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5. 2
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6. 1
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10/24/2023 PH1 208 of 2254
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10/24/2023 PH1 209 of 2254
7. 1
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10/24/2023 PH1 210 of 2254
11 .
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10/24/2023 PH1 211 of 2254
City of Vista Attachment C – Local Transportation Study Tideline Kensho Residential Project – IS/MND P-22-0282 August 2023
Attachment C – Local Transportation Study
10/24/2023 PH1 212 of 2254
City of Vista Attachment C – Local Transportation Study Tideline Kensho Residential Project – IS/MND P-22-0282 August 2023
This page left intentionally blank.
10/24/2023 PH1 213 of 2254
PPrepared ffor
Tideline Partners
2148 Jimmy Durante Boulevard, Suite B
Del Mar, CA 92014
Prepared by
3900Fifth Avenue,Suite 310
San Diego, CA 92103
Pheasant Hill
Multi-Family
Local Transportation
Study
December 2022
10/24/2023 PH1 214 of 2254
Pheasant Hill Multi-Family
DRAFT Local Transportation Study
ES-1
Executive Summary
The purpose of this Local Transportation Study (LTS) is to evaluate how the proposed Pheasant Hill Multi-Family project (the “Project”) will affect the surrounding local transportation network, as well as to determine if additional transportation improvements will be needed.
The project site is located along the south side of Guajome Street just west of the existing Sprinter light rail line in the City of Vista. The Project is proposing to construct 183 multi-family dwelling units, including three four-story buildings with covered parking and one three-story building. Additional surface level parking would be provided throughout the site.
Pedestrian access to the site will be provided via a new sidewalk located on both sides of the new driveway. As part of the Project features, the Project will construct additional sidewalks along Guajome Street, specifically at the following locations:
x Construct sidewalk on the north side of Guajome Street/Lado De Loma Drive, between 201 Guajome Street and Eddie Drive.
x Southern side of Guajome Street, between the Project’s western property line and Mercantile Street, including a temporary asphalt sidewalk between the eastern rail road right-of-way and Mercantile Street. The construction of this portion of the sidewalk will require CPUC approval via the GO-88B Modification of an existing Rail Crossing process, which the applicant is working on submitting to the City and the CPUC.
SANDAG is currently in the preliminary design stage of the Inland Rail Trail (IRT) along the railroad tracks in this area. The IRT will intersect with the Project’s proposed sidewalk. Based upon review of the preliminary design for the Inland Rail Trail, the sidewalk proposed by the Project will complement the Inland Rail Trail and would not conflict with SANDAG’s plan.
Access to the Project will be provided via a new full-access side-street stop-controlled driveway along the south side of Guajome Street. Based on a queuing analysis conducted using VISSIM, a microsimulation software, and a site meeting conducted on November 11, 2021 with staff from City of Vista, California Public Utility Commission (CPUC), North County Transit District (NCTD), SANDAG, and the Project engineers, it was determined that the new driveway would be located approximately 70 feet west of the existing Sprinter light rail line. Queuing discussion is provided in Section 6.
For a conservative analysis and to allow flexibility for potential minor land use changes, this LTS assumes a total of 185 dwelling units.
10/24/2023 PH1 215 of 2254
Pheasant Hill Multi-Family
DRAFT Local Transportation Study
ES-2
Local Transportation Study Summary
This section provides a discussion of the findings from the LTS prepared per the City of Vista Transportation Impact Analysis Guidelines (TIAG). Detailed analyses are available in Chapters 3, 4, and 5.
RRoadwayy Segmentt
Tablee ES.1 displays the roadway segment level of service (LOS) results for each of the study scenarios analyzed.
Tablee ES.11 -- Summary of Roadway Segment LOS Analyses Results Roadwayy Segmentt Levell off Service
E E+P NT NT+P HY HY+P
Lado De Loma
Drive
Vista Village Drive to
Guajome Street
Under
Capacity
Under
Capacity
Under
Capacity
Under
Capacity C D
Guajome
Street
Lado De Loma Drive to
Project Driveway
Under
Capacity
Under
Capacity
Under
Capacity
Under
Capacity A B
Guajome
Street
Project Driveway to
South Santa Fe Avenue
Under
Capacity
Under
Capacity
Under
Capacity
Under
Capacity A B
Source: CR Associates (2022)
Notes:
E = Existing Conditions; E+P = Existing with Project Conditions.
NT = Near-Term Year 2023 Base Conditions; NT+P = Near-Term Year 2023 Base with Project Conditions.
HY = Horizon Year 2030 Base Conditions; HY+P = Horizon Year 2030 Base with Project Conditions.
With the implementation of the Project, all study roadway segments are projected to operate under capacity or at acceptable LOS D or better under the various study scenarios.
Intersectionn
Tablee ES.2 displays the intersection LOS results for each of the study scenarios analyzed.
Tablee ES.22 -- Summary of Intersection LOS Analyses Results ID Intersection Peakk
Hour
Levell off Service
E E+P NT NT+P HY HY+P
1 Vista Village Drive & Lado De Loma Drive AM C C C C C C
PM C C C C D D
2 Lado De Loma Drive & Guajome Street AM A A A A A A
PM A A A A A A
3 South Santa Fe Avenue & Guajome Street AM A A A A A A
PM A A A A B B
4 Project Driveway & Guajome Street AM N/A A N/A A N/A B
PM N/A B N/A B N/A B
Source: CR Associates (2022)
Notes:
E = Existing Conditions; E+P = Existing with Project Conditions.
NT = Near-Term Year 2023 Base Conditions; NT+P = Near-Term Year 2023 Base with Project Conditions.
HY = Horizon Year 2030 Base Conditions; HY+P = Horizon Year 2030 Base with Project Conditions.
N/A = Not Applicable.
10/24/2023 PH1 216 of 2254
Pheasant Hill Multi-Family
DRAFT Local Transportation Study
ES-3
With the implementation of the Project, all study intersections are projected to operate at acceptable LOS D or better during both the AM and PM peak hours under the various study scenarios.
Determination of the Need for Off-Site Improvements
IIntersectionn Improvementss
Based upon the LOS analyses results and the significance criteria presented in Section 2.6 of this report, the addition of Project traffic would not have any adverse effects on traffic operations at any of the study intersections under Existing with Project conditions. Therefore, no intersection improvements will be required.
Roadwayy Segmentt Improvementss
Based upon the LOS analyses results and the significance criteria presented in Section 2.6 of this report, the addition of Project traffic would not have any adverse effects on traffic operations along study roadway segments under “with Project” conditions. 10/24/2023 PH1 217 of 2254
Pheasant Hill Multi-Family
DRAFT Local Transportation Study
Page i
Table of Contents
Executive Summary............................................................................................................................ES-1 Local Transportation Study Summary...................................................................................................................ES-2 Determination of the Need for Off-Site Improvements .......................................................................................ES-3
1.0 Introduction.....................................................................................................................................1 Project Description..........................................................................................................................................1 Project Improvements.....................................................................................................................................1 Project Trip Generation, Distribution, and Assignment..................................................................................4 Project Study Area...........................................................................................................................................8 Report Organization......................................................................................................................................10
2.0 Analysis Methodology .................................................................................................................11 Analysis Guidelines........................................................................................................................................11 Level of Service (LOS) Definition ...................................................................................................................11 Roadway Segment LOS Standards and Thresholds.......................................................................................12 Peak Hour Intersection LOS Standards and Thresholds................................................................................12 Determination of Project Study Area............................................................................................................14 Improvement Thresholds..............................................................................................................................15
3.0 Existing Conditions........................................................................................................................16 Vehicular Facilities.........................................................................................................................................16 Pedestrian Facilities.......................................................................................................................................16 Bicycle Facilities.............................................................................................................................................18 Transit Facilities.............................................................................................................................................18 Existing Roadway Network and Traffic Volumes...........................................................................................21 Existing Traffic Conditions.............................................................................................................................21 Existing with Project Roadway Network and Traffic Volumes ......................................................................25 Existing with Project Traffic Conditions.........................................................................................................25 Determination of the Need for Off-Site Improvements................................................................................29
4.0 Near-Term Year 2023 Conditions ................................................................................................30 Cumulative Projects Traffic ...........................................................................................................................30 Near-Term Year 2023 Base Roadway Network and Traffic Volumes............................................................30 Near-Term Year 2023 Base Traffic Conditions ..............................................................................................32 Near-Term Year 2023 Base with Project Roadway Network and Traffic Volumes........................................34 Near-Term Year 2023 Base with Project Traffic Conditions..........................................................................34 Determination of the Need for Off-Site Improvements................................................................................38
5.0 Horizon Year 2030 Conditions......................................................................................................39 Horizon Year 2030 Base Roadway Network and Traffic Volumes.................................................................39 Horizon Year 2030 Base Traffic Conditions...................................................................................................41 Horizon Year 2030 Base with Project Roadway Network and Traffic Volumes.............................................43 Horizon Year 2030 Base with Project Traffic Conditions...............................................................................43 Determination of the Need for Off-Site Improvements................................................................................43
6.0 Site Access and Parking..............................................................................................................47 Vehicular Access............................................................................................................................................47 Project Parking..............................................................................................................................................48 10/24/2023 PH1 218 of 2254
Pheasant Hill Multi-Family
DRAFT Local Transportation Study
Page ii
List of Figures
Regional Location Map ............................................................................................................................................ 1 Project Site Plan ........................................................................................................................................................ 3 Project Trip Distribution .......................................................................................................................................... 6 Project Trip Assignment .......................................................................................................................................... 7 Project Study Area .................................................................................................................................................... 9 Functional Classifications and Intersection Geometrics – Existing Conditions.............................................22 Traffic Volumes – Existing Conditions .................................................................................................................23 Traffic Volumes – Existing with Project Conditions ..........................................................................................26 Traffic Volumes – Near-Term Year 2023 Base Conditions ...............................................................................31 Traffic Volumes – Near-Term Year 2023 Base with Project Conditions.........................................................35 Traffic Volumes – Horizon Year 2030 Base Conditions.....................................................................................40 Traffic Volumes – Horizon Year 2030 Base with Project Conditions ..............................................................44 List of Tables
Table ES.1 -Summary of Roadway Segment LOS Analyses Results ................................................................................. ES-2 Table ES.2 -Summary of Intersection LOS Analyses Results ............................................................................................. ES-2 Table 1.1 -Project Trip Generation - LTS ................................................................................................................................... 5 Table 1.2 -Project Trip Generation – Current Site Plan ..........................................................................................................5 Table 2.1 -LOS Definitions ......................................................................................................................................................... 11 Table 2.2 -Circulation Element Roadway Classifications – Capacity and LOS ...................................................................12 Table 2.3 -Signalized Intersection LOS Operation Analysis Method ..................................................................................13 Table 2.4 -LOS Criteria for Stop-Controlled Unsignalized Intersections ............................................................................14 Table 3.1 -Existing Transportation Network Characteristics ...............................................................................................17 Table 3.2 -Pedestrian Facilities and Conditions .....................................................................................................................17 Table 3.3 -Bicycle Facilities and Conditions ............................................................................................................................ 19 Table 3.4 -Existing Transit Amenities ...................................................................................................................................... 20 Table 3.5 -Roadway Segment LOS Results – Existing Conditions........................................................................................24 Table 3.6 -Peak Hour Intersection LOS Results – Existing Conditions ................................................................................24 Table 3.7 -Roadway Segment LOS Results – Existing with Project Conditions .................................................................27 Table 3.8 -Peak Hour Intersection LOS Results – Existing with Project Conditions .........................................................28 Table 4.1 -Roadway Segment LOS Results – Near-Term Year 2023 Base Conditions......................................................33 Table 4.2 -Peak Hour Intersection LOS Results – Near-Term Year 2023 Base Conditions ..............................................33 Table 4.3 -Roadway Segment LOS Results – Near-Term Year 2023 Base with Project Conditions ...............................36 Table 4.4 -Peak Hour Intersection LOS Results – Near-Term Year 2023 Base with Project Conditions .......................37 Table 5.1 -Roadway Segment LOS Results – Horizon Year 2030 Base Conditions ...........................................................42 Table 5.2 -Peak Hour Intersection LOS Results – Horizon Year 2030 Base Conditions ...................................................42 Table 5.3 -Roadway Segment LOS Results – Horizon Year 2030 Base with Project Conditions.....................................45 Table 5.4 -Peak Hour Intersection LOS Results – Horizon Year 2030 Base with Project Conditions .............................46 Table 6.1 -Project Parking ......................................................................................................................................................... 48 Table 6.2 -Additional Project Parking ...................................................................................................................................... 48 10/24/2023 PH1 219 of 2254
Pheasant Hill Multi-Family
DRAFT Local Transportation Study
Page iii
Appendices
Appendix A -Project Information Form
Appendix B -Traffic Counts, Count Validation, and Traffic Growth Calculations Appendix C -Signal Timings
Appendix D -NCTD Route Information
Appendix E -Peak Hour Intersection Capacity Worksheets Existing Conditions Appendix F -Peak Hour Intersection Capacity Worksheets Existing with Project Conditions Appendix G -Peak Hour Intersection Capacity Worksheets Near-Term Year 2023 Base Conditions Appendix H -Peak Hour Intersection Capacity Worksheets Near-Term Year 2023 Base with Project Conditions Appendix I -Peak Hour Intersection Capacity Worksheets Horizon Year 2030 Base Conditions Appendix J -Peak Hour Intersection Capacity Worksheets Horizon Year 2030 Base with Project Conditions Appendix K -Queuing Analysis
10/24/2023 PH1 220 of 2254
Pheasant Hill Multi-Family
DRAFT Local Transportation Study
1.0 Introduction
The purpose of this Local Transportation Study (LTS) is to evaluate how the proposed Pheasant Hill Multi-Family project (the “Project”) will affect the surrounding local transportation network, as well as to determine if additional transportation improvements will be needed.
Project Description
The project site is located along the south side of Guajome Street just west of the existing Sprinter light rail line in the City of Vista. The Project will construct 183 multi-family dwelling units, including three four-story buildings with covered parking and one three-story building. Additional surface level parking would be provided throughout the site. The Project will construct sidewalks to City of Vista standard. Access to the Project will be provided via a full-access side-street stop-controlled driveway along the south side of Guajome Street approximately 70 feet west of the existing Sprinter light rail line.Figure 1.1 displays the Project’s regional location. FFigure 1.2 displays the project site plan.
For a conservative analysis and to allow flexibility for potential minor land use changes, this LTS assumes a total of 185 dwelling units.
Project Improvements
The Project will include the improvements or construction of the following facilities as project features:
Projectt Drivewayy
Project Driveway & Guajome Street – This driveway will be on the south side of Guajome Street approximately 70 feet west of the existing Sprinter light rail line. This driveway will operate as a side-street stop-controlled intersection with Guajome Street as the uncontrolled approach and the driveway as the stop-controlled approach. This driveway will include one inbound lane and one outbound lane.
Off-Sitee Improvementss
Prior to the approval of the Project’s improvement plans, the Project shall, to the satisfaction of the City Engineer, coordinate with City’s staff, CPUC, and NCTD to obtain approval of a GO-88B for the following features:
a. A westbound left-turn pocket into the Project
b. A sidewalk located on the southern side of Guajome Street, between the western property line and Mercantile Street, including a temporary asphalt sidewalk between the eastern rail road right-of-way and Mercantile Street.
Prior to the issuance of the occupancy permit for the Project, the Project shall take the following steps, each to the satisfaction of the City Engineer:
1. Construct sidewalk on the north side of Guajome Street/Lado De Loma Drive, between 201 Guajome Street and Eddie Drive.
2. Construct sidewalk on the south side of Guajome Street, between the Project’s western property line and Mercantile Street, including a temporary asphalt sidewalk between the eastern rail road right-of-way and Mercantile Street.
3. Construct street improvements and westbound left-turn pocket per the Project’s approved site plan.
10/24/2023 PH1 221 of 2254
76 Project Site
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Figure 1.1
Project Regional Location
Pheasant Hill Multi-Family
Local Transportation Study
021 Miles
10/24/2023 PH1 222 of 2254
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Pheasant Hill Multi-Family
DRAFT Local Transportation Study
Due to uncertainty regarding the final design of the Inland Rail Trail along Guajome Street by SANDAG, the Project is not assuming connection to the Inland Rail Trail from the sidewalks along Guajome Street. However, where feasible, the Project applicant will coordinate with SANDAG to ensure that the proposed sidewalk under step 2 does not conflict with SANDAG’s design for the Inland Rail Trail.
BBicyclee Facilitiess
No changes to the bicycle network are proposed.
Transitt Facilitiess
No changes to the transit network are proposed.
Project Trip Generation, Distribution, and Assignment
Projectt Tripp Generationn
Project trip generation estimates were derived utilizing the trip generation rates outlined in SANDAG’s (Not So) Brief Guide of Vehicular Traffic Generation Rates for The San Diego Region (2002). Although the Project’s current site plan proposes 183 multi-family dwelling units, for a conservative analysis and to allow flexibility for potential minor land use changes, this LTS assumed a total of 185 dwelling units instead. Tablee 1.1 displays the anticipated trip generation as studied in this LTS and Tablee 1.22 displays the anticipated trip generation for the current site plan.
As shown in Table 1.1, the Project as studied in this LTS would generate a total of 1,110 daily trips, with 89 occurring in the AM peak Hour (18 inbound, 71 outbound) and 100 occurring in the PM peak hour (70 inbound, 30 outbound). Whereas the current site plan would generate a total of 1,098 daily trips, with 88 occurring in the AM peak Hour (18 inbound, 70 outbound) and 99 occurring in the PM peak hour (69 inbound, 30 outbound). Therefore, the trip generation as studied in the LTS provides a more conservative analysis from a trip generation perspective.
Projectt Tripp Distributionn
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. Figuree 1.3 displays the project trip distribution pattern for the Project.
Projectt Tripp Assignmentt
Based on the project trip distribution pattern, daily and AM/PM peak hour project trips were assigned to the surrounding roadway network. Figuree 1.4 displays the project trip assignment for the Project.
10/24/2023 PH1 224 of 2254
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10/24/2023 PH1 225 of 2254
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Pheasant Hill Multi-Family
Local Transportation Study
Figure 1.3
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Pheasant Hill Multi-Family
Local Transportation Study
Figure 1.4
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Pheasant Hill Multi-Family
DRAFT Local Transportation Study
Project Study Area
Based on the criteria outlined in the City of Vista Transportation Impact Analysis Guidelines (TIAG) (December 2020) and the project trip assignment, the following two (2) roadway segments and four (4) intersections were analyzed in this study:
RRoadwayy Segmentss
Lado De Loma Drive, between Vista Village Drive and Guajome Street Guajome Street, between Lado De Loma Drive and South Santa Fe Avenue After implementation of the Project, the study roadway segments will be divided as follows:
Lado De Loma Drive, between Vista Village Drive and Guajome Street Guajome Street, between Lado De Loma Drive and Project Driveway Guajome Street, between Project Driveway and South Santa Fe Avenue Intersectionss
1. Vista Village Drive & Lado De Loma Drive (Signalized)
2. Lado De Loma Drive & Guajome Street (All-way stop-controlled)
3. South Santa Fe Avenue & Guajome Street (Roundabout)
4. Project Driveway & Guajome Street (Side-street stop-controlled) 1 1 Intersection provides project access and does not currently exist; therefore, it is only analyzed under “with Project” scenarios.
Figuree 1.5 displays the project study roadway segments and intersections. 10/24/2023 PH1 228 of 2254
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Pheasant Hill Multi-Family
DRAFT Local Transportation Study
Report Organization
Following this introductory chapter, the report is organized into the following chapters:
2.0 Analysis Methodology – This chapter reviews the methods utilized to evaluate the Project’s effect on the local transportation network, as is required in the City of Vista TIAG for an LTS.
3.0 Existing Conditions – This chapter provides a qualitative description of the transportation facilities and services located within the project study area including roadway, active transportation, and transit facilities. This chapter also evaluates the traffic operational conditions for the existing transportation network. LOS analyses and results are provided for both Existing and Existing with Project conditions.
4.0 Near-Term Year 2023 Conditions – This chapter describes near-term developments anticipated to add traffic to the project study area by year 2023, the Project’s opening year. These projects are included in the Near-Term Year 2023 Base conditions. LOS analyses and results are provided for both Near-Term Year 2023 Base and Near-Term Year 2023 Base with Project conditions. Recommended improvements as a result of the Project are also identified, if necessary.
5.0 Horizon Year 2030 Conditions – This chapter describes projected long-range future conditions of the transportation network within the study area. Recommended improvements as a result of the Project are also identified, if necessary.
6.0 Site Access & Parking – This chapter addresses access to the project site and evaluates the amount of parking that will be provided on-site.
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2.0 Analysis Methodology
This LTS was performed in accordance with the standards and requirements identified in the City of Vista TIAG. The project information form (PIF) is included in AAppendixx A.
Analysis Guidelines
The City of Vista TIAG provides standards and thresholds to determine the effect a land development project will have on the local transportation network through an LTS. Although an LTS is not required to satisfy California Environmental Quality Act (CEQA) requirements, it is required for projects that generate more than 400 ADT. An LTS helps to provide the project applicant and the City of Vista an understanding of how the local transportation network will operate with the implementation of the Project. Additionally, the LTS identifies facilities that may require improvement(s) to address issues related to operations and safety for all transportation modes (vehicle, pedestrian, bicycle, and transit).
Level of Service (LOS) Definition
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. Tablee 2.1 describes generalized definitions of the various LOS categories (A through F) as applied to roadway operations.
Tablee 2.11 -LOS Definitions
LOSS
Category Definitionn off 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
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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 ADT volumes. The City of Vista General Plan establishes a goal of LOS D for all City streets except for within areas designated for mixed-use development, or areas designated to be more bicycle/pedestrian friendly. If the existing LOS is D or worse, preservation of the existing LOS must be maintained, or acceptable improvements must be identified. TTablee 2.2 presents the City of Vista roadway segment LOS standards and ADT thresholds which were utilized to analyze study roadway segments.
Tablee 2.22 -Circulation Element Roadway Classifications – Capacity and LOS Streett Classification LOS
A B C D E
6-Lane Prime Arterial < 36,000 < 42,000 < 48,000 < 54,000 < 60,000 6-Lane Urban Major < 30,000 < 35,000 < 40,000 < 45,000 < 50,000 4-Lane Major Arterial < 24,000 < 28,000 < 32,000 < 36,000 < 40,000 4-Lane Collector < 15,000 < 17,500 < 20,000 < 22,500 < 25,000 2-Lane Collector with TWLTL < 9,000 < 10,500 < 12,000 < 13,500 < 15,000 2-Lane Collector < 5,280 < 6,160 < 7,040 < 7,920 < 8,800 2-Lane Semi-Rural1 ----< 7,900
Source: City of Vista TIAG (December 2020)
Notes:
TWLTL = Two Way Left-Turn Lane (or striped center median). 1 Semi-Rural Streets: Capacities identified are the maximum recommended volumes to maintain this classification. If volumes exceed this capacity, either a classification modification should be considered or measures should be taken to reduce through traffic.
