 0 0 154
07:00 0 114 15 0 3 0 0 0 0 0 0 0 0 132
07:15 1 174 23 0 2 0 0 0 0 0 0 0 0 200
07:30 1 202 22 2 1 0 0 0 0 0 0 0 0 228
07:45 3 241 28 1 3 0 0 1 0 0 0 0 0 277
08:00 0 169 24 0 1 0 0 0 0 0 0 0 0 194
08:15 2 143 21 1 2 0 0 0 0 0 0 0 0 169
08:30 1 142 11 0 3 0 0 0 0 0 0 0 0 157
08:45 0 109 10 1 2 0 0 0 0 0 0 0 0 122
09:00 0 105 12 0 4 1 0 0 0 0 0 0 0 122
09:15 0 114 14 2 2 0 0 0 0 0 0 0 0 132
09:30 2 77 13 1 1 0 0 0 0 0 0 0 0 94
09:45 1 84 6 0 2 0 0 0 0 0 0 0 0 93
10:00 0 76 10 1 1 0 0 0 0 0 0 0 0 88
10:15 0 89 11 1 2 0 0 0 0 0 0 0 0 103
10:30 0 85 9 0 0 0 0 0 0 0 0 0 0 94
10:45 0 70 11 2 1 2 0 0 0 0 0 0 0 86
11:00 2 97 10 0 1 0 0 0 0 0 0 0 0 110
11:15 0 91 11 1 4 0 0 0 0 0 0 0 0 107
11:30 0 83 12 0 3 1 0 0 0 0 0 0 0 99
11:45 0 74 7 1 2 0 0 0 0 0 0 0 0 84
12:00 PM 0 93 13 0 0 0 0 0 0 0 0 0 0 106
12:15 1 88 6 0 2 0 0 0 0 0 0 0 0 97
12:30 2 115 20 0 1 0 0 0 0 0 0 0 0 138
12:45 1 89 8 1 2 1 0 0 0 0 0 0 0 102
13:00 0 75 10 0 1 0 0 0 0 0 0 0 0 86
13:15 0 86 9 0 1 0 0 0 0 0 0 0 0 96
13:30 0 65 7 1 0 0 0 0 0 0 0 0 0 73
13:45 1 93 14 1 1 0 0 0 0 0 0 0 0 110
14:00 1 84 11 0 3 0 0 0 0 0 0 0 0 99
14:15 0 132 12 0 2 0 0 0 0 0 0 0 0 146
14:30 1 188 22 2 5 0 0 0 0 0 0 0 0 218
14:45 0 123 19 1 4 0 0 0 0 0 0 0 0 147
15:00 0 126 12 0 3 0 0 0 0 0 0 0 0 141
15:15 0 119 14 2 2 0 0 0 0 0 0 0 0 137
15:30 1 164 27 1 3 0 0 0 0 0 0 0 0 196
15:45 1 125 20 1 5 0 0 0 0 0 0 0 0 152
16:00 0 149 20 1 1 0 0 0 0 0 0 0 0 171
16:15 3 182 23 1 2 0 0 0 0 0 0 0 0 211
16:30 2 159 19 0 1 1 0 1 0 0 0 0 0 183
16:45 1 179 25 0 0 0 0 0 0 0 0 0 0 205
17:00 0 166 23 2 5 0 0 0 0 0 0 0 0 196
17:15 2 188 20 0 2 0 0 0 0 0 0 0 0 212
17:30 1 185 18 1 2 0 0 0 0 0 0 0 0 207
17:45 0 160 16 2 0 0 0 0 0 0 0 0 0 178
18:00 0 127 15 0 2 0 0 0 0 0 0 0 0 144
18:15 2 116 13 2 1 0 0 0 0 0 0 0 0 134
18:30 0 117 15 1 1 0 0 0 0 0 0 0 0 134
18:45 0 83 9 0 2 0 0 0 0 0 0 0 0 94
19:00 0 86 13 1 1 0 0 0 0 0 0 0 0 101
19:15 0 78 5 2 0 0 0 0 0 0 0 0 0 85
19:30 0 50 7 0 0 0 0 0 0 0 0 0 0 57
19:45 0 49 8 0 0 0 0 0 0 0 0 0 0 57
20:00 0 53 6 1 0 0 0 0 0 0 0 0 0 60
20:15 0 38 8 1 0 0 0 0 0 0 0 0 0 47
20:30 0 35 7 0 0 0 0 0 0 0 0 0 0 42
20:45 0 42 4 0 1 0 0 0 0 0 0 0 0 47
21:00 0 40 3 0 0 0 0 0 0 0 0 0 0 43
21:15 0 53 6 1 0 0 0 0 0 0 0 0 0 60
21:30 0 33 4 0 0 0 0 0 0 0 0 0 0 37
21:45 0 24 3 0 0 0 0 0 0 0 0 0 0 27
22:00 0 19 2 0 0 0 0 0 0 0 0 0 0 21
22:15 0 15 4 1 0 0 0 0 0 0 0 0 0 20
22:30 0 11 2 0 1 0 0 0 0 0 0 0 0 14
22:45 0 13 1 0 0 0 0 0 0 0 0 0 0 14
23:00 0 7 3 0 0 0 0 0 0 0 0 0 0 10
23:15 0 12 1 0 0 0 0 0 0 0 0 0 0 13
23:30 0 10 2 0 0 0 0 0 0 0 0 0 0 12
23:45 0 7 0 0 1 0 0 0 0 0 0 0 0 8
35 7112 879 48 105 6 2 8187
0% 87% 11% 1% 1% 0% 0% 100%
15 2861 350 21 47 4 0 1 0 0 0 0 0 3299
0% 35% 4% 0% 1% 0% 0% 40%

20 4251 529 27 58 2 0 1 0 0 0 0 0 4888
0% 52% 6% 0% 1% 0% 0% 60%

AM 7-9 NOON 12-2 PM 4-6 Off Peak Volumes
Volume % Volume % Volume % Volume %
1479 18% 808 10% 1563 19% 4337 53%
1 Motorcycles 4 Buses 7 > =4-Axle Single Units 10 >=6-Axle Single Trailers 13 >=7-Axle Multi-Trailers 2 Passenger Cars 5 2-Axle, 6-Tire Single Units 8 <=4-Axle Single Trailers 11 <=5-Axle Multi-Trailers 3 2-Axle, 4-Tire Single Units 6 3-Axle Single Units 9 5-Axle Single Trailers 12 6-Axle Multi-Trailers Prepared by National Data & Surveying Services

CLASSIFICATION
W Mission Rd Bet. Palomar College & Comet Cir East
3/3/2020
West Bound
Totals
Volume
% of Totals
Tuesday
AM Volumes
% AM
Directional Peak Periods
All Classes
Classification Definitions
AM Peak Hour
Volume
PM Volumes
% PM
PM Peak Hour
Day: City: San Marcos
Date: Project #: CA20_4063_006
Time # 1 # 2 # 3 # 4 # 5 # 6 # 7 # 8 # 9 # 10 # 11 # 12 # 13 Total 00:00 AM 0 12 0 0 0 0 0 0 0 0 0 0 0 12
00:15 0 10 0 0 0 0 0 0 0 0 0 0 0 10
00:30 0 6 0 0 0 0 0 0 0 0 0 0 0 6
00:45 0 4 0 0 0 0 0 0 0 0 0 0 0 4
01:00 0 7 1 0 0 0 0 0 0 0 0 0 0 8
01:15 0 6 0 0 0 0 0 0 0 0 0 0 0 6
01:30 0 2 2 0 0 0 0 0 0 0 0 0 0 4
01:45 0 5 0 0 0 0 0 0 0 0 0 0 0 5
02:00 0 5 1 0 0 0 0 0 0 0 0 0 0 6
02:15 0 2 0 0 0 0 0 0 0 0 0 0 0 2
02:30 0 2 0 0 0 0 0 0 0 0 0 0 0 2
02:45 0 4 0 0 0 0 0 0 0 0 0 0 0 4
03:00 0 4 0 0 0 0 0 0 0 0 0 0 0 4
03:15 0 4 0 0 0 0 0 0 0 0 0 0 0 4
03:30 1 6 1 0 0 0 0 0 0 0 0 0 0 8
03:45 0 7 1 0 0 0 0 0 0 0 0 0 0 8
04:00 0 4 2 0 0 0 0 0 0 0 0 0 0 6
04:15 0 6 1 1 0 0 0 0 0 0 0 0 0 8
04:30 0 23 2 0 0 0 0 0 0 0 0 0 0 25
04:45 0 21 4 2 0 0 0 0 0 0 0 0 0 27
05:00 0 22 3 0 0 0 0 0 0 0 0 0 0 25
05:15 0 37 6 1 0 0 0 0 0 0 0 0 0 44
05:30 0 74 10 1 1 0 0 0 0 0 0 0 0 86
05:45 0 72 7 1 0 1 0 0 0 0 0 0 0 81
06:00 1 60 11 1 0 2 0 0 0 0 0 0 0 75
06:15 0 94 15 1 2 0 0 0 0 0 0 0 0 112
06:30 0 135 19 2 6 0 0 0 0 0 0 0 0 162
06:45 0 221 27 2 3 0 0 0 0 0 0 0 0 253
07:00 0 238 28 1 5 0 0 0 0 0 0 0 0 272
07:15 1 328 42 0 4 0 0 0 0 0 0 0 0 375
07:30 1 423 51 4 4 0 0 1 0 0 0 0 0 484
07:45 3 365 47 2 7 0 0 1 0 0 0 0 0 425
08:00 0 241 45 1 5 0 0 0 0 0 0 0 0 292
08:15 2 232 36 3 2 0 0 0 0 0 0 0 0 275
08:30 1 230 30 0 5 1 0 0 0 0 0 0 0 267
08:45 0 179 23 2 4 0 0 0 0 0 0 0 0 208
09:00 0 179 22 4 8 1 0 0 0 0 0 0 0 214
09:15 0 174 24 2 6 0 0 0 0 0 0 0 0 206
09:30 2 142 28 2 2 0 0 0 0 0 0 0 0 176
09:45 2 153 20 0 4 0 0 0 0 0 0 0 0 179
10:00 1 136 15 3 2 2 0 0 0 0 0 0 0 159
10:15 0 147 18 2 4 1 0 0 0 0 0 0 0 172
10:30 0 145 18 2 1 0 0 0 0 0 0 0 0 166
10:45 1 171 20 2 4 3 0 0 0 0 0 0 0 201
11:00 2 217 26 1 4 0 0 0 0 0 0 0 0 250
11:15 2 188 18 1 7 0 0 0 0 0 0 0 0 216
11:30 1 163 20 1 4 1 0 0 0 0 0 0 0 190
11:45 1 169 11 1 4 1 0 0 0 0 0 0 0 187
12:00 PM 3 188 28 1 3 0 0 0 0 0 0 0 0 223
12:15 2 167 20 0 2 0 0 0 0 0 0 0 0 191
12:30 3 225 39 1 2 0 0 2 0 0 0 0 0 272
12:45 1 213 18 1 3 1 0 0 0 0 0 0 0 237
13:00 2 165 23 1 4 0 0 0 0 0 0 0 0 195
13:15 1 181 18 0 3 0 0 0 0 0 0 0 0 203
13:30 2 174 19 3 4 0 0 0 0 0 0 0 0 202
13:45 2 189 28 1 4 1 0 0 0 0 0 0 0 225
14:00 1 244 38 1 9 1 0 0 0 0 0 0 0 294
14:15 3 318 32 0 7 1 0 0 0 0 0 0 0 361
14:30 3 367 51 3 7 1 0 0 0 0 0 0 0 432
14:45 0 320 50 1 10 1 0 0 0 0 0 0 0 382
15:00 1 310 32 1 6 0 0 0 0 0 0 0 0 350
15:15 1 352 40 3 9 0 0 0 0 0 0 0 0 405
15:30 1 411 53 4 8 0 0 0 0 0 0 0 0 477
15:45 1 408 53 2 9 1 0 0 0 0 0 0 0 474
16:00 0 419 53 2 8 0 0 0 0 0 0 0 0 482
16:15 3 467 56 1 13 0 0 2 0 0 0 0 0 542
16:30 4 425 51 1 3 1 0 1 0 0 0 0 0 486
16:45 2 474 59 0 3 0 0 0 0 0 0 0 0 538
17:00 1 469 60 3 8 0 0 0 0 0 0 0 0 541
17:15 2 503 52 0 8 0 0 0 0 0 0 0 0 565
17:30 2 469 50 2 10 0 0 0 0 0 0 0 0 533
17:45 0 398 46 3 1 0 0 0 0 0 0 0 0 448
18:00 0 336 45 1 5 0 0 0 0 0 0 0 0 387
18:15 2 238 31 2 2 0 0 0 0 0 0 0 0 275
18:30 1 227 27 2 4 0 0 0 0 0 0 0 0 261
18:45 0 178 22 0 4 0 0 0 0 0 0 0 0 204
19:00 0 181 21 2 2 0 0 0 0 0 0 0 0 206
19:15 1 163 13 2 2 0 0 0 0 0 0 0 0 181
19:30 0 117 13 1 0 0 0 0 0 0 0 0 0 131
19:45 0 100 18 0 2 0 0 0 0 0 0 0 0 120
20:00 0 104 11 1 3 0 0 0 0 0 0 0 0 119
20:15 0 103 14 1 0 0 0 0 0 0 0 0 0 118
20:30 0 104 16 1 0 0 0 0 0 0 0 0 0 121
20:45 0 105 11 0 2 0 0 0 0 0 0 0 0 118
21:00 0 89 8 2 1 0 0 0 0 0 0 0 0 100
21:15 0 115 12 2 0 0 0 0 0 0 0 0 0 129
21:30 0 75 12 0 0 0 0 0 0 0 0 0 0 87
21:45 0 66 6 0 0 0 0 0 0 0 0 0 0 72
22:00 0 45 6 0 2 0 0 0 0 0 0 0 0 53
22:15 0 38 7 1 1 0 0 0 0 0 0 0 0 47
22:30 0 20 2 1 1 0 0 0 0 0 0 0 0 24
22:45 0 25 3 0 0 0 0 0 0 0 0 0 0 28
23:00 0 17 5 0 0 0 0 0 0 0 0 0 0 22
23:15 0 28 3 0 0 0 0 0 0 0 0 0 0 31
23:30 0 20 2 1 0 0 0 0 0 0 0 0 0 23
23:45 0 15 1 0 1 0 0 0 0 0 0 0 0 17
67 15440 1933 101 274 21 7 17843
0% 87% 11% 1% 2% 0% 0% 100%
22 5075 655 46 98 13 0 2 0 0 0 0 0 5911
0% 28% 4% 0% 1% 0% 0% 33%
11:45 07:15 07:15 07:30 08:30 10:00 07:00 07:15
9 1357 185 10 23 6 2 1576
45 10365 1278 55 176 8 0 5 0 0 0 0 0 11932
0% 58% 7% 0% 1% 0% 0% 67%
16:15 16:45 16:15 15:15 15:30 13:45 15:45 16:45
10 1915 226 11 38 4 3 2177
AM 7-9 NOON 12-2 PM 4-6 Off Peak Volumes
Volume % Volume % Volume % Volume %
2598 15% 1748 10% 4135 23% 9362 52%
1 Motorcycles 4 Buses 7 > =4-Axle Single Units 10 >=6-Axle Single Trailers 13 >=7-Axle Multi-Trailers 2 Passenger Cars 5 2-Axle, 6-Tire Single Units 8 <=4-Axle Single Trailers 11 <=5-Axle Multi-Trailers 3 2-Axle, 4-Tire Single Units 6 3-Axle Single Units 9 5-Axle Single Trailers 12 6-Axle Multi-Trailers Prepared by National Data & Surveying Services