Peak Hour Intersection LOS Standards and Thresholds
This section presents the methodologies used to perform peak hour intersection capacity analysis at the signalized and unsignalized intersections within the study area. The following assumptions were utilized in conducting all intersection LOS analyses:
Peak Hour Factor (PHF) – PHF was calculated from June 2021 and November 2021 peak hour intersection count data, included in Appendixx B, and utilized for Existing and Near-Term analysis. A PHF of 0.95 or existing PHF (whichever is greater) was used for Horizon Year conditions.
Signal Timing – Used traffic signal timing/phasing plans provided by the City of Vista (July 2021). Existing signal timings are provided in Appendixx C. Signal timing was optimized under Horizon Year conditions.
Heavy Truck Percentage – A 2% truck percentage was assumed for all scenarios. Lane Utilization Factor – No unusual lane utilization was observed in the field; therefore, HCM 6th Edition defaults were used for all scenarios
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2.4.1 Signalized Intersections
The analysis of signalized intersections utilized the operational analysis procedure as outlined in the Highway Capacity Manual (HCM) 6th Edition Chapter 19 signalized 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, onဨstreet parking, pedestrians, traffic composition (i.e., percentage trucks) and shared lane movements (i.e., through and rightဨturn movements originating from the same lane). The LOS criteria used for the analysis of signalized intersections are described in TTablee 2.3, identifying the thresholds of control delays and the associated LOS. The computerized analysis of intersection operations was performed utilizing the Synchro Version 10 traffic analysis software by Trafficware Ltd.
Tablee 2.33 -Signalized Intersection LOS Operation Analysis Method Averagee Stoppedd
Delayy Perr Vehiclee
(Seconds)
LOSS Characteristics
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 vehicle delay, resulting from some combination of unfavorable progression, long cycle lengths, or high vehicle 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 vehicle delay, considered unacceptable to most drivers. This condition often occurs when arrival flow rates exceed the LOS D capacity of the intersection. Poor progression and long cycle lengths may also be major contributing causes to such delay.
Source: Highway Capacity Manual 6th Edition
2.4.2 Unsignalized Intersections
Unsignalized intersections were analyzed using the Highway Capacity 6th Edition side-street stop (Chapter 20), all-way stop (Chapter 21), and roundabout (Chapter 22) intersection analysis methodology. The computerized analysis of intersection operations was performed utilizing the Synchro Version 10 traffic analysis software by Trafficware Ltd.
LOS was determined as follows:
Side-street stop intersections – Reported for the worst-case approach. All-way stop controlled intersections – Reported for the average of all approaches. Roundabout – Reported for the worst-case approach.
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The LOS criteria used for the analysis of unsignalized intersections are described in TTablee 2.4.
Tablee 2.44 -LOS Criteria for Stop-Controlled Unsignalized Intersections Averagee Stoppedd Delayy Perr Vehiclee (Seconds)LOSS Characteristics 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 of Vista TIAG, the project study area should include the following facilities:
Vehiclee
All signalized and unsignalized project driveways shall be analyzed as well as any other intersections at the discretion of the City Traffic Engineer. Freeway ramp intersections should also be analyzed if the project will add 20 or more peak hour (new trips) trips in either direction.
Pedestriann
An assessment of existing pedestrian facilities for the following extents:
Pedestrian facilities directly connected to project access points and adjacent to the project development, extending in each direction to the nearest intersection with a classified roadway or connection with a Class I bike path.
Pedestrian facilities connecting to transit stops within two blocks of the project.
Bicyclee
Discussion of existing and planned bicycle infrastructure including any opportunities or deficiencies such as bike lanes, bike buffers, or other bike facilities. The extents are as follows:
All roadways adjacent to the project, extending in each direction to the nearest intersection with a classified roadway or with a Class I bike path.
Both directions of travel should be evaluated.
Transitt
Identify, discuss, and evaluate existing and planned transit stops or routes located within ½ mile of each pedestrian access point.
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Improvement Thresholds
Per the City of Vista TIAG, the Project will need to implement improvements to an intersection when one of the following occurs:
Under either the Existing with Project and Near-Term Year 2023 with Project scenarios, addition of the project traffic results in a service from LOS D or better to LOS E or F. Under this condition, the project is responsible for improvements necessary to restore the intersection to LOS D conditions or better.
Under either the Existing with Project and Near-Term Year 2023 with Project scenarios, an intersection is operating at LOS E or F under the no-project scenario and the project adds more than an additional two seconds of average vehicle delay. Under this condition, the project is responsible for improvements to restore the intersection LOS to pre-development conditions or better.
Under the longer-range cumulative conditions, if the addition of project traffic results in a service drop from LOS D or better to LOS E or F, or if an intersection is operating at LOS E or F and the project contributes to the average vehicle delay (regardless of time), the project is determined to have a cumulative impact. Under this condition, the project applicant is responsible for mitigating the intersection LOS to pre-development conditions or better.
Identified cumulative transportation related impacts can be mitigated by participation in the City of Vista’s Impact Fees for Arterials Streets and Traffic Signals Program. 10/24/2023 PH1 235 of 2254
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3.0 Existing Conditions
This chapter provides a qualitative description of the existing transportation network facilities within the project study area. This includes vehicular, pedestrian, bicycle, and transit facilities. Additionally, this chapter provides an analysis of the existing vehicular traffic operations along study roadway segments and intersections.
Vehicular Facilities
Descriptions of all study roadway facilities are provided in TTablee 3.1. Existing physical characteristics of roadway segments within the project study area were collected via field work, as well as street- level (Google StreetView) and aerial (Nearmap) imagery.
Pedestrian Facilities
Tablee 3.2 summarizes pedestrian facilities to the extents required per the City of Vista TIAG, presented previously in Section 2.5, including existing substandard or missing pedestrian facilities (e.g., missing sidewalks and curb ramps, narrow sidewalks, other major obstructions).
As shown in Table 3.2, within the project study area there are some missing segments of sidewalk along Guajome Street and Lado De Loma Drive. Additionally, curb ramps were observed to be missing at all corners of the intersection of Lado De Loma Drive & Guajome Street. 10/24/2023 PH1 236 of 2254
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Bicycle Facilities
TTablee 3.3 summarizes bicycle facilities to the extents required per the City of Vista TIAG, presented previously in Section 2.5, including existing bicycle facilities and substandard or missing facilities (e.g., bike lane gaps, obstructions). Planned bicycle facilities, per the City of Vista Bicycle Master Plan (January 2015), are also identified.
As shown in Table 3.3, there are no existing or planned bicycle facilities along Guajome Street and bicycle facilities along South Santa Fe Avenue are built to their ultimate classification. It should be noted that the Inland Rail Trail, a 21-mile Class I separated bikeway project that will run from Oceanside to Escondido, proposes to be construct a segment of the bikeway parallel to South Santa Fe Avenue. The Inland Rail Trail will provide direct access to the Sprinter stations along its alignment.
Transit Facilities
NCTD Bus Routes 305 and 334 (described below) operate within a ½ mile radius of the Project.
Detailed NCTD Route information is provided in Appendixx D. NCTD Bus Route #305 – (Escondido to Vista via Mission Road & South Santa Fe Avenue) – Within the Project vicinity, this route operates primarily on South Santa Fe Avenue and connects to Vista Transit Center and Escondido Transit Center. On weekdays, this route operates with a frequency of approximately 30-minute headways between the hours of 4:19 AM and 10:54 PM and followed by one additional service approximately 60 minutes later.
During the weekend, this route operates with a frequency of approximately 30-minute headways between the hours of 5:15 AM and 9:54 PM and followed by one additional service approximately 60 minutes later. It should be noted that this route offers services during the holidays.
NCTD Bus Route #334 – (Vista Circulator) – Within the Project vicinity, this route operates primarily along South Santa Fe Avenue as part of a clockwise loop throughout the City of Vista. On weekdays, this route operates with a frequency of 30 to 60-minute headways between 4:36 AM to 8:02 PM. On Saturdays, this route operates with a frequency of 30 to 60-minute headways between 5:36 AM to 6:33 PM. This route does not operate on Sundays or during the holidays.
There are no transit stops located along project frontage. The closest transit stops (within ½ mile radius of the Project) include four (4) bus stops along South Santa Fe Avenue and two (2) Sprinter stations.Tablee 3.4 displays the transit amenities at these transit stops. 10/24/2023 PH1 238 of 2254
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10/24/2023 PH1 240 of 2254
Pheasant Hill Multi-Family
DRAFT Local Transportation Study
Existing Roadway Network and Traffic Volumes
FFiguree 3.1 displays the study area roadway functional classifications and intersection geometrics under Existing conditions. It should be noted that the study segments of Guajome Street and Lado de Loma Drive are classified as 2-Lane Light Collectors in the Circulation Element. However, the two roads currently exist and operate as 2-Lane Semi Rural based on the typical cross section described in the City of Vista General Plan. Therefore, this classification will be used in the LOS analysis.
City staff provided historical counts from December 2017 and April 2018. Additionally, traffic counts were conducted along the study roadway segments and intersections in June 2021 and November 2021 by Counts Unlimited, Inc. To ensure that these counts reflect traffic conditions prior to the COVID-19 restrictions, a count validation was conducted. When compared to 2017 and 2018 counts, 2021 counts were generally higher. Therefore, 2021 counts were used as-is, except where 2021 counts were lower than 2017 or 2018 counts, for which the historical counts were used instead.
Existing and historical traffic counts are provided in Appendix B. Daily traffic and AM/PM peak hour turning movement volumes for study roadway segments and intersections are displayed in Figuree
3.2. Existing Traffic Conditions
LOS analyses under Existing conditions were conducted using the methodologies described in Chapter 2.0. Roadway segment and intersection LOS analysis results are discussed below.
3.6.1 Roadway Segment Analysis
Tablee 3.5 displays the LOS analysis results for the study roadway segments under Existing conditions. As shown in the table, all of the study roadway segments currently operate under capacity under this scenario.
3.6.2 Intersection Analysis
Tablee 3.6 displays intersection LOS and average vehicle delay results for the study intersections under Existing conditions. LOS calculation worksheets are provided in Appendixx E. As shown in the table, all of the study intersections currently operate at acceptable LOS C or better during both the AM and PM peak hours under this scenario.
10/24/2023 PH1 241 of 2254
Pheasant Hill Multi-Family
Local Transportation Study
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10/24/2023 PH1 242 of 2254
5,263 4,131
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Pheasant Hill Multi-Family
Local Transportation Study
Figure .2
Traffic Volumes - Existing Conditions
Study Intersection
Peak Hour Volumes
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cross-streets always
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10/24/2023 PH1 243 of 2254
Pheasant Hill Multi-Family
DRAFT Local Transportation Study
TTablee 3.55 -Roadway Segment LOS Results – Existing Conditions Roadway Segment Functionall
Classification
Roadwayy
Capacity
Dailyy
Volume V/C LOS
Lado De
Loma Drive
Vista Village Drive
to Guajome Street
2-Lane
Semi-Rural1 7,900 5,263 0.666 Under
Capacity
Guajome
Street
Lado De Loma
Drive to South
Santa Fe Avenue
2-Lane
Semi-Rural1 7,900 4,131 0.523 Under
Capacity
Source: CR Associates (2022)
Note:
1 2-Lane Semi-Rural was deemed an appropriate functional classification based on the typical cross sections described in the City of Vista General Plan.
Tablee 3.66 -Peak Hour Intersection LOS Results – Existing Conditions ID Intersection Peakk
Hour
Trafficc
Control
Delayy
(sec/veh)) LOS
1 Vista Village Drive & Lado De Loma Drive/Ford
Dealership Driveway
AM Signal 22.9 C
PM 25.7 C
2 Lado De Loma Drive & Guajome Street AM AWSC 7.6 A
PM 8.2 A
3 South Santa Fe Avenue & Guajome Street AM Roundabout 5.3 A PM 8.0 A
Source: CR Associates (2022)
Notes:
For roundabout intersections, the delay shown is the worst delay experienced by any of the approaches.
AWSC = All-way stop-controlled intersection. For AWSC intersections, the delay shown is the average delay experienced at all of the approaches.
10/24/2023 PH1 244 of 2254
Pheasant Hill Multi-Family
DRAFT Local Transportation Study
Existing with Project Roadway Network and Traffic
Volumes
Functional classifications and intersection geometrics under Existing with Project conditions were assumed to be identical to Existing conditions, with the exception of the new project driveway discussed previously in Section 1.2. It should be noted that the Project will construct sidewalks to City of Vista standards. However, as analyzed under Existing conditions, due to the existing lack of sidewalks off-site Guajome Street and Lado de Loma Drive are assumed to maintain a functional classification of 2-Lane Semi-Rural under this scenario.
Traffic volumes for Existing with Project conditions were derived by adding project trips (as previously shown in Figure 1.5) to the Existing conditions traffic volumes (as previously shown in Figure 3.2).
Daily roadway and peak hour intersection volumes for this scenario are displayed in FFiguree 3.3.
Existing with Project Traffic Conditions
LOS analyses under Existing with Project conditions were conducted using the methodologies described in Chapter 2. Roadway segment and intersection LOS analysis results are discussed separately below.
3.8.1 Roadway Segment Analysis
Tablee 3.77 displays the LOS analysis results for the study roadway segments under Existing with Project conditions. As shown in the table, all of the study roadway segments are projected to continue to operate under capacity under this scenario.
3.8.2 Intersection Analysis
Tablee 3.8 displays intersection LOS and average vehicle delay results for the study intersections under Existing with Project conditions. LOS calculation worksheets are provided in Appendixx F. As shown in the table, all of the study intersections are projected to continue to operate at acceptable LOS C or better during both the AM and PM peak hours under this scenario. 10/24/2023 PH1 245 of 2254
5,818 4,686
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4321
Pheasant Hill Multi-Family
Local Transportation Study
Figure .3
Traffic Volumes - Existing with Project Conditions
Study Intersection
Peak Hour Volumes
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10/24/2023 PH1 248 of 2254
Pheasant Hill Multi-Family
DRAFT Local Transportation Study
Determination of the Need for Off-Site Improvements
This section identifies the recommended off-site improvements under the Existing with Project conditions, consistent with the City of Vista TIAG.
IIntersectionn Improvementss
Based upon the LOS analysis results presented in this section and the significance criteria presented in Section 2.6 of this report, the addition of Project traffic would not have any adverse effects on traffic operations at any of the study intersections under Existing with Project conditions. Therefore, no intersection improvements will be required.
Roadwayy Segmentt Improvementss
Based upon the LOS analyses results presented in this section and the significance criteria presented in Section 2.6 of this report, the addition of Project traffic would not have any adverse effects on traffic operations along study roadway segments under Existing with Project conditions. 10/24/2023 PH1 249 of 2254
Pheasant Hill Multi-Family
DRAFT Local Transportation Study
4.0 Near-Term Year 2023 Conditions
This section provides an analysis of Year 2023 traffic conditions, the Project’s Opening Year, both with and without the Project. The scenarios analyzed in this section include:
Near-Term Year 2023 Base
Near-Term Year 2023 Base with Project
Cumulative Projects Traffic
Given the extents of the project study area, it is unlikely that the traffic generated by cumulative projects will travel along the study roadway segments and intersections. Therefore, no traffic volumes generated by cumulative projects were added to the existing traffic volumes (shown in Figure 3.2).
Near-Term Year 2023 Base Roadway Network and
Traffic Volumes
Study area roadway functional classifications and intersection geometrics under Near-Term Year 2023 Base conditions were assumed to be identical to Existing conditions, as previously shown in Figure 3.1.
In accordance with City of Vista TIAG, traffic volumes under the Near-Term Year 2023 Base conditions were developed utilizing an annual growth factor of 1%. Daily roadway and peak hour intersection traffic volumes were developed by using the formula below:
Vfuture =Vcurrent (1+g)n
where
Vfuture = future year projected traffic volume (veh./hr.) Vcurrent = current year traffic volume counts, typically peak hour (veh./hr.) g = average yearly growth factor, expressed as a decimal n = number of years projected out in the future
For the Near-Term Year 2023 Base scenario, the annual growth rate of 1% was utilized over the two (2) years between existing traffic volumes (Year 2021) and Near-Term Year 2023. Traffic volume growth calculation worksheets are provided in Appendix B. Manual adjustments were also made to ensure that traffic volumes along adjacent intersections are reasonably balanced. Daily roadway and peak hour intersection volumes for this scenario are displayed in FFiguree 4.1. 10/24/2023 PH1 250 of 2254
5,370 4,220
4,2
2 0 4
3 21
Project Driveway & Guajome StreetLado De Loma Drive & Guajome StreetVista Village Drive & Lado De Loma Drive
South Santa Fe Avenue
& Guajome Street
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4 4321
Pheasant Hill Multi-Family
Local Transportation Study
Figure .1
Traffic Volumes - Near-Term Year 2023 Base Conditions
Study Intersection
Peak Hour Volumes
Turn Movements
One-Way Roadway
*Names of North-South
cross-streets always
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10/24/2023 PH1 251 of 2254
Pheasant Hill Multi-Family
DRAFT Local Transportation Study
Near-Term Year 2023 Base Traffic Conditions
LOS analyses under Near-Term Year 2023 Base conditions were conducted using the methodologies described in Chapter 2. Roadway segment and intersection LOS analysis results are discussed separately below.
4.3.1 Roadway Segment Analysis
TTablee 4.1 displays the LOS analysis results for the study roadway segments under Near-Term Year 2023 Base conditions. As shown in the table, all of the study roadway segments are projected to operate under capacity under this scenario.
4.3.2 Intersection Analysis
Tablee 4.2 displays intersection LOS and average vehicle delay results for the study intersections under Near-Term Year 2023 Base conditions. LOS calculation worksheets are provided in Appendixx G. As shown in the table, all of the study intersections are projected to operate at acceptable LOS C or better under this scenario.
10/24/2023 PH1 252 of 2254
Pheasant Hill Multi-Family
DRAFT Local Transportation Study
TTablee 4.11 -Roadway Segment LOS Results – Near-Term Year 2023 Base Conditions Roadway Segment Functionall
Classification
Roadwayy
Capacity
Dailyy
Volume V/C LOS
Lado De
Loma
Drive
Vista Village Drive
to Guajome Street
2-Lane
Semi-Rural1 7,900 5,370 0.680 Under
Capacity
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Street
Lado De Loma
Drive to South
Santa Fe Avenue
2-Lane
Semi-Rural1 7,900 4,220 0.534 Under
Capacity
Source: CR Associates (2022)
Note:
1 2-Lane Semi-Rural was deemed an appropriate functional classification based on the typical cross sections described in the City of Vista General Plan.
Tablee 4.22 -Peak Hour Intersection LOS Results – Near-Term Year 2023 Base Conditions Intersection Peakk Hour Trafficc
Control
Delayy
(sec/veh) LOS
1. Vista Village Drive & Lado De Loma
Drive/Ford Dealership Driveway
AM Signal 23.8 C
PM 26.4 C
2. Lado De Loma Drive & Guajome Street
AM AWSC 7.6 A
PM 8.3 A
3. South Santa Fe Avenue & Guajome Street
AM Roundabout 5.3 A
PM 8.1 A
Source: CR Associates (2022)
Notes:
For roundabout intersections, the delay shown is the worst delay experienced by any of the approaches.
AWSC = All-way stop-controlled intersection. For AWSC intersections, the delay shown is the average delay experienced at all of the approaches.
10/24/2023 PH1 253 of 2254
Pheasant Hill Multi-Family
DRAFT Local Transportation Study
Near-Term Year 2023 Base with Project Roadway
Network and Traffic Volumes
Study area roadway functional classifications and intersection geometrics under the Near-Term Year 2023 Base with Project conditions were assumed to be identical to the Near-Term Year 2023 Base conditions, with the exception of the mew project driveway discussed previously in Section 1.2.
Traffic volumes for the Near-Term Year 2023 Base with Project conditions were derived by adding project trips (as previously shown in Figure 1.4) to the Near-Term Year 2023 Base traffic volumes (as previously shown in Figure 4.1). Daily roadway and peak hour intersection volumes for this scenario are displayed in FFiguree 4.2.
Near-Term Year 2023 Base with Project Traffic
Conditions
LOS analyses under Near-Term Year 2023 Base with Project conditions were conducted using the methodologies described in Chapter 2. Roadway segment and intersection LOS analysis results are discussed separately below.
4.5.1 Roadway Segment Analysis
Tablee 4.3 displays the LOS analysis results for the study roadway segments under Near-Term Year 2023 Base with Project conditions. As shown in the table, all of the study roadway segments are projected to continue to operate under capacity under this scenario.
4.5.2 Intersection Analysis
Tablee 4.4 displays intersection LOS and average vehicle delay results for the study intersections under Near-Term Year 2023 Base with Project conditions. LOS calculation worksheets are provided in Appendixx H. As shown in the table, all of the study intersections are projected to continue to operate at acceptable LOS C or better during both the AM and PM peak hours under this scenario. 10/24/2023 PH1 254 of 2254
5,925 4,775
4,7
7 5 4
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Project Driveway & Guajome StreetLado De Loma Drive & Guajome StreetVista Village Drive & Lado De Loma Drive
South Santa Fe Avenue
& Guajome Street
3 / 3
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4321
Pheasant Hill Multi-Family
Local Transportation Study
Figure .2
Traffic Volumes - Near-Term Year 2023 Base with Project Conditions Study Intersection
Peak Hour Volumes
Turn Movements
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*Names of North-South
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10/24/2023 PH1 257 of 2254
Pheasant Hill Multi-Family
DRAFT Local Transportation Study
Determination of the Need for Off-Site Improvements
This section identifies the recommended off-site improvements under the Near-Term Year 2023 with Project conditions, consistent with the City of Vista TIAG.
IIntersectionn Improvementss
Based upon the LOS analysis results presented in this section and the significance criteria presented in Section 2.6 of this report, the addition of Project traffic would not have an adverse effect on traffic operations at any of the study intersections under Near-Term Year 2023 Base with Project conditions. Therefore, no intersection improvements will be required.
Roadwayy Segmentt Improvementss
Based upon the LOS analysis results presented in this section and the significance criteria presented in Section 2.6 of this report, the addition of Project traffic would not have an adverse effect on traffic operations along study roadway segments under Near-Term Year 2023 Base with Project conditions. 10/24/2023 PH1 258 of 2254
Pheasant Hill Multi-Family
DRAFT Local Transportation Study
5.0 Horizon Year 2030 Conditions
This section provides an analysis of Horizon Year 2030 traffic conditions both with and without the Project. The scenarios analyzed in this section include:
Horizon Year 2030 Base
Horizon Year 2030 Base with Project
Horizon Year 2030 Base Roadway Network and Traffic
Volumes
Based on review of the City of Vista General Plan Circulation Element, study area intersection geometrics under Horizon Year 2030 Base conditions were assumed to be identical to Existing conditions. However, per the City of Vista General Plan, the roadway segments of Lado De Loma Drive and Guajome Street are identified as 2-Lane Collectors and analyzed as such under this scenario.
Per the City of Vista TIAG, traffic volumes should be obtained from the City of Vista General Plan PEIR. However, the PEIR does not include traffic volumes for the roadway segments and intersections studied in this LTS. Therefore, daily roadway traffic volumes were developed by using the same approach as previously presented in Section 4.2. Traffic volumes along South Santa Fe Avenue were obtained from the PEIR for Existing conditions (2007) and Horizon Year (2030). Traffic volumes were compared and an average annual growth rate of 2.17% was observed over the twenty- three (23) year period.
Since the PEIR does not include peak hour intersection traffic volumes for the study area intersections, the average annual growth rate of 2.17% was utilized over the nine (9) years between existing traffic volumes (Year 2021) and Horizon Year 2030. Horizon Year 2030 growth calculation worksheets are provided in Appendix B. Manual adjustments were also made to ensure that traffic volumes along adjacent intersections are reasonably balanced. Daily roadway and peak hour intersection volumes for this scenario are displayed in FFiguree 5.1. 10/24/2023 PH1 259 of 2254
6,500 5,100
5,1
0 0 4
3 21
Project Driveway & Guajome StreetLado De Loma Drive & Guajome StreetVista Village Drive & Lado De Loma Drive
South Santa Fe Avenue
& Guajome Street
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10 / 10
20 / 20
4321
Pheasant Hill Multi-Family
Local Transportation Study
Figure .1
Traffic Volumes - Horizon Year 2030 Base Conditions
Study Intersection
Peak Hour Volumes
Turn Movements
One-Way Roadway
*Names of North-South
cross-streets always
listed first
AM / PM
NOT TO SCALE
X
Legend
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78 Daily Traffic Volumes
Study Intersection#
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With Project Only
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10/24/2023 PH1 260 of 2254
Pheasant Hill Multi-Family
DRAFT Local Transportation Study
Horizon Year 2030 Base Traffic Conditions
LOS analyses under Horizon Year 2030 Base conditions were conducted using the methodologies described in Chapter 2. Roadway segment and intersection LOS analysis results are discussed separately below.
5.2.1 Roadway Segment Analysis
TTablee 5.1 displays the LOS analysis results for the study roadway segments under Horizon Year 2030 Base conditions. As shown in the table, all of the study roadway segments are projected to operate at acceptable LOS C or better under this scenario.
5.2.2 Intersection Analysis
Tablee 5.2 displays intersection LOS and average vehicle delay results for the study intersections under Horizon Year 2030 Base conditions. LOS calculation worksheets are provided in Appendixx I. As shown in the table, all of the study intersections are projected to operate at acceptable LOS D or better during both the AM and PM peak hours under this scenario. 10/24/2023 PH1 261 of 2254
Pheasant Hill Multi-Family
DRAFT Local Transportation Study
TTablee 5.11 -Roadway Segment LOS Results – Horizon Year 2030 Base Conditions Roadway Segment Functionall
Classification
Roadwayy
Capacity
Dailyy
Volume V/C LOS
Lado De
Loma
Drive
Vista Village Drive to
Guajome Street
2-Lane
Collector 8,800 6,500 0.739 C
Guajome
Street
Lado De Loma Drive to
South Santa Fe Avenue
2-Lane
Collector 8,800 5,100 0.580 A
Source: CR Associates (2022)
Notes:
HY = Horizon Year 2030 Base Conditions; HY+P = Horizon Year 2030 Base with Project Conditions. 1 2-Lane Semi-Rural was deemed an appropriate functional classification based on the typical cross sections described in the City of Vista General Plan.
Tablee 5.22 -Peak Hour Intersection LOS Results – Horizon Year 2030 Base Conditions Intersection Peakk Hour Trafficc
Control
Delayy
(sec/veh) LOS
1. Vista Village Drive & Lado De Loma
Drive/Ford Dealership Driveway
AM Signal 31.4 C
PM 40.0 D
2. Lado De Loma Drive & Guajome Street
AM AWSC 7.8 A
PM 8.9 A
3. South Santa Fe Avenue & Guajome Street
AM Roundabout 5.9 A
PM 10.0 B
Source: CR Associates (2022)
Notes:
For roundabout intersections, the delay shown is the worst delay experienced by any of the approaches.
AWSC = All-way stop-controlled intersection. For AWSC intersections, the delay shown is the average delay experienced at all of the approaches.
10/24/2023 PH1 262 of 2254
Pheasant Hill Multi-Family
DRAFT Local Transportation Study
Horizon Year 2030 Base with Project Roadway Network
and Traffic Volumes
Functional classifications and intersection geometrics under the Horizon Year 2030 Base with Project conditions were assumed to be identical to the Horizon Year 2030 Base conditions, with the exception of the njew project driveway discussed previously in Section 1.2.
Daily and peak hour intersection volumes for the Horizon Year 2030 Base with Project conditions were derived by adding project trips (as previously shown in Figure 1.4) to the Horizon Year 2030 Base traffic volumes (as previously shown in Figure 5.1). Daily and peak hour intersection volumes for this scenario are displayed in FFiguree 5.2.
Horizon Year 2030 Base with Project Traffic Conditions
LOS analyses under Horizon Year 2030 Base with Project conditions were conducted using the methodologies described in Chapter 2. Roadway segment and intersection LOS analysis results are discussed below.
5.4.1 Roadway Segment Analysis
Tablee 5.3 displays the LOS analysis results for the study roadway segments under Horizon Year 2030 Base with Project conditions. As shown in the table, all of the study roadway segments are projected to operate at acceptable LOS D under this scenario.
5.4.2 Intersection Analysis
Table 5.4 displays intersection LOS and average vehicle delay results for the study intersections under Horizon Year 2030 Base with Project conditions. LOS calculation worksheets are provided in Appendixx J. As shown in the table, all of the study intersections are projected to operate at acceptable LOS D or better during both the AM and PM peak hours under this scenario.
Determination of the Need for Off-Site Improvements
This section identifies the recommended transportation improvements under the Horizon Year 2030 Base with Project conditions, consistent with the City of Vista TIAG.
Intersectionn Improvementss
Based upon the LOS analysis results presented in this section and the significance criteria presented in Section 2.6 of this report, the addition of Project traffic would not have an adverse effect on traffic operations at any of the study intersections under Horizon Year 2030 Base with Project conditions.
Therefore, no intersection improvements will be required.
Roadwayy Segmentt Improvementss
Based upon the LOS analysis results presented in this section and the significance criteria presented in Section 2.6 of this report, the addition of Project traffic would not have an adverse effect on traffic operations along study roadway segments under Horizon Year 2030 Base with Project conditions. 10/24/2023 PH1 263 of 2254
7,055 5,655
5,6
5 5 4
3 21
Project Driveway & Guajome StreetLado De Loma Drive & Guajome StreetVista Village Drive & Lado De Loma Drive
South Santa Fe Avenue
& Guajome Street
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4321
Pheasant Hill Multi-Family
Local Transportation Study
Figure .2
Traffic Volumes - Horizon Year 2030 Base with Project Conditions Study Intersection
Peak Hour Volumes
Turn Movements
One-Way Roadway
*Names of North-South
cross-streets always
listed first
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NOT TO SCALE
X
Legend
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78 Daily Traffic Volumes
Study Intersection#
X,XXX
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10/24/2023 PH1 264 of 2254
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10/24/2023 PH1 266 of 2254
Pheasant Hill Multi-Family
DRAFT Local Transportation Study
6.0 Site Access and Parking
This chapter addresses vehicular access to the project site and parking requirements.
Vehicular Access
Access to the Project will be provided via a new full-access side-street stop-controlled driveway along the south side of Guajome Street. Based on a queuing analysis conducted using VISSIM, a microsimulation software, and a site meeting conducted on November 11, 2021 with staff from City of Vista, California Public Utility Commission (CPUC), North County Transit District (NCTD), SANDAG, and the Project engineers, it was determined that the new driveway would be located approximately 70 feet west of the existing Sprinter light rail line.
The queuing analysis showed that the maximum queue length is 50 feet or approximately 2 vehicles.
Under a worst case scenario where one of the vehicles is a moving truck, the maximum queue length would be 55 feet. The 55 feet of storage length is based upon the length of the longest rentable moving truck (26 feet) + 4 feet buffer + 25 feet queuing length of a standard vehicle. In a worst-case scenario, this queue storage length would allow one moving truck and one standard vehicle to queue while waiting to access Project Driveway. Therefore, the 70 feet of storage that the Proposed Project will provide are deemed sufficient for vehicles to queue. Queue analysis results and recommendations are provided in AAppendixx K.
Pedestrian Access
Pedestrian access to the site will be provided via a new sidewalk located on both sides of the new driveway. As part of the Project features, the Project will construct additional sidewalks along Guajome Street, specifically at the following locations:
x Construct sidewalk on the north side of Guajome Street/Lado De Loma Drive, between 201 Guajome Street and Eddie Drive.
x Southern side of Guajome Street, between the Project’s western property line and Mercantile Street, including a temporary asphalt sidewalk between the eastern rail road right-of-way and Mercantile Street.
10/24/2023 PH1 267 of 2254
Pheasant Hill Multi-Family
DRAFT Local Transportation Study
Project Parking
TTablee 6.1 summarizes the Project’s required parking. Since the Project is located within the Downtown Vista Specific Plan (DVSP), residential and guest parking requirements were obtained from DVSP Section 3.6.1. Other parking requirements were obtained from the Vista Development Code (VDC).
Tablee 6.11 -Project Parking
Type Requirement Unitt Type Requirementt
Rate Amount Minimumm Parkingg
Required1
Proposedd
Parkingg
Residential
DVSP
Section
3.6.1 Studio 1 58
Units 58 58
1 Bedroom 1 90
Units 90 90
2 Bedroom 2 35
Units 70 70
Guest
DVSP
Section
3.6.1 Dwelling
Unit 0.25 183 DU 47 47
Total 265 265
Source: Tideline Partners (2022); CR Associates (2022)
Notes:
DU = Dwelling Unit.
1 Based on the number of dwelling units per the August 2022 site plan (183 DU) and not the number of units analyzed (185 DU).
As shown, the Project is required to provide a minimum of 265 standard parking spaces, including 218 residential parking spaces and 47 guest parking spaces. Based on the current site plan, the Project proposes to provide a total of 265 standard residential and guest parking spaces.
Additionally, the Project shall meet or exceed the minimum parking requirements for motorcycle, electric vehicle supply equipment (EVCS), accessible, and bicycle parking. Tablee 6.22 summarizes the Project’s additional parking requirements. As shown, the Project will also meet the additional parking requirements by providing 3 motorcycle, 54 bicycle, 27 EVCS, and 9 accessible parking spaces.
Tablee 6.22 -Additional Project Parking
Type Requirement Minimumm Parkingg Required Proposedd Parkingg Motorcycle VDC Section 18.54.0901 3 3
EVCS CGB Section 4.106.4.2
CBC 11B-228.3.2.1 27 27
Accessible CDC 11B-208 9
(3 Van, 6 Standard)
9 (3 Van, 6 Standard)
Bicycle Parking VDC Section 18.54.050 54 54
Source: Tideline Partners (2022); CR Associates (2022)
Notes:
1 One parking space per hundred parking spaces may be reduced in size to accommodate motorcycles. 10/24/2023 PH1 268 of 2254
Pheasant Hill Multi-Family
DRAFT Local Transportation Study
Appendices
Appendix A -Project Information Form
10/24/2023 PH1 269 of 2254
29 | P a g e
PROJECT INFORMATION FORM (PIF)
THE FOLLOWING IS TO BE COMPLETED BY THE PROJECT APPLICANT:
PROJECT INFORMATION FORM
1. PROJECT DESCRIPTION:
2. PROJECT LOCATION:
3. LAND USE: ____________________
SIZE/DENSITY: __
4. ZONING AND LAND USE CONSISTENT WITH ADOPTED GENERAL PLAN? տ Yes ܆ No
5. PROJECT LOCATED IN TRANSIT PRIORITY AREA1, SMART GROWTH AREA, OR LOW VMT AREA2?
տ Yes ܆ No
6. PROJECT TRIP GENERATION: _______ADT
܆ 400 ADT
܆ > 500 ADT ܆ > 1,000 ADT
܆ > 2,400 ADT
ATTACHMENTS
A. PPROJECT LOCATION MAP ܆ Attached
B. PPROJECT TRIP DISTRIBUTION ܆ Attached
C. PPROJECT TRIP ASSIGNMENT ܆ Attached
1. Projects located in a TPA must be able to access the transit station within a ½ mile walking distance or 6 minute walk continuously without discontinuity of sidewalk or obstructions to the route. Qualifying transit stops means a site containing an existing rail transit station served by either a bus or rail transit service, or the intersection of two or more major bus routes with a frequency of service interval of 15 minutes or less during the morning and afternoon peak commute periods (OPR, 2017). A high-quality transit corridor may also be considered if a corridor with fixed route bus service has service intervals no longer than 15 minutes during peak commute hours (OPR, 2017).
2. Based on the most recent SANDAG SB 743 Screening Map. Example shown in Appendix B.
TO BE COMPLETED BY CITY STAFF AND RETURNED TO PROJECT APPLICANT PROJECTSTUDYREQUIREMENTS
1) Does the project require a CEQA VMT analysis?
A. If yes, does the project require a SANDAG Model Run? ܆ Yes
܆ Yes
܆
No
܆
No
܆ Incomplete(1)
2a) Does the project require a Local Transportation Study? ܆ Yes ܆ No ܆ Incomplete(1)
OR
2b) Does the project require a Local Transportation Assessment? ܆ Yes ܆ No ܆ Incomplete(1)
(1) Incomplete application or additional information is needed to determine study requirements. 7KH3URMHFWSURSRVHVWRFRQVWUXFWPXOWLIDPLO\GZHOOLQJXQLWVLQFOXGLQJWKUHHIRXUVWRU\ EXLOGLQJVZLWKFRYHUHGSDUNLQJDQGRQHWKUHHVWRU\EXLOGLQJ$GGLWLRQDOVXUIDFHSDUNLQJ ZRXOGEHSURYLGHGWKURXJKRXWWKHVLWH
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HYH
8/30/2022
X
10/24/2023 PH1 270 of 2254
76 Project Site
City of
San Marcos
City of
Carlsbad
City of
Oceanside
County of
San Diego
County of
San Diego
County of
San Diego
County of
San Diego
City of Vista
Project Regional LocationPheasant Hill Multi-Family
Local Transportation Study
021 Miles
10/24/2023 PH1 271 of 2254
50%
2 5
%
2 5
%
50 %
25%
50%
25%
4 3
21 Project Driveway & Guajome StreetLado De Loma Drive & Guajome StreetVista Village Drive & Lado De Loma Drive
South Santa Fe Avenue
& Guajome Street
4321
25 %
50%
25%
25%
50%
25 %
50%
25%
25%50%
25 %
25 %
50 %
50 %
Pheasant Hill Multi-Family
Local Transportation Study
Project Trip Distribution
Lado De Loma Dr Guajo
m
e
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ProjectSite
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Study Intersection#
XX%
Legend
One-Way Roadway
Peak Hour
Trip DistributionAM / PM
Turn Movements
Study IntersectionX
*Names of North-South
cross-streets always
listed first NOT TO SCALE
Eddie
D
r
i
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e
10/24/2023 PH1 272 of 2254
555
2 7
7 2
7 8
555
277
555
278
4 3
21 Project Driveway & Guajome StreetLado De Loma Drive & Guajome StreetVista Village Drive & Lado De Loma Drive
South Santa Fe Avenue
& Guajome Street
4321
17 / 7
18 / 7
18 / 8
9 / 35
5 /
1 8
4 /
1 7
36 / 15
35 /
1 5
5 /
1 8
9 / 35
18 / 8
9 / 35
4 /
1 7
36 /
1 5
Pheasant Hill Multi-Family
Local Transportation Study
Project Trip Assignment
Study Intersection
Peak Hour Volumes
Turn Movements
One-Way Roadway
*Names of North-South
cross-streets always
listed first
AM / PM
NOT TO SCALE
X
Legend
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78 Daily Traffic Volumes
Study Intersection#
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10/24/2023 PH1 273 of 2254
Pheasant Hill Multi-Family
DRAFT Local Transportation Study
Appendices
Appendix B -Traffic Counts, Count Validation, and
Traffic Growth Calculations
10/24/2023 PH1 274 of 2254
City of Vista
Lado de Loma Drive
B/ Eddie Drive - Peters Drive
24 Hour Directional Volume Count
VST001
Site Code: 999-21313
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92787
Phone: (951) 268-6268
email: [email protected]
Start 29-Jun-21 Eastbound Hour Totals Westbound Hour Totals Combined Totals Time Tue Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 4 54 341
12:15 6 46 235
12:30 3 29 126
12:45 4 40 17 169 234 8 136 25 305
01:00 2 30 228
01:15 0 32 0 43
01:30 0 47 1 44
01:45 2 52 4 161 1 33 4 148 8 309
02:00 2 53 2 45
02:15 1 47 133
02:30 1 52 036
02:45 2 57 6 209 132 4 146 10 355
03:00 1 55 026
03:15 0 58 237
03:30 1 51 233
03:45 2 54 4 218 240 6 136 10 354
04:00 0 59 135
04:15 1 62 037
04:30 0 51 339
04:45 2 57 3 229 10 35 14 146 17 375
05:00 4
64 632
05:15 4 68 826
05:30 10 63 13 33
05:45 11 52 29 247 11 34 38 125 67 372
06:00 19 53 28 42
06:15 11 39 12 36
06:30 14 46 17 38
06:45 20 47 64 185 24 27 81 143 145 328
07:00 20 51 21 24
07:15 21 40 27 25
07:30 23 30 32 30
07:45 25 48 89 169 44 27 124 106 213 275
08:00 17 23 38 15
08:15 37 29 32 20
08:30 21 33 27 22
08:45 23 21 98 106 31 9 128 66 226 172
09:00 24 13 27 7
09:15 38 20 23 8
09:30 24 10 26 11
09:45 29 11 115 54 25 8 101 34 216 88
10:00 31 16 30 4
10:15 30 7 34 10
10:30 55 13 37 5
10:45 31 9 147 45 27 4 128 23 275 68
11:00 41 7 39 2
11:15 47 9 43 3
11:30 38 2 33 4
11:45 33 5 159 23
34 1 149 10 308 33
Total 735 1815 735 1815 785 1219 785 1219 1520 3034
Combined
Total 2550 2550 2004 2004 4554
AM Peak - 10:30 - - - 11:00 - - - - -
Vol. - 174 - - - 149 - - - - -
P.H.F. 0.791 0.847
PM Peak - - 04:45 - - - 01:15 - - - -
Vol. - - 252 - - - 165 - - - -
P.H.F. 0.926 0.917
Percentag
e 28.8% 71.2% 39.2% 60.8%
ADT/AADT ADT 4,554 AADT 4,554
10/24/2023 PH1 275 of 2254
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2 %
0 .
2 %
5 .
1 %
0 .
3 %
0 .
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0 .
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0 .
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0 .
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0 .
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10/24/2023 PH1 276 of 2254
Pa
g
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2 Ci
t
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0 0
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Si
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:
9 9
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t
a
l
07/13/21
0 2
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1 0
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01:00
0 3
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0 7
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07 :
0 0
1 6
7 3
2 0
35 00
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5 08
:
0 0
2 76
47 021
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09 :
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1 6
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10 :
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0 0
0 86
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1 73
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13 :
0 0
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15 12
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3 %
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AM
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k
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2 8
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10/24/2023 PH1 277 of 2254
Pa
g
e
3 Ci
t
y
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f
V
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t
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La
d
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0 0
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Si
t
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:
9 9
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2 A
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6 A
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6 T
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To
t
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07/13/21
1 5
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02:00
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0 9
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0 1
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05:00
1 2
7 1
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8 0
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4 06
:
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0 8
1 4
9 0
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21 00
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4 07
:
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0 43
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0 0
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1 8
08 :
0 0
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72 026
0 0
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2 4
6 09
:
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4 16
9 4
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1 02
0 0
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4 7
10 :
0 0
2 1
4 1
5 8
2 28
1 0
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3 11
:
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0 18
9 72
1 2
7 1
0 0
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0 29
0 12
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2 1
8 7
6 7
1 23
0 0
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0 0
0 0
2 8
1 13
:
0 0
2 1
9 9
8 5
0 2
7 2
0 1
0 0
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0 3
1 6
14 :
0 0
1 2
2 6
9 6
0 2
2 1
0 2
0 0
0 0
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4 8
15 :
0 0
4 2
1 0
8 9
1 43
4 0
3 00
0 0
0 3
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16 :
0 0
2 28
8 85
0 2
5 2
0 0
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17 :
0 0
6 28
7 11
6 130
0 0
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44 1
18 :
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2 2
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7 8
0 2
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0 0
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19 :
0 0
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6 1
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2 6
20 :
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2 4
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7 9
21:00
1 8
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22:00
0 5
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t
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39 29
9 3
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40 4
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7 Pe
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8 %
6 5
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6 2
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39 2
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10/24/2023 PH1 278 of 2254
Pa
g
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1 Ci
t
y
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f
V
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t
a
La
d
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d
e
L
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m
a
D
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d
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24 H
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S
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S
u
r
v
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y
VS
T
0 0
1 S
Si
t
e
C
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d
e
:
9 9
9 -
2 1
3 1
3 Co
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s
U
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l
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d
,
I
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PO
B
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x
1 1
7 8
Co
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n
a
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9 2
8 7
8 Ph
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:
(
9 5
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2 6
8 -
6 2
6 8
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a
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:
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c
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t
b
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d
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a
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t
1 16
21 26
31 36
41 46
51 56
61 66
71 76
Ti
m
e
15 20
25 30
35 40
45 50
55 60
65 70
75 99
9 To
t
a
l
07 /
1 3
/
2 1
0 0
0 3
1 1
0 0
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5 01
:
0 0
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02:00
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8 03:00
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4 04:00
0 0
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4 05
:
0 0
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:
0 0
0 4
1 9
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1 07
:
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1 4
2 4
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0 8
3 08
:
0 0
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7 3
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1 4
2 0
0 0
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09 :
0 0
6 5
1 3
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1 0
3 0
0 0
0 0
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0 10
:
0 0
3 6
2 9
5 0
3 5
5 0
1 0
0 0
0 0
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2 9
11 :
0 0
2 8
2 4
4 9
5 6
1 4
2 0
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0 0
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1 5
5 12
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M
3 2
2 7
5 5
6 3
1 7
1 0
0 0
0 0
0 0
1 6
8 13
:
0 0
8 5
2 4
6 1
5 6
1 4
2 0
0 0
0 0
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1 7
0 14
:
0 0
4 7
3 6
9 2
5 9
1 3
1 0
0 0
0 0
0 0
2 1
2 15
:
0 0
6 9
2 9
8 5
5 7
1 6
0 0
0 0
0 0
0 0
2 0
2 16
:
0 0
9 7
4 0
8 4
7 8
2 4
3 3
0 0
0 0
0 0
2 4
8 17
:
0 0
1 4
1 1
5 4
1 0
4 6
8 1
8 4
0 0
0 0
0 0
0 2
7 3
18 :
0 0
1 8
3 6
7 6
5 9
1 6
0 0
0 0
0 0
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1 9
6 19
:
0 0
4 1
0 2
7 5
0 3
0 6
1 0
0 0
0 0
0 0
1 2
8 20
:
0 0
6 4
3 0
5 2
2 1
5 0
0 0
0 0
0 0
0 1
1 8
21 :
0 0
5 4
1 8
2 7
1 7
5 0
0 0
0 0
0 0
0 7
6 22
:
0 0
1 3
1 4
2 0
1 1
1 1
0 0
0 0
0 0
0 5
1 23
:
0 0
0 0
3 1
1 3
1 0
0 1
0 0
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0 1
9 To
t
a
l
79 10
2 45
3 96
4 74
8 19
1 24
9 1
0 0
0 0
0 25
7 1
Da
i
l
y
15 t
h
P
e
r
c
e
n
t
i
l
e
:
2 2
M
P
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50 t
h
P
e
r
c
e
n
t
i
l
e
:
2 8
M
P
H
85 t
h
P
e
r
c
e
n
t
i
l
e
:
3 3
M
P
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95 t
h
P
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r
c
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n
t
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:
3 7
M
P
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(
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:
2 9
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:
2 6
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3 5
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m
b
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:
1 7
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:
6 6
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6 %
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>
5 5
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:
0 .