CLASSIFICATION
W Mission Rd Bet. Palomar College & Comet Cir East
3/3/2020
Summary
Totals
Volume
% of Totals
Tuesday
AM Volumes
% AM
Directional Peak Periods
All Classes
Classification Definitions
AM Peak Hour
Volume
PM Volumes
% PM
PM Peak Hour
Day: City: San Marcos
Date: Project #: CA20_4063_006e
Time # 1 # 2 # 3 # 4 # 5 # 6 # 7 # 8 # 9 # 10 # 11 # 12 # 13 Total 00:00 AM 0 19 0 0 0 0 0 0 0 0 0 0 0 19
01:00 0 11 3 0 0 0 0 0 0 0 0 0 0 14
02:00 0 7 0 0 0 0 0 0 0 0 0 0 0 7
03:00 0 7 2 0 0 0 0 0 0 0 0 0 0 9
04:00 0 16 5 1 0 0 0 0 0 0 0 0 0 22
05:00 0 69 7 1 1 1 0 0 0 0 0 0 0 79
06:00 0 204 26 3 4 2 0 0 0 0 0 0 0 239
07:00 0 623 80 4 11 0 0 1 0 0 0 0 0 719
08:00 0 319 68 4 8 1 0 0 0 0 0 0 0 400
09:00 1 268 49 5 11 0 0 0 0 0 0 0 0 334
10:00 2 279 30 5 7 4 0 0 0 0 0 0 0 327
11:00 4 392 35 2 9 1 0 0 0 0 0 0 0 443
12:00 PM 5 408 58 2 5 0 0 2 0 0 0 0 0 480
13:00 6 390 48 3 12 1 0 0 0 0 0 0 0 460
14:00 5 722 107 2 19 4 0 0 0 0 0 0 0 859
15:00 2 947 105 6 19 1 0 0 0 0 0 0 0 1080
16:00 3 1116 132 2 23 0 0 2 0 0 0 0 0 1278
17:00 2 1140 131 3 18 0 0 0 0 0 0 0 0 1294
18:00 1 536 73 2 9 0 0 0 0 0 0 0 0 621
19:00 1 298 32 2 5 0 0 0 0 0 0 0 0 338
20:00 0 248 27 1 4 0 0 0 0 0 0 0 0 280
21:00 0 195 22 3 1 0 0 0 0 0 0 0 0 221
22:00 0 70 9 1 3 0 0 0 0 0 0 0 0 83
23:00 0 44 5 1 0 0 0 0 0 0 0 0 0 50
32 8328 1054 53 169 15 5 9656
0% 86% 11% 1% 2% 0% 0% 100%
7 2214 305 25 51 9 0 1 0 0 0 0 0 2612
0% 23% 3% 0% 1% 0% 0% 27%
11:00 07:00 07:00 09:00 07:00 10:00 07:00 07:00
4 623 80 5 11 4 1 719
25 6114 749 28 118 6 0 4 0 0 0 0 0 7044
0% 63% 8% 0% 1% 0% 0% 73%
13:00 17:00 16:00 15:00 16:00 14:00 12:00 17:00
6 1140 132 6 23 4 2 1294
Directional Factor % #REF! Peak Volume for direction 1294 Directional Peak Hr. for Day 17:00 Peak Hr % 13.40 AM 7-9 NOON 12-2 PM 4-6 Off Peak Volumes
Volume % Volume % Volume % Volume %
1119 12% 940 10% 2572 27% 5025 52%
1 Motorcycles 4 Buses 7 > =4-Axle Single Units 10 >=6-Axle Single Trailers 13 >=7-Axle Multi-Trailers 2 Passenger Cars 5 2-Axle, 6-Tire Single Units 8 <=4-Axle Single Trailers 11 <=5-Axle Multi-Trailers 3 2-Axle, 4-Tire Single Units 6 3-Axle Single Units 9 5-Axle Single Trailers 12 6-Axle Multi-Trailers PM Peak Hour

CLASSIFICATION
Directional Peak Periods
All Classes
Classification Definitions
East Bound
3/3/2020
Volume
Volume
Prepared by National Data & Surveying Services
Tuesday
W Mission Rd Bet. Palomar College & Comet Cir East
PM Volumes
Totals
% PM
% AM
% of Totals
AM Peak Hour
AM Volumes
Day: City: San Marcos
Date: Project #: CA20_4063_006w
Time # 1 # 2 # 3 # 4 # 5 # 6 # 7 # 8 # 9 # 10 # 11 # 12 # 13 Total 00:00 AM 0 13 0 0 0 0 0 0 0 0 0 0 0 13
01:00 0 9 0 0 0 0 0 0 0 0 0 0 0 9
02:00 0 6 1 0 0 0 0 0 0 0 0 0 0 7
03:00 1 14 0 0 0 0 0 0 0 0 0 0 0 15
04:00 0 38 4 2 0 0 0 0 0 0 0 0 0 44
05:00 0 136 19 2 0 0 0 0 0 0 0 0 0 157
06:00 1 306 46 3 7 0 0 0 0 0 0 0 0 363
07:00 5 731 88 3 9 0 0 1 0 0 0 0 0 837
08:00 3 563 66 2 8 0 0 0 0 0 0 0 0 642
09:00 3 380 45 3 9 1 0 0 0 0 0 0 0 441
10:00 0 320 41 4 4 2 0 0 0 0 0 0 0 371
11:00 2 345 40 2 10 1 0 0 0 0 0 0 0 400
12:00 PM 4 385 47 1 5 1 0 0 0 0 0 0 0 443
13:00 1 319 40 2 3 0 0 0 0 0 0 0 0 365
14:00 2 527 64 3 14 0 0 0 0 0 0 0 0 610
15:00 2 534 73 4 13 0 0 0 0 0 0 0 0 626
16:00 6 669 87 2 4 1 0 1 0 0 0 0 0 770
17:00 3 699 77 5 9 0 0 0 0 0 0 0 0 793
18:00 2 443 52 3 6 0 0 0 0 0 0 0 0 506
19:00 0 263 33 3 1 0 0 0 0 0 0 0 0 300
20:00 0 168 25 2 1 0 0 0 0 0 0 0 0 196
21:00 0 150 16 1 0 0 0 0 0 0 0 0 0 167
22:00 0 58 9 1 1 0 0 0 0 0 0 0 0 69
23:00 0 36 6 0 1 0 0 0 0 0 0 0 0 43
35 7112 879 48 105 6 2 8187
0% 87% 11% 1% 1% 0% 0% 100%
15 2861 350 21 47 4 0 1 0 0 0 0 0 3299
0% 35% 4% 0% 1% 0% 0% 40%
07:00 07:00 07:00 10:00 11:00 10:00 07:00 07:00
5 731 88 4 10 2 1 837
20 4251 529 27 58 2 0 1 0 0 0 0 0 4888
0% 52% 6% 0% 1% 0% 0% 60%
16:00 17:00 16:00 17:00 14:00 12:00 16:00 17:00
6 699 87 5 14 1 1 793
Directional Factor % #REF! Peak Volume for direction 837 Directional Peak Hr. for Day 07:00 Peak Hr % 10.22 AM 7-9 NOON 12-2 PM 4-6 Off Peak Volumes
Volume % Volume % Volume % Volume %
1479 18% 808 10% 1563 19% 4337 53%
1 Motorcycles 4 Buses 7 > =4-Axle Single Units 10 >=6-Axle Single Trailers 13 >=7-Axle Multi-Trailers 2 Passenger Cars 5 2-Axle, 6-Tire Single Units 8 <=4-Axle Single Trailers 11 <=5-Axle Multi-Trailers 3 2-Axle, 4-Tire Single Units 6 3-Axle Single Units 9 5-Axle Single Trailers 12 6-Axle Multi-Trailers Prepared by National Data & Surveying Services

CLASSIFICATION
W Mission Rd Bet. Palomar College & Comet Cir East
3/3/2020
West Bound
Totals
% of Totals
AM Volumes
% AM
AM Peak Hour
All Classes
Classification Definitions
Tuesday
Volume
PM Volumes
% PM
PM Peak Hour
Volume
Directional Peak Periods
Day: City: San Marcos
Date: Project #: CA20_4063_006
Time # 1 # 2 # 3 # 4 # 5 # 6 # 7 # 8 # 9 # 10 # 11 # 12 # 13 Total 00:00 AM 0 32 0 0 0 0 0 0 0 0 0 0 0 32
01:00 0 20 3 0 0 0 0 0 0 0 0 0 0 23
02:00 0 13 1 0 0 0 0 0 0 0 0 0 0 14
03:00 1 21 2 0 0 0 0 0 0 0 0 0 0 24
04:00 0 54 9 3 0 0 0 0 0 0 0 0 0 66
05:00 0 205 26 3 1 1 0 0 0 0 0 0 0 236
06:00 1 510 72 6 11 2 0 0 0 0 0 0 0 602
07:00 5 1354 168 7 20 0 0 2 0 0 0 0 0 1556
08:00 3 882 134 6 16 1 0 0 0 0 0 0 0 1042
09:00 4 648 94 8 20 1 0 0 0 0 0 0 0 775
10:00 2 599 71 9 11 6 0 0 0 0 0 0 0 698
11:00 6 737 75 4 19 2 0 0 0 0 0 0 0 843
12:00 PM 9 793 105 3 10 1 0 2 0 0 0 0 0 923
13:00 7 709 88 5 15 1 0 0 0 0 0 0 0 825
14:00 7 1249 171 5 33 4 0 0 0 0 0 0 0 1469
15:00 4 1481 178 10 32 1 0 0 0 0 0 0 0 1706
16:00 9 1785 219 4 27 1 0 3 0 0 0 0 0 2048
17:00 5 1839 208 8 27 0 0 0 0 0 0 0 0 2087
18:00 3 979 125 5 15 0 0 0 0 0 0 0 0 1127
19:00 1 561 65 5 6 0 0 0 0 0 0 0 0 638
20:00 0 416 52 3 5 0 0 0 0 0 0 0 0 476
21:00 0 345 38 4 1 0 0 0 0 0 0 0 0 388
22:00 0 128 18 2 4 0 0 0 0 0 0 0 0 152
23:00 0 80 11 1 1 0 0 0 0 0 0 0 0 93
67 15440 1933 101 274 21 7 17843
0% 87% 11% 1% 2% 0% 0% 100%
22 5075 655 46 98 13 0 2 0 0 0 0 0 5911
0% 28% 4% 0% 1% 0% 0% 33%
11:00 07:00 07:00 10:00 07:00 10:00 07:00 07:00
6 1354 168 9 20 6 2 1556
45 10365 1278 55 176 8 0 5 0 0 0 0 0 11932
0% 58% 7% 0% 1% 0% 0% 67%
12:00 17:00 16:00 15:00 14:00 14:00 16:00 17:00
9 1839 219 10 33 4 3 2087
Directional Factor % #REF! Peak Volume for direction 2087 Directional Peak Hr. for Day 17:00 Peak Hr % 11.70 AM 7-9 NOON 12-2 PM 4-6 Off Peak Volumes
Volume % Volume % Volume % Volume %
2598 15% 1748 10% 4135 23% 9362 52%
1 Motorcycles 4 Buses 7 > =4-Axle Single Units 10 >=6-Axle Single Trailers 13 >=7-Axle Multi-Trailers 2 Passenger Cars 5 2-Axle, 6-Tire Single Units 8 <=4-Axle Single Trailers 11 <=5-Axle Multi-Trailers 3 2-Axle, 4-Tire Single Units 6 3-Axle Single Units 9 5-Axle Single Trailers 12 6-Axle Multi-Trailers Prepared by National Data & Surveying Services

CLASSIFICATION
W Mission Rd Bet. Palomar College & Comet Cir East
3/3/2020
Summary
Totals
% of Totals
AM Volumes
% AM
AM Peak Hour
All Classes
Classification Definitions
Tuesday
Volume
PM Volumes
% PM
PM Peak Hour
Volume
Directional Peak Periods
Prepared by NDS/ATD
Day: City: San Marcos
Date: Project #: CA20_4063_006

NB SB EB WB
0 0 9,656 8,187
AM Period NB SB EB WB NB SB EB WB
00:00 0 0 9 3 12 0 0 117 106 223
00:15 0 0 5 5 10 0 0 94 97 191
00:30 0 0 3 3 6 0 0 134 138 272
00:45 0 0 2 19 2 13 4 32 0 0 135 480 102 443 237 923
01:00 0 0 5 3 8 0 0 109 86 195
01:15 0 0 4 2 6 0 0 107 96 203
01:30 0 0 3 1 4 0 0 129 73 202
01:45 0 0 2 14 3 9 5 23 0 0 115 460 110 365 225 825
02:00 0 0 4 2 6 0 0 195 99 294
02:15 0 0 0 2 2 0 0 215 146 361
02:30 0 0 1 1 2 0 0 214 218 432
02:45 0 0 2 7 2 7 4 14 0 0 235 859 147 610 382 1469
03:00 0 0 1 3 4 0 0 209 141 350
03:15 0 0 2 2 4 0 0 268 137 405
03:30 0 0 2 6 8 0 0 281 196 477
03:45 0 0 4 9 4 15 8 24 0 0 322 1080 152 626 474 1706
04:00 0 0 2 4 6 0 0 311 171 482
04:15 0 0 5 3 8 0 0 331 211 542
04:30 0 0 10 15 25 0 0 303 183 486
04:45 0 0 5 22 22 44 27 66 0 0 333 1278 205 770 538 2048 05:00 0 0 10 15 25 0 0 345 196 541
05:15 0 0 9 35 44 0 0 353 212 565
05:30 0 0 28 58 86 0 0 326 207 533
05:45 0 0 32 79 49 157 81 236 0 0 270 1294 178 793 448 2087 06:00 0 0 26 49 75 0 0 243 144 387
06:15 0 0 49 63 112 0 0 141 134 275
06:30 0 0 65 97 162 0 0 127 134 261
06:45 0 0 99 239 154 363 253 602 0 0 110 621 94 506 204 1127 07:00 0 0 140 132 272 0 0 105 101 206
07:15 0 0 175 200 375 0 0 96 85 181
07:30 0 0 256 228 484 0 0 74 57 131
07:45 0 0 148 719 277 837 425 1556 0 0 63 338 57 300 120 638 08:00 0 0 98 194 292 0 0 59 60 119
08:15 0 0 106 169 275 0 0 71 47 118
08:30 0 0 110 157 267 0 0 79 42 121
08:45 0 0 86 400 122 642 208 1042 0 0 71 280 47 196 118 476 09:00 0 0 92 122 214 0 0 57 43 100
09:15 0 0 74 132 206 0 0 69 60 129
09:30 0 0 82 94 176 0 0 50 37 87
09:45 0 0 86 334 93 441 179 775 0 0 45 221 27 167 72 388 10:00 0 0 71 88 159 0 0 32 21 53
10:15 0 0 69 103 172 0 0 27 20 47
10:30 0 0 72 94 166 0 0 10 14 24
10:45 0 0 115 327 86 371 201 698 0 0 14 83 14 69 28 152 11:00 0 0 140 110 250 0 0 12 10 22
11:15 0 0 109 107 216 0 0 18 13 31
11:30 0 0 91 99 190 0 0 11 12 23
11:45 0 0 103 443 84 400 187 843 0 0 9 50 8 43 17 93
TOTALS 2612 3299 5911 7044 4888 11932
SPLIT % 44.2% 55.8% 33.1% 59.0% 41.0% 66.9%

NB SB EB WB
0 0 9,656 8,187
AM Peak Hour 07:00 07:15 07:15 16:45 16:45 16:45
AM Pk Volume 719 899 1576 1357 820 2177
Pk Hr Factor 0.702 0.811 0.814 0.961 0.967 0.963
7 - 9 Volume 0 0 1119 1479 2598 0 0 2572 1563 4135
7 - 9 Peak Hour 07:00 07:15 07:15 16:45 16:45 16:45
7 - 9 Pk Volume 0 0 719 899 1576 0 0 1357 820 2177
Pk Hr Factor 0.000 0.000 0.702 0.811 0.814 0.000 0.000 0.961 0.967 0.963 Pk Hr Factor
4 - 6 Volume
4 - 6 Peak Hour
4 - 6 Pk Volume
Pk Hr Factor

DAILY TOTALS
DAILY TOTALS Total
17,843
PM Peak Hour
PM Pk Volume
23:00
23:15
23:30
23:45
TOTALS
SPLIT %
21:30
21:45
22:00
22:15
22:30
22:45
20:00
20:15
20:30
20:45
21:00
21:15
18:30
18:45
19:00
19:15
19:30
19:45
17:00
17:15
17:30
17:45
18:00
18:15
15:30
15:45
16:00
16:15
16:30
16:45
14:00
14:15
14:30
14:45
15:00
15:15
12:30
12:45
13:00
13:15
13:30
13:45
TOTAL PM Period TOTAL
12:00
12:15
Prepared by National Data & Surveying Services
VOLUME
W Mission Rd Bet. Palomar College & Comet Cir East
Tuesday
3/3/2020
DAILY TOTALS Total
17,843
Project #: CA20_4063_006 City: San Marcos
Location: Date: 3/3/2020
Prepared by NDS/ATD
W Mission Rd Bet. Palomar College & Comet
0 200
400
600
800
1000
1200
1400
00:00
01:00
02:00
03:00
04:00
05:00
06:00
07:00
08:00
09:00
10:00
11:00
12:00
13:00
14:00
15:00
16:00
17:00
18:00
19:00
20:00
21:00
22:00
23:00
Vehicles

NB SB EB WB
National Data & Surveying Services
Intersection Turning Movement Count
Location: N Las Posas Rd & W Mission Rd
City: San Marcos Project ID: 20-04064-011
Control: Signalized Date:

NS/EW Streets:
1 2 2 0 2 3 0 0 1 2 1 0 2 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 9 69 44 0 19 125 13 0 25 91 10 0 58 60 11 0 534 7:15 AM 8 60 97 0 49 173 5 0 29 109 18 0 65 84 17 0 714 7:30 AM 8 73 84 0 65 163 7 0 45 166 14 0 105 79 28 0 837 7:45 AM 6 162 124 0 26 185 5 0 60 127 21 0 87 130 47 0 980 8:00 AM 7 111 85 0 11 145 18 0 43 127 19 0 81 86 43 0 776 8:15 AM 12 69 63 0 29 186 10 0 27 78 11 0 82 82 24 0 673 8:30 AM 10 61 54 0 21 125 10 0 32 69 19 0 61 80 35 0 577 8:45 AM 13 99 51 0 31 162 20 0 32 55 15 0 81 50 12 0 621