0 %
10/24/2023 PH1 279 of 2254
Pa
g
e
2 Ci
t
y
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f
V
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t
a
La
d
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d
e
L
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24 H
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S
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d
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u
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y
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0 0
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Si
t
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C
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d
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:
9 9
9 -
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,
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PO
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1 1
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Co
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9 2
8 7
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:
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1 16
21 26
31 36
41 46
51 56
61 66
71 76
Ti
m
e
15 20
25 30
35 40
45 50
55 60
65 70
75 99
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10/24/2023 PH1 281 of 2254
File Name : 01_VST_Vista_Lado AM
Site Code : 99921313
Start Date : 6/29/2021
Page No : 1
City of Vista
N/S: Vista Village Drive
E/W: Lado De Loma Drive
Weather: Clear
Groups Printed- Total Volume
Vista Village Drive
Southbound
Lado De Loma Drive
Westbound
Vista Village Drive
Northbound
North County Ford Driveway
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 17 335 1 353 28 0 7 35 1 152 25 178 000 0566
07:15 AM 22 379 0 401 39 0 11 50 2 177 31 210 000 0661
07:30 AM 13 344 1 358 56 0 13 69 0 178 32 210 000 0637
07:45 AM 13 393 1 407 34 0 12 46 2 248 22 272 002 2727
Total 65 1451 3 1519 157 0 43 200 5 755 110 870 0 0 2 2 2591 08:00 AM 17 293 1 311 54 0 10 64 5 227 36 268 112 4647
08:15 AM 23 318 0 341 37 1 19 57 5 216 34 255 002 2655
08:30 AM 8 328 2 338 35 0 15 50 5 205 38 248 002 2638
08:45 AM 16 269 4 289 48 0 14 62 10 236 53 299 002 2652 Total 64 1208 7 1279 174 1 58 233 25 884 161 1070 1 1 8 10 2592 Grand Total 129 2659 10 2798 331 1 101 433 30 1639 271 1940 1110 125183 Apprch %4.6 95 0.4 76.4 0.2 23.3 1.5 84.5 14 8.3 8.3 83.3 Total %2.5 51.3 0.2 54 6.4 0 1.9 8.4 0.6 31.6 5.2 37.4 000.20.2 Vista Village Drive
Southbound
Lado De Loma Drive
Westbound
Vista Village Drive
Northbound
North County Ford Driveway
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 22 379 0 401 39 0 11 50 2 177 31 210 000 0661
07:30 AM 13 344
1 358 56 0 13 69 0 178 32 210 000 0637
07:45 AM 13 393 1 407 34 0 12 46 2 248 22 272 002 2 727 08:00 AM 17 293 1 311 54 0 10 64
5 227 36 268 112 4 647
Total Volume 65 1409 3 1477 183 0 46 229 9 830 121 960 1 1 4 6 2672 % App. Total 4.4 95.4 0.2 79.9 0 20.1 0.9 86.5 12.6 16.7 16.7 66.7 PHF .739 .896 .750 .907 .817 .000 .885 .830 .450 .837 .840 .882 .250 .250 .500 .375 .919 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951)268-6268
10/24/2023 PH1 282 of 2254
File Name : 01_VST_Vista_Lado AM
Site Code : 99921313
Start Date : 6/29/2021
Page No : 2
City of Vista
N/S: Vista Village Drive
E/W: Lado De Loma Drive
Weather: Clear
Vista Village Drive
N
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C
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F
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Vista Village Drive
Right
3 Thru
1409
Left
65 InOut Total
877 1477 2354
Ri
g
h
t
46 Th
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u
0 Le
f
t
18 3
Ou
t
To
t
a
l
In
18 7
2 2
9 4
1 6
Left
9 Thru
830
Right
121
Out TotalIn
1596 960 2556
Le
f
t
1 Th
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u
1 Ri
g
h
t
4 To
t
a
l
Ou
t
In
12 6
1 8
Peak Hour Begins at 07:15 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:00 AM 07:30 AM 08:00 AM 07:45 AM
+0 mins.17 335
1 353 56 013 69 5 227 36 268 002 2
+15 mins.22 379 0 401 34 0 12 46 5 216 34 255
112 4
+30 mins.13 344 1 358 54 0 10 64 5 205 38 248 002 2
+45 mins.13 393 1 407 37 119 57 10 236 53 299 002 2
Total Volume 65 1451 3 1519 181 1 54 236 25 884 161 1070 1 1 8 10 % App. Total 4.3 95.5 0.2 76.7 0.4 22.9 2.3 82.6 15 10 10 80 PHF .739 .923 .750 .933 .808 .250 .711 .855 .625 .936 .759 .895 .250 .250 1.000 .625 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951)268-6268
10/24/2023 PH1 283 of 2254
File Name : 01_VST_Vista_Lado PM
Site Code : 99921313
Start Date : 6/29/2021
Page No : 1
City of Vista
N/S: Vista Village Drive
E/W: Lado De Loma Drive
Weather: Clear
Groups Printed- Total Volume
Vista Village Drive
Southbound
Lado De Loma Drive
Westbound
Vista Village Drive
Northbound
North County Ford Driveway
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 03:00 PM 21 267 2 290 62 0 24 86 4 368 81 453 102 3832
03:15 PM 18 241 0 259 57 0 24 81 1 356 83 440 003 3783
03:30 PM 24 339 1 364 49 0 25 74 1 401 90 492 003 3933
03:45 PM 18 254 0 272 53 0 25 78 5 386 75 466 004 4820
Total 81 1101 3 1185 221 0 98 319 11 1511 329 1851 1 0 12 13 3368 04:00 PM 22 312 2 336 51 0 30 81 3 374 75 452 012 3872
04:15 PM 29 251 0 280 30 0 22 52 4 421 69 494 125 8834
04:30 PM 18 314 0 332 43 0 19 62 2 421 71 494 000 0888
04:45 PM 23 279 1 303 44 2 21 67 6 417 70 493 011 2865
Total 92 1156 3 1251 168 2 92 262 15 1633 285 1933 1 4 8 13 3459 Grand Total 173 2257 6 2436 389 2 190 581 26 3144 614 3784 2420 266827 Apprch %7.1 92.7 0.2 67 0.3 32.7 0.7 83.1 16.2 7.7 15.4 76.9 Total %2.5 33.1 0.1 35.7 5.7 0 2.8 8.5 0.4 46.1 9 55.4 0 0.1 0.3 0.4 Vista Village Drive
Southbound
Lado De Loma Drive
Westbound
Vista Village Drive
Northbound
North County Ford Driveway
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 03:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:30 PM
03:30 PM 24 339 1 364 49 0 25 74 1401 90 492 003 3
933
03:45 PM 18 254 0 272
53 025 78
5 386 75 466 004 4820
04:00 PM 22 312
2 336 51 0
30 81 3 374 75 452 012 3872
04:15 PM 29 251 0 280 30 0 22 52 4 421 69 494 125 8834
Total Volume 93 1156 3 1252 183 0 102 285 13 1582 309 1904 1 3 14 18 3459 % App. Total 7.4 92.3 0.2 64.2 0 35.8 0.7 83.1 16.2 5.6 16.7 77.8 PHF .802 .853 .375 .860 .863 .000 .850 .880 .650 .939 .858 .964 .250 .375 .700 .563 .927 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951)268-6268
10/24/2023 PH1 284 of 2254
File Name : 01_VST_Vista_Lado PM
Site Code : 99921313
Start Date : 6/29/2021
Page No : 2
City of Vista
N/S: Vista Village Drive
E/W: Lado De Loma Drive
Weather: Clear
Vista Village Drive
N
o
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t
h
C
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t
y
F
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D
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Vista Village Drive
Right
3 Thru
1156
Left
93 InOut Total
1685 1252 2937
Ri
g
h
t
10 2
Th
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u
0 Le
f
t
18 3
Ou
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To
t
a
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In
40 5
2 8
5 6
9 0
Left
13 Thru
1582
Right
309
Out TotalIn
1353 1904 3257
Le
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1 Th
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3 Ri
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t
14 To
t
a
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Ou
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In
16 1
8 3
4 Peak Hour Begins at 03:30 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 03:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
03:30 PM 03:00 PM 04:00 PM 03:30 PM
+0 mins.24 339 1 364 62 024 86 3374 75 452 003 3
+15 mins.18 254 0 272 57 0 24 81 4 421 69 494 004 4
+30 mins.22 312
2 336 49 0
25 74 2 421 71 494 012 3
+45 mins.29 251 0 280 53 0 25 78
6 417 70 493
125 8
Total Volume 93 1156 3 1252 221 0 98 319 15 1633 285 1933 1 3 14 18 % App. Total 7.4 92.3 0.2 69.3 0 30.7 0.8 84.5 14.7 5.6 16.7 77.8 PHF .802 .853 .375 .860 .891 .000 .980 .927 .625 .970 .950 .978 .250 .375 .700 .563 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951)268-6268
10/24/2023 PH1 285 of 2254
File Name : 02_VST_Lado_Guajome AM
Site Code : 99921313
Start Date : 6/29/2021
Page No : 1
City of Vista
N/S: Lado De Loma Drive
E/W: Lado De Loma Drive/Guajome Street
Weather: Clear
Groups Printed- Total Volume
Guajome Street
Westbound
Lado De Loma Drive
Northbound
Lado De Loma Drive
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 07:00 AM 22 0 22 112 13 11 2 37
07:15 AM 22 0 22 117 18 30 3 43
07:30 AM 18 3 21 120 21 11 2 44
07:45 AM 22 2 24 120 21 43 7 52
Total 84 5 89 4 69 73 9 5 14 176
08:00 AM 19 1 20 231 33 11 2 55
08:15 AM 26 1 27 012 12 22 4 43
08:30 AM 16 2 18 019 19 21 3 40
08:45 AM 31 0 31 025 25 42 6 62
Total 92 4 96 2 87 89 9 6 15 200
Grand Total 176 9 185 6 156 162 18 11 29 376
Apprch %95.1 4.9 3.7 96.3 62.1 37.9
Total %46.8 2.4 49.2 1.6 41.5 43.1 4.8 2.9 7.7
Guajome Street
Westbound
Lado De Loma Drive
Northbound
Lado De Loma Drive
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 19 1 20 231 33 11 2 55
08:15 AM 26 1 27 012 12 2 2 4 43
08:30 AM 16 2 18 019 19 21 3 40
08:45 AM 31 0 31 025 25
4 2 6 62
Total Volume 92 4 96 2 87 89 9 6 15 200
% App. Total 95.8 4.2 2.2 97.8 60 40
PHF .742 .500 .774 .250 .702 .674 .563 .750 .625 .806
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951)268-6268
10/24/2023 PH1 286 of 2254
File Name : 02_VST_Lado_Guajome AM
Site Code : 99921313
Start Date : 6/29/2021
Page No : 2
City of Vista
N/S: Lado De Loma Drive
E/W: Lado De Loma Drive/Guajome Street
Weather: Clear
L
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Th
r
u
4 Le
f
t
92 Ou
t
To
t
a
l
In
96 9
6 1
9 2
Left
2 Right
87 Out TotalIn
98 89 187
Th
r
u
9 Ri
g
h
t
6 To
t
a
l
Ou
t
In 61
5 2
1 Peak Hour Begins at 08:00 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 07:15 AM 07:45 AM
+0 mins.19 1 20 117 18
43 7
+15 mins.26 1 27 120 21 11 2
+30 mins.16 2 18 120 21 22 4
+45 mins.31 0 31 231 33 21 3
Total Volume 92 4 96 5 88 93 9 7 16
% App. Total 95.8 4.2 5.4 94.6 56.2 43.8
PHF .742 .500 .774 .625 .710 .705 .563 .583 .571
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951)268-6268
10/24/2023 PH1 287 of 2254
File Name : 02_VST_Lado_Guajome PM
Site Code : 99921313
Start Date : 6/29/2021
Page No : 1
City of Vista
N/S: Lado De Loma Drive
E/W: Lado De Loma Drive/Guajome Street
Weather: Clear
Groups Printed- Total Volume
Guajome Street
Westbound
Lado De Loma Drive
Northbound
Lado De Loma Drive
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 03:00 PM 33 3 36 324 27 50 5 68
03:15 PM 43 7 50 227 29 33 6 85
03:30 PM 38 3 41 133 34 53 8 83
03:45 PM 35 5 40 243 45 23 5 90
Total 149 18 167 8 127 135 15 9 24 326
04:00 PM 44 1 45 334 37 20 2 84
04:15 PM 37 2 39 139 40 45 9 88
04:30 PM 41 3 44 532 37 12 3 84
04:45 PM 37 4 41 242 44 44 8 93
Total 159 10 169 11 147 158 11 11 22 349
Grand Total 308 28 336 19 274 293 26 20 46 675
Apprch %91.7 8.3 6.5 93.5 56.5 43.5
Total %45.6 4.1 49.8 2.8 40.6 43.4 3.9 3 6.8
Guajome Street
Westbound
Lado De Loma Drive
Northbound
Lado De Loma Drive
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 03:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM 44 1 45 334 37 20 2 84
04:15 PM 37 2 39 139 40
45 9 88
04:30 PM 41 3 44 5 32 37 12 3 84
04:45 PM 37 4 41 2 42 44 44 8
93 Total Volume 159 10 169 11 147 158 11 11 22 349
% App. Total 94.1 5.9 7 93 50 50
PHF .903 .625 .939 .550 .875 .898 .688 .550 .611 .938
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951)268-6268
10/24/2023 PH1 288 of 2254
File Name : 02_VST_Lado_Guajome PM
Site Code : 99921313
Start Date : 6/29/2021
Page No : 2
City of Vista
N/S: Lado De Loma Drive
E/W: Lado De Loma Drive/Guajome Street
Weather: Clear
L
a
d
o
D
e
L
o
m
a
D
r
i
v
e
G
u
a
j
o
m
e
S
t
r
e
e
t
Lado De Loma Drive
Th
r
u
10 Le
f
t
15 9
Ou
t
To
t
a
l
In
15 8
1 6
9 3
2 7
Left
11 Right
147
Out TotalIn
170 158 328
Th
r
u
11 Ri
g
h
t
11 To
t
a
l
Ou
t
In
21 2
2 4
3 Peak Hour Begins at 04:00 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 03:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
03:15 PM 03:45 PM 03:00 PM
+0 mins.43 7502 43 45 5 0 5
+15 mins.38 3 41 334 37 3 3 6
+30 mins.35 5 40 139 40 53 8
+45 mins.44 1455 32 37 23 5
Total Volume 160 16 176 11 148 159 15 9 24
% App. Total 90.9 9.1 6.9 93.1 62.5 37.5
PHF .909 .571 .880 .550 .860 .883 .750 .750 .750
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951)268-6268
10/24/2023 PH1 289 of 2254
File Name : 03_VST_Rhoda_Guajome AM
Site Code : 99921313
Start Date : 6/29/2021
Page No : 1
City of Vista
N/S: Rhoda Lane
E/W: Guajome Street
Weather: Clear
Groups Printed- Total Volume
Rhoda Lane
Southbound
Guajome Street
Westbound
Guajome Street
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total 07:00 AM 10 110 0 10 023 23 34
07:15 AM 10 117 0 17 024 24 42
07:30 AM 00 020 0 20 019 19 39
07:45 AM 01 122 0 22 024 24 47
Total 2 1 3 69 0 69 0 90 90 162
08:00 AM 10 123 0 23 122 23 47
08:15 AM 00 021 0 21 027 27 48
08:30 AM 01 118 0 18 017 17 36
08:45 AM 10 123 0 23 033 33 57
Total 2 1 3 85 0 85 1 99 100 188
Grand Total 42 6154 0 154 1 189 190 350
Apprch %66.7 33.3 100 0 0.5 99.5
Total %1.1 0.6 1.7 44 0 44 0.3 54 54.3
Rhoda Lane
Southbound
Guajome Street
Westbound
Guajome Street
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 1 0 1 23 0 23 1 22 23 47
08:15 AM 00 021 0 21 027 27 48
08:30 AM 0 1 1 18 0 18 017 17 36
08:45 AM 10 123 0 23 0 33 33 57
Total Volume 2 1 3 85 0 85 1 99 100 188
% App. Total 66.7 33.3 100 0 1 99
PHF .500 .250 .750 .924 .000 .924 .250 .750 .758 .825
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951)268-6268
10/24/2023 PH1 290 of 2254
File Name : 03_VST_Rhoda_Guajome AM
Site Code : 99921313
Start Date : 6/29/2021
Page No : 2
City of Vista
N/S: Rhoda Lane
E/W: Guajome Street
Weather: Clear
Rhoda Lane
G
u
a
j
o
m
e
S
t
r
e
e
t
G
u
a
j
o
m
e
S
t
r
e
e
t
Right
1 Left
2 InOut Total
134
Ri
g
h
t
0 Th
r
u
85 Ou
t
To
t
a
l
In
10 1
8 5
1 8
6 Le
f
t
1 Th
r
u
99 To
t
a
l
Ou
t
In
86 1
0 0
1 8
6 Peak Hour Begins at 08:00 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:00 AM 07:30 AM 08:00 AM
+0 mins.1 0 1 20 0 20 1 22 23
+15 mins.10 122 0 22 027 27
+30 mins.00 0
23 0 23 017 17
+45 mins.0 1 1 21 0 21 0 33 33
Total Volume 2 1 3 86 0 86 1 99 100
% App. Total 66.7 33.3 100 0 1 99
PHF .500 .250 .750 .935 .000 .935 .250 .750 .758
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951)268-6268
10/24/2023 PH1 291 of 2254
File Name : 03_VST_Rhoda_Guajome PM
Site Code : 99921313
Start Date : 6/29/2021
Page No : 1
City of Vista
N/S: Rhoda Lane
E/W: Guajome Street
Weather: Clear
Groups Printed- Total Volume
Rhoda Lane
Southbound
Guajome Street
Westbound
Guajome Street
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total 03:00 PM 10 124 1 25 038 38 64
03:15 PM 01 138 1 39 041 41 81
03:30 PM 00 034 0 34 051 51 85
03:45 PM 00 044 0 44 038 38 82
Total 1 1 2 140 2 142 0 168 168 312
04:00 PM 00 035 0 35 241 43 78
04:15 PM 10 133 0 33 052 52 86
04:30 PM 00 036 0 36 039 39 75
04:45 PM 00 036 0 36 053 53 89
Total 1 0 1 140 0 140 2 185 187 328
Grand Total 21 3280 2 282 2 353 355 640
Apprch %66.7 33.3 99.3 0.7 0.6 99.4
Total %0.3 0.2 0.5 43.8 0.3 44.1 0.3 55.2 55.5
Rhoda Lane
Southbound
Guajome Street
Westbound
Guajome Street
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total Peak Hour Analysis From 03:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:30 PM
03:30 PM 00 034 0 34 051 51 85
03:45 PM 00 0
44 0 44 038 38 82
04:00 PM 00 035 0 35 2 41 43 78
04:15 PM 1 0 1 33 0 33 0 52 52 86
Total Volume 1 0 1 146 0 146 2 182 184 331
% App. Total 100 0 100 0 1.1 98.9
PHF .250 .000 .250 .830 .000 .830 .250 .875 .885 .962
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951)268-6268
10/24/2023 PH1 292 of 2254
File Name : 03_VST_Rhoda_Guajome PM
Site Code : 99921313
Start Date : 6/29/2021
Page No : 2
City of Vista
N/S: Rhoda Lane
E/W: Guajome Street