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 73 704 602 0 251 1264 88 0 293 822 127 0 620 651 217 0 5712 APPROACH %'s : 5.29% 51.05% 43.65% 0.00% 15.66% 78.85% 5.49% 0.00% 23.59% 66.18% 10.23% 0.00% 41.67% 43.75% 14.58% 0.00% PEAK HR : 07:15 AM 38 37 44 07:45 AM TOTAL
PEAK HR VOL : 29 406 390 0 151 666 35 0 177 529 72 0 338 379 135 0 3307 PEAK HR FACTOR : 0.906 0.627 0.786 0.000 0.581 0.900 0.486 0.000 0.738 0.797 0.857 0.000 0.805 0.729 0.718 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 2 0 2 3 0 0 1 2 1 0 2 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 22 131 116 0 28 142 19 0 36 192 18 0 92 98 24 0 918 4:15 PM 31 168 128 0 24 128 19 0 43 175 20 0 82 122 34 0 974 4:30 PM 28 155 125 0 30 143 22 0 41 170 13 0 81 100 21 0 929 4:45 PM 29 159 110 0 30 126 16 0 49 185 22 0 100 102 33 0 961 5:00 PM 30 224 154 0 17 147 27 0 50 201 15 0 67 114 17 0 1063 5:15 PM 28 180 162 0 24 148 14 0 50 200 21 0 93 113 28 0 1061 5:30 PM 18 245 147 0 23 126 22 0 51 191 28 0 89 95 31 0 1066 5:45 PM 25 205 121 0 18 110 26 0 50 179 24 0 93 94 31 0 976

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 211 1467 1063 0 194 1070 165 0 370 1493 161 0 697 838 219 0 7948 APPROACH %'s : 7.70% 53.52% 38.78% 0.00% 13.58% 74.88% 11.55% 0.00% 18.28% 73.76% 7.95% 0.00% 39.74% 47.78% 12.49% 0.00% PEAK HR : 05:00 PM 293 289 296 05:30 PM TOTAL
PEAK HR VOL : 101 854 584 0 82 531 89 0 201 771 88 0 342 416 107 0 4166 PEAK HR FACTOR : 0.842 0.871 0.901 0.000 0.854 0.897 0.824 0.000 0.985 0.959 0.786 0.000 0.919 0.912 0.863 0.000

0.844
Total

0.9770.978

WESTBOUND

0.924

SOUTHBOUND

0.938 0.919
05:00 PM - 06:00 PM

SOUTHBOUND
PM
AM
07:15 AM - 08:15 AM

NORTHBOUND

0.706

EASTBOUND
3/3/2020
W Mission Rd

NORTHBOUND
W Mission Rd

0.807

WESTBOUND
N Las Posas Rd N Las Posas Rd

0.906 0.864

EASTBOUND
National Data & Surveying Services
Intersection Turning Movement Count
Location: N Las Posas Rd & W Mission Rd
City: San Marcos Project ID: 20-04064-011
Control: Signalized Date:

NS/EW Streets:
1 2 2 0 2 3 0 0 1 2 1 0 2 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1
7:15 AM 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1
7:30 AM 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1
7:45 AM 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 0 0 0 2 0 0 0 0 2 0 0 0 3 0 0 7
APPROACH %'s : 100.00% 0.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR : 07:15 AM 38 37 44 TOTAL
PEAK HR VOL : 0 0 0 0 2 0 0 0 0 1 0 0 0 1 0 0 4
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.500 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.250 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 2 0 2 3 0 0 1 2 1 0 2 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 1 0 0 0 0 1 0 0 2 0 0 0 6 1 0 11
4:15 PM 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1
4:30 PM 1 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 2
4:45 PM 0 0 0 0 0 0 0 0 0 1 0 0 1 1 0 0 3
5:00 PM 0 0 0 0 0 1 0 0 0 1 0 0 0 2 1 0 5
5:15 PM 0 0 0 0 0 3 0 0 0 2 0 0 0 0 0 0 5
5:30 PM 1 1 0 0 1 0 0 0 0 2 0 0 0 0 1 0 6
5:45 PM 0 2 0 0 0 0 0 0 1 0 0 0 0 0 0 0 3

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 2 4 0 0 1 4 1 0 1 10 0 0 1 9 3 0 36
APPROACH %'s : 33.33% 66.67% 0.00% 0.00% 16.67% 66.67% 16.67% 0.00% 9.09% 90.91% 0.00% 0.00% 7.69% 69.23% 23.08% 0.00% PEAK HR : 05:00 PM 293 289 296 TOTAL
PEAK HR VOL : 1 3 0 0 1 4 0 0 1 5 0 0 0 2 2 0 19
PEAK HR FACTOR : 0.25 0.375 0.000 0.000 0.250 0.333 0.000 0.000 0.250 0.625 0.000 0.000 0.000 0.250 0.500 0.000 Bikes
N Las Posas Rd N Las Posas Rd W Mission Rd W Mission Rd

0.500 0.250 0.250
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
3/3/2020
05:00 PM - 06:00 PM

0.7920.500 0.417 0.750 0.333
07:15 AM - 08:15 AM

1.000
National Data & Surveying Services
Intersection Turning Movement CountLocation: N Las Posas Rd & W Mission Rd Project ID: 20-04064-011 City: San Marcos Date: 3/3/2020
NS/EW Streets:

EB WB EB WB NB SB NB SB TOTAL
7:00 AM 0 0 2 0 1 2 0 0 5
7:15 AM 3 1 1 1 0 0 1 1 8
7:30 AM 2 3 0 0 3 1 1 0 10
7:45 AM 1 0 0 1 1 1 0 0 4
8:00 AM 0 1 1 0 0 0 0 0 2
8:15 AM 1 0 2 0 2 0 0 0 5
8:30 AM 1 0 1 0 2 0 0 0 4
8:45 AM 2 1 1 0 0 1 0 0 5

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 10 6 8 2 9 5 2 1 43
APPROACH %'s : 62.50% 37.50% 80.00% 20.00% 64.29% 35.71% 66.67% 33.33% PEAK HR : 07:15 AM 37 36 43 TOTAL
PEAK HR VOL : 6 5 2 2 4 2 2 1 24
PEAK HR FACTOR : 0.500 0.417 0.500 0.500 0.333 0.500 0.500 0.250 Headers NEB NWB SEB SWB ENS ESB WNB WSB

EB WB EB WB NB SB NB SB TOTAL
4:00 PM 2 0 3 0 2 1 0 0 8
4:15 PM 1 0 4 0 1 2 0 0 8
4:30 PM 0 3 1 2 0 1 1 0 8
4:45 PM 2 0 1 0 1 0 0 0 4
5:00 PM 0 2 3 0 2 0 0 0 7
5:15 PM 0 1 0 1 1 0 0 0 3
5:30 PM 0 0 1 0 1 0 0 0 2
5:45 PM 0 1 0 1 0 0 0 0 2

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 5 7 13 4 8 4 1 0 42
APPROACH %'s : 41.67% 58.33% 76.47% 23.53% 66.67% 33.33% 100.00% 0.00% PEAK HR : 05:00 PM 290 286 293 TOTAL
PEAK HR VOL : 0 4 4 2 4 0 0 0 14
PEAK HR FACTOR : 0.500 0.333 0.500 0.500
Pedestrians (Crosswalks)

WEST LEG
07:15 AM - 08:15 AM
W Mission Rd
05:00 PM - 06:00 PM

0.5000.500 0.500 0.500
PM

NORTH LEG SOUTH LEG EAST LEG WEST LEG

0.6000.550 0.500 0.375 0.375
AM

NORTH LEG SOUTH LEG EAST LEG
N Las Posas Rd N Las Posas Rd W Mission Rd
Prepared by National Data & Surveying Services
ID: 20-04064-011 Day:

City: San Marcos Date:

AM 35 666 151 0 AM
NOON 0 0 0 0 NOON
PM 89 531 82 0 PM

AM NOON PM PM NOON AM
0 3 2 0 0 107 0 135
2 416 0 379
0 0 0 0 2 342 0 338
177 0 201 1 TEV 3307 0 4166 0 0 0 0
529 0 771 2 PHF 0.84 0.98
72 0 88 1 0 1 2 2

AM NOON PM PM NOON AM
PM 0 101 854 584 PM
NOON 0 0 0 0 NOON
AM 0 29 406 390 AM
Peak Hour Turning Movement Count
961
Total Vehicles (PM) Bikes (PM)
N Las Posas Rd & W Mission Rd
Tuesday
03/03/2020

CONTROL

WESTBOUND
07:15 AM - 08:15 AM
Total Vehicles (Noon)
Pedestrians (Crosswalks)
Bikes (NOON)
1070

COUNT PERIODS
Bikes (AM)

PEAK HOURS
Total Vehicles (AM)
NONE
05:00 PM - 06:00 PM
718
1162
0 Signalized
W Mission Rd

EASTBOUND
N Las Posas Rd
1076
0 N Las Posas Rd

SOUTHBOUND
04:00 PM - 06:00 PM

NORTHBOUND
1437
0 W Mission Rd
07:00 AM - 09:00 AM
NONE
443 0 606
NOONAM PM2
4 0
0 4
0 6
0 5 0
2 2
0 4
0 2
0 4
0 0
1 2
0 0
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
0 1
0 0
1 0
0 0
2 0
0 0
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
338
379
135
72 529
177
35 666
151
29 406
390
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
342
416
107
88 771
201
89 531
82 101
854
584
0 2
2 0
5 1
0 4
1 1
3 0
NOON
PM
AM
NOON
AM
PM
NOON
AM
PM
NOON
PM
AM

Gran Vista Multi-Family
Local Transportation Analysis
Appendix E - LOS Calculation Worksheets –
Existing Conditions

HCM 6th Signalized Intersection Summary Gran Vista Multi-Family TIA 1: North Las Posas Road & Project Driveway #1/Palm Road AM Peak Hour Existing Conditions Gran Vista Multi-Family TIA Synchro 11 Report
Existing Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 21 3 55 29 2 2 18 316 15 6 808 55 Future Volume (veh/h) 21 3 55 29 2 2 18 316 15 6 808 55 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.95 1.00 0.95 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 23 3 53 32 2 1 20 343 14 7 878 53
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 54 7 124 245 15 8 60 1561 63 26 1434 86
Arrive On Green 0.11 0.11 0.11 0.15 0.15 0.15 0.03 0.31 0.31 0.01 0.29 0.29 Sat Flow, veh/h 471 61 1085 1625 102 51 1781 5023 203 1781 4912 296 Grp Volume(v), veh/h 79 0 0 35 0 0 20 231 126 7 608 323 Grp Sat Flow(s),veh/h/ln 1617 0 0 1777 0 0 1781 1702 1822 1781 1702 1803 Q Serve(g_s), s 2.5 0.0 0.0 0.9 0.0 0.0 0.6 2.8 2.8 0.2 8.5 8.5 Cycle Q Clear(g_c), s 2.5 0.0 0.0 0.9 0.0 0.0 0.6 2.8 2.8 0.2 8.5 8.5 Prop In Lane 0.29 0.67 0.91 0.03 1.00 0.11 1.00 0.16
Lane Grp Cap(c), veh/h 185 0 0 268 0 0 60 1058 566 26 994 527 V/C Ratio(X) 0.43 0.00 0.00 0.13 0.00 0.00 0.34 0.22 0.22 0.27 0.61 0.61 Avail Cap(c_a), veh/h 275 0 0 1235 0 0 271 1331 712 258 1307 692 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.8 0.0 0.0 20.3 0.0 0.0 26.1 14.1 14.1 26.9 16.9 16.9 Incr Delay (d2), s/veh 1.6 0.0 0.0 0.2 0.0 0.0 3.3 0.1 0.3 5.3 0.9 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 0.0 0.4 0.0 0.0 0.3 1.0 1.1 0.1 2.8 3.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.3 0.0 0.0 20.5 0.0 0.0 29.3 14.2 14.4 32.2 17.7 18.5 LnGrp LOS C A A C A A C B B C B B
Approach Vol, veh/h 79 35 377 938
Approach Delay, s/veh 24.3 20.5 15.1 18.1
Approach LOS C C B B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 11.9 6.4 22.9 13.9 5.4 24.0
Change Period (Y+Rc), s 5.6 4.6 6.8 5.6 4.6 6.8
Max Green Setting (Gmax), s 9.4 8.4 21.2 38.4 8.0 21.6
Max Q Clear Time (g_c+I1), s 4.5 2.6 10.5 2.9 2.2 4.8
Green Ext Time (p_c), s 0.1 0.0 5.3 0.1 0.0 2.7
Intersection Summary
HCM 6th Ctrl Delay 17.7
HCM 6th LOS B
HCM 6th TWSC Gran Vista Multi-Family TIA
2: West Mission Road & Project Driveway #2 AM Peak Hour Existing Conditions Gran Vista Multi-Family TIA Synchro 11 Report
Existing Conditions
Intersection
Int Delay, s/veh 0.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 17 778 441 2 0 45
Future Vol, veh/h 17 778 441 2 0 45
Conflicting Peds, #/hr 6 0 0 6 0 6
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 125 - - - - 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 18 846 479 2 0 49
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 487 0 - 0 - 253
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy 4.14 - - - - 6.94
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy 2.22 - - - - 3.32
Pot Cap-1 Maneuver 1072 - - - 0 746
Stage 1 - - - - 0 -
Stage 2 - - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1066 - - - - 737
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB WB SB
HCM Control Delay, s 0.2 0 10.2

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1066 - - - 737
HCM Lane V/C Ratio 0.017 - - - 0.066
HCM Control Delay (s) 8.4 - - - 10.2
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0.1 - - - 0.2
HCM 6th Signalized Intersection Summary Gran Vista Multi-Family TIA 3: North Las Posas Road & West Mission Road AM Peak Hour Existing Conditions Gran Vista Multi-Family TIA Synchro 11 Report
Existing Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 177 529 72 338 379 139 29 412 390 168 689 35 Future Volume (veh/h) 177 529 72 338 379 139 29 412 390 168 689 35 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.98 1.00 0.95 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 211 630 68 402 451 148 35 490 325 200 820 37 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 230 798 441 439 588 191 111 1079 1160 344 1707 77 Arrive On Green 0.13 0.22 0.22 0.13 0.22 0.22 0.06 0.30 0.30 0.10 0.34 0.34 Sat Flow, veh/h 1781 3554 1526 3456 2619 851 1781 3554 2652 3456 5003 225 Grp Volume(v), veh/h 211 630 68 402 305 294 35 490 325 200 557 300 Grp Sat Flow(s),veh/h/ln 1781 1777 1526 1728 1777 1694 1781 1777 1326 1728 1702 1824 Q Serve(g_s), s 11.7 16.7 3.3 11.5 16.0 16.3 1.9 11.1 8.0 5.5 12.9 13.0 Cycle Q Clear(g_c), s 11.7 16.7 3.3 11.5 16.0 16.3 1.9 11.1 8.0 5.5 12.9 13.0 Prop In Lane 1.00 1.00 1.00 0.50 1.00 1.00 1.00 0.12
Lane Grp Cap(c), veh/h 230 798 441 439 399 380 111 1079 1160 344 1161 622 V/C Ratio(X) 0.92 0.79 0.15 0.92 0.76 0.77 0.32 0.45 0.28 0.58 0.48 0.48 Avail Cap(c_a), veh/h 230 1020 537 439 496 473 230 1079 1160 446 1161 622 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 Uniform Delay (d), s/veh 43.0 36.5 26.6 43.1 36.3 36.4 44.9 28.1 18.5 43.0 25.9 26.0 Incr Delay (d2), s/veh 37.2 3.3 0.2 23.8 6.4 7.2 1.6 1.4 0.6 0.6 1.3 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.4 7.3 1.2 6.2 7.3 7.2 0.9 4.7 2.4 2.3 5.1 5.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 80.2 39.8 26.8 66.9 42.7 43.6 46.5 29.5 19.1 43.6 27.3 28.5 LnGrp LOS F D C E D D D C B D C C
Approach Vol, veh/h 909 1001 850 1057
Approach Delay, s/veh 48.2 52.7 26.2 30.7
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.1 37.2 19.0 28.8 11.3 40.9 19.0 28.8 Change Period (Y+Rc), s 5.1 6.8 6.3 6.3 5.1 6.8 * 6.1 * 6.3 Max Green Setting (Gmax), s 12.9 21.2 12.7 28.7 12.9 21.2 * 13 * 28 Max Q Clear Time (g_c+I1), s 7.5 13.1 13.5 18.7 3.9 15.0 13.7 18.3 Green Ext Time (p_c), s 0.2 3.6 0.0 3.0 0.0 3.3 0.0 3.1 Intersection Summary
HCM 6th Ctrl Delay 39.6
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Gran Vista Multi-Family TIA 1: North Las Posas Road & Project Driveway #1/Palm Road PM Peak Hour Existing Conditions Gran Vista Multi-Family TIA Synchro 11 Report
Existing Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 90 5 66 14 1 5 59 1020 22 0 640 66 Future Volume (veh/h) 90 5 66 14 1 5 59 1020 22 0 640 66 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.95 1.00 0.97 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 98 5 64 15 1 4 64 1109 22 0 696 64 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 148 8 97 134 9 36 141 2181 43 3 1241 113
Arrive On Green 0.15 0.15 0.15 0.10 0.10 0.10 0.08 0.42 0.42 0.00 0.26 0.26 Sat Flow, veh/h 991 51 647 1293 86 345 1781 5150 102 1781 4742 432 Grp Volume(v), veh/h 167 0 0 20 0 0 64 733 398 0 498 262 Grp Sat Flow(s),veh/h/ln 1688 0 0 1724 0 0 1781 1702 1848 1781 1702 1770 Q Serve(g_s), s 5.2 0.0 0.0 0.6 0.0 0.0 1.9 8.8 8.8 0.0 7.0 7.1 Cycle Q Clear(g_c), s 5.2 0.0 0.0 0.6 0.0 0.0 1.9 8.8 8.8 0.0 7.0 7.1 Prop In Lane 0.59 0.38 0.75 0.20 1.00 0.06 1.00 0.24
Lane Grp Cap(c), veh/h 252 0 0 179 0 0 141 1442 782 3 891 463 V/C Ratio(X) 0.66 0.00 0.00 0.11 0.00 0.00 0.45 0.51 0.51 0.00 0.56 0.57 Avail Cap(c_a), veh/h 273 0 0 1183 0 0 256 1442 782 256 1358 706 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 22.3 0.0 0.0 22.6 0.0 0.0 24.5 11.8 11.8 0.0 17.8 17.8 Incr Delay (d2), s/veh 5.3 0.0 0.0 0.3 0.0 0.0 2.3 0.4 0.8 0.0 0.8 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 0.0 0.2 0.0 0.0 0.8 2.9 3.2 0.0 2.4 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.6 0.0 0.0 22.9 0.0 0.0 26.8 12.2 12.5 0.0 18.5 19.3 LnGrp LOS C A A C A A C B B A B B
Approach Vol, veh/h 167 20 1195 760
Approach Delay, s/veh 27.6 22.9 13.1 18.8
Approach LOS C C B B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 13.9 9.0 21.4 11.4 0.0 30.4
Change Period (Y+Rc), s 5.6 4.6 6.8 5.6 4.6 6.8
Max Green Setting (Gmax), s 9.0 8.0 22.2 38.2 8.0 22.2
Max Q Clear Time (g_c+I1), s 7.2 3.9 9.1 2.6 0.0 10.8
Green Ext Time (p_c), s 0.1 0.0 4.9 0.1 0.0 7.0
Intersection Summary
HCM 6th Ctrl Delay 16.3
HCM 6th LOS B
HCM 6th TWSC Gran Vista Multi-Family TIA
2: West Mission Road & Project Driveway #2 PM Peak Hour Existing Conditions Gran Vista Multi-Family TIA Synchro 11 Report
Existing Conditions
Intersection
Int Delay, s/veh 0.8
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 87 1060 577 29 0 59
Future Vol, veh/h 87 1060 577 29 0 59
Conflicting Peds, #/hr 4 0 0 4 0 4
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 125 - - - - 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 95 1152 627 32 0 64
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 663 0 - 0 - 338
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy 4.14 - - - - 6.94
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy 2.22 - - - - 3.32
Pot Cap-1 Maneuver 922 - - - 0 658
Stage 1 - - - - 0 -
Stage 2 - - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 918 - - - - 653
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB WB SB
HCM Control Delay, s 0.7 0 11.1

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 918 - - - 653
HCM Lane V/C Ratio 0.103 - - - 0.098
HCM Control Delay (s) 9.4 - - - 11.1
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0.3 - - - 0.3
HCM 6th Signalized Intersection Summary Gran Vista Multi-Family TIA 3: North Las Posas Road & West Mission Road PM Peak Hour Existing Conditions Gran Vista Multi-Family TIA Synchro 11 Report
Existing Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 201 771 88 342 416 126 101 879 584 90 541 89 Future Volume (veh/h) 201 771 88 342 416 126 101 879 584 90 541 89 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.96 1.00 0.94 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 205 787 72 349 424 116 103 897 417 92 552 82 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 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 234 910 531 418 677 183 155 1119 1163 295 1404 205 Arrive On Green 0.13 0.26 0.26 0.12 0.25 0.25 0.09 0.31 0.31 0.09 0.31 0.31 Sat Flow, veh/h 1781 3554 1536 3456 2738 741 1781 3554 2623 3456 4483 654 Grp Volume(v), veh/h 205 787 72 349 273 267 103 897 417 92 417 217 Grp Sat Flow(s),veh/h/ln 1781 1777 1536 1728 1777 1702 1781 1777 1311 1728 1702 1733 Q Serve(g_s), s 12.4 23.3 3.6 10.9 15.1 15.4 6.2 25.4 11.7 2.8 10.5 10.8 Cycle Q Clear(g_c), s 12.4 23.3 3.6 10.9 15.1 15.4 6.2 25.4 11.7 2.8 10.5 10.8 Prop In Lane 1.00 1.00 1.00 0.44 1.00 1.00 1.00 0.38
Lane Grp Cap(c), veh/h 234 910 531 418 439 421 155 1119 1163 295 1066 543 V/C Ratio(X) 0.88 0.87 0.14 0.83 0.62 0.63 0.66 0.80 0.36 0.31 0.39 0.40 Avail Cap(c_a), veh/h 274 992 566 525 467 447 241 1119 1163 468 1066 543 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.93 0.93 0.93 Uniform Delay (d), s/veh 46.9 39.1 24.9 47.3 36.8 36.9 48.7 34.5 20.8 47.3 29.6 29.7 Incr Delay (d2), s/veh 21.1 7.6 0.1 9.2 2.8 3.2 4.8 6.1 0.9 0.2 1.0 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 6.7 10.8 1.3 5.1 6.6 6.5 2.9 11.4 3.5 1.2 4.3 4.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.9 46.7 25.0 56.4 39.7 40.1 53.5 40.6 21.7 47.5 30.6 31.7 LnGrp LOS E D C E D D D D C D C C
Approach Vol, veh/h 1064 889 1417 726
Approach Delay, s/veh 49.3 46.4 36.0 33.0
Approach LOS D D D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 14.5 41.4 19.6 34.5 14.7 41.3 20.6 33.5 Change Period (Y+Rc), s 5.1 6.8 6.3 6.3 5.1 6.8 * 6.1 * 6.3 Max Green Setting (Gmax), s 14.9 23.2 16.7 30.7 14.9 23.2 * 17 * 29 Max Q Clear Time (g_c+I1), s 4.8 27.4 12.9 25.3 8.2 12.8 14.4 17.4 Green Ext Time (p_c), s 0.1 0.0 0.5 2.5 0.1 3.6 0.1 3.1 Intersection Summary
HCM 6th Ctrl Delay 41.2
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Gran Vista Multi-Family
Local Transportation Analysis
Appendix F - Cumulative Project Information

Las Posas Road @ Armorlite Drive
Las Posas Road @ Los Vallecitos Bvld
Legend:
xx% = Inbound Trip Distribution
(yy%) = Outbound Trip Distribution
Exhibit 4 1
Project Trip Distribution: Near Term Conditions
/
(10%) /
/ /
10% /
/ /
/ (100%)
12 SR 78 EB Ramps / Via Vera Cruz @ Grand Ave
/
10 Las Posas Road @ San Marcos Bvld Twin Oaks Valley Rd @ Borden Road /
11 /
/
10%
Las Posas Road @ Grand Ave
/
/
8 /
6 /
9 13%
/
/
/
10%
5 7
/
/
/
2 3
/ /
/ /
/ /
/
/ /
/
/
/
/
/
/
/
/
/
/
1 4
25% /
/
/
/
/
/ /
/ /
/
3%
/
/
Woodward St @ Borden Road Las Posas Road @ Street A
13 14
(13%)
(2%)
(4%)
10%
/
26%
/ /
/
2% /
/ /
/
10% /
/
Las Posas Road @ 78 West Bound Ramps
Las Posas Road @ Avenida Arana Las Posas Road @ Borden Road Las Posas Road @ Camino Del Sol Las Posas Road @ Avenida Azul Las Posas Road @ Mission Road /
/
(5%)
(10%)
(10%)

0 / 0
0 / 0
5 / 3
2 / 6
0 / 0
0 / 0
3 / 80 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0
2 / 6
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
5 / 16 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
1 / 2
0 / 0
0 / 0
7 / 4
1 / 1
2 / 1
2 / 6
0 / 0
5 / 16
0 / 0 0 / 0
0 / 0
0 / 1 0 / 0
0 / 0 0 / 0
0 / 0
2 / 6 0 / 0
0 / 0
0 / 0
0 / 0
2 / 6
0 / 0 0 / 0
0 / 0 0 / 0
0 / 0 0 / 0
0 / 0 0 / 0
0 / 0
3 / 1
5 / 3
5 / 3

San
Marcos
Blvd
Avenida Arana
Camino Del Sol
Avenida Azul
Las Posa
s Rd
Las Posas Rd
Grand Ave
R
an
ch
o S
anta
F
e
R
d
W
oodw
ard
St
Via
Vera Cruz
Bent
Ave
Knoll Rd
Twin
Oaks Valle
y R
oad
Los
Vallecitos
Blvd
Armorlite Dr
Borden
Road
Discovery St
S.Santa FeAve
Mission Rd
78 78
Project
Site

26 PROPOSED PROJECT
The project is located on a site within both the City of San Marcos and unincorporated San Diego County. All areas proposed to be developed on the site are planned to be annexed into the City of San Marcos. The portions of the project site that will be maintained as open space will remain within unincorporated San Diego County. The proposed project will consist of 189 single-family dwelling units and a 22-acre passive park use. The project will extend Las Posas Road as a two-lane roadway through the project site and will take access from two internal streets intersecting with Las Posas Road (Street “A” and Street “D”).

Project Trip Generation
To determine the trips forecast to be generated by the proposed project, April 2002 SANDAG Trip Generation rates were utilized in accordance with the City of San Marcos and SANTEC/ITE Traffic Study Guidelines. The SANDAG (Not So) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region (April 2002) showing the trip generation rate for the proposed land use is provided in Appendix D. Table 5 summarizes the project trip generation. As summarized in Table 5, the proposed project will generate a net increase of approximately 1,998 trips per day, which includes approximately 165 a.m. peak hour trips and approximately 199 p.m. peak hour trips.

Table 5
Proposed Project Trip Generation
Trip Generation Rates
Land Use
Daily
(per
unit)
AM Peak PM Peak
Unit Total In Out Total In Out
Single Family Residential DU 10 8% 30% 70% 10% 70% 30%
Passive Park acre 5 13% 50% 50% 9% 50% 50%
Forecast Project Generated Trips
Land Use Size Unit Daily
Trips
AM Peak PM Peak
Total In Out Total In Out
Single Family
Residential 189 DU 1,890 151 45 106 189 132 57
Passive Park 21.68 acre 108 14 7 7 10 5 5
Total Project Trips 1,998 165 52 113 199 137 62
Source: SANDAG (Not So) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region (April 2002). 27 Project Trip Distribution and Assignment
The project trip distribution was developed based on the initial 2001 traffic impact analysis for the San Marcos Highlands project, but adjusted to account for the SR-78/Las Posas Road interchange and Borden Road extension that exists under the current 2014 conditions. By 2035 it is assumed that Las Posas Road is extended to Buena Creek Road based on the build-out of the County of San Diego Circulation Element. Therefore, two project trip distributions were developed for the project based on the roadway network changes from existing to year 2035 conditions.

Exhibit 7 illustrates the project trip distribution under near term future conditions. The Horizon Year 2035 Conditions project trip distribution, which assumes the Las Posas Road extension to Buena Creek Road, is illustrated in Exhibit 8.

Utilizing the project trip distributions shown in Exhibits 7 and 8, the forecast project-generated trips were assigned to the roadway network. The following exhibits illustrate the peak hour and daily project trip assignment for near term and Horizon Year 2035 Conditions:

Exhibit 9: Near Term Conditions Peak Hour Project Trip Assignment Exhibit 10: Near Term Conditions Daily Project Trip Assignment Exhibit 11: Horizon Year 2035 Conditions Peak Hour Project Trip Assignment Exhibit 12: Horizon Year 2035 Conditions Daily Project Trip Assignment

NOT TO SCALE
141047 - FEBRUARY 2015
Borden
Road
Avenida Azul
Mission Road
Las Posas Road
Pacific S
treet
San
Marcos Blvd.

Linda Vista
Drive
Via Vera Cruz
Bent
A
venue
Grand Avenue
Armorlite
Drive
Los
Vallecitos
Blvd.

So. Santa Fe Avenue
Knoll Road
W
oodward

Street
Twin
Oaks
Valley
Road
Rancho
Santa
Fe
Road
Pico Ave.

PROJECT
SITE
Street “D”
78 78
Camino Del Sol
Rancheros Drive
Street “ A”
AvenidaLeon
Via
Artista

Las
Posas Ro
ad
Avenida Arana
10%
10%
3%
4%13%

22.5%

38.5%3%
10%
10%
55%
75%
75%
25%
100%
25%
10%
10% 10%
5% 8%
20%
13%
3%
7%
15%
Exhibit 7
5%
13%
1%
1%
1% 1%2%

PROJECT TRIP DISTRIBUTION - NEAR TERM CONDITIONS
LEGEND
xx% Trip Distribution Percentage
Existing Study Intersection
Project Access Intersection
100%
75%

EXHIBIT 9

NEAR TERM CONDITIONS PEAK HOUR TRIP ASSIGNMENT
LEGEND

XX(XX) AM/PM PEAK HOUR VOLUME
JN 141047 JULY 2014
Avenida Arana
Las Posas Rd.
1 2
Camino Del Sol
3 Avenida Azul
4 5 6 7 8
9 10
Borden Rd.

Las Posas Rd.

Mission Rd.

Las Posas Rd.

Armorlite Dr.

Las Posas Rd.

Los Vallecitos Blvd.

Las Posas Rd.

SR-78 WB Ramps
Grand Ave.

Las Posas Rd.

Grand Ave.

Via Vera Cruz / SR-78 EB Ramps
Las Posas Rd.

San Marcos Blvd.
11 Twin Oaks Valley Rd.

Borden Rd.
12 Woodward St.

Borden Rd.
13 Las Posas Rd.

Street "D"
14 Las Posas Rd.

Street "A"
15 NOT TO SCALE
141047 - FEBRUARY 2015
Borden
Road
Avenida Azul
Mission Road
Las Posas Road
Pacific S
treet
San

Marcos
Blvd.

Linda Vista
Drive
Via
Vera
Cruz
Bent
A
venue
Grand
Avenue
Armorlite
Drive
Los
Vallecitos
Blvd.

So. Santa Fe Avenue
Knoll Road
W
oodward
Street
Twin
Oaks
Valley
Road
Rancho
Santa
Fe
Road
Pico Ave.