Weather: Clear
Rhoda Lane
G
u
a
j
o
m
e
S
t
r
e
e
t
G
u
a
j
o
m
e
S
t
r
e
e
t
Right
0 Left
1 InOut Total
213
Ri
g
h
t
0 Th
r
u
14 6
Ou
t
To
t
a
l
In
18 3
1 4
6 3
2 9
Le
f
t
2 Th
r
u
18 2
To
t
a
l
Ou
t
In
14 6
1 8
4 3
3 0
Peak Hour Begins at 03:30 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 03:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
03:00 PM 03:15 PM 04:00 PM
+0 mins.1 0 1 38 1 39 2 41 43
+15 mins.0 1 1 34 0 34 052 52
+30 mins.00 0
44 0 44 039 39
+45 mins.00 035 0 35 0 53 53
Total Volume 1 1 2 151 1 152 2 185 187
% App. Total 50 50 99.3 0.7 1.1 98.9
PHF .250 .250 .500 .858 .250 .864 .250 .873 .882
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951)268-6268
10/24/2023 PH1 293 of 2254
File Name : 04_VST_Santa_Guajome AM
Site Code : 99921313
Start Date : 6/29/2021
Page No : 1
City of Vista
N/S: Santa Fe Avenue
E/W: Guajome Street
Weather: Clear
Groups Printed- Total Volume
Santa Fe Avenue
Southbound
Santa Fe Avenue
Northbound
Guajome Street
Eastbound
Start Time Thru Right U-Turns App. Total Left Thru U-Turns App. Total Left Right U-Turns App. Total Int. Total 07:00 AM 62 9 0 71 624 0 3013 3 0 16 117
07:15 AM 48 19 0 67 429 0 3310 5 3 18 118
07:30 AM 14 82 1 97 838 0 46 639 18161
07:45 AM 076 2 7813 45 0 58 16 0 3 19 155
Total 124 186 3 313 31 136 0 167 45 11 15 71 551
08:00 AM 091 1 9211 42 0 53 19 0 5 24 169
08:15 AM 057 2 59 538 0 4320 0 2 22 124
08:30 AM 053 5 58 844 0 5210 0 7 17 127
08:45 AM 063 1 6411 58 0 69 20 0 0 20 153
Total 0 264 9 273 35 182 0 217 69 0 14 83 573
Grand Total 124 450 12 586 66 318 0 384 114 11 29 154 1124 Apprch %21.2 76.8 2 17.2 82.8 0 74 7.1 18.8
Total %11 40 1.1 52.1 5.9 28.3 0 34.2 10.1 1 2.6 13.7
Santa Fe Avenue
Southbound
Santa Fe Avenue
Northbound
Guajome Street
Eastbound
Start Time Thru Right U-Turns App. Total Left Thru U-Turns App. Total Left Right U-Turns App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 14 82 1
97 838 0 46 6 39 18 161
07:45 AM 076 2 78 13 45 0 58 16 0 3 19 155
08:00 AM 0 91 19211 42 0 53 19 0 5
24 169
08:15 AM 057 2 59 538 0 43
20 02 22124
Total Volume 14 306 6 326 37 163 0 200 61 3 19 83 609
% App. Total 4.3 93.9 1.8 18.5 81.5 0 73.5 3.6 22.9
PHF .250 .841 .750 .840 .712 .906 .000 .862 .763 .250 .528 .865 .901 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951)268-6268
10/24/2023 PH1 294 of 2254
File Name : 04_VST_Santa_Guajome AM
Site Code : 99921313
Start Date : 6/29/2021
Page No : 2
City of Vista
N/S: Santa Fe Avenue
E/W: Guajome Street
Weather: Clear
Santa Fe Avenue
G
u
a
j
o
m
e
S
t
r
e
e
t
Santa Fe Avenue
Right
306
Thru
14 U-Turns
6 InOut Total
224 326 550
Left
37 Thru
163
U-Turns
0 Out TotalIn
17 200 217
Le
f
t
61 Ri
g
h
t
3 U-
T
u
r
n
s
19 To
t
a
l
Ou
t
In
34 3
8 3
4 2
6 Peak Hour Begins at 07:30 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 08:00 AM 07:30 AM
+0 mins.48 19 0 67
11 42 0 53 6 39 18
+15 mins.14 82 1
97 538 0 4316 0 3 19
+30 mins.076 2 78 844 0 5219 0 5
24 +45 mins.0 91 19211 58 0 69 20 02 22
Total Volume 62 268 4 334 35 182 0 217 61 3 19 83
% App. Total 18.6 80.2 1.2 16.1 83.9 0 73.5 3.6 22.9
PHF .323 .736 .500 .861 .795 .784 .000 .786 .763 .250 .528 .865 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951)268-6268
10/24/2023 PH1 295 of 2254
File Name : 04_VST_Santa_Guajome PM
Site Code : 99921313
Start Date : 6/29/2021
Page No : 1
City of Vista
N/S: Santa Fe Avenue
E/W: Guajome Street
Weather: Clear
Groups Printed- Total Volume
Santa Fe Avenue
Southbound
Santa Fe Avenue
Northbound
Guajome Street
Eastbound
Start Time Thru Right U-Turns App. Total Left Thru U-Turns App. Total Left Right U-Turns App. Total Int. Total 04:00 PM 79 19 0 98 3 108 5 116 27 22 0 49 263
04:15 PM 86 22 0 108 390 4 9727 29 0 56 261
04:30 PM 81 10 0 91 17 108 2 127 34 29 0 63 281
04:45 PM 81 19 0 100 15 96 3 114 30 20 0 50 264
Total 327 70 0 397 38 402 14 454 118 100 0 218 1069
05:00 PM 89 23 0 112 13 113 0 126 21 25 0 46 284
05:15 PM 95 15 1 111 7 106 5 118 37 26 0 63 292
05:30 PM 99 21 1 121 10 110 2 122 30 20 0 50 293
05:45 PM 109 15 0 124 14 117 1 132 41 28 0 69 325
Total 392 74 2 468 44 446 8 498 129 99 0 228 1194
Grand Total 719 144 2 865 82 848 22 952 247 199 0 446 2263 Apprch %83.1 16.6 0.2 8.6 89.1 2.3 55.4 44.6 0
Total %31.8 6.4 0.1 38.2 3.6 37.5 1 42.1 10.9 8.8 0 19.7 Santa Fe Avenue
Southbound
Santa Fe Avenue
Northbound
Guajome Street
Eastbound
Start Time Thru Right U-Turns App. Total Left Thru U-Turns App. Total Left Right U-Turns App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 89 23 0 112 13 113 0 126 21 25 0 46 284
05:15 PM 95 15
1 111 7 106
5 118 37 26 0 63 292
05:30 PM 99 21 1 121 10 110 2 122 30 20 0 50 293
05:45 PM 109 15 0
124 14 117 1 132 41 28 0 69 325
Total Volume 392 74 2 468 44 446 8 498 129 99 0 228 1194 % App. Total 83.8 15.8 0.4 8.8 89.6 1.6 56.6 43.4 0
PHF .899 .804 .500 .944 .786 .953 .400 .943 .787 .884 .000 .826 .918 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951)268-6268
10/24/2023 PH1 296 of 2254
File Name : 04_VST_Santa_Guajome PM
Site Code : 99921313
Start Date : 6/29/2021
Page No : 2
City of Vista
N/S: Santa Fe Avenue
E/W: Guajome Street
Weather: Clear
Santa Fe Avenue
G
u
a
j
o
m
e
S
t
r
e
e
t
Santa Fe Avenue
Right
74 Thru
392
U-Turns
2 InOut Total
575 468 1043
Left
44 Thru
446
U-Turns
8 Out TotalIn
491 498 989
Le
f
t
12 9
Ri
g
h
t
99 U-
T
u
r
n
s
0 To
t
a
l
Ou
t
In
11 8
2 2
8 3
4 6
Peak Hour Begins at 05:00 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM 05:00 PM 05:00 PM
+0 mins.89 23 0 112 13 113 0 126 21 25 0 46
+15 mins.95 15
1 111 7 106
5 118 37 26 0 63
+30 mins.99 21 1 121 10 110 2 122 30 20 0 50
+45 mins.109 15 0
124 14 117 1 132 41 28 0 69
Total Volume 392 74 2 468 44 446 8 498 129 99 0 228
% App. Total 83.8 15.8 0.4 8.8 89.6 1.6 56.6 43.4 0
PHF .899 .804 .500 .944 .786 .953 .400 .943 .787 .884 .000 .826 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951)268-6268
10/24/2023 PH1 297 of 2254
Day:City:Vista
Date:Project#:CA17_4294_117
NB SB EB WB
2,074 1,458 00
AMPeriod NB SB EB WB NB SB EB WB
00:00 3 1 4 32 23 55
00:15 4 0 43223 55
00:30 1 1 23530 65
00:45 1902 111 3012935111 65240
01:00 1 1 23214 46
01:15 0 1 13733 70
01:30 0 1 13317 50
01:45 0125 26 361381781 53219
02:00 0 1 1 36 20 56
02:15 0 2 2 38 27 65
02:30 0 0 0 33 32 65
02:45 0 0 3 0 3 51 158 35 114 86 272
03:00 1 0 1 56 41 97
03:15 0 1 1 54 42 96
03:30 1 2 3 47 30 77
03:45 0203 05 4620331144 77347
04:00 1 1 2 47 31 78
04:15 0 1 1 54 38 92
04:30 1 2 3 54 34 88
04:45 4637 713 5220739142 91349
05:00 4 2 6 44 45 89
05:15 4 4 8 38 25 63
05:30 11 2 13 45 32 77
05:45 8 27 3 11 11 38 46 173 33 135 79 308
06:00 16 10 26 18 26 44
06:15 13 8 21 30 31 61
06:30 14 11 25 27 28 55
06:45 12 55 10 39 22 94 26 101 14 99 40 200
07:00 30 17 47 21 25 46
07:15 18 19 37 15 20 35
07:30 42 27 69 20 18 38
07:45 49 139 27 90 76 229 10 66 7 70 17 136
08:00 31 28 59 13 10 23
08:15 43 20 63 13 13 26
08:30 28 12 40 11 9 20
08:45 37 139 21 81 58 220 14 51 9 41 23 92
09:00 28 12 40 15 11 26
09:15 21 15 36 15 10 25
09:30 30 15 45 19 7 26
09:45 38 117 17 59 55 176 6 55 5 33 11 88
10:00 40 15 55 9 5 14
10:15 30 19 49 4 13 17
10:30 31 22 53 6 2 8
10:45 21 122 16 72 37 194 3 22 1 21 4 43
11:00 38 15 53 5 0 5
11:15 36 16 52 4 4 8
11:30 39 24 63 4 1 5
11:45 26 139 33 88 59 227 2 15 2 7 4 22
TOTALS 756 460 1216 1318 998 2316
SPLIT%62.2% 37.8%34.4%56.9% 43.1%65.6%
NB SB EB WB
2,074 1,458 00
AMPeakHour 07:30 11:45 07:30 14:45 16:15 16:15
AMPkVolume 165 109 267 208 156 360
PkHrFactor 0.842 0.826 0.878 0.929 0.867 0.978
7Ͳ9Volume 278 171 00449 380 277 00657
7Ͳ9PeakHour 07:30 07:30 07:30 16:00 16:15 16:15
7Ͳ9PkVolume 1651020026720715600360
PkHrFactor 0.842 0.911 0.000 0.000 0.878 0.958 0.867 0.000 0.000 0.978 4Ͳ6PeakHour
4Ͳ6PkVolume
SPLIT%
TOTAL
PkHrFactor
PMPeakHour
PMPkVolume
PkHrFactor
4Ͳ6Volume
20:45
TOTAL
23:45
TOTALS
Total
3,532
DAILY TOTALS
21:00
21:15
20:30
DAILYTOTALS
22:15
22:30
22:45
23:00
23:15
23:30
GuajomeStBet.SantaFeAve(S)&LadoDeLomaDr
21:30
21:45
22:00
Total
3,532
19:30
19:45
20:00
20:15
18:00
18:15
18:30
18:45
19:00
19:15
16:45
17:00
17:15
Thursday
17:30
17:45
15:15
15:30
15:45
16:00
16:15
16:30
14:00
14:15
14:30
12/14/2017
14:45
15:00
DAILYTOTALS
PMPeriod
VOLUME
PreparedbyNDS/ATD
13:15
13:30
13:45
12:00
12:15
12:30
12:45
13:00
10/24/2023 PH1 298 of 2254
Prepared by National Data & Surveying Services
ID:18-04129-027 Day:
City:Vista Date:
AM 12 1466 101 2
AM
NOON 0000 NOON
PM 10 1062 106 3
PM
AM NOON PM PM NOON AM
0310 0.3 100 0 73
0.3 202
000 01.3183 0 205
000 0 TEV 2997 0 3657 0 000
301 1 PHF 0.94 0.98
4014 0 0130
AM NOON PM PM NOON AM
PM 1111843321PM
NOON 0000NOON
AM 0 8 990 131
AM
Peak Hour Turning Movement Count
1260
Total Vehicles (PM) Bikes (PM)
Vista Village Dr & Lado De Loma
Thursday
04/19/2018
CONTROL WE
S
T
B
O
U
N
D
07:15 AM - 08:15 AM
Total Vehicles (Noon)
Pedestrians (Crosswalks)
Bikes (NOON)
235
CO
U
N
T
P
E
R
I
O
D
S
Bikes (AM)
PE
A
K
H
O
U
R
S
Total Vehicles (AM)
NONE
05:00 PM - 06:00 PM
1065
1946
0 Signalized
La
d
o
D
e
L
o
m
a
EA
S
T
B
O
U
N
D
Vista Village Dr
1675
0 Vista Village Dr
SOUTHBOUND
04:00 PM - 06:00 PM
NORTHBOUND
428
0 La
d
o
D
e
L
o
m
a
07:00 AM - 09:00 AM
NONE
22 0 23
NOONAM PM
0 0
1 2 2 0 3 0 2
0 0 0 0 0
0 3
0 2
0 0 2 1 0 0
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
0 0
1 0
0 0
0 0 0
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
205
2 73
4 3
0 12 14
6 6
10 1
8 99
0 13
1 N/A
N/A
N/A
N/A
N/A
N/A
N/
A
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10/24/2023 PH1 299 of 2254
10/24/2023 PH1 300 of 2254
NNBL
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10/24/2023 PH1 301 of 2254
RRoa
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10/24/2023 PH1 302 of 2254
Roadway Segment 2007 ADT 2030 ADT Growth Growth Per Year South Santa Fe Avenue Vista Village Drive to Civic
Center Drive 19,762 32,900 49.9% 2.17%
Soure: City of Vista General Plan PEIR
Horizon Year Growth Calcs
10/24/2023 PH1 303 of 2254
CityofVistaTransportationandCirculation
VistaGeneralPlan2030Update
DraftProgramEnvironmentalImpactReport4.11Ͳ3May 2011 ICF00552.07
Ǥ ͶǤͳͳǦʹǤ
Ǥ
ǤͶǤͳͳǦ͵
Ǥ
boldfaceǤ
Table4.11Ͳ2.CityofVistaRoadwayClassifications:CapacityandLevelofService
͵
ǦȋȌ δ͵ǡͲͲͲ δͶʹǡͲͲͲ δͶͺǡͲͲͲ δͷͶǡͲͲͲ δͲǡͲͲͲ Ǧδ͵ͲǡͲͲͲ δ͵ͷǡͲͲͲ δͶͲǡͲͲͲ δͶͷǡͲͲͲ δͷͲǡͲͲͲ ͶǦȋȌ δʹͶǡͲͲͲ δʹͺǡͲͲͲ δ͵ʹǡͲͲͲ δ͵ǡͲͲͲ δͶͲǡͲͲͲ ͶǦ
ȋȌ δͳͷǡͲͲͲ δͳǡͷͲͲ δʹͲǡͲͲͲ δʹʹǡͷͲͲ δʹͷǡͲͲͲ ʹǦ
ͳ δͻǡͲͲͲ δͳͲǡͷͲͲ δͳʹǡͲͲͲ δͳ͵ǡͷͲͲ δͳͷǡͲͲͲ ʹǦ
ȋȌ δͷǡʹͺͲ δǡͳͲ δǡͲͶͲ δǡͻʹͲ δͺǡͺͲͲ
ʹǦǦʹ δǡͻͲͲ
ͳǣǦǦȋ
Ȍ
ʹǦǣ
Ǥ
ǡ
Ǥ
͵ǣ
ǣ
ȋʹͲͳͲȌ
Table4.11Ͳ3.ExistingRoadwaySegmentLevelofService
Ȁ͓
ͳȀʹ͵
Ǥ
ȀǦͶͲǡͲͲͲ ʹͶǡͶͳ ͲǤͶͳʹ
ȀǦ ͲǡͲͲͲ ʹ͵ǡͺͳ ͲǤ͵ͻͷ
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Ǧ
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Ǥ
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Ǥ
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Ǥ
ȀͶǦ ͶͲǡͲͲͲ ͳͷǡͻʹͻ ͲǤ͵ͻͺ
ȀͶǦ ͶͲǡͲͲͲ ͳͻǡͻͳʹ ͲǤͶͻͺ
ȀͷǦ ͷͲǡͲͲͲ ʹͺǡͳͲͺ ͲǤͷʹ
10/24/2023 PH1 304 of 2254
CityofVistaTransportationandCirculation
VistaGeneralPlan2030Update
DraftProgramEnvironmentalImpactReport4.11Ͳ4May 2011 ICF00552.07
Ȁ͓
ͳȀʹ͵
Ǧͺ
ȀǦ ͲǡͲͲͲ Ͷǡͳʹ ͲǤͻ
VistaVillage
Drive
Ǥ
ȀǦ ͲǡͲͲͲ ͵ǡͶͻ ͲǤʹ
N.SantaFeAvenueto
CivicCenterDrive
SecondaryArterial/
4ǦLaneUD5
25,00023,6710.947E
E.VistaWayCivicCenterDriveto
ValeTerraceDrive
SecondaryArterial/
4ǦLaneUD
25,00043,9391.758F
ValeTerraceDriveto
BobierDrive
SecondaryArterial/
4ǦLaneUD
25,00033,5451.342F
NorthofBobierDriveSecondaryArterial/
4ǦLaneUD
25,00029,7301.189F
W.Vista
Way
EmeraldDriveto
N.MelroseDrive
SecondaryArterial/
4ǦLaneUD
8,80014,6431.664F
Ǥ
Ȁ
ʹǦ
ͲǡͲͲͲ ͳͻǡͻͳʹ ͲǤ͵͵ʹ
Ǥ
Ǥ
Ȁ
Ǧ
ʹͷǡͲͲͲ ʹͲǡͶͳ ͲǤͺͳ
Ǥ
Ǥ
Ȁ
ͶǦ
ͶͲǡͲͲͲ ͳͺǡ͵ʹ ͲǤͶͷͻ
Ǥ
Ȁ
ͶǦ
ͶͲǡͲͲͲ ʹͷǡʹ͵ ͲǤ͵ͳ
Ǥ
Ȁ
ͶǦ
ʹͷǡͲͲͲ ͳͻǡʹ ͲǤͻͲ
Ǧ
ͺȋȌ
Ȁ
ͶǦ
ʹͷǡͲͲͲ ʹͲǡͺͺͺ ͲǤͺ͵
CivicCenter
Drive
SRǦ78WBRampsto
S.SantaFeAvenue
SecondaryArterial/
4ǦLaneUD
25,00031,2481.250F
S.SantaFeAvenueto
E.VistaWay
SecondaryArterial/
4ǦLaneUD
25,00026,5111.060F
Ǥ
Ȁ
ͶǦ
ʹͷǡͲͲͲ ͳͷǡ͵ͶͲ ͲǤͳͶ
Ǥ
Ȁ
ͶǦ
ʹͷǡͲͲͲ ͳͺǡͲʹͻ ͲǤʹͳ
Emerald
Drive
OliveAvenueto
WestDrive
SecondaryArterial/
4ǦLaneUD
15,00017,4041.160F
WestDriveto
HaciendaDrive
Collector/2ǦLane
w/TWLTL6
25,00027,3721.095F
Ȁ
ͶǦ
ʹͷǡͲͲͲ ͳͲǡͲͶ ͲǤͶʹͶ
Ȁ
ͶǦ
ʹͷǡͲͲͲ ͻǡͻ ͲǤ͵ͻͻ
Ȁ
ͶǦ
ʹͷǡͲͲͲ ͳ͵ǡͷ ͲǤͷͶ
10/24/2023 PH1 305 of 2254
CityofVistaTransportationandCirculation
VistaGeneralPlan2030Update
DraftProgramEnvironmentalImpactReport4.11Ͳ5May 2011 ICF00552.07
Ȁ͓
ͳȀʹ͵
LaMirada
Drive
SycamoreAvenueto
PoinsettiaAvenue
SecondaryArterial/
4ǦLaneUD
8,8009,4391.073F
Ǥ
Ȁ
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ʹͷǡͲͲͲ ͳͷǡͲͳ ͲǤʹͶ
Ǥ
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ͺǡͺͲͲ Ͷǡʹͺ ͲǤͶͺ
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ͺǡͺͲͲ ͷǡͲͻ ͲǤͷͻ
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ͺǡͺͲͲ ǡͳʹ ͲǤͻ
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ͳͷǡͲͲͲ ͺǡͶ͵ͷ ͲǤͷʹ
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ͳͷǡͲͲͲ ǡͺͲ ͲǤͶͷ
Ȁ
ʹǦȀ
ͺǡͺͲͲ ǡ͵ͻ ͲǤͺͶͳ
MonteVista
Drive
S.SantaFeAvenueto
CypressRoad
LightCollector/
2ǦLane
8,8008,4280.958E
Ȁ
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10/24/2023 PH1 307 of 2254
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3 1
7
10/24/2023 PH1 308 of 2254
Ci
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3 .
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10/24/2023 PH1 309 of 2254
Pheasant Hill Multi-Family
DRAFT Local Transportation Study
Appendices
Appendix C -Signal Timings
10/24/2023 PH1 310 of 2254
Pa
g
e
1 o
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:
7 /
6 /
2 0
2 1
10/24/2023 PH1 311 of 2254
Pa
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7 /
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2 0
2 1
10/24/2023 PH1 312 of 2254
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11 1
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Pr
i
n
t
e
d
o
n
:
7 /
6 /
2 0
2 1
10/24/2023 PH1 313 of 2254
Pa
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4 o
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1 1
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7 8
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Max
Pres.
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Count
Fail Time
Detector
C1 Pin
Number
Delay
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Slot
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24 25151617181920212223
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6 5
2 2 2 3 4 4 4 4
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3 9
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4 1
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6 4
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4 I-
5 I-
6 U
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28 Detector 2 4 6 8
1 2 3 4 5 6 7 8 9 10 11 12 13 14
1 5
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Failed
Recall
No
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No
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No
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No
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No
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e
Erratic
Count
2Call PH
Call O/L
Addtnl
Call PH
No Act
Max
Pres
4 De
t
e
c
t
o
r
R
e
s
e
t
E
n
a
b
l
e
E
n
a
b
l
e
d
Pr
i
n
t
e
d
o
n
:
7 /
6 /
2 0
2 1
10/24/2023 PH1 314 of 2254
Pa
g
e
5 o
f
1 1
Co
o
r
d
i
n
a
t
i
o
n
C
o
n
f
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g
u
r
a
t
i
o
n
Co
o
r
d
i
n
a
t
i
o
n
P
a
r
a
m
e
t
e
r
s
Pa
t
t
e
r
n
s
Sp
l
i
t
1 Sp
l
i
t
2 Sp
l
i
t
3 Sp
l
i
t
4 Sp
l
i
t
5 Sp
l
i
t
6 8
.
Fi
x
e
d
No
n
e
.
Fi
x
e
d
No
n
e
7 .
Fi
x
e
d
No
n
e
...
4 65
..
Fi
x
e
d
No
n
e
.
Fi
x
e
d
No
n
e
3 .
Fi
x
e
d
No
n
e
....
.
No
n
e
8 ..
Fi
x
e
d
No
n
e
Coord
PH
.
T
i
m
e
Mi
n
M
a
x
1 .
2 .
3 .
5 ..
Fi
x
e
d
N
o
n
e
6 ..
Fi
x
e
d
N
o
n
e
7 ..
Fi
x
e
d
N
o
n
e
2 ..
Fi
x
e
d
N
o
n
e
3 ..
Fi
x
e
d
N
o
n
e
4 ..
Fi
x
e
d
N
o
n
e
PH
.
T
i
m
e
Mi
n
M
a
x
FO
M
o
d
e
M
o
d
e
Phase
Ref
Phase
87 .
No
n
e
7 X
1 ..
Fi
x
e
d
No
n
e
Coord
Phase
Ref
Phase
15 .
No
n
e
8 X .
.
5 86
15 60
30 Fi
x
e
d
N
o
n
e
2 11
11 1
..
Fi
x
e
d
No
n
e
.
Fi
x
e
d
No
n
e
.
Fi
x
e
d
No
n
e
Ref
Phase .
Fi
x
e
d
N
o
n
e
..