PROJECT
SITE
Street “D”
78 78
Camino Del Sol
Rancheros Drive
Street “ A”
AvenidaLeon
Via
Artista
Las
Posas Ro
ad
Avenida Arana

DAILY PROJECT TRIP ASSIGNMENT - NEAR TERM CONDITIONS
Exhibit 10
LEGEND
X,XXX Daily Project Trips
1,099
200
769
450
1,499
1,499
200
200
1,998
500
200
1,499
1,998

Cumulative Project Land Use Units Type Trip Rate Per ADT % Trips In Out % Trips In Out Pacific Commercial LODGING [58:38:4] - Business Hotel 122.0 DU 7 Units 854 8% 69 4 : 6 28 41 9% 77 6 : 4 46 31 RESIDENTIAL [86:11:3] - Multi-Family Units
(More Than 20 DU/Acre) 72.0 DU 6 Units 432 8% 35 2 : 8 7 28 9% 39 7 : 3 27 12 COMMERCIAL/RETAILS - Specialty Retail/Strip
Commercial 2,000.0 KSF 40 KSF 80 3% 3 6 : 4 2 1 9% 8 5 : 5 4 4 Villa Serena
RESIDENTIAL [86:11:3] - Multi-Family (6-20
DU/Acre) 12.0 DU 8 Units 96 8% 8 2 : 8 2 6 10% 10 7 : 3 7 3 Mariposa - Phase 1
RESIDENTIAL [86:11:3] - Multi-Family Units
(More Than 20 DU/Acre) 60.0 DU 6 Units 360 8% 29 2 : 8 6 23 9% 33 7 : 3 23 10 RESIDENTIAL [86:11:3] - Multi-Family Units
(More Than 20 DU/Acre) 31.0 DU 6 Units 186 8% 15 2 : 8 3 12 9% 17 7 : 3 12 5 COMMERCIAL/RETAILS - Specialty Retail/Strip
Commercial 4,375.0 KSF 40 KSF 175 3% 6 6 : 4 4 2 9% 16 5 : 5 8 8 Karl Strauss Brewery
RESTAURANTS [51:37:12] - Sit-down - high
turnover 10,528.0 KSF 160 KSF 1685 8% 135 5 : 5 68 67 8% 135 6 : 4 81 54 3868 300 120 180 335 208 127
Pacifica San Marcos
Total
Split
AM PM
Split
El Dorado II SP

Project Site

Gran Vista Multi-Family
Local Transportation Analysis
Appendix G - LOS Calculation Worksheets –
Near-Term Year 2024 Base Conditions

HCM 6th Signalized Intersection Summary Gran Vista Multi-Family TIA 1: North Las Posas Road & Project Driveway #1/Palm Road AM Peak Hour Near-Term Year 2024 Conditions Gran Vista Multi-Family TIA Synchro 11 Report
Near-Term Year 2024 Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 21 3 55 29 2 2 18 383 15 6 936 55 Future Volume (veh/h) 21 3 55 29 2 2 18 383 15 6 936 55 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.95 1.00 0.95 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 23 3 53 32 2 1 20 416 14 7 1017 53 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 53 7 122 243 15 8 59 1659 55 26 1532 80
Arrive On Green 0.11 0.11 0.11 0.15 0.15 0.15 0.03 0.33 0.33 0.01 0.31 0.31 Sat Flow, veh/h 471 61 1085 1624 102 51 1781 5065 169 1781 4958 258 Grp Volume(v), veh/h 79 0 0 35 0 0 20 279 151 7 698 372 Grp Sat Flow(s),veh/h/ln 1617 0 0 1777 0 0 1781 1702 1830 1781 1702 1812 Q Serve(g_s), s 2.6 0.0 0.0 1.0 0.0 0.0 0.6 3.4 3.5 0.2 10.2 10.2 Cycle Q Clear(g_c), s 2.6 0.0 0.0 1.0 0.0 0.0 0.6 3.4 3.5 0.2 10.2 10.2 Prop In Lane 0.29 0.67 0.91 0.03 1.00 0.09 1.00 0.14
Lane Grp Cap(c), veh/h 182 0 0 266 0 0 59 1115 600 26 1052 560 V/C Ratio(X) 0.43 0.00 0.00 0.13 0.00 0.00 0.34 0.25 0.25 0.27 0.66 0.66 Avail Cap(c_a), veh/h 266 0 0 1193 0 0 262 1286 691 249 1262 672 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.7 0.0 0.0 21.1 0.0 0.0 27.0 14.1 14.1 27.9 17.2 17.2 Incr Delay (d2), s/veh 1.6 0.0 0.0 0.2 0.0 0.0 3.3 0.2 0.3 5.3 1.3 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/ln 1.0 0.0 0.0 0.4 0.0 0.0 0.3 1.2 1.3 0.1 3.4 3.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.3 0.0 0.0 21.3 0.0 0.0 30.3 14.2 14.4 33.2 18.4 19.6 LnGrp LOS C A A C A A C B B C B B
Approach Vol, veh/h 79 35 450 1077
Approach Delay, s/veh 25.3 21.3 15.0 18.9
Approach LOS C C B B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 12.0 6.5 24.5 14.2 5.4 25.5
Change Period (Y+Rc), s 5.6 4.6 6.8 5.6 4.6 6.8
Max Green Setting (Gmax), s 9.4 8.4 21.2 38.4 8.0 21.6
Max Q Clear Time (g_c+I1), s 4.6 2.6 12.2 3.0 2.2 5.5
Green Ext Time (p_c), s 0.1 0.0 5.3 0.1 0.0 3.3
Intersection Summary
HCM 6th Ctrl Delay 18.2
HCM 6th LOS B
HCM 6th TWSC Gran Vista Multi-Family TIA
2: West Mission Road & Project Driveway #2 AM Peak Hour Near-Term Year 2024 Conditions Gran Vista Multi-Family TIA Synchro 11 Report
Near-Term Year 2024 Conditions
Intersection
Int Delay, s/veh 0.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 17 806 475 2 0 45
Future Vol, veh/h 17 806 475 2 0 45
Conflicting Peds, #/hr 6 0 0 6 0 6
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 125 - - - - 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 18 876 516 2 0 49

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 524 0 - 0 - 271
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy 4.14 - - - - 6.94
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy 2.22 - - - - 3.32
Pot Cap-1 Maneuver 1039 - - - 0 727
Stage 1 - - - - 0 -
Stage 2 - - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1033 - - - - 719
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -

Approach EB WB SB
HCM Control Delay, s 0.2 0 10.4

HCM LOS B

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1033 - - - 719
HCM Lane V/C Ratio 0.018 - - - 0.068
HCM Control Delay (s) 8.5 - - - 10.4
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0.1 - - - 0.2
HCM 6th Signalized Intersection Summary Gran Vista Multi-Family TIA 3: North Las Posas Road & West Mission Road AM Peak Hour Near-Term Year 2024 Conditions Gran Vista Multi-Family TIA Synchro 11 Report
Near-Term Year 2024 Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 196 531 79 361 384 147 37 453 405 184 779 57 Future Volume (veh/h) 196 531 79 361 384 147 37 453 405 184 779 57 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.98 1.00 0.95 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 233 632 76 430 457 158 44 539 337 219 927 61 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 230 801 456 439 581 199 126 1077 1158 345 1624 107 Arrive On Green 0.13 0.23 0.23 0.13 0.23 0.23 0.07 0.30 0.30 0.10 0.33 0.33 Sat Flow, veh/h 1781 3554 1526 3456 2580 884 1781 3554 2652 3456 4888 321 Grp Volume(v), veh/h 233 632 76 430 313 302 44 539 337 219 645 343 Grp Sat Flow(s),veh/h/ln 1781 1777 1526 1728 1777 1687 1781 1777 1326 1728 1702 1805 Q Serve(g_s), s 12.9 16.8 3.7 12.4 16.6 16.9 2.4 12.5 8.3 6.1 15.6 15.7 Cycle Q Clear(g_c), s 12.9 16.8 3.7 12.4 16.6 16.9 2.4 12.5 8.3 6.1 15.6 15.7 Prop In Lane 1.00 1.00 1.00 0.52 1.00 1.00 1.00 0.18
Lane Grp Cap(c), veh/h 230 801 456 439 400 380 126 1077 1158 345 1131 599 V/C Ratio(X) 1.01 0.79 0.17 0.98 0.78 0.79 0.35 0.50 0.29 0.64 0.57 0.57 Avail Cap(c_a), veh/h 230 1020 550 439 496 471 230 1077 1158 446 1131 599 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.93 0.93 0.93 Uniform Delay (d), s/veh 43.5 36.5 26.1 43.5 36.4 36.5 44.3 28.6 18.6 43.3 27.5 27.5 Incr Delay (d2), s/veh 63.0 3.3 0.2 37.5 7.4 8.4 1.7 1.7 0.6 0.7 1.9 3.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.5 7.3 1.3 7.4 7.6 7.5 1.1 5.3 0.1 2.5 6.3 7.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 106.6 39.8 26.3 81.1 43.8 44.9 45.9 30.3 19.3 43.9 29.5 31.2 LnGrp LOS F D C F D D D C B D C C
Approach Vol, veh/h 941 1045 920 1207
Approach Delay, s/veh 55.2 59.5 27.0 32.6
Approach LOS E E C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.1 37.1 19.0 28.8 12.2 40.0 19.0 28.8 Change Period (Y+Rc), s 5.1 6.8 6.3 6.3 5.1 6.8 * 6.1 * 6.3 Max Green Setting (Gmax), s 12.9 21.2 12.7 28.7 12.9 21.2 * 13 * 28 Max Q Clear Time (g_c+I1), s 8.1 14.5 14.4 18.8 4.4 17.7 14.9 18.9 Green Ext Time (p_c), s 0.2 3.4 0.0 3.0 0.0 2.3 0.0 3.1 Intersection Summary
HCM 6th Ctrl Delay 43.3
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Gran Vista Multi-Family TIA 1: North Las Posas Road & Project Driveway #1/Palm Road PM Peak Hour Near-Term Year 2024 Conditions Gran Vista Multi-Family TIA Synchro 11 Report
Near-Term Year 2024 Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 90 5 66 14 1 5 59 1180 22 0 725 66 Future Volume (veh/h) 90 5 66 14 1 5 59 1180 22 0 725 66 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.95 1.00 0.97 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 98 5 64 15 1 4 64 1283 22 0 788 64 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 145 7 95 133 9 36 139 2250 39 3 1328 107
Arrive On Green 0.15 0.15 0.15 0.10 0.10 0.10 0.08 0.44 0.44 0.00 0.28 0.28 Sat Flow, veh/h 991 51 647 1293 86 345 1781 5166 89 1781 4798 387 Grp Volume(v), veh/h 167 0 0 20 0 0 64 845 460 0 558 294 Grp Sat Flow(s),veh/h/ln 1688 0 0 1724 0 0 1781 1702 1851 1781 1702 1781 Q Serve(g_s), s 5.4 0.0 0.0 0.6 0.0 0.0 2.0 10.7 10.7 0.0 8.1 8.2 Cycle Q Clear(g_c), s 5.4 0.0 0.0 0.6 0.0 0.0 2.0 10.7 10.7 0.0 8.1 8.2 Prop In Lane 0.59 0.38 0.75 0.20 1.00 0.05 1.00 0.22
Lane Grp Cap(c), veh/h 247 0 0 178 0 0 139 1482 806 3 942 493 V/C Ratio(X) 0.68 0.00 0.00 0.11 0.00 0.00 0.46 0.57 0.57 0.00 0.59 0.60 Avail Cap(c_a), veh/h 266 0 0 1152 0 0 249 1482 806 249 1322 692 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 23.1 0.0 0.0 23.3 0.0 0.0 25.2 12.1 12.1 0.0 17.9 17.9 Incr Delay (d2), s/veh 6.1 0.0 0.0 0.3 0.0 0.0 2.4 0.7 1.2 0.0 0.8 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 2.4 0.0 0.0 0.2 0.0 0.0 0.9 3.6 4.0 0.0 2.8 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.2 0.0 0.0 23.5 0.0 0.0 27.5 12.8 13.3 0.0 18.7 19.6 LnGrp LOS C A A C A A C B B A B B
Approach Vol, veh/h 167 20 1369 852
Approach Delay, s/veh 29.2 23.5 13.6 19.0
Approach LOS C C B B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 14.0 9.1 22.6 11.5 0.0 31.7
Change Period (Y+Rc), s 5.6 4.6 6.8 5.6 4.6 6.8
Max Green Setting (Gmax), s 9.0 8.0 22.2 38.2 8.0 22.2
Max Q Clear Time (g_c+I1), s 7.4 4.0 10.2 2.6 0.0 12.7
Green Ext Time (p_c), s 0.1 0.0 5.3 0.1 0.0 6.8
Intersection Summary
HCM 6th Ctrl Delay 16.7
HCM 6th LOS B
HCM 6th TWSC Gran Vista Multi-Family TIA
2: West Mission Road & Project Driveway #2 PM Peak Hour Near-Term Year 2024 Conditions Gran Vista Multi-Family TIA Synchro 11 Report
Near-Term Year 2024 Conditions
Intersection
Int Delay, s/veh 0.8
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 87 1106 615 29 0 59
Future Vol, veh/h 87 1106 615 29 0 59
Conflicting Peds, #/hr 4 0 0 4 0 4
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 125 - - - - 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 95 1202 668 32 0 64
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 704 0 - 0 - 358
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy 4.14 - - - - 6.94
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy 2.22 - - - - 3.32
Pot Cap-1 Maneuver 890 - - - 0 638
Stage 1 - - - - 0 -
Stage 2 - - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 887 - - - - 633
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB WB SB
HCM Control Delay, s 0.7 0 11.3

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 887 - - - 633
HCM Lane V/C Ratio 0.107 - - - 0.101
HCM Control Delay (s) 9.5 - - - 11.3
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0.4 - - - 0.3
HCM 6th Signalized Intersection Summary Gran Vista Multi-Family TIA 3: North Las Posas Road & West Mission Road PM Peak Hour Near-Term Year 2024 Conditions Gran Vista Multi-Family TIA Synchro 11 Report
Near-Term Year 2024 Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 231 776 98 363 421 147 109 988 607 101 590 114 Future Volume (veh/h) 231 776 98 363 421 147 109 988 607 101 590 114 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.96 1.00 0.94 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 236 792 80 370 430 135 111 1008 433 103 602 104 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 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 264 913 534 438 626 194 156 1089 1157 301 1338 227 Arrive On Green 0.15 0.26 0.26 0.13 0.24 0.24 0.09 0.31 0.31 0.09 0.31 0.31 Sat Flow, veh/h 1781 3554 1536 3456 2641 819 1781 3554 2620 3456 4376 743 Grp Volume(v), veh/h 236 792 80 370 288 277 111 1008 433 103 466 240 Grp Sat Flow(s),veh/h/ln 1781 1777 1536 1728 1777 1683 1781 1777 1310 1728 1702 1714 Q Serve(g_s), s 14.3 23.4 4.0 11.5 16.2 16.6 6.7 30.2 12.3 3.1 12.1 12.4 Cycle Q Clear(g_c), s 14.3 23.4 4.0 11.5 16.2 16.6 6.7 30.2 12.3 3.1 12.1 12.4 Prop In Lane 1.00 1.00 1.00 0.49 1.00 1.00 1.00 0.43
Lane Grp Cap(c), veh/h 264 913 534 438 421 399 156 1089 1157 301 1041 524 V/C Ratio(X) 0.89 0.87 0.15 0.85 0.68 0.69 0.71 0.93 0.37 0.34 0.45 0.46 Avail Cap(c_a), veh/h 274 992 568 525 467 442 241 1089 1157 468 1041 524 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 0.91 0.91 Uniform Delay (d), s/veh 46.0 39.1 24.9 47.0 38.2 38.3 48.8 36.9 21.2 47.3 30.7 30.8 Incr Delay (d2), s/veh 27.2 7.8 0.1 10.5 4.2 4.8 5.8 14.3 0.9 0.2 1.3 2.6 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 8.2 10.9 1.4 5.4 7.3 7.1 3.1 14.6 3.7 1.3 4.9 5.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.1 46.9 25.0 57.5 42.4 43.1 54.6 51.3 22.1 47.5 32.0 33.4 LnGrp LOS E D C E D D D D C D C C
Approach Vol, veh/h 1108 935 1552 809
Approach Delay, s/veh 50.9 48.6 43.4 34.4
Approach LOS D D D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 14.7 40.5 20.2 34.6 14.8 40.4 22.4 32.4 Change Period (Y+Rc), s 5.1 6.8 6.3 6.3 5.1 6.8 * 6.1 * 6.3 Max Green Setting (Gmax), s 14.9 23.2 16.7 30.7 14.9 23.2 * 17 * 29 Max Q Clear Time (g_c+I1), s 5.1 32.2 13.5 25.4 8.7 14.4 16.3 18.6 Green Ext Time (p_c), s 0.1 0.0 0.4 2.4 0.1 3.6 0.0 3.1 Intersection Summary
HCM 6th Ctrl Delay 44.7
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Gran Vista Multi-Family
Local Transportation Analysis
Appendix H - LOS Calculation Worksheets –
Near-Term Year 2024 Base with Project
Conditions