3 Ref
Op
e
r
a
t
i
o
n
a
l
M
o
d
e
Co
o
r
d
M
o
d
e
Ma
x
i
m
u
m
M
o
d
e
Fo
r
c
e
M
o
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e
Co
r
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c
t
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n
M
o
d
e
21 1
0 Au
t
o
m
a
t
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c
Fu
l
l
P
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m
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s
s
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v
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Pe
r
P
a
t
t
e
r
n
4 Pe
r
P
a
t
t
e
r
n
Sh
o
r
t
w
a
y
(
A
u
t
o
)
25 5
1 31
2 0
11 0
1 5
30 .
Ye
l
l
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w
Ye
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l
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X
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3 Ma
x
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y
c
L
i
m
i
t
%
Fi
x
e
d
Fi
x
e
d
Fi
x
e
d
Fi
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d
Fi
x
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d
Phase
5 5
..
50 15
.
No
n
e
6 1
5 Ti
m
e
M
a
x
M
i
n
.
Fi
x
e
d
Fi
x
e
d
Fi
x
e
d
Fi
x
e
d
Phase
Ref
Phase...
.
X ..
Fi
x
e
d
No
n
e
No
n
e
No
n
e
No
n
e
No
n
e
.
Fi
x
e
d
No
n
e
FO
M
o
d
e
M
o
d
e
Fi
x
e
d
Coord
65 015
5 .
No
n
e
5 4
.
No
n
e
4 Fi
x
e
d
.
Fi
x
e
d
No
n
e
.
.
..
.
3 .
No
n
e
3 ..
PH
.
Ma
x
Mo
d
e
PH
.
Mi
n
Ti
m
e
Coord
Phase
Ref
Phase
FO
M
o
d
e
39 2
X
No
n
e
2 Fi
x
e
d
Ye
l
l
o
w
6 Ye
l
l
o
w
Ye
l
l
o
w
Coord
Phase
1 .
No
n
e
1 1
5 .
11 F
i
x
e
d
Mi
n
C
y
c
L
i
m
i
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%
2 5
Sp
l
i
t
P
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w
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a
n
s
.
C
o
v
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r
P
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d
0 Pa
t
t
e
r
n
.
X
35 .
4 ..
6 ..
85 .....
Fi
x
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d
No
n
e
Fi
x
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d
No
n
e
..
Fi
x
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d
No
n
e
Fi
x
e
d
No
n
e
7 .
Fi
x
e
d
No
n
e
Fi
x
e
d
No
n
e
11 FO
M
o
d
e
Fi
x
e
d
Fi
x
e
d
1 .X
Coord
Phase
Fi
x
e
d
No
n
e
X
Ti
m
e
11 49
PH
.
FO
M
o
d
e
1 Ma
x
I
n
h
i
b
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t
Mi
n
M
a
x
11 11
1 1
Fi
x
e
d
No
n
e
15 30
1 Fi
x
e
d
No
n
e
FO
M
o
d
e
M
o
d
e
7 PH
.
T
i
m
e
Mi
n
M
a
x
2 ..
OL
Pl
n 1 1 1 1 1
11 1
Ph
s
D
e
t
P
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d
11 1
1Pl
n
P
l
n
P
l
n
Ma
x
M
o
d
e
Ma
x
I
n
h
i
b
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t
Ma
x
I
n
h
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b
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t
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x
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n
h
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b
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t
Ma
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I
n
h
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b
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t
1 4
1 De
s
c
r
i
p
t
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o
n
Fu
l
l
P
e
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m
i
s
s
i
v
e
Co
o
r
d
M
o
d
e
Fu
l
l
P
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m
i
s
s
i
v
e
Fu
l
l
P
e
r
m
i
s
s
i
v
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Fu
l
l
P
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r
m
i
s
s
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v
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Fu
l
l
P
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r
m
i
s
s
i
v
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Fu
l
l
P
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r
m
i
s
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i
v
e
Pa
t
t
.
C
y
c
l
e
O
f
f
s
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t
1 S
p
l
i
t
S
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q
R
e
f
e
r
e
n
c
e
FO
M
o
d
e
Fi
x
e
d
Fi
x
e
d
1 Fi
x
e
d
Fi
x
e
d
Fi
x
e
d
Fi
x
e
d
Ye
l
l
o
w
1 1
Ma
x
I
n
h
i
b
i
t
8 1
3 0
1 1
0 8
5 Y
e
l
l
o
w
F
u
l
l
P
e
r
m
i
s
s
i
v
e
F
i
x
e
d
M
a
x
I
n
h
i
b
i
t
1 1
1 1
7 Ye
l
l
o
w
F
u
l
l
P
e
r
m
i
s
s
i
v
e
F
i
x
e
d
Ma
x
I
n
h
i
b
i
t
1 9
Ye
l
l
o
w
F
u
l
l
P
e
r
m
i
s
s
i
v
e
F
i
x
e
d
Ma
x
I
n
h
i
b
i
t
Fi
x
e
d
Fi
x
e
d
Mo
d
e
No
n
e
No
n
e
No
n
e
No
n
e
Mo
d
e
Pr
i
n
t
e
d
o
n
:
7 /
6 /
2 0
2 1
10/24/2023 PH1 315 of 2254
Pa
g
e
6 o
f
1 1
Sp
l
i
t
7 Sp
l
i
t
8 Sp
l
i
t
9 Ad
v
a
n
c
e
d
C
o
o
r
d
O
p
t
i
o
n
s
Ri
n
g
P
l
a
n
1 Ri
n
g
P
l
a
n
2 Ri
n
g
P
l
a
n
3 Ri
n
g
P
l
a
n
4 Ri
n
g
P
l
a
n
5 Ri
n
g
P
l
a
n
6 Ri
n
g
P
l
a
n
7 Ri
n
g
P
l
a
n
8 Ri
n
g
P
l
a
n
9 .
Al
l
o
w
N
o
C
o
o
r
d
P
h
a
s
e
..
.
.
.
.
Co
o
r
d
N
o
w
..
.
.
.
.
..
....
Patter
n
1 2
3 .
Al
l
o
w
S
p
l
i
t
U
n
d
e
r
r
u
n
X
45 6
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l
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w
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p
l
i
t
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v
e
r
r
u
n
.
Ri
n
g
P
l
a
n
XX
4 ..
1 ....
.
8 X .
9 Fi
x
e
d
No
n
e
Fi
x
e
d
No
n
e
71 5
7 ..
..
Coord
Phase
Ref
Phase
PH
.
T
i
m
e
M
i
n
M
a
x
FO
M
o
d
e
M
o
d
e
FO
M
o
d
e
M
o
d
e
Phase
Ref
..
Fi
x
e
d
N
o
n
e
2 ..
Fi
x
e
d
N
o
n
e
PH
.
T
i
m
e
M
i
n
M
a
x
7 ..
Fi
x
e
d
N
o
n
e
8 ..
Fi
x
e
d
N
o
n
e
5 ..
Fi
x
e
d
N
o
n
e
6 ..
Fi
x
e
d
N
o
n
e
..
4 ..
Fi
x
e
d
No
n
e
11 1
..
Fi
x
e
d
No
n
e
25 9
XX
Fi
x
e
d
No
n
e
..
Fi
x
e
d
No
n
e
Coord
Phase
Ref
Phase
51 5
..
Fi
x
e
d
N
o
n
e
67 0
X.
Fi
x
e
d
No
n
e
3F
ixedNone
Phase
PH
.
T
i
m
e
M
i
n
M
a
x
FO
M
o
d
e
M
o
d
e
83 0
..
Fi
x
e
d
No
n
e
Coord
1 .
3 .
5 .
Fi
x
e
d
N
o
n
e
4 ..
Fi
x
e
d
No
n
e
.
Fi
x
e
d
No
n
e
2 ..
Fi
x
e
d
No
n
e
7 ..
Fi
x
e
d
No
n
e
8 ..
Fi
x
e
d
No
n
e
.
Fi
x
e
d
No
n
e
6 ..
Fi
x
e
d
No
n
e
.
4 Of
f
s
e
t
E
a
r
l
y
G
a
p
0 0 0 0
0 0 0 0
Ri
n
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P
l
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a
p
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r
l
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a
p
1 00
2 00
3 ..
4 3
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n
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r
l
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a
p
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r
l
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n
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n
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f
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a
r
l
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a
p
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n
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f
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s
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t
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a
r
l
y
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a
p
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f
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t
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a
r
l
y
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a
p
00 00 00 00
Ri
n
g
1 2 3
Pr
i
n
t
e
d
o
n
:
7 /
6 /
2 0
2 1
10/24/2023 PH1 316 of 2254
Pa
g
e
7 o
f
1 1
Sc
h
e
d
u
l
e
r
C
o
n
f
i
g
u
r
a
t
i
o
n
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h
e
d
u
l
e
1 12
3 12
3 4
5 6
7 8
9 0
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3 4
5 6
7 8
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3 4
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7 8
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1 XX
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
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X
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X
X
X
X
X
Sc
h
e
d
u
l
e
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1 XX
X
X
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X
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X
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7 /
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2 0
2 1
10/24/2023 PH1 317 of 2254
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:
7 /
6 /
2 0
2 1
10/24/2023 PH1 318 of 2254
Pa
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15 No
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14 15 16
21 No
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v
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20 2 1
30 31 32
46 47 48
62 63 64
Un
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18 C1
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10 24
1 No
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v
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No
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In
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No
t
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v
e
No
t
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t
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v
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No
t
A
c
t
i
v
e
51 5249
C1
-
6 0
C1
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6 1
34 35 36 38 39
Pe
d
D
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t
C
a
l
l
Pe
d
D
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t
C
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Pe
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t
C
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27 13 281
53 Ve
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5 7
C
1 -
6 9
C1
P
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n
C1
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5 5
C1
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5 9
Input
Input
21 7
Id
x
2 6 4 8
C1
-
6 7
Input 33
In
p
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T
y
p
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Pe
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D
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C
a
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l
50 .XX
15 .X
X
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.
16 X
So
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c
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2 Input
C1
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3 9
C1
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4 0
Ch 9 10 11 12 13
C1
P
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17 18
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e
Co
n
t
r
o
l
T
y
p
e
No
n
e
No
n
e
No
n
e
No
n
e
Ph
a
s
e
P
e
d
1 2 3 4 5 6
P
h
a
s
e
P
e
d
Ph
a
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e
P
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d
Ph
a
s
e
P
e
d
.
14 IO
M
o
d
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e
1 X
12 3
4 .
.
X
X
Ty
p
e
4 6
56 7
Ca
l
t
r
a
n
s
3 3
2 X
.
.
.
C1
-
4 6
C1
-
4 7
5 Ve
h
i
c
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e
D
e
t
C
a
l
l
Pre
e
m
p
t
H
i
g
h
P
r
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r
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t
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r
L
o
w
Pre
e
m
p
t
H
i
g
h
P
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r
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t
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r
L
o
w
Pre
e
m
p
t
H
i
g
h
P
r
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r
i
t
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r
L
o
w
Ve
h
i
c
l
e
D
e
t
C
a
l
l
Ch 1 2 3 4
7 8
5 6 7 8
Co
n
t
r
o
l
T
y
p
e
Ph
a
s
e
V
e
h
i
c
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e
Ph
a
s
e
V
e
h
i
c
l
e
Ph
a
s
e
V
e
h
i
c
l
e
Ph
a
s
e
V
e
h
i
c
l
e
C1
-
4 1
C1
-
4 2
C1
P
i
n
Id
x
2 16 8 22 3
C1
-
5 6
In
p
u
t
T
y
p
e
Ve
h
i
c
l
e
D
e
t
C
a
l
l
In
p
u
t
T
y
p
e
C1
-
4 3
Ve
h
i
c
l
e
D
e
t
C
a
l
l
56 57
Pre
e
m
p
t
H
i
g
h
P
r
i
o
r
i
t
o
r
L
o
w
No
t
A
c
t
i
v
e
C1
-
5 8
C1
-
6 8
Ve
h
i
c
l
e
D
e
t
C
a
l
l
6 17 9 23 6
24 37
C1
-
7 3
C1
-
7 4
19 20
55 C1
1 -
1 0
3 4
C1
-
7 0
C1
-
7 1
C1
1 -
1 6
C1
-
6 6
C
1 -
8 2
C1
-
7 9
C1
-
8 0
C1
-
8 1
C1
-
7 2
C1
1 -
2 2
C1
1 -
1 7
C1
1 -
1 8
C1
1 -
1 9
C1
1 -
2 0
C1
1 -
2 1
58 59 60 6154
C1
1 -
1 1
C1
-
7 8
C1
-
6 2
C1
-
7 5
C
1 1
-
2 3
C1
1 -
2 4
C1
-
4 8
C1
1 -
2 9
C1
1 -
3 0
C1
1 -
2 6
C1
1 -
2 7
C1
1 -
2 8
No
t
A
c
t
i
v
e
No
t
A
c
t
i
v
e
No
t
A
c
t
i
v
e
Ve
h
i
c
l
e
D
e
t
C
a
l
l
C1
1 -
1 3
No
t
A
c
t
i
v
e
No
t
A
c
t
i
v
e
No
t
A
c
t
i
v
e
26 27 28 29
C1
-
5 4
C1
-
4 9
C1
1 -
2 5
4 42 43 44 45
5 C1
-
7 6
C1
-
7 7
11 25
41 Ve
h
i
c
l
e
D
e
t
C
a
l
l
Ve
h
i
c
l
e
D
e
t
C
a
l
l
Ve
h
i
c
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e
D
e
t
C
a
l
l
Ve
h
i
c
l
e
D
e
t
C
a
l
l
19 C1
1 -
1 2
N
o
t
A
c
t
i
v
e
No
t
A
c
t
i
v
e
25 Id
x
15 23
40 14
22 No
t
A
c
t
i
v
e
Pr
i
n
t
e
d
o
n
:
7 /
6 /
2 0
2 1
10/24/2023 PH1 319 of 2254
Pa
g
e
1 0
o
f
1 1
Ca
b
i
n
e
t
C
o
n
f
i
gur
a
t
i
o
n
Ou
t
p
u
t
P
o
i
n
t
s
C1
P
i
n
C1
P
i
n
43 C
1 -
8 5
35 C
1 -
3 7
C1
-
3 8
Id
x
Output 33
C
1 -
3 5
C1
-
2 1
58 C
1 1
-
2 5940
C
1 -
1 0
3 41
C
1 -
8 3
56 C
1 -
9 9
5752
C
1 -
9 5
53 C
1 -
9 6
54 C
1 -
9 7
55 C1
-
1 2
C1
-
1 3
C1
-
1 5
C1
-
1 6
C1
-
1 7
C1
-
1 8
31 C
1 -
3 3
32 C
1 -
3 4
29 C
1 -
3 1
30 C
1 -
3 2
24 C
1 -
2 6
17 C
1 -
1 9
16 28
C
1 -
3 0
25 C
1 -
2 7
26 C
1 -
2 8
27 C
1 -
2 9
22 C
1 -
2 4
23 C
1 -
2 5
18 C
1 -
2 0
21 C
1 -
2 3
20 C
1 -
2 2
19 16
Ch
a
n
n
e
l
R
e
d
D
o
N
o
t
W
a
l
k
D
r
i
v
e
r
9 10 11 12 13 14
C1
-
3 C1
-
4 C1
-
5 C1
-
6 C1
-
7 C1
-
8 C1
-
9 C1
-
1 0
C1
-
1 1
15 162345
C1
-
2 2 24443
Ch
a
n
n
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l
R
e
d
D
o
N
o
t
W
a
l
k
D
r
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Ch
a
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G
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n
W
a
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D
r
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Ch
a
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d
D
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N
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t
W
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D
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Ch
a
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Y
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P
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C
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a
r
D
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r
Ch
a
n
n
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G
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W
a
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D
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Ch
a
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R
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d
D
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N
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t
W
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D
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Ch
a
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Y
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P
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C
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a
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n
W
a
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k
D
r
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v
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r
6 7 81Output
Ou
t
p
u
t
T
y
p
e
Id
x
14 8 8 8 7 7 15
C1
1 -
6 44
C
1 -
8 6
45 C
1 -
8 7
6049
C1
1 -
5 48
C
1 -
9 0
47 2 1 1 1
46 91212121111
39 C1
-
9 1
50 C
1 -
9 3
51 C
1 -
9 4
7313133
18 17 1
14 C1
-
1 0
1 C1
-
1 0
2 34
C
1 -
3 6
37 C
1 -
1 0
0 38 4236
C1
-
8 4
18 18
C1
-
9 8
Ch
a
n
n
e
l
R
e
d
D
o
N
o
t
W
a
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k
D
r
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v
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Ch
a
n
n
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l
G
r
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e
n
W
a
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k
D
r
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v
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r
Ch
a
n
n
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l
R
e
d
D
o
N
o
t
W
a
l
k
D
r
i
v
e
r
11 17 17 10 10 10 9 9
C1
-
8 8
C1
-
8 9
C1
1 -
7 64
C
1 1
-
8 C1
1 -
1 566655
C1
1 -
4 61 62 63
15 C1
1 -
3 Ch
a
n
n
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l
R
e
d
D
o
N
o
t
W
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Ch
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N
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C
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a
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a
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d
D
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N
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Ch
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a
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d
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n
W
a
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k
D
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v
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r
Ou
t
p
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t
T
y
p
e
No
t
A
c
t
i
v
e
No
t
A
c
t
i
v
e
No
t
A
c
t
i
v
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No
t
A
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t
i
v
e
Ch
a
n
n
e
l
Y
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w
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a
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w
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t
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t
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Ch
a
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N
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a
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No
t
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v
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Ch
a
n
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Y
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Ch
a
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n
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a
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D
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r
No
t
A
c
t
i
v
e
No
t
A
c
t
i
v
e
No
t
A
c
t
i
v
e
No
t
A
c
t
i
v
e
No
t
A
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No
t
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t
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v
e
No
t
A
c
t
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v
e
Pr
i
n
t
e
d
o
n
:
7 /
6 /
2 0
2 1
10/24/2023 PH1 320 of 2254
Pa
g
e
1 1
o
f
1 1
Us
e
r
P
r
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g
r
a
m
s
Pr
o
g
r
a
m
1 En
a
b
l
e
d
No
n
e
No
n
e
No
n
e
0. 0
0 .
0 AU
X
s
w
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c
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Id
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1 U
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=
A
Au
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Id
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Op
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Id
x
No
n
e
0. 0
0 .
0 2
No
n
e
No
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4 No
n
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0 N
o
n
e
No
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No
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e
0. 0
0 .
0 3
No
n
e
0 N
o
n
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No
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0 No
n
e
0. 0
0 .
0 7
No
n
e
0 N
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No
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6 No
n
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0 N
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No
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No
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0. 0
0 .
0 No
n
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0. 0
0 .
0 5
No
n
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No
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0. 0
0 .
0 9
No
n
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0 N
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No
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8 No
n
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0 N
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No
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No
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0. 0
0 .
0 No
n
e
0. 0
0 .
0 11
No
n
e
0 N
o
n
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No
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10 No
n
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0 N
o
n
e
No
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No
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e
0. 0
0 .
0 No
n
e
0. 0
0 .
0 13
No
n
e
0 N
o
n
e
No
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12 No
n
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0 N
o
n
e
No
n
e
No
n
e
0. 0
0 .
0 No
n
e
0. 0
0 .
0 15
No
n
e
0 N
o
n
e
No
n
e
14 No
n
e
0 N
o
n
e
No
n
e
No
n
e
0. 0
0 .
0 No
n
e
0. 0
0 .
0 17
No
n
e
0 N
o
n
e
No
n
e
16 No
n
e
0 N
o
n
e
No
n
e
No
n
e
0. 0
0 .
0 No
n
e
0. 0
0 .
0 19
No
n
e
0 N
o
n
e
No
n
e
18 No
n
e
0 N
o
n
e
No
n
e
No
n
e
0. 0
0 .
0 No
n
e
0. 0
0 .
0 21
No
n
e
0 N
o
n
e
No
n
e
20 No
n
e
0 N
o
n
e
No
n
e
No
n
e
0. 0
0 .
0 No
n
e
0. 0
0 .
0 23
No
n
e
0 N
o
n
e
No
n
e
22 No
n
e
0 N
o
n
e
No
n
e
No
n
e
0. 0
0 .
0 No
n
e
0. 0
0 .
0 25
No
n
e
0 N
o
n
e
No
n
e
24 No
n
e
0 N
o
n
e
No
n
e
No
n
e
0. 0
0 .
0 No
n
e
0. 0
0 .
0 27
No
n
e
0 N
o
n
e
No
n
e
26 No
n
e
0 N
o
n
e
No
n
e
No
n
e
0. 0
0 .
0 No
n
e
0. 0
0 .
0 29
No
n
e
0 N
o
n
e
No
n
e
28 No
n
e
0 N
o
n
e
No
n
e
No
n
e
0. 0
0 .
0 No
n
e
0. 0
0 .
0 31
No
n
e
0 N
o
n
e
No
n
e
30 No
n
e
0 N
o
n
e
No
n
e
No
n
e
0. 0
0 .
0 No
n
e
0. 0
0 .
0 33
No
n
e
0 N
o
n
e
No
n
e
32 Non
e
0 N
o
n
e
No
n
e
No
n
e
0. 0
0 .
0 No
n
e
0. 0
0 .
0 35
No
n
e
0 N
o
n
e
No
n
e
34 No
n
e
0 N
o
n
e
No
n
e
No
n
e
0. 0
0 .
0 No
n
e
0. 0
0 .
0 37
No
n
e
0 N
o
n
e
No
n
e
36 No
n
e
0 N
o
n
e
No
n
e
No
n
e
0. 0
0 .
0 No
n
e
0. 0
0 .
0 39
No
n
e
0 N
o
n
e
No
n
e
38 No
n
e
0 N
o
n
e
No
n
e
No
n
e
0. 0
0 .
0 No
n
e
0. 0
0 .
0 40
No
n
e
0 N
o
n
e
No
n
e
No
n
e
0. 0
0 .
0 Pr
i
n
t
e
d
o
n
:
7 /
6 /
2 0
2 1
10/24/2023 PH1 321 of 2254
Pheasant Hill Multi-Family
DRAFT Local Transportation Study
Appendices
Appendix D -NCTD Route Information
10/24/2023 PH1 322 of 2254
Ol
d
G
r
o
v
e
Arcadia Ave
Va
n
d
e
g
r
i
f
t
B
l
v
d
Las
P
o
s
a
s
R
d
Ran
c
h
o
S
a
n
t
a
F
e
R
d
San Marc
o
s
B
l
v
d
Discover
y
W Vista
W
y
Frazee R
d
Ocean
s
i
d
e
B
l
v
d
Oa
k
D
r
Sa
n
t
a
F
e
A
v
e
9th
Gen
e
s
e
e
Olive St
Cedar St
San Pasqual Valley Rd
Mai
n
S
t
Day
13 t
h
La Brea
Va
l
l
e
y
C
e
n
t
e
r
R
d
Pa
l
a
R
d
San M
a
t
e
o
Chri
s
t
i
a
n
i
t
o
s
R
d
St
u
a
r
t
M
e
s
a
R
d
Basil
o
n
e
R
d
Mi
s
s
i
o
n
R
d
La M
i
r
a
d
a
Vandegrift Blvd
10 t
h
12th
S
t
B St
8th S
t
Th
u
n
d
e
r
Em
e
r
a
l
d
Rutherford
Vin
e
Ivy
Br
o
w
n
S
t
Leucadia Blvd
Sa
x
o
n
y
Encinitas Blvd
Santa Fe Dr
En
c
i
n
i
t
a
s
B
l
v
d
Camino De Los Coches
La Costa Ave
San Elijo Rd
Ranc
h
o
S
a
n
t
a
F
e
R
d
S S
a
n
t
a
F
e
A
v
e
El
C
a
m
i
n
o
R
e
a
l
N San
t
a
F
e
A
v
e
Ammunition Rd
E V
i
s
t
a
W
a
y
Bobier
Doug
l
a
s
D
r
Co
l
e
G
r
a
d
e
R
d
Valley Center Rd
Me
l
r
o
s
e
D
r
Syca
m
o
r
e
A
v
e
Palomar Airport Rd
Via D
e
L
a
V
a
l
l
e
Cann
o
n
R
d
Faraday
Lake Blvd
Craven
Poin
s
e
t
t
i
a
A
v
e
Lo
n
g
h
o
r
n
Thibido
Paseo Delicias
Del
D
i
o
s
H
w
y
Vall
e
y
P
k
w
y
Hale
El Ca
m
i
n
o
R
e
a
l
Loker
R
a
n
c
h
o
S
a
n
t
a
F
e
R
d
Olivenhain
Tw
i
n
O
a
k
s
Va
l
l
e
y
R
d
Carlsbad Village DrMo
n
r
o
e
Jeffe
r
s
o
n
11 t
h
Ave E
De
L
u
z
Sequoia
Olive
Chestn
u
t
Mesa
Pala Rd
Camino Vida Roble
Co
l
l
e
g
e
B
l
v
d
Barha
m
D
r
University
Via De La Valle
We
e
k
e
n
d
V
i
l
l
a
Bu
s
i
n
e
s
s
P
a
r
k
D
r
Sunset D
r
Missio
n
A
v
e
Ca
n
y
o
n
Cr
o
u
c
h
Marron Rd
Vista Way
Av
e
n
i
d
a
E
n
c
i
n
a
s
Av
e
n
i
d
a
De
A
n
i
t
a
Aston
Park Ctr Dr
Sk
y
H
a
v
e
n
A
v
i
a
r
a
P
k
w
y
Alga
R
d
Qu
a
i
l
G
a
r
d
e
n
s
Buena Creek Rd
Nancy Ridg
e
R
d
Gilman
La Jolla Village Dr
Scho
l
a
r
s
D
r
»
Vil
l
a
L
a
J
o
l
l
a
Miram
a
r
R
d
Sorrent
o
V
a
l
l
e
y
B
l
v
d
Lusk Blvd Mira M
e
s
a
B
l
v
d
Barn
a
r
d
Waring
Mesa
Shad
o
w
r
i
d
g
e
Fo
o
t
h
i
l
l
D
r
Civ
i
c
Ce
n
t
e
r
D
r
Vale Terrace
N River Rd
Lo
s
A
r
b
o
l
i
t
o
s
Ra
n
c
h
o
D
e
l
O
r
o
Old Grove
Faraday
Carroll Rd
Ca
m
i
n
o
S
a
n
t
a
F
e
Nobel
Re
g
e
n
t
s
EastgateMall
Lil
a
c
Sh
a
d
o
w
r
i
d
g
e
D
r
Calavera
Lake
Buena
Vista
Lagoon
Lake Hodges
Lake
Wohlford
Dixon Lake
Vista
Rancho
Santa Fe
Carmel
ValleyDel Mar
Camp
Pendleton
Fallbrook
Ramona
Poway
Scripps
Ranch
Rancho
Bernardo
Valley
Center
La Jolla
Pacific Beach
Ocean Beach
Mission Beach
Escondido
San Marcos
PACIFIC
OCEAN
Orange
County
Oceanside
N River Rd
Whelan
Lake
C
a
r
l
s
b
a
d
B
l
v
d
Batiquitos Lagoon
Palomar Airport Rd
Old Castle Rd
Gopher Canyon Rd
Ge
n
e
s
e
e
Nobel
Montecito
Pala St
16 t
h
El Cajon
E Mission Rd
Barnes
C
y
n
R
d
Pa
c
i
f
i
c
He
i
g
h
t
s
Yo
u
n
g
s
t
o
w
n
Moreho
u
s
e
D
r
Sorrento Valley Rd
JJ
H
o
p
k
i
n
s
No
r
t
h
T
o
r
r
e
y
P
i
n
e
s
R
d
Ex
e
c
u
t
i
v
e
Wa
y
ScienceCtr Dr
Callan
Science Park Rd
Vu
l
c
a
n
Hi
g
h
l
a
n
d
Co
l
l
e
g
e
B
l
v
d
Fo
u
s
s
a
t
El
C
a
m
i
n
o
R
e
a
l
Tamarack Ave
Cann
o
n
R
d
Te
m
p
l
e
He
i
g
h
t
s
Lomas Santa Fe
Poinsettia Ln
Pin
e
S
t
Ci
t
r
a
c
a
d
o
Cente
r
D
r
9th A
v
e
Sun
s
e
t
RinconCountryClub
Via
R
a
n
c
h
o
P
k
w
y
Har
m
o
n
y
Grov
e
Aut
o
P
k
w
y
Mi
d
w
a
y
Br
o
a
d
w
a
y
Ci
t
r
u
s
Fi
g
A
s
h
Valley
P
k
w
y
Lincol
n
Val
l
e
y
P
k
w
y
Washi
n
g
t
o
n
Missio
n
Grand
A
v
e
E
s
c
o
n
d
i
d
o
B
l
v
d
J
u
n
i
p
e
r
El Nor
t
e
P
k
w
y
Glenrid
g
e
D
r
Roc
k
S
p
r
i
n
g
s
R
d
2nd A
v
e
El Norte Pkwy
Ce
n
t
r
e
C
i
t
y
P
k
w
y
Bea
r
V
a
l
l
e
y
P
k
w
y
San P
a
s
q
u
a
l
V
a
l
l
e
y
R
d
Ce
n
t
r
e
C
i
t
y
P
k
w
y
Q
u
i
n
c
e
S
t
Bea
r
V
a
l
l
e
y
P
k
w
y
Nord
a
h
l
R
d
Co
u
n
t
r
y
C
l
u
b
D
r
Missi
o
n
R
d
El N
o
r
t
e
P
k
w
y
Carlsbad
S M
a
i
n
A
v
e
Cit
r
a
c
a
d
o
Encinitas
Solana
Beach
Ash
R
d
Wire
M
t
n
R
d
Wo
o
d
w
a
r
d
Wood
l
a
n
d
Pkw
y
Borden
Ocean Ranch Blvd
Av
e
n
i
d
a
De
l
O
r
o
Via Rancho
Ra
n
c
h
o
D
e
l
O
r
o
Cor
p
o
r
a
t
e
Cen
t
e
r
D
r
H
a
r
d
i
n
g
Carlsb
a
d
Villag
e
D
r
15 76
76 78
78 78
5 5
5 5
5 8
15 15
15 125
8 805
805
8 56
52 52
56 163
67 163
67 67
52 94
76 15
5 318
323
318
302
302
323
309
309
309
313
313
332
445
445
444
444
325
315
315
315
303
303
303
306
306
306
347
353
305
305
305
356
354 388
388
388
388
388
101
101
101
101
101
101
979
978
972
973
308
308
308
308
355357
358359
351352
371FLEX
372FLEX
372FLEX
371FLEX
309
311
311
304
304
304
350
309
313
303
332
334
395FLEX
395FLEX
395FLEX
395FLEX 392FLEX
392FLEX
392FLEX
315
RTA 202
Park and Ride
974
McClellan
Palomar Airport
Fallbrook
Community
Airpark
Ramona Airport
Montgomery
Field
Oceanside
Municipal
Airport
San Diego
Wild Animal
Park
Pala Casino
Casino
Pauma
Harrah’s
Rincon
Casino
Valley View Casino
Palomar
College
Cal State
San Marcos
San Diego
Bontanic
Garden
Westfield
North County
Mall
Del Mar Fairgrounds
& Racetrack
Legoland
Carlsbad
Premium Outlets
The Shoppes
at Carlsbad
MiraCosta
College
Tri-City
Medical
Center
Mission
San Luis Rey
Birch
Aquarium V.A.
Medical
Ctr.University
Town Centre
Lindbergh
Field
University
of California
San Diego
Torrey Pines
Municipal
Golf Course
Scripps
Hospital
Palomar Health
Downtown
Palomar Health
Downtown
Town Center North
Shopping Center
Kaplan
College
San Diego County
Superior Court
Camp San Mateo
(62 Area)
Camp San Onofre –
School of Infantry
(52 Area)
Camp Horno
(53 Area)
Camp Las Pulgas
(43 Area)
Camp Las Flores
(41 Area)
Edson Range
(31 Area)
22 Area Mainside
14 Area
Camp
Del Mar
Palomar
Medical Center
MiraCosta College
San Elijo Campus
San Pasqual
Academy
Discovery
LakeLake
San Marcos
Agua
Hedionda
MCX
Naval
Hospital
Camp Pendleton 311, 318, 323,
SPRINTER
Rancho Del Oro
309, SPRINTER
El Camino Real
318, SPRINTER
Crouch St
318, SPRINTER
Melrose Dr
SPRINTER
Civic Center-Vista
302, 303, 305, 306, 318,
332, 334, SPRINTER
Vista Transit Center
304, 305, 347, 445,
SPRINTER
Palomar College
315, 318, 323,
325, SPRINTER
College Blvd
305, SPRINTER
San Marcos Civic Center
347, SPRINTER
Cal State San Marcos
305, 353, SPRINTER
Nordahl Rd
350, MTS 235, 280
Del Lago
101, 315, 325,
COASTER
Carlsbad Village
444, 445, COASTER
Carlsbad Poinsettia
101, 304, 309, COASTER
Encinitas
101, 308, COASTER,
Amtrak
Solana Beach
MTS 972, 973, 974,
978, 979
Sorrento Valley
101, MTS 30, 31, 50, 105,
150, 201, 202, 204
101, MTS 30,
41, 150, 921
101, 302, 318, SPRINTER
(within 2 blocks)
Coast Hwy
101, 302, 303, 313, 318,
392 FLEX, 395 FLEX, RTA 202,
COASTER, Amtrak, Metrolink,
Greyhound, SPRINTER
Oceanside Transit Center
MTS 8, 9, 10, 28, 30, 35,
44, 84X, 88, 105, 150,
Trolley, COASTER
Old Town-San Diego
2, 83, 110, 215, 235, 280, 290,
923, 992, Trolley, COASTER,
Amtrak
Santa Fe Depot/
America Plaza San Diego
305, 308, 350, 351/352, 353,
354, 355/357, 356, 358/359,
371/372 FLEX, 388, MTS 235,
280, RTA 217, LIFT, SPRINTER,
Greyhound
Escondido Transit Center
305, 332, SPRINTER
Buena Creek
371/372 FLEX,
MTS 891, 892
Ramona
303, 309, 311, 313, 315
San Luis Rey Transit Center
101, MTS 30, 41, 150, 201,
202, 237, 921, 974
Gilman Transit Center
9th A
v
e
Mi
d
w
a
y
Br
o
a
d
w
a
y
Ci
t
r
u
s
Citr
u
s
Fi
g
As
h
Valley
P
k
w
y
Lincol
n
Washin
g
t
o
n
Missio
n
Grand
A
v
e
E
s
c
o
n
d
i
d
o
B
l
v
d
J
u
n
i
p
e
r
El Nor
t
e
P
k
w
y
Oak H
i
l
l
Glenrid
g
e
D
r
9th Av
e
R
o
s
e
Lincoln
El Norte Pk
w
y
Vall
e
y
P
k
w
y
Br
o
a
d
w
a
y
Washing
t
o
n
E
s
c
o
n
d
i
d
o
B
l
v
d
Ce
n
t
r
e
C
i
t
y
P
k
w
y
Grand
A
v
e
2nd Av
e
Qu
i
n
c
e
S
t
Ro
c
k
S
p
r
i
n
g
s
Ce
n
t
r
e
C
i
t
y
P
k
w
y
Grand Ave
Bea
r
V
a
l
l
e
y
P
k
w
y
S
a
n
P
a
s
q
u
a
l
V
a
l
l
e
y
R
d
Br
o
a
d
w
a
y
C
e
n
t
r
e
C
i
t
y
P
k
w
y
Q
u
i
n
c
e
S
t
Escondido
Palomar Health
Downtown
Mission
353
305
356
354
388
308
355357
358359
351352
371FLEX
371FLEX
351352
354
355357
351352
356
356 354
388
358359
353
355357
354
351
355
350
35778
15 15
15 78
352
351
305, 308, 350, 351/352, 353,
354, 355/357, 356, 358/359,
371/372 FLEX, 388, MTS 235,
280, RTA 217, LIFT, SPRINTER,
Greyhound
Escondido Transit Center
DOWNTOWN ESCONDIDODOWNTOWN ESCONDIDO
Map not to scale
Updated: April 2021
FLEX Ramona Commuter
FLEX Ramona Midday*
Oceanside to 14 Area via Vandergrift
Oceanside Transit Center to Camp San Onofre via Naval Hospital * Reservation required. Call (855) 844-1454.
* Se requieren reservaciones. Llame al (855) 844-1454.
FLEX Route Finder
Metropolitan Transit System (MTS)
Bus Route Finder
Sorrento Mesa (MTS)
Carroll Canyon (MTS)
UC San Diego (MTS)
Torrey Pines (MTS)
North University City (MTS)
COASTER Station
SPRINTER Station
Regular Service
Limited Service (selected trips)
Points of Interest
School/Academic Institution
Medical Facility
Oceanside to VA/UCSD/UTC via Hwy. 101
Oceanside to Vista via Vista Way
Oceanside to Vista via Town Center North
Encinitas to San Marcos via Rancho Santa Fe Rd.
Escondido to Vista via Mission Rd. & S. Santa Fe Ave.
Fallbrook to Vista via Mission Rd.
Solana Beach to Escondido via Del Dios Hwy.
Oceanside to Encinitas via El Camino Real
San Luis Rey Transit Center to Rancho Del Oro SPRINTER Station via Douglas Dr.
Oceanside Transit Center to San Luis Rey Transit Center via Mesa Dr.
Carlsbad Village Station to 14 Area
Oceanside to Vista via Oceanside Blvd. & Bobier Dr.
College Blvd. SPRINTER Station to Quarry Creek
Carlsbad Village to College Blvd. SPRINTER Station
Vista to Buena Creek SPRINTER Station via Vista Business Park Vista Circulator
Cal State San Marcos to Palomar College
Escondido to Del Lago Transit Station via Westfield North County Mall Escondido Circulator
Escondido Transit Center to Nordahl Marketplace via Citracado Pkwy.
Orange Glen High School via Mission, Lincoln & Citrus
El Norte Pkwy. & Valley Pkwy.
Morning View Dr., El Norte Pkwy. & Escondido Blvd.
N. Broadway, Country Club & El Norte Pkwy.
Escondido to Pala
Carlsbad Poinsettia COASTER Connection via Faraday Ave. & Rutherford Rd.
Carlsbad Poinsettia COASTER Connection to Palomar College BREEZE Bus Route Finder
GoNCTD.com | (760) 966-6500SYSTEM MAP LEGEND
COASTER STATIONS ZONES
Oceanside
Transit Center
195 S. Tremont Street, Oceanside, CA 92054
(South Tremont Street between Topeka St.
and Michigan Ave.)
North County -
Zone 1
Carlsbad
Village
2775 State Street, Carlsbad, CA 92008
(State St. & Grand Ave.)
Carlsbad
Poinsettia
6511 Avenida Encinas, Carlsbad, CA 92011
(Avenida Encinas just north of
Embarcadero Ln.)
Encinitas 25 East “D” Street, Encinitas, CA 92024
(D Street & S. Vulcan Ave.)
Solana Beach 105 N. Cedros Avenue, Solana Beach, CA 92075 (North Cedros Ave. & Lomas Santa Fe Dr.)
Sorrento Valley
11170 Sorrento Valley Road, San Diego,CA 92121
(Sorrento Valley Rd. between Carmel
Mountain Rd. and Sorrento Valley Blvd.)
Sorrento Valley -
Zone 2
Old Town
Transit Center
4005 Taylor Street, San Diego, CA 92110
(Taylor St. & Pacific Hwy.)San Diego -
Zone 3
Santa Fe Depot 1050 Kettner Boulevard, San Diego, CA 92101 (West Broadway & Kettner Blvd.)
SPRINTER STATIONS
Oceanside Transit Center 195 S. Tremont Street, Oceanside, CA 92054 Coast Highway Station 1304 ½ S. Tremont Street, Oceanside, CA 92054 Crouch Street Station 609 Crouch Street, Oceanside, CA 92054 El Camino Real Station 1505 El Camino Real, Oceanside, CA 92054 Rancho Del Oro Station 3513 Oceanside Boulevard, Oceanside, CA 92056 College Boulevard Station 4103 ½ Oceanside Boulevard, Oceanside, CA 92056 No overnight parking.
Melrose Drive Station 1495 ½ N. Melrose Drive, Oceanside, CA 92056 Vista Transit Center 240 N. Santa Fe Road., Vista, CA 92083 Civic Center-Vista Station 810 Phillips Street, Vista, CA 92083 Buena Creek Station 1923 Buena Creek Road, San Diego, CA 92084 Palomar College Station
1142 W. Armorlite Drive, San Marcos, CA 92069
Free parking behind the station, accessible from
Armorlite Drive, just west of the Bingham Drive
intersection.
San Marcos Civic Center
Station
40 W. San Marcos Boulevard, San Marcos, CA 92069
No parking available.
Cal State San Marcos
Station
410 La Moree Road, San Marcos, CA 92069
No parking available.