HCM 6th Signalized Intersection Summary Gran Vista Multi-Family TIA 1: North Las Posas Road & Project Driveway #1/Palm RoadAM Peak Hour Near-Term Year 2024 with Project Conditions Gran Vista Multi-Family TIA Synchro 11
Near-Term Year 2024 with Project Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 27 3 98 29 2 2 28 383 15 6 936 57 Future Volume (veh/h) 27 3 98 29 2 2 28 383 15 6 936 57 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.95 1.00 0.95 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 29 3 96 32 2 1 30 416 14 7 1017 55 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 48 5 158 241 15 8 82 1674 56 26 1481 80
Arrive On Green 0.13 0.13 0.13 0.15 0.15 0.15 0.05 0.33 0.33 0.01 0.30 0.30 Sat Flow, veh/h 362 37 1198 1624 102 51 1781 5065 169 1781 4947 267 Grp Volume(v), veh/h 128 0 0 35 0 0 30 279 151 7 699 373 Grp Sat Flow(s),veh/h/ln 1597 0 0 1777 0 0 1781 1702 1830 1781 1702 1810 Q Serve(g_s), s 4.6 0.0 0.0 1.0 0.0 0.0 1.0 3.6 3.6 0.2 10.9 11.0 Cycle Q Clear(g_c), s 4.6 0.0 0.0 1.0 0.0 0.0 1.0 3.6 3.6 0.2 10.9 11.0 Prop In Lane 0.23 0.75 0.91 0.03 1.00 0.09 1.00 0.15
Lane Grp Cap(c), veh/h 210 0 0 263 0 0 82 1125 605 26 1019 542 V/C Ratio(X) 0.61 0.00 0.00 0.13 0.00 0.00 0.37 0.25 0.25 0.27 0.69 0.69 Avail Cap(c_a), veh/h 249 0 0 1131 0 0 248 1219 655 236 1197 636 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.7 0.0 0.0 22.3 0.0 0.0 27.9 14.7 14.7 29.4 18.6 18.6 Incr Delay (d2), s/veh 3.1 0.0 0.0 0.2 0.0 0.0 2.7 0.2 0.3 5.4 1.6 3.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.0 0.0 0.4 0.0 0.0 0.5 1.3 1.4 0.1 3.8 4.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.8 0.0 0.0 22.5 0.0 0.0 30.7 14.9 15.0 34.7 20.2 21.7 LnGrp LOS C A A C A A C B B C C C
Approach Vol, veh/h 128 35 460 1079
Approach Delay, s/veh 27.8 22.5 16.0 20.8
Approach LOS C C B C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 13.5 7.4 24.9 14.5 5.5 26.7
Change Period (Y+Rc), s 5.6 4.6 6.8 5.6 4.6 6.8
Max Green Setting (Gmax), s 9.4 8.4 21.2 38.4 8.0 21.6
Max Q Clear Time (g_c+I1), s 6.6 3.0 13.0 3.0 2.2 5.6
Green Ext Time (p_c), s 0.2 0.0 4.9 0.1 0.0 3.2
Intersection Summary
HCM 6th Ctrl Delay 20.1
HCM 6th LOS C
HCM 6th TWSC Gran Vista Multi-Family TIA
2: West Mission Road & Project Driveway #2 AM Peak Hour Near-Term Year 2024 with Project Conditions Gran Vista Multi-Family TIA Synchro 11
Near-Term Year 2024 with Project Conditions
Intersection
Int Delay, s/veh 0.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 20 806 475 2 0 58
Future Vol, veh/h 20 806 475 2 0 58
Conflicting Peds, #/hr 6 0 0 6 0 6
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 125 - - - - 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 22 876 516 2 0 63
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 524 0 - 0 - 271
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy 4.14 - - - - 6.94
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy 2.22 - - - - 3.32
Pot Cap-1 Maneuver 1039 - - - 0 727
Stage 1 - - - - 0 -
Stage 2 - - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1033 - - - - 719
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB WB SB
HCM Control Delay, s 0.2 0 10.5

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1033 - - - 719
HCM Lane V/C Ratio 0.021 - - - 0.088
HCM Control Delay (s) 8.6 - - - 10.5
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0.1 - - - 0.3
HCM 6th Signalized Intersection Summary Gran Vista Multi-Family TIA 3: North Las Posas Road & West Mission Road AM Peak Hour Near-Term Year 2024 with Project Conditions Gran Vista Multi-Family TIA Synchro 11
Near-Term Year 2024 with Project Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 196 531 79 361 384 152 37 458 405 203 803 57 Future Volume (veh/h) 196 531 79 361 384 152 37 458 405 203 803 57 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.98 1.00 0.95 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 233 632 75 430 457 163 44 545 347 242 956 61 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 230 803 457 439 578 204 126 1074 1155 345 1624 103 Arrive On Green 0.13 0.23 0.23 0.13 0.23 0.23 0.07 0.30 0.30 0.10 0.33 0.33 Sat Flow, veh/h 1781 3554 1527 3456 2556 903 1781 3554 2652 3456 4899 312 Grp Volume(v), veh/h 233 632 75 430 316 304 44 545 347 242 664 353 Grp Sat Flow(s),veh/h/ln 1781 1777 1527 1728 1777 1683 1781 1777 1326 1728 1702 1807 Q Serve(g_s), s 12.9 16.7 3.6 12.4 16.8 17.0 2.4 12.6 8.6 6.8 16.2 16.3 Cycle Q Clear(g_c), s 12.9 16.7 3.6 12.4 16.8 17.0 2.4 12.6 8.6 6.8 16.2 16.3 Prop In Lane 1.00 1.00 1.00 0.54 1.00 1.00 1.00 0.17
Lane Grp Cap(c), veh/h 230 803 457 439 402 380 126 1074 1155 345 1128 599 V/C Ratio(X) 1.01 0.79 0.16 0.98 0.79 0.80 0.35 0.51 0.30 0.70 0.59 0.59 Avail Cap(c_a), veh/h 230 1020 550 439 496 470 230 1074 1155 446 1128 599 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.90 0.90 0.90 Uniform Delay (d), s/veh 43.5 36.4 26.0 43.5 36.4 36.5 44.3 28.8 18.7 43.6 27.8 27.8 Incr Delay (d2), s/veh 63.0 3.2 0.2 37.5 7.7 8.7 1.7 1.7 0.7 1.7 2.0 3.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.5 7.3 1.3 7.4 7.8 7.6 1.1 5.3 2.6 2.9 6.5 7.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 106.6 39.7 26.2 81.1 44.1 45.3 45.9 30.5 19.4 45.3 29.8 31.6 LnGrp LOS F D C F D D D C B D C C
Approach Vol, veh/h 940 1050 936 1259
Approach Delay, s/veh 55.2 59.6 27.1 33.3
Approach LOS E E C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.1 37.0 19.0 28.9 12.2 39.9 19.0 28.9 Change Period (Y+Rc), s 5.1 6.8 6.3 6.3 5.1 6.8 * 6.1 * 6.3 Max Green Setting (Gmax), s 12.9 21.2 12.7 28.7 12.9 21.2 * 13 * 28 Max Q Clear Time (g_c+I1), s 8.8 14.6 14.4 18.7 4.4 18.3 14.9 19.0 Green Ext Time (p_c), s 0.2 3.3 0.0 3.0 0.0 2.0 0.0 3.1 Intersection Summary
HCM 6th Ctrl Delay 43.4
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Gran Vista Multi-Family TIA 1: North Las Posas Road & Project Driveway #1/Palm RoadPM Peak Hour Near-Term Year 2024 with Project Conditions Gran Vista Multi-Family TIA Synchro 11 Report
Near-Term Year 2024 with Project Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 93 5 86 14 1 5 106 1180 22 0 725 73 Future Volume (veh/h) 93 5 86 14 1 5 106 1180 22 0 725 73 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.95 1.00 0.97 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 101 5 83 15 1 4 115 1283 22 0 788 71 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 129 6 106 133 9 35 178 2324 40 3 1294 116
Arrive On Green 0.14 0.14 0.14 0.10 0.10 0.10 0.10 0.45 0.45 0.00 0.27 0.27 Sat Flow, veh/h 895 44 735 1292 86 345 1781 5166 89 1781 4751 425 Grp Volume(v), veh/h 189 0 0 20 0 0 115 845 460 0 563 296 Grp Sat Flow(s),veh/h/ln 1674 0 0 1723 0 0 1781 1702 1851 1781 1702 1772 Q Serve(g_s), s 6.5 0.0 0.0 0.6 0.0 0.0 3.7 10.8 10.8 0.0 8.6 8.7 Cycle Q Clear(g_c), s 6.5 0.0 0.0 0.6 0.0 0.0 3.7 10.8 10.8 0.0 8.6 8.7 Prop In Lane 0.53 0.44 0.75 0.20 1.00 0.05 1.00 0.24
Lane Grp Cap(c), veh/h 242 0 0 177 0 0 178 1531 833 3 927 483 V/C Ratio(X) 0.78 0.00 0.00 0.11 0.00 0.00 0.64 0.55 0.55 0.00 0.61 0.61 Avail Cap(c_a), veh/h 253 0 0 1107 0 0 240 1531 833 240 1271 662 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 24.5 0.0 0.0 24.2 0.0 0.0 25.7 12.0 12.0 0.0 18.9 18.9 Incr Delay (d2), s/veh 13.9 0.0 0.0 0.3 0.0 0.0 3.9 0.5 1.0 0.0 0.9 1.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.3 0.0 0.0 0.3 0.0 0.0 1.7 3.6 4.0 0.0 3.0 3.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.4 0.0 0.0 24.5 0.0 0.0 29.6 12.5 13.0 0.0 19.8 20.7 LnGrp LOS D A A C A A C B B A B C
Approach Vol, veh/h 189 20 1420 859
Approach Delay, s/veh 38.4 24.5 14.1 20.1
Approach LOS D C B C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 14.2 10.6 23.0 11.7 0.0 33.6
Change Period (Y+Rc), s 5.6 4.6 6.8 5.6 4.6 6.8
Max Green Setting (Gmax), s 9.0 8.0 22.2 38.2 8.0 22.2
Max Q Clear Time (g_c+I1), s 8.5 5.7 10.7 2.6 0.0 12.8
Green Ext Time (p_c), s 0.1 0.1 5.2 0.1 0.0 6.7
Intersection Summary
HCM 6th Ctrl Delay 18.1
HCM 6th LOS B
HCM 6th TWSC Gran Vista Multi-Family TIA
2: West Mission Road & Project Driveway #2 PM Peak Hour Near-Term Year 2024 with Project Conditions Gran Vista Multi-Family TIA Synchro 11 Report
Near-Term Year 2024 with Project Conditions
Intersection
Int Delay, s/veh 0.9
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 100 1106 615 29 0 65
Future Vol, veh/h 100 1106 615 29 0 65
Conflicting Peds, #/hr 4 0 0 4 0 4
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 125 - - - - 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 109 1202 668 32 0 71

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 704 0 - 0 - 358
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy 4.14 - - - - 6.94
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy 2.22 - - - - 3.32
Pot Cap-1 Maneuver 890 - - - 0 638
Stage 1 - - - - 0 -
Stage 2 - - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 887 - - - - 633
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -

Approach EB WB SB
HCM Control Delay, s 0.8 0 11.4

HCM LOS B

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 887 - - - 633
HCM Lane V/C Ratio 0.123 - - - 0.112
HCM Control Delay (s) 9.6 - - - 11.4
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0.4 - - - 0.4
HCM 6th Signalized Intersection Summary Gran Vista Multi-Family TIA 3: North Las Posas Road & West Mission Road PM Peak Hour Near-Term Year 2024 with Project Conditions Gran Vista Multi-Family TIA Synchro 11 Report
Near-Term Year 2024 with Project Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 231 776 98 363 421 168 109 1014 607 110 601 114 Future Volume (veh/h) 231 776 98 363 421 168 109 1014 607 110 601 114 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.96 1.00 0.94 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 236 792 81 370 430 154 111 1035 433 112 613 104 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 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 264 913 534 438 603 213 156 1086 1154 304 1342 224 Arrive On Green 0.15 0.26 0.26 0.13 0.24 0.24 0.09 0.31 0.31 0.09 0.31 0.31 Sat Flow, veh/h 1781 3554 1536 3456 2542 899 1781 3554 2619 3456 4388 732 Grp Volume(v), veh/h 236 792 81 370 299 285 111 1035 433 112 473 244 Grp Sat Flow(s),veh/h/ln 1781 1777 1536 1728 1777 1665 1781 1777 1310 1728 1702 1717 Q Serve(g_s), s 14.3 23.4 4.0 11.5 17.0 17.3 6.7 31.4 12.4 3.4 12.3 12.6 Cycle Q Clear(g_c), s 14.3 23.4 4.0 11.5 17.0 17.3 6.7 31.4 12.4 3.4 12.3 12.6 Prop In Lane 1.00 1.00 1.00 0.54 1.00 1.00 1.00 0.43
Lane Grp Cap(c), veh/h 264 913 534 438 421 395 156 1086 1154 304 1041 525 V/C Ratio(X) 0.89 0.87 0.15 0.85 0.71 0.72 0.71 0.95 0.38 0.37 0.45 0.46 Avail Cap(c_a), veh/h 274 992 568 525 467 437 241 1086 1154 468 1041 525 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.79 0.79 0.79 Uniform Delay (d), s/veh 46.0 39.1 24.9 47.0 38.5 38.6 48.8 37.4 21.2 47.3 30.8 30.9 Incr Delay (d2), s/veh 27.2 7.8 0.1 10.5 5.0 5.9 5.8 18.1 0.9 0.2 1.1 2.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.2 10.9 1.4 5.4 7.7 7.4 3.1 15.6 3.7 1.4 5.0 5.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.1 46.9 25.1 57.5 43.5 44.5 54.6 55.5 22.2 47.5 31.9 33.2 LnGrp LOS E D C E D D D E C D C C
Approach Vol, veh/h 1109 954 1579 829
Approach Delay, s/veh 50.9 49.2 46.3 34.4
Approach LOS D D D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 14.8 40.4 20.2 34.6 14.8 40.4 22.4 32.4 Change Period (Y+Rc), s 5.1 6.8 6.3 6.3 5.1 6.8 * 6.1 * 6.3 Max Green Setting (Gmax), s 14.9 23.2 16.7 30.7 14.9 23.2 * 17 * 29 Max Q Clear Time (g_c+I1), s 5.4 33.4 13.5 25.4 8.7 14.6 16.3 19.3 Green Ext Time (p_c), s 0.1 0.0 0.4 2.4 0.1 3.5 0.0 3.1 Intersection Summary
HCM 6th Ctrl Delay 45.9
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Gran Vista Multi-Family
Local Transportation Analysis
Appendix I - Transportation Forecast
Information Center (TFIC) Volumes and
Horizon Year 2050 Volume Development

Existing Volumes
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 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 NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 1: N. Las Posas Rd & Project Drwy #1/Palm Rd 18 316 15 6 808 55 21 3 55 29 2 2 869 349 33 79 17,900 17,900 13,900 23,500 10,800 110% 131% 110% 110% 956 458 36 87 87 109 3 8 36 36 36 27 33 27 3 3 3 1 1 1 54 352 51 33 841 82 24 6 58 30 3 3 2: Project Drwy #2 & W. Mission Rd 45 17 778 441 2 45 0 443 795 - 17,800 17,800 - 22,300 22,300 110% - 125% 125% 50 555 996 5 112 201 3 3 94 107 60 52 0 0 0 0 0 48 111 885 0 0 501 54 3: N. Las Posas Rd & W. Mission Rd 29 412 390 168 689 35 177 529 72 338 379 139 892 831 856 778 17,900 22,000 17,800 17,800 23,500 23,800 31,800 22,300 131% 108% 179% 125% 1171 899 1529 975 279 68 673 197 20 21 28 121 73 85 62 84 51 200 231 242 49 433 418 289 762 120 239 613 123 538 610 381 Existing Movement Volume Leg Growth Future Directional GrowthDirectional volume (Leg) Future ADTExisting ADT Movement Growth Future MovementFuture Directional Volume

Turning Movement Count (Unbalanced)
60 Minute Counts

DATE TIME INTID NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 1: N. Las Posas Rd & Project Drwy #1/Palm Rd 60 360 60 40 850 90 30 10 60 30 10 10 2: Project Drwy #2 & W. Mission Rd 0 0 0 0 0 50 120 890 0 0 510 60 3: N. Las Posas Rd & W. Mission Rd 50 440 420 290 770 120 240 620 130 540 610 390

Existing Volumes
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 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 NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 1: N. Las Posas Rd & Project Drwy #1/Palm Rd 59 1020 22 0 640 66 90 5 66 14 1 5 706 1101 20 161 17,900 17,900 13,900 23,500 10,800 110% 131% 110% 110% 777 1445 22 177 71 344 2 16 115 115 115 22 27 22 5 5 6 1 1 1 174 1135 137 0 667 88 95 10 72 15 2 6 2: Project Drwy #2 & W. Mission Rd 59 87 1060 577 29 59 0 606 1147 - 17,800 17,800 - 22,300 22,300 110% - 125% 125% 65 759 1437 6 153 290 3 3 136 154 81 72 0 0 0 0 0 62 223 1214 0 0 658 101 3: N. Las Posas Rd & W. Mission Rd 101 879 584 90 541 89 201 771 88 342 416 126 720 1564 884 1060 17,900 22,000 17,800 17,800 23,500 23,800 31,800 22,300 131% 108% 179% 125% 945 1692 1579 1328 225 128 695 268 37 39 53 98 59 68 84 115 69 206 239 250 138 918 637 188 600 157 285 886 157 548 655 376 Movement Growth Future MovementFuture Directional VolumeExisting Movement Volume Leg Growth Future Directional GrowthDirectional volume (Leg) Future ADTExisting ADT

Turning Movement Count (Unbalanced)
60 Minute Counts

DATE TIME INTID NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 1: N. Las Posas Rd & Project Drwy #1/Palm Rd 180 1140 140 0 670 90 100 10 80 20 10 10 2: Project Drwy #2 & W. Mission Rd 0 0 0 0 0 70 230 1220 0 0 660 110 3: N. Las Posas Rd & W. Mission Rd 140 920 640 190 600 160 290 890 160 550 660 380

Gran Vista Multi-Family
Local Transportation Analysis
Appendix J - LOS Calculation Worksheets –
Horizon Year 2050 Conditions

HCM 6th Signalized Intersection Summary Gran Vista Multi-Family TIA 1: North Las Posas Road & Project Driveway #1/Palm Road AM Peak Hour Horizon Year 2050 Conditions Gran Vista Multi-Family TIA Synchro 11 Report
Horizon Year 2050 Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 10 70 40 10 10 50 410 50 30 970 70 Future Volume (veh/h) 30 10 70 40 10 10 50 410 50 30 970 70 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.95 1.00 0.95 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 32 11 67 42 11 10 53 432 48 32 1021 67 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 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 57 19 118 198 52 47 118 1447 157 96 1461 96
Arrive On Green 0.12 0.12 0.12 0.17 0.17 0.17 0.07 0.31 0.31 0.05 0.30 0.30 Sat Flow, veh/h 475 163 995 1164 305 277 1781 4648 505 1781 4882 320 Grp Volume(v), veh/h 110 0 0 63 0 0 53 314 166 32 711 377 Grp Sat Flow(s),veh/h/ln 1633 0 0 1746 0 0 1781 1702 1749 1781 1702 1798 Q Serve(g_s), s 4.2 0.0 0.0 2.0 0.0 0.0 1.9 4.6 4.7 1.1 12.1 12.1 Cycle Q Clear(g_c), s 4.2 0.0 0.0 2.0 0.0 0.0 1.9 4.6 4.7 1.1 12.1 12.1 Prop In Lane 0.29 0.61 0.67 0.16 1.00 0.29 1.00 0.18
Lane Grp Cap(c), veh/h 194 0 0 297 0 0 118 1060 545 96 1018 538 V/C Ratio(X) 0.57 0.00 0.00 0.21 0.00 0.00 0.45 0.30 0.31 0.33 0.70 0.70 Avail Cap(c_a), veh/h 225 0 0 1020 0 0 191 1156 594 218 1208 638 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.2 0.0 0.0 23.4 0.0 0.0 29.4 17.1 17.1 29.8 20.3 20.3 Incr Delay (d2), s/veh 2.6 0.0 0.0 0.4 0.0 0.0 2.7 0.2 0.4 2.0 1.7 3.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 0.0 0.0 0.8 0.0 0.0 0.9 1.7 1.8 0.5 4.4 4.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.8 0.0 0.0 23.7 0.0 0.0 32.0 17.3 17.6 31.8 22.0 23.6 LnGrp LOS C A A C A A C B B C C C
Approach Vol, veh/h 110 63 533 1120
Approach Delay, s/veh 29.8 23.7 18.8 22.8
Approach LOS C C B C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 13.4 8.9 26.4 16.7 8.1 27.2
Change Period (Y+Rc), s 5.6 4.6 6.8 5.6 4.6 6.8
Max Green Setting (Gmax), s 9.0 7.0 23.2 38.2 8.0 22.2
Max Q Clear Time (g_c+I1), s 6.2 3.9 14.1 4.0 3.1 6.7
Green Ext Time (p_c), s 0.1 0.0 5.4 0.3 0.0 3.6
Intersection Summary
HCM 6th Ctrl Delay 22.1
HCM 6th LOS C
HCM 6th TWSC Gran Vista Multi-Family TIA
2: West Mission Road & Project Driveway #2 AM Peak Hour Horizon Year 2050 Conditions Gran Vista Multi-Family TIA Synchro 11 Report
Horizon Year 2050 Conditions
Intersection
Int Delay, s/veh 0.7
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 40 890 510 20 0 70
Future Vol, veh/h 40 890 510 20 0 70
Conflicting Peds, #/hr 6 0 0 6 0 6
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 125 - - - - 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 42 937 537 21 0 74

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 564 0 - 0 - 291
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy 4.14 - - - - 6.94
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy 2.22 - - - - 3.32
Pot Cap-1 Maneuver 1004 - - - 0 706
Stage 1 - - - - 0 -
Stage 2 - - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 998 - - - - 698
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -

Approach EB WB SB
HCM Control Delay, s 0.4 0 10.8

HCM LOS B

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 998 - - - 698
HCM Lane V/C Ratio 0.042 - - - 0.106
HCM Control Delay (s) 8.8 - - - 10.8
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0.1 - - - 0.4
HCM 6th Signalized Intersection Summary Gran Vista Multi-Family TIA 3: North Las Posas Road & West Mission Road AM Peak Hour Horizon Year 2050 Conditions Gran Vista Multi-Family TIA Synchro 11 Report
Horizon Year 2050 Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 220 570 100 400 410 190 50 480 420 210 800 70 Future Volume (veh/h) 220 570 100 400 410 190 50 480 420 210 800 70 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.98 1.00 0.96 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 232 600 84 421 432 180 53 505 309 221 842 67 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 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 257 815 454 476 546 225 117 1300 1359 272 1825 145 Arrive On Green 0.14 0.23 0.23 0.14 0.22 0.22 0.07 0.37 0.37 0.08 0.38 0.38 Sat Flow, veh/h 1781 3554 1527 3456 2435 1003 1781 3554 2666 3456 4815 382 Grp Volume(v), veh/h 232 600 84 421 314 298 53 505 309 221 594 315 Grp Sat Flow(s),veh/h/ln 1781 1777 1527 1728 1777 1662 1781 1777 1333 1728 1702 1793 Q Serve(g_s), s 16.7 20.4 5.3 15.6 21.6 22.1 3.7 13.7 8.5 8.2 17.1 17.2 Cycle Q Clear(g_c), s 16.7 20.4 5.3 15.6 21.6 22.1 3.7 13.7 8.5 8.2 17.1 17.2 Prop In Lane 1.00 1.00 1.00 0.60 1.00 1.00 1.00 0.21
Lane Grp Cap(c), veh/h 257 815 454 476 398 372 117 1300 1359 272 1290 679 V/C Ratio(X) 0.90 0.74 0.19 0.88 0.79 0.80 0.45 0.39 0.23 0.81 0.46 0.46 Avail Cap(c_a), veh/h 314 1115 583 524 519 486 138 1300 1359 316 1290 679 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.87 0.87 0.87 Uniform Delay (d), s/veh 54.7 46.5 34.2 55.0 47.5 47.7 58.5 30.5 18.1 58.9 30.4 30.4 Incr Delay (d2), s/veh 22.2 1.7 0.2 15.5 7.1 8.3 2.7 0.9 0.4 9.9 1.0 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 8.9 9.0 2.0 7.6 10.1 9.7 1.7 5.8 2.6 3.9 7.0 7.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 76.9 48.1 34.4 70.5 54.6 56.0 61.2 31.4 18.5 68.8 31.4 32.4 LnGrp LOS E D C E D E E C B E C C
Approach Vol, veh/h 916 1033 867 1130
Approach Delay, s/veh 54.2 61.5 28.6 39.0
Approach LOS D E C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.3 54.3 24.2 36.1 13.6 56.1 24.9 35.4 Change Period (Y+Rc), s 5.1 6.8 6.3 6.3 5.1 6.8 * 6.1 * 6.3 Max Green Setting (Gmax), s 11.9 33.1 19.7 40.8 10.1 34.9 * 23 * 38 Max Q Clear Time (g_c+I1), s 10.2 15.7 17.6 22.4 5.7 19.2 18.7 24.1 Green Ext Time (p_c), s 0.1 5.7 0.4 3.9 0.0 6.6 0.1 4.0 Intersection Summary
HCM 6th Ctrl Delay 46.1
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Gran Vista Multi-Family TIA 1: North Las Posas Road & Project Driveway #1/Palm Road PM Peak Hour Horizon Year 2050 Conditions Gran Vista Multi-Family TIA Synchro 11 Report
Horizon Year 2050 Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 110 10 80 30 10 10 90 1240 70 20 790 90 Future Volume (veh/h) 110 10 80 30 10 10 90 1240 70 20 790 90 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.95 1.00 0.96 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 120 11 78 33 11 10 98 1348 68 22 859 88 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 144 13 94 144 48 44 148 1810 91 70 1504 153
Arrive On Green 0.15 0.15 0.15 0.14 0.14 0.14 0.08 0.36 0.36 0.04 0.32 0.32 Sat Flow, veh/h 971 89 631 1062 354 322 1781 4968 251 1781 4688 478 Grp Volume(v), veh/h 209 0 0 54 0 0 98 924 492 22 622 325 Grp Sat Flow(s),veh/h/ln 1692 0 0 1738 0 0 1781 1702 1814 1781 1702 1762 Q Serve(g_s), s 8.7 0.0 0.0 2.0 0.0 0.0 3.9 17.1 17.1 0.9 11.0 11.1 Cycle Q Clear(g_c), s 8.7 0.0 0.0 2.0 0.0 0.0 3.9 17.1 17.1 0.9 11.0 11.1 Prop In Lane 0.57 0.37 0.61 0.19 1.00 0.14 1.00 0.27
Lane Grp Cap(c), veh/h 251 0 0 236 0 0 148 1240 661 70 1092 565 V/C Ratio(X) 0.83 0.00 0.00 0.23 0.00 0.00 0.66 0.74 0.74 0.31 0.57 0.57 Avail Cap(c_a), veh/h 294 0 0 912 0 0 231 1353 721 197 1288 667 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.0 0.0 0.0 27.9 0.0 0.0 32.2 20.1 20.1 33.8 20.5 20.5 Incr Delay (d2), s/veh 16.1 0.0 0.0 0.5 0.0 0.0 5.0 2.3 4.3 2.5 0.7 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.5 0.0 0.0 0.8 0.0 0.0 1.8 6.7 7.5 0.4 3.9 4.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.1 0.0 0.0 28.4 0.0 0.0 37.2 22.4 24.4 36.3 21.1 21.8 LnGrp LOS D A A C A A D C C D C C
Approach Vol, veh/h 209 54 1514 969
Approach Delay, s/veh 46.1 28.4 24.0 21.7
Approach LOS D C C C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 16.3 10.6 30.0 15.4 7.5 33.2
Change Period (Y+Rc), s 5.6 4.6 6.8 5.6 4.6 6.8
Max Green Setting (Gmax), s 12.6 9.4 27.4 38.0 8.0 28.8 Max Q Clear Time (g_c+I1), s 10.7 5.9 13.1 4.0 2.9 19.1 Green Ext Time (p_c), s 0.2 0.1 6.5 0.3 0.0 7.2
Intersection Summary
HCM 6th Ctrl Delay 25.0
HCM 6th LOS C
HCM 6th TWSC Gran Vista Multi-Family TIA
2: West Mission Road & Project Driveway #2 PM Peak Hour Horizon Year 2050 Conditions Gran Vista Multi-Family TIA Synchro 11 Report
Horizon Year 2050 Conditions
Intersection
Int Delay, s/veh 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 120 1210 690 50 0 80
Future Vol, veh/h 120 1210 690 50 0 80
Conflicting Peds, #/hr 4 0 0 4 0 4
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 125 - - - - 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 130 1315 750 54 0 87
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 808 0 - 0 - 410
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy 4.14 - - - - 6.94
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy 2.22 - - - - 3.32
Pot Cap-1 Maneuver 813 - - - 0 591
Stage 1 - - - - 0 -
Stage 2 - - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 810 - - - - 587
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB WB SB
HCM Control Delay, s 0.9 0 12.2

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 810 - - - 587
HCM Lane V/C Ratio 0.161 - - - 0.148
HCM Control Delay (s) 10.3 - - - 12.2
HCM Lane LOS B - - - B
HCM 95th %tile Q(veh) 0.6 - - - 0.5
HCM 6th Signalized Intersection Summary Gran Vista Multi-Family TIA 3: North Las Posas Road & West Mission Road PM Peak Hour Horizon Year 2050 Conditions Gran Vista Multi-Family TIA Synchro 11 Report
Horizon Year 2050 Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 260 820 130 430 470 220 130 1030 640 130 630 140 Future Volume (veh/h) 260 820 130 430 470 220 130 1030 640 130 630 140 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.96 1.00 0.94 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 265 837 106 439 480 202 133 1051 582 133 643 129 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 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 267 966 558 468 624 261 158 1166 1239 264 1344 265 Arrive On Green 0.15 0.27 0.27 0.14 0.26 0.26 0.09 0.33 0.33 0.08 0.32 0.32 Sat Flow, veh/h 1781 3554 1537 3456 2413 1007 1781 3554 2627 3456 4258 840 Grp Volume(v), veh/h 265 837 106 439 352 330 133 1051 582 133 512 260 Grp Sat Flow(s),veh/h/ln 1781 1777 1537 1728 1777 1643 1781 1777 1314 1728 1702 1694 Q Serve(g_s), s 19.3 29.2 6.2 16.4 23.8 24.2 9.6 36.7 19.9 4.8 15.7 16.1 Cycle Q Clear(g_c), s 19.3 29.2 6.2 16.4 23.8 24.2 9.6 36.7 19.9 4.8 15.7 16.1 Prop In Lane 1.00 1.00 1.00 0.61 1.00 1.00 1.00 0.50
Lane Grp Cap(c), veh/h 267 966 558 468 460 425 158 1166 1239 264 1075 535 V/C Ratio(X) 0.99 0.87 0.19 0.94 0.77 0.77 0.84 0.90 0.47 0.50 0.48 0.49 Avail Cap(c_a), veh/h 267 1080 608 468 519 480 185 1166 1239 266 1075 535 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.84 0.84 0.84 Uniform Delay (d), s/veh 55.2 45.1 28.6 55.7 44.5 44.7 58.3 41.7 24.0 57.7 35.8 36.0 Incr Delay (d2), s/veh 52.6 7.0 0.2 26.9 6.7 7.7 25.2 11.3 1.3 0.5 1.3 2.6 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 12.4 13.5 2.2 8.7 11.0 10.5 5.3 17.3 6.1 2.1 6.6 6.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 107.8 52.1 28.7 82.5 51.3 52.3 83.5 53.0 25.3 58.2 37.1 38.6 LnGrp LOS F D C F D D F D C E D D
Approach Vol, veh/h 1208 1121 1766 905
Approach Delay, s/veh 62.3 63.8 46.2 40.6
Approach LOS E E D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.0 49.4 23.9 41.6 16.6 47.8 25.6 39.9 Change Period (Y+Rc), s 5.1 6.8 6.3 6.3 5.1 6.8 * 6.1 * 6.3 Max Green Setting (Gmax), s 10.0 38.4 17.6 39.5 13.5 34.9 * 20 * 38 Max Q Clear Time (g_c+I1), s 6.8 38.7 18.4 31.2 11.6 18.1 21.3 26.2 Green Ext Time (p_c), s 0.1 0.0 0.0 3.6 0.1 5.8 0.0 4.2 Intersection Summary
HCM 6th Ctrl Delay 53.0
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Gran Vista Multi-Family
Local Transportation Analysis
Appendix K - LOS Calculation Worksheets –
Horizon Year 2050 with Project Conditions

HCM 6th Signalized Intersection Summary Gran Vista Multi-Family TIA 1: North Las Posas Road & Project Driveway #1/Palm RoadAM Peak Hour Horizon Year 2050 with Project Conditions Gran Vista Multi-Family TIA Synchro 11 Report
Horizon Year 2050 with Project Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 36 10 113 40 10 10 60 410 50 30 970 72 Future Volume (veh/h) 36 10 113 40 10 10 60 410 50 30 970 72 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.95 1.00 0.95 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 38 11 106 42 11 10 63 432 48 32 1021 69 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 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 50 15 140 196 51 47 128 1458 158 95 1437 97
Arrive On Green 0.13 0.13 0.13 0.17 0.17 0.17 0.07 0.31 0.31 0.05 0.30 0.30 Sat Flow, veh/h 395 114 1103 1164 305 277 1781 4648 505 1781 4871 329 Grp Volume(v), veh/h 155 0 0 63 0 0 63 314 166 32 713 377 Grp Sat Flow(s),veh/h/ln 1613 0 0 1746 0 0 1781 1702 1749 1781 1702 1796 Q Serve(g_s), s 6.2 0.0 0.0 2.1 0.0 0.0 2.3 4.7 4.8 1.2 12.5 12.6 Cycle Q Clear(g_c), s 6.2 0.0 0.0 2.1 0.0 0.0 2.3 4.7 4.8 1.2 12.5 12.6 Prop In Lane 0.25 0.68 0.67 0.16 1.00 0.29 1.00 0.18
Lane Grp Cap(c), veh/h 205 0 0 294 0 0 128 1068 549 95 1004 530 V/C Ratio(X) 0.76 0.00 0.00 0.21 0.00 0.00 0.49 0.29 0.30 0.34 0.71 0.71 Avail Cap(c_a), veh/h 217 0 0 995 0 0 186 1128 580 213 1179 622 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.3 0.0 0.0 24.0 0.0 0.0 29.9 17.4 17.4 30.5 21.1 21.1 Incr Delay (d2), s/veh 13.5 0.0 0.0 0.4 0.0 0.0 2.9 0.2 0.4 2.0 2.0 3.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 0.0 0.0 0.9 0.0 0.0 1.0 1.7 1.9 0.5 4.6 5.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.8 0.0 0.0 24.4 0.0 0.0 32.8 17.6 17.9 32.6 23.0 24.8 LnGrp LOS D A A C A A C B B C C C
Approach Vol, veh/h 155 63 543 1122
Approach Delay, s/veh 41.8 24.4 19.4 23.9
Approach LOS D C B C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 14.1 9.4 26.6 16.9 8.2 27.8
Change Period (Y+Rc), s 5.6 4.6 6.8 5.6 4.6 6.8
Max Green Setting (Gmax), s 9.0 7.0 23.2 38.2 8.0 22.2
Max Q Clear Time (g_c+I1), s 8.2 4.3 14.6 4.1 3.2 6.8
Green Ext Time (p_c), s 0.1 0.0 5.2 0.3 0.0 3.6
Intersection Summary
HCM 6th Ctrl Delay 24.1
HCM 6th LOS C
HCM 6th TWSC Gran Vista Multi-Family TIA
2: West Mission Road & Project Driveway #2 AM Peak Hour Horizon Year 2050 with Project Conditions Gran Vista Multi-Family TIA Synchro 11 Report
Horizon Year 2050 with Project Conditions
Intersection
Int Delay, s/veh 0.8
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 43 890 510 20 0 83
Future Vol, veh/h 43 890 510 20 0 83
Conflicting Peds, #/hr 6 0 0 6 0 6
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 125 - - - - 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 45 937 537 21 0 87
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 564 0 - 0 - 291
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy 4.14 - - - - 6.94
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy 2.22 - - - - 3.32
Pot Cap-1 Maneuver 1004 - - - 0 706
Stage 1 - - - - 0 -
Stage 2 - - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 998 - - - - 698
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB WB SB
HCM Control Delay, s 0.4 0 10.9

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 998 - - - 698
HCM Lane V/C Ratio 0.045 - - - 0.125
HCM Control Delay (s) 8.8 - - - 10.9
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0.1 - - - 0.4
HCM 6th Signalized Intersection Summary Gran Vista Multi-Family TIA 3: North Las Posas Road & West Mission Road AM Peak Hour Horizon Year 2050 with Project Conditions Gran Vista Multi-Family TIA Synchro 11 Report
Horizon Year 2050 with Project Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 220 570 100 400 410 195 50 485 420 229 824 70 Future Volume (veh/h) 220 570 100 400 410 195 50 485 420 229 824 70 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.98 1.00 0.96 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 232 600 84 421 432 184 53 511 309 241 867 67 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 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 257 819 456 476 545 229 117 1276 1341 292 1824 140 Arrive On Green 0.14 0.23 0.23 0.14 0.23 0.23 0.07 0.36 0.36 0.08 0.38 0.38 Sat Flow, veh/h 1781 3554 1527 3456 2418 1018 1781 3554 2664 3456 4827 372 Grp Volume(v), veh/h 232 600 84 421 316 300 53 511 309 241 610 324 Grp Sat Flow(s),veh/h/ln 1781 1777 1527 1728 1777 1659 1781 1777 1332 1728 1702 1795 Q Serve(g_s), s 16.7 20.3 5.3 15.6 21.8 22.2 3.7 14.0 8.6 8.9 17.7 17.8 Cycle Q Clear(g_c), s 16.7 20.3 5.3 15.6 21.8 22.2 3.7 14.0 8.6 8.9 17.7 17.8 Prop In Lane 1.00 1.00 1.00 0.61 1.00 1.00 1.00 0.21
Lane Grp Cap(c), veh/h 257 819 456 476 400 374 117 1276 1341 292 1286 678 V/C Ratio(X) 0.90 0.73 0.18 0.88 0.79 0.80 0.45 0.40 0.23 0.83 0.47 0.48 Avail Cap(c_a), veh/h 314 1115 583 524 519 485 138 1276 1341 316 1286 678 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.79 0.79 0.79 Uniform Delay (d), s/veh 54.7 46.3 34.1 55.0 47.5 47.6 58.5 31.2 18.6 58.6 30.7 30.7 Incr Delay (d2), s/veh 22.2 1.6 0.2 15.5 7.2 8.4 2.7 0.9 0.4 11.4 1.0 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.9 9.0 2.0 7.6 10.2 9.8 1.7 6.0 2.6 4.3 7.2 7.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 76.9 48.0 34.3 70.5 54.7 56.0 61.2 32.1 19.0 70.0 31.7 32.6 LnGrp LOS E D C E D E E C B E C C
Approach Vol, veh/h 916 1037 873 1175
Approach Delay, s/veh 54.0 61.5 29.3 39.8
Approach LOS D E C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 16.1 53.5 24.2 36.3 13.6 55.9 24.9 35.6 Change Period (Y+Rc), s 5.1 6.8 6.3 6.3 5.1 6.8 * 6.1 * 6.3 Max Green Setting (Gmax), s 11.9 33.1 19.7 40.8 10.1 34.9 * 23 * 38 Max Q Clear Time (g_c+I1), s 10.9 16.0 17.6 22.3 5.7 19.8 18.7 24.2 Green Ext Time (p_c), s 0.0 5.7 0.4 3.9 0.0 6.6 0.1 4.0 Intersection Summary
HCM 6th Ctrl Delay 46.4
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Gran Vista Multi-Family TIA 1: North Las Posas Road & Project Driveway #1/Palm RoadPM Peak Hour Horizon Year 2050 with Project Conditions Gran Vista Multi-Family TIA Synchro 11 Report
Horizon Year 2050 with Project Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 113 10 100 30 10 10 137 1240 70 20 790 97 Future Volume (veh/h) 113 10 100 30 10 10 137 1240 70 20 790 97 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.95 1.00 0.96 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 123 11 100 33 11 10 149 1348 68 22 859 95 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 143 13 116 143 48 43 186 1782 90 70 1365 150 Arrive On Green 0.16 0.16 0.16 0.13 0.13 0.13 0.10 0.36 0.36 0.04 0.29 0.29 Sat Flow, veh/h 883 79 718 1062 354 322 1781 4968 251 1781 4647 511 Grp Volume(v), veh/h 234 0 0 54 0 0 149 924 492 22 628 326 Grp Sat Flow(s),veh/h/ln 1679 0 0 1738 0 0 1781 1702 1814 1781 1702 1754 Q Serve(g_s), s 10.1 0.0 0.0 2.1 0.0 0.0 6.1 17.7 17.7 0.9 11.8 12.0 Cycle Q Clear(g_c), s 10.1 0.0 0.0 2.1 0.0 0.0 6.1 17.7 17.7 0.9 11.8 12.0 Prop In Lane 0.53 0.43 0.61 0.19 1.00 0.14 1.00 0.29
Lane Grp Cap(c), veh/h 273 0 0 234 0 0 186 1221 651 70 1000 515 V/C Ratio(X) 0.86 0.00 0.00 0.23 0.00 0.00 0.80 0.76 0.76 0.31 0.63 0.63 Avail Cap(c_a), veh/h 285 0 0 891 0 0 226 1322 705 192 1258 648 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.2 0.0 0.0 28.6 0.0 0.0 32.5 20.9 20.9 34.6 22.7 22.7 Incr Delay (d2), s/veh 21.5 0.0 0.0 0.5 0.0 0.0 15.6 2.6 4.8 2.5 0.9 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.5 0.0 0.0 0.9 0.0 0.0 3.3 7.0 7.8 0.4 4.4 4.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 51.7 0.0 0.0 29.1 0.0 0.0 48.0 23.5 25.7 37.2 23.6 24.6 LnGrp LOS D A A C A A D C C D C C
Approach Vol, veh/h 234 54 1565 976
Approach Delay, s/veh 51.7 29.1 26.5 24.2
Approach LOS D C C C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 17.6 12.3 28.6 15.6 7.5 33.4
Change Period (Y+Rc), s 5.6 4.6 6.8 5.6 4.6 6.8
Max Green Setting (Gmax), s 12.6 9.4 27.4 38.0 8.0 28.8 Max Q Clear Time (g_c+I1), s 12.1 8.1 14.0 4.1 2.9 19.7 Green Ext Time (p_c), s 0.1 0.0 6.3 0.3 0.0 6.9
Intersection Summary
HCM 6th Ctrl Delay 27.9
HCM 6th LOS C
HCM 6th TWSC Gran Vista Multi-Family TIA
2: West Mission Road & Project Driveway #2 PM Peak Hour Horizon Year 2050 with Project Conditions Gran Vista Multi-Family TIA Synchro 11 Report
Horizon Year 2050 with Project Conditions
Intersection
Int Delay, s/veh 1.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 133 1210 690 50 0 86
Future Vol, veh/h 133 1210 690 50 0 86
Conflicting Peds, #/hr 4 0 0 4 0 4
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 125 - - - - 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 145 1315 750 54 0 93
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 808 0 - 0 - 410
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy 4.14 - - - - 6.94
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy 2.22 - - - - 3.32
Pot Cap-1 Maneuver 813 - - - 0 591
Stage 1 - - - - 0 -
Stage 2 - - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 810 - - - - 587
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB WB SB
HCM Control Delay, s 1 0 12.3

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 810 - - - 587
HCM Lane V/C Ratio 0.178 - - - 0.159
HCM Control Delay (s) 10.4 - - - 12.3
HCM Lane LOS B - - - B
HCM 95th %tile Q(veh) 0.6 - - - 0.6
HCM 6th Signalized Intersection Summary Gran Vista Multi-Family TIA 3: North Las Posas Road & West Mission Road PM Peak Hour Horizon Year 2050 with Project Conditions Gran Vista Multi-Family TIA Synchro 11 Report
Horizon Year 2050 with Project Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 260 820 130 430 470 241 130 1056 640 139 641 140 Future Volume (veh/h) 260 820 130 430 470 241 130 1056 640 139 641 140 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.96 1.00 0.94 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 265 837 106 439 480 224 133 1078 582 142 654 129 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 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 267 966 558 468 602 279 158 1165 1239 264 1349 262 Arrive On Green 0.15 0.27 0.27 0.14 0.26 0.26 0.09 0.33 0.33 0.08 0.32 0.32 Sat Flow, veh/h 1781 3554 1537 3456 2327 1078 1781 3554 2627 3456 4272 829 Grp Volume(v), veh/h 265 837 106 439 366 338 133 1078 582 142 519 264 Grp Sat Flow(s),veh/h/ln 1781 1777 1537 1728 1777 1627 1781 1777 1314 1728 1702 1697 Q Serve(g_s), s 19.3 29.2 6.2 16.4 25.0 25.3 9.6 38.0 19.9 5.1 16.0 16.4 Cycle Q Clear(g_c), s 19.3 29.2 6.2 16.4 25.0 25.3 9.6 38.0 19.9 5.1 16.0 16.4 Prop In Lane 1.00 1.00 1.00 0.66 1.00 1.00 1.00 0.49
Lane Grp Cap(c), veh/h 267 966 558 468 460 421 158 1165 1239 264 1075 536 V/C Ratio(X) 0.99 0.87 0.19 0.94 0.80 0.80 0.84 0.93 0.47 0.54 0.48 0.49 Avail Cap(c_a), veh/h 267 1080 608 468 519 476 185 1165 1239 266 1075 536 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.75 0.75 0.75 Uniform Delay (d), s/veh 55.2 45.1 28.6 55.7 45.0 45.1 58.3 42.2 24.1 57.8 35.9 36.0 Incr Delay (d2), s/veh 52.6 7.0 0.2 26.9 8.2 9.5 25.2 13.6 1.3 0.8 1.2 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.4 13.5 2.2 8.7 11.7 11.0 5.3 18.2 6.1 2.2 6.7 7.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 107.8 52.1 28.7 82.5 53.2 54.6 83.5 55.8 25.3 58.7 37.1 38.5 LnGrp LOS F D C F D D F E C E D D
Approach Vol, veh/h 1208 1143 1793 925
Approach Delay, s/veh 62.3 64.9 48.0 40.8
Approach LOS E E D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.0 49.4 23.9 41.6 16.6 47.8 25.6 39.9 Change Period (Y+Rc), s 5.1 6.8 6.3 6.3 5.1 6.8 * 6.1 * 6.3 Max Green Setting (Gmax), s 10.0 38.4 17.6 39.5 13.5 34.9 * 20 * 38 Max Q Clear Time (g_c+I1), s 7.1 40.0 18.4 31.2 11.6 18.4 21.3 27.3 Green Ext Time (p_c), s 0.1 0.0 0.0 3.6 0.1 5.8 0.0 4.0 Intersection Summary
HCM 6th Ctrl Delay 53.9
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Gran Vista Multi-Family
Local Transportation Analysis
Appendix L - Queueing Analysis Worksheets

Queues Gran Vista Multi-Family TIA
1: North Las Posas Road & Project Driveway #1/Palm RoadAM Peak Hour Near-Term Year 2024 with Project Conditions Gran Vista Multi-Family TIA Synchro 11
Near-Term Year 2024 with Project Conditions
Lane Group EBT WBT NBL NBT SBL SBT
Lane Group Flow (vph) 139 36 30 432 7 1079
v/c Ratio 0.40 0.09 0.13 0.17 0.03 0.44
Control Delay 16.3 21.8 34.9 15.9 34.5 20.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 16.3 21.8 34.9 15.9 34.5 20.4
Queue Length 50th (ft) 10 10 9 35 2 104
Queue Length 95th (ft) 78 34 46 116 18 #347
Internal Link Dist (ft) 78 307 539 712
Turn Bay Length (ft) 150 130
Base Capacity (vph) 354 1192 261 2623 248 2433
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.39 0.03 0.11 0.16 0.03 0.44
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Gran Vista Multi-Family TIA
1: North Las Posas Road & Project Driveway #1/Palm RoadPM Peak Hour Near-Term Year 2024 with Project Conditions Gran Vista Multi-Family TIA Synchro 11 Report
Near-Term Year 2024 with Project Conditions
Lane Group EBT WBT NBL NBT SBT
Lane Group Flow (vph) 199 21 115 1307 867
v/c Ratio 0.70 0.06 0.49 0.51 0.58
Control Delay 41.3 19.3 40.7 14.2 22.7
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 41.3 19.3 40.7 14.2 22.7
Queue Length 50th (ft) 47 4 32 69 73
Queue Length 95th (ft) #262 22 #168 313 232
Internal Link Dist (ft) 78 307 539 712
Turn Bay Length (ft) 150
Base Capacity (vph) 285 1120 239 2586 1884
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.70 0.02 0.48 0.51 0.46
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Near-Term Year 2024 with Project
Queuing Analysis Results
AM Peak Hour
PM Peak Hour

Queues Gran Vista Multi-Family TIA
1: North Las Posas Road & Project Driveway #1/Palm RoadAM Peak Hour Horizon Year 2050 with Project Conditions Gran Vista Multi-Family TIA Synchro 11 Report
Horizon Year 2050 with Project Conditions
Lane Group EBT WBT NBL NBT SBL SBT
Lane Group Flow (vph) 168 64 63 485 32 1097
v/c Ratio 0.56 0.19 0.34 0.24 0.15 0.58
Control Delay 25.2 22.2 40.7 18.2 36.5 23.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 25.2 22.2 40.7 18.2 36.5 23.4
Queue Length 50th (ft) 29 21 26 39 13 146
Queue Length 95th (ft) #138 49 #84 126 49 #331
Internal Link Dist (ft) 78 307 539 712
Turn Bay Length (ft) 150 130
Base Capacity (vph) 299 1000 184 2011 210 1886
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.56 0.06 0.34 0.24 0.15 0.58
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Gran Vista Multi-Family TIA
1: North Las Posas Road & Project Driveway #1/Palm RoadPM Peak Hour Horizon Year 2050 with Project Conditions Gran Vista Multi-Family TIA Synchro 11 Report
Horizon Year 2050 with Project Conditions
Lane Group EBT WBT NBL NBT SBL SBT
Lane Group Flow (vph) 243 55 149 1424 22 964
v/c Ratio 0.77 0.17 0.56 0.63 0.11 0.66
Control Delay 48.8 25.3 43.4 22.6 41.2 29.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 48.8 25.3 43.4 22.6 41.2 29.2
Queue Length 50th (ft) 102 20 69 168 10 149
Queue Length 95th (ft) #334 50 #173 #500 40 #325
Internal Link Dist (ft) 78 307 539 712
Turn Bay Length (ft) 150 130
Base Capacity (vph) 316 919 350 2272 194 1552
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.77 0.06 0.43 0.63 0.11 0.62
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Horizon Year 2050 with Project
Queuing Analysis Results
AM Peak Hour
PM Peak Hour

San Marcos City CouncilJune 27, 2023

San Marcos City Council
June 27, 2023