Nordahl Road Station 2121 Barham Drive, Escondido, CA 92025 Escondido Transit Center 796 W. Valley Parkway, Escondido, CA 92025 10/24/2023 PH1 323 of 2254
Pheasant Hill Multi-Family
DRAFT Local Transportation Study
Appendices
Appendix E -Peak Hour Intersection Capacity
Worksheets Existing Conditions
10/24/2023 PH1 324 of 2254
HCM 6th Signalized Intersection Summary Existing Conditions 1: Vista Village Drive & Shopping Center Driveway/Lado De Loma Drive AM Peak Hour Existing Conditions Synchro 10 Report
Existing AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 3 4 205 2 73 8 990 131 103 1466 12 Future Volume (veh/h) 0 3 4 205 2 73 8 990 131 103 1466 12 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 3 4 144 106 67 9 1053 123 110 1560 13 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222
Cap, veh/h 0 6 8 215 129 82 19 3047 355 83 3620 30
Arrive On Green 0.00 0.01 0.01 0.12 0.12 0.12 0.01 0.66 0.66 0.05 0.69 0.69 Sat Flow, veh/h 0 727 969 1781 1071 677 1781 4636 541 1781 5223 44 Grp Volume(v), veh/h 0 0 7 144 0 173 9 773 403 110 1017 556 Grp Sat Flow(s),veh/h/ln 0 0 1696 1781 0 1748 1781 1702 1773 1781 1702 1863 Q Serve(g_s), s 0.0 0.0 0.5 9.3 0.0 11.6 0.6 12.1 12.1 5.6 15.7 15.7 Cycle Q Clear(g_c), s 0.0 0.0 0.5 9.3 0.0 11.6 0.6 12.1 12.1 5.6 15.7 15.7 Prop In Lane 0.00 0.57 1.00 0.39 1.00 0.31 1.00 0.02
Lane Grp Cap(c), veh/h 0 0 15 215 0 211 19 2237 1165 83 2359 1291 V/C Ratio(X) 0.00 0.00 0.48 0.67 0.00 0.82 0.47 0.35 0.35 1.32 0.43 0.43 Avail Cap(c_a), veh/h 0 0 147 377 0 370 143 2237 1165 83 2359 1291 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 59.2 50.5 0.0 51.5 59.0 9.1 9.1 57.2 8.1 8.1 Incr Delay (d2), s/veh 0.0 0.0 16.6 2.7 0.0 5.8 6.4 0.4 0.8 207.6 0.6 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.3 4.3 0.0 5.5 0.3 4.2 4.5 7.3 5.2 5.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.0 75.9 53.1 0.0 57.2 65.4 9.5 9.9 264.8 8.6 9.1 LnGrp LOS AAEDAEEAAFAA
Approach Vol, veh/h 7 317 1185 1683
Approach Delay, s/veh 75.9 55.4 10.1 25.5
Approach LOS E E B C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 11.0 84.3 5.6 6.7 88.6 19.1
Change Period (Y+Rc), s 5.4 5.4 4.6 5.4 5.4 4.6
Max Green Setting (Gmax), s 5.6 43.6 10.4 9.6 54.6 25.4 Max Q Clear Time (g_c+I1), s 7.6 14.1 2.5 2.6 17.7 13.6 Green Ext Time (p_c), s 0.0 10.6 0.0 0.0 16.9 0.9
Intersection Summary
HCM 6th Ctrl Delay 22.9
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. 10/24/2023 PH1 325 of 2254
HCM 6th AWSC Existing Conditions
2: Lado De Loma Drive & Guajome Street AM Peak Hour
Existing Conditions Synchro 10 Report
Existing AM.syn
Intersection
Intersection Delay, s/veh 7.6
Intersection LOS A
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 9 6 92 4 2 87
Future Vol, veh/h 9 6 92 4 2 87
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81
Heavy Vehicles, % 2 22222
Mvmt Flow 11 7 114 5 2 107
Number of Lanes 1 00110
Approach EB WB NB
Opposing Approach WB EB
Opposing Lanes 1 1 0
Conflicting Approach Left NB EB
Conflicting Lanes Left 0 1 1
Conflicting Approach RightNB WB
Conflicting Lanes Right 1 0 1
HCM Control Delay 7.1 8.1 7.1
HCM LOS A A A
Lane NBLn1EBLn1WBLn1
Vol Left, %2% 0% 96%
Vol Thru, %0% 60% 4%
Vol Right, %98% 40% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 89 15 96
LT Vol 2 0 92
Through Vol 0 9 4
RT Vol 87 6 0
Lane Flow Rate 110 19 119
Geometry Grp 1 1 1
Degree of Util (X) 0.109 0.02 0.143
Departure Headway (Hd) 3.586 3.978 4.333
Convergence, Y/N Yes Yes Yes
Cap 983 893 827
Service Time 1.667 2.034 2.359
HCM Lane V/C Ratio 0.112 0.021 0.144
HCM Control Delay 7.1 7.1 8.1
HCM Lane LOS A A A
HCM 95th-tile Q 0.4 0.1 0.5
10/24/2023 PH1 326 of 2254
HCM 6th Roundabout Existing Conditions
3: South Santa Fe Avenue & Guajome Street AM Peak Hour
Existing Conditions Synchro 10 Report
Existing AM.syn
Intersection
Intersection Delay, s/veh 4.9
Intersection LOS A
Approach EB NB SB
Entry Lanes 1 1 1
Conflicting Circle Lanes 1 1 1
Adj Approach Flow, veh/h 92 222 362
Demand Flow Rate, veh/h 94 227 370
Vehicles Circulating, veh/h 337 55 42
Vehicles Exiting, veh/h 75 376 240
Ped Vol Crossing Leg, #/h 0 0 0
Ped Cap Adj 1.000 1.000 1.000
Approach Delay, s/veh 4.6 4.3 5.3
Approach LOS A A A
Lane Left Left Left
Designated Moves LR LT TR
Assumed Moves LR LT TR
RT Channelized
Lane Util 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976
Entry Flow, veh/h 94 227 370
Cap Entry Lane, veh/h 979 1305 1322
Entry HV Adj Factor 0.979 0.980 0.979
Flow Entry, veh/h 92 222 362
Cap Entry, veh/h 958 1278 1295
V/C Ratio 0.096 0.174 0.280
Control Delay, s/veh 4.6 4.3 5.3
LOS A A A
95th %tile Queue, veh 0 1 1
10/24/2023 PH1 327 of 2254
HCM 6th Signalized Intersection Summary Existing Conditions 1: Vista Village Drive & Shopping Center Driveway/Lado De Loma Drive PM Peak Hour 12/02/2021 Synchro 10 Report
Existing PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1 14 183 2 100 12 1843 321 109 1062 10 Future Volume (veh/h) 0 1 14 183 2 100 12 1843 321 109 1062 10 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 1 14 146 60 102 12 1881 328 111 1084 10 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, % 222222222222
Cap, veh/h 0 2 24 207 72 123 24 2941 505 77 3654 34
Arrive On Green 0.00 0.02 0.02 0.12 0.12 0.12 0.01 0.67 0.67 0.04 0.70 0.70 Sat Flow, veh/h 0 107 1495 1781 622 1058 1781 4385 753 1781 5218 48 Grp Volume(v), veh/h 0 0 15 146 0 162 12 1454 755 111 707 387 Grp Sat Flow(s),veh/h/ln 0 0 1601 1781 0 1680 1781 1702 1735 1781 1702 1862 Q Serve(g_s), s 0.0 0.0 1.2 10.3 0.0 12.3 0.9 31.9 33.0 5.6 10.2 10.2 Cycle Q Clear(g_c), s 0.0 0.0 1.2 10.3 0.0 12.3 0.9 31.9 33.0 5.6 10.2 10.2 Prop In Lane 0.00 0.93 1.00 0.63 1.00 0.43 1.00 0.03
Lane Grp Cap(c), veh/h 0 0 26 207 0 195 24 2283 1163 77 2384 1304 V/C Ratio(X) 0.00 0.00 0.58 0.70 0.00 0.83 0.50 0.64 0.65 1.45 0.30 0.30 Avail Cap(c_a), veh/h 0 0 128 348 0 328 132 2283 1163 77 2384 1304 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 63.5 55.3 0.0 56.2 63.7 12.3 12.5 62.2 7.4 7.4 Incr Delay (d2), s/veh 0.0 0.0 14.5 3.2 0.0 6.6 5.8 1.4 2.8 259.7 0.3 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.6 4.8 0.0 5.6 0.4 11.3 12.4 8.0 3.4 3.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.0 78.0 58.5 0.0 62.8 69.5 13.7 15.3 321.9 7.7 8.0 LnGrp LOS AAEEAEEBBFAA
Approach Vol, veh/h 15 308 2221 1205
Approach Delay, s/veh 78.0 60.8 14.5 36.7
Approach LOS E E B D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 11.0 92.6 6.7 7.2 96.4 19.7
Change Period (Y+Rc), s 5.4 5.4 4.6 5.4 5.4 4.6
Max Green Setting (Gmax), s 5.6 53.6 10.4 9.6 64.6 25.4 Max Q Clear Time (g_c+I1), s 7.6 35.0 3.2 2.9 12.2 14.3 Green Ext Time (p_c), s 0.0 15.4 0.0 0.0 10.8 0.9
Intersection Summary
HCM 6th Ctrl Delay 25.7
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. 10/24/2023 PH1 328 of 2254
HCM 6th AWSC Existing Conditions
2: Lado De Loma Drive & Guajome Street PM Peak Hour
12/02/2021 Synchro 10 Report
Existing PM.syn
Intersection
Intersection Delay, s/veh 8.2
Intersection LOS A
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 11 11 159 10 11 147
Future Vol, veh/h 11 11 159 10 11 147
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Heavy Vehicles, % 2 22222
Mvmt Flow 12 12 169 11 12 156
Number of Lanes 1 00110
Approach EB WB NB
Opposing Approach WB EB
Opposing Lanes 1 1 0
Conflicting Approach Left NB EB
Conflicting Lanes Left 0 1 1
Conflicting Approach RightNB WB
Conflicting Lanes Right 1 0 1
HCM Control Delay 7.3 8.8 7.7
HCM LOS A A A
Lane NBLn1EBLn1WBLn1
Vol Left, %7% 0% 94%
Vol Thru, %0% 50% 6%
Vol Right, %93% 50% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 158 22 169
LT Vol 11 0 159
Through Vol 0 11 10
RT Vol 147 11 0
Lane Flow Rate 168 23 180
Geometry Grp 1 1 1
Degree of Util (X) 0.181 0.027 0.222
Departure Headway (Hd) 3.868 4.179 4.436
Convergence, Y/N Yes Yes Yes
Cap 933 859 802
Service Time 1.87 2.191 2.505
HCM Lane V/C Ratio 0.18 0.027 0.224
HCM Control Delay 7.7 7.3 8.8
HCM Lane LOS A A A
HCM 95th-tile Q 0.7 0.1 0.8
10/24/2023 PH1 329 of 2254
HCM 6th Roundabout Existing Conditions
3: South Santa Fe Avenue & Guajome Street PM Peak Hour
12/02/2021 Synchro 10 Report
Existing PM.syn
Intersection
Intersection Delay, s/veh 7.4
Intersection LOS A
Approach EB NB SB
Entry Lanes 1 1 1
Conflicting Circle Lanes 1 1 1
Adj Approach Flow, veh/h 248 542 508
Demand Flow Rate, veh/h 253 553 518
Vehicles Circulating, veh/h 462 137 58
Vehicles Exiting, veh/h 114 578 632
Ped Vol Crossing Leg, #/h 0 0 0
Ped Cap Adj 1.000 1.000 1.000
Approach Delay, s/veh 7.5 8.0 6.7
Approach LOS A A A
Lane Left Left Left
Designated Moves LR LT TR
Assumed Moves LR LT TR
RT Channelized
Lane Util 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976
Entry Flow, veh/h 253 553 518
Cap Entry Lane, veh/h 861 1200 1301
Entry HV Adj Factor 0.980 0.981 0.981
Flow Entry, veh/h 248 542 508
Cap Entry, veh/h 844 1177 1275
V/C Ratio 0.294 0.461 0.398
Control Delay, s/veh 7.5 8.0 6.7
LOS A A A
95th %tile Queue, veh 1 2 2
10/24/2023 PH1 330 of 2254
Pheasant Hill Multi-Family
DRAFT Local Transportation Study
Appendices
Appendix F -Peak Hour Intersection Capacity
Worksheets Existing with Project Conditions
10/24/2023 PH1 331 of 2254
HCM 6th Signalized Intersection Summary Existing with Project Conditions 1: Vista Village Drive & Shopping Center Driveway/Lado De Loma Drive AM Peak Hour Existing with Project Conditions Synchro 10 Report
Existing with Project AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 3 4 223 2 91 8 990 136 107 1466 12 Future Volume (veh/h) 0 3 4 223 2 91 8 990 136 107 1466 12 Initial Q (Qb), veh 0 0 0 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 3 4 163 106 86 9 1053 129 114 1560 13 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %222222222222
Cap, veh/h 0 6 8 237 127 103 19 2973 364 83 3556 30
Arrive On Green 0.00 0.01 0.01 0.13 0.13 0.13 0.01 0.64 0.64 0.05 0.68 0.68 Sat Flow, veh/h 0 727 969 1781 956 775 1781 4609 564 1781 5223 44 Grp Volume(v), veh/h 0 0 7 163 0 192 9 777 405 114 1017 556 Grp Sat Flow(s),veh/h/ln 0 0 1696 1781 0 1731 1781 1702 1769 1781 1702 1863 Q Serve(g_s), s 0.0 0.0 0.5 10.5 0.0 13.0 0.6 12.6 12.6 5.6 16.3 16.3 Cycle Q Clear(g_c), s 0.0 0.0 0.5 10.5 0.0 13.0 0.6 12.6 12.6 5.6 16.3 16.3 Prop In Lane 0.00 0.57 1.00 0.45 1.00 0.32 1.00 0.02
Lane Grp Cap(c), veh/h 0 0 15 237 0 230 19 2195 1141 83 2318 1268 V/C Ratio(X) 0.00 0.00 0.48 0.69 0.00 0.83 0.47 0.35 0.35 1.37 0.44 0.44 Avail Cap(c_a), veh/h 0 0 147 377 0 366 143 2195 1141 83 2318 1268 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 59.2 49.6 0.0 50.7 59.0 9.8 9.8 57.2 8.7 8.7 Incr Delay (d2), s/veh 0.0 0.0 16.6 2.6 0.0 7.2 6.4 0.4 0.9 226.2 0.6 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.3 4.9 0.0 6.1 0.3 4.4 4.7 7.7 5.5 6.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.0 75.9 52.3 0.0 57.9 65.4 10.3 10.7 283.4 9.3 9.8 LnGrp LOS A A E D AEEBBFAA
Approach Vol, veh/h 7 355 1191 1687
Approach Delay, s/veh 75.9 55.3 10.8 28.0
Approach LOS E E B C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 11.0 82.8 5.6 6.7 87.1 20.6
Change Period (Y+Rc), s 5.4 5.4 4.6 5.4 5.4 4.6
Max Green Setting (Gmax), s 5.6 43.6 10.4 9.6 54.6 25.4 Max Q Clear Time (g_c+I1), s 7.6 14.6 2.5 2.6 18.3 15.0 Green Ext Time (p_c), s 0.0 10.6 0.0 0.0 16.8 1.0
Intersection Summary
HCM 6th Ctrl Delay 24.8
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. 10/24/2023 PH1 332 of 2254
HCM 6th AWSC Existing with Project Conditions
2: Lado De Loma Drive & Guajome Street AM Peak Hour
Existing with Project Conditions Synchro 10 Report
Existing with Project AM.syn
Intersection
Intersection Delay, s/veh 7.9
Intersection LOS A
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 18 6 93 40 4 89
Future Vol, veh/h 18 6 93 40 4 89
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81
Heavy Vehicles, %222222
Mvmt Flow 22 7 115 49 5 110
Number of Lanes 100110
Approach EB WB NB
Opposing Approach WB EB
Opposing Lanes 1 1 0
Conflicting Approach Left NB EB
Conflicting Lanes Left 0 1 1
Conflicting Approach RightNB WB
Conflicting Lanes Right 1 0 1
HCM Control Delay 7.3 8.4 7.3
HCM LOS A A A
Lane NBLn1 EBLn1WBLn1
Vol Left, %4% 0% 70%
Vol Thru, %0% 75% 30%
Vol Right, %96% 25% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 93 24 133
LT Vol 4 0 93
Through Vol 0 18 40
RT Vol 89 6 0
Lane Flow Rate 115 30 164
Geometry Grp 1 1 1
Degree of Util (X) 0.122 0.034 0.196
Departure Headway (Hd) 3.811 4.113 4.298
Convergence, Y/N Yes Yes Yes
Cap 946 858 831
Service Time 1.811 2.197 2.345
HCM Lane V/C Ratio 0.122 0.035 0.197
HCM Control Delay 7.3 7.3 8.4
HCM Lane LOS A A A
HCM 95th-tile Q 0.4 0.1 0.7
10/24/2023 PH1 333 of 2254
HCM 6th Roundabout Existing with Project Conditions
3: South Santa Fe Avenue & Guajome Street AM Peak Hour
Existing with Project Conditions Synchro 10 Report
Existing with Project AM.syn
Intersection
Intersection Delay, s/veh 5.0
Intersection LOS A
Approach EB NB SB
Entry Lanes 1 1 1
Conflicting Circle Lanes 1 1 1
Adj Approach Flow, veh/h 131 228 367
Demand Flow Rate, veh/h 133 233 375
Vehicles Circulating, veh/h 337 74 48
Vehicles Exiting, veh/h 86 396 259
Ped Vol Crossing Leg, #/h 0 0 0
Ped Cap Adj 1.000 1.000 1.000
Approach Delay, s/veh 5.0 4.4 5.3
Approach LOS A A A
Lane Left Left Left
Designated Moves LR LT TR
Assumed Moves LR LT TR
RT Channelized
Lane Util 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976
Entry Flow, veh/h 133 233 375
Cap Entry Lane, veh/h 979 1280 1314
Entry HV Adj Factor 0.985 0.980 0.980
Flow Entry, veh/h 131 228 367
Cap Entry, veh/h 964 1254 1287
V/C Ratio 0.136 0.182 0.285
Control Delay, s/veh 5.0 4.4 5.3
LOS A A A
95th %tile Queue, veh 0 1 1
10/24/2023 PH1 334 of 2254
HCM 6th TWSC Existing with Project Conditions
4: Project Driveway #1 & Guajome Street AM Peak Hour
Existing with Project Conditions Synchro 10 Report
Existing with Project AM.syn
Intersection
Int Delay, s/veh 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 96 9 9 66 36 35
Future Vol, veh/h 96 9 9 66 36 35
Conflicting Peds, #/hr 000000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 82 82 82 82 82 82
Heavy Vehicles, %222222
Mvmt Flow 1171111804443
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 128 0 225 123
Stage 1 - - - - 123 -
Stage 2 - - - - 102 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 ----5.42-
Critical Hdwy Stg 2 ----5.42-
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1458 - 763 928
Stage 1 - - - - 902 -
Stage 2 - - - - 922 -
Platoon blocked, % - --
Mov Cap-1 Maneuver - - 1458 - 757 928
Mov Cap-2 Maneuver - - - - 757 -
Stage 1 - - - - 902 -
Stage 2 - - - - 915 -
Approach EB WB NB
HCM Control Delay, s 0 0.9 9.8
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)833 - - 1458 -
HCM Lane V/C Ratio 0.104 - - 0.008 -
HCM Control Delay (s) 9.8 - - 7.5 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.3 - - 0 -
10/24/2023 PH1 335 of 2254
HCM 6th Signalized Intersection Summary Existing with Project Conditions 1: Vista Village Drive & Shopping Center Driveway/Lado De Loma Drive PM Peak Hour Existing with Project Conditions Synchro 10 Report
Existing with Project PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1 14 191 2 107 12 1843 339 126 1062 10 Future Volume (veh/h) 0 1 14 191 2 107 12 1843 339 126 1062 10 Initial Q (Qb), veh 0 0 0 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 1 14 148 68 99 12 1881 310 129 1084 10 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, %222222222222
Cap, veh/h 0 2 24 211 82 119 24 2957 481 77 3641 34
Arrive On Green 0.00 0.02 0.02 0.12 0.12 0.12 0.01 0.67 0.67 0.04 0.70 0.70 Sat Flow, veh/h 0 107 1495 1781 688 1002 1781 4425 720 1781 5218 48 Grp Volume(v), veh/h 0 0 15 148 0 167 12 1441 750 129 707 387 Grp Sat Flow(s),veh/h/ln 0 0 1601 1781 0 1690 1781 1702 1741 1781 1702 1862 Q Serve(g_s), s 0.0 0.0 1.2 10.4 0.0 12.6 0.9 31.7 32.6 5.6 10.3 10.3 Cycle Q Clear(g_c), s 0.0 0.0 1.2 10.4 0.0 12.6 0.9 31.7 32.6 5.6 10.3 10.3 Prop In Lane 0.00 0.93 1.00 0.59 1.00 0.41 1.00 0.03
Lane Grp Cap(c), veh/h 0 0 26 211 0 201 24 2275 1163 77 2375 1299 V/C Ratio(X) 0.00 0.00 0.58 0.70 0.00 0.83 0.50 0.63 0.64 1.68 0.30 0.30 Avail Cap(c_a), veh/h 0 0 128 348 0 330 132 2275 1163 77 2375 1299 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 63.5 55.1 0.0 56.0 63.7 12.4 12.6 62.2 7.5 7.5 Incr Delay (d2), s/veh 0.0 0.0 14.5 3.1 0.0 6.9 5.8 1.4 2.8 356.3 0.3 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.6 4.9 0.0 5.8 0.4 11.2 12.3 10.1 3.5 3.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.0 78.0 58.2 0.0 63.0 69.5 13.8 15.3 418.5 7.8 8.1 LnGrp LOS AAEEAEEBBFAA
Approach Vol, veh/h 15 315 2203 1223
Approach Delay, s/veh 78.0 60.7 14.6 51.2
Approach LOS E E B D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 11.0 92.3 6.7 7.2 96.1 20.0
Change Period (Y+Rc), s 5.4 5.4 4.6 5.4 5.4 4.6
Max Green Setting (Gmax), s 5.6 53.6 10.4 9.6 64.6 25.4 Max Q Clear Time (g_c+I1), s 7.6 34.6 3.2 2.9 12.3 14.6 Green Ext Time (p_c), s 0.0 15.5 0.0 0.0 10.8 0.9
Intersection Summary
HCM 6th Ctrl Delay 30.6
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. 10/24/2023 PH1 336 of 2254
HCM 6th AWSC Existing with Project Conditions
2: Lado De Loma Drive & Guajome Street PM Peak Hour
Existing with Project Conditions Synchro 10 Report
Existing with Project PM.syn
Intersection
Intersection Delay, s/veh 8.4
Intersection LOS A
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 46 13 161 25 12 148
Future Vol, veh/h 46 13 161 25 12 148
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Heavy Vehicles, %222222
Mvmt Flow 49 14 171 27 13 157
Number of Lanes 100110
Approach EB WB NB
Opposing Approach WB EB
Opposing Lanes 1 1 0
Conflicting Approach Left NB EB
Conflicting Lanes Left 0 1 1
Conflicting Approach RightNB WB
Conflicting Lanes Right 1 0 1
HCM Control Delay 7.8 9 7.9
HCM LOS A A A
Lane NBLn1 EBLn1WBLn1
Vol Left, %7% 0% 87%
Vol Thru, %0% 78% 13%
Vol Right, %93% 22% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 160 59 186
LT Vol 12 0 161
Through Vol 0 46 25
RT Vol 148 13 0
Lane Flow Rate 170 63 198
Geometry Grp 1 1 1
Degree of Util (X) 0.189 0.076 0.245
Departure Headway (Hd) 4.002 4.383 4.456
Convergence, Y/N Yes Yes Yes
Cap 900 820 793
Service Time 2.006 2.398 2.55
HCM Lane V/C Ratio 0.189 0.077 0.25
HCM Control Delay 7.9 7.8 9
HCM Lane LOS A A A
HCM 95th-tile Q 0.7 0.2 1
10/24/2023 PH1 337 of 2254
HCM 6th Roundabout Existing with Project Conditions
3: South Santa Fe Avenue & Guajome Street PM Peak Hour
Existing with Project Conditions Synchro 10 Report
Existing with Project PM.syn
Intersection
Intersection Delay, s/veh 7.7
Intersection LOS A
Approach EB NB SB
Entry Lanes 1 1 1
Conflicting Circle Lanes 1 1 1
Adj Approach Flow, veh/h 264 561 527
Demand Flow Rate, veh/h 269 573 537
Vehicles Circulating, veh/h 462 144 78
Vehicles Exiting, veh/h 153 587 639
Ped Vol Crossing Leg, #/h 0 0 0
Ped Cap Adj 1.000 1.000 1.000
Approach Delay, s/veh 7.7 8.3 7.1
Approach LOS A A A
Lane Left Left Left
Designated Moves LR LT TR
Assumed Moves LR LT TR
RT Channelized
Lane Util 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976
Entry Flow, veh/h 269 573 537
Cap Entry Lane, veh/h 861 1191 1274
Entry HV Adj Factor 0.981 0.980 0.981
Flow Entry, veh/h 264 561 527
Cap Entry, veh/h 845 1167 1250
V/C Ratio 0.312 0.481 0.421
Control Delay, s/veh 7.7 8.3 7.1
LOS A A A
95th %tile Queue, veh 1 3 2
10/24/2023 PH1 338 of 2254
HCM 6th TWSC Existing with Project Conditions
4: Project Driveway #1 & Guajome Street PM Peak Hour
Existing with Project Conditions Synchro 10 Report
Existing with Project PM.syn
Intersection
Int Delay, s/veh 1.6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 158 35 35 103 15 15
Future Vol, veh/h 158 35 35 103 15 15
Conflicting Peds, #/hr 000000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 96 96 96 96 96 96
Heavy Vehicles, %222222
Mvmt Flow 165 36 36 107 16 16
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 201 0 362 183
Stage 1 - - - - 183 -
Stage 2 - - - - 179 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 ----5.42-
Critical Hdwy Stg 2 ----5.42-
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1371 - 637 859
Stage 1 - - - - 848 -
Stage 2 - - - - 852 -
Platoon blocked, % - --
Mov Cap-1 Maneuver - - 1371 - 619 859
Mov Cap-2 Maneuver - - - - 619 -
Stage 1 - - - - 848 -
Stage 2 - - - - 828 -
Approach EB WB NB
HCM Control Delay, s 0 2 10.2
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)720 - - 1371 -
HCM Lane V/C Ratio 0.043 - - 0.027 -
HCM Control Delay (s) 10.2 - - 7.7 0
HCM Lane LOS B - - A A
HCM 95th %tile Q(veh) 0.1 - - 0.1 -
10/24/2023 PH1 339 of 2254
Pheasant Hill Multi-Family
DRAFT Local Transportation Study
Appendices
Appendix G -Peak Hour Intersection Capacity
Worksheets Near-Term Year 2023 Base Conditions
10/24/2023 PH1 340 of 2254
HCM 6th Signalized Intersection Summary Near-Term 2023 Conditions 1: Vista Village Drive & Shopping Center Driveway/Lado De Loma Drive AM Peak Hour Near-Term 2023 Conditions Synchro 10 Report
Near-Term AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 4 5 210 3 75 9 1010 134 106 1496 13 Future Volume (veh/h) 0 4 5 210 3 75 9 1010 134 106 1496 13 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 4 5 148 108 69 10 1074 127 113 1591 14 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222
Cap, veh/h 0 8 10 219 131 84 21 3021 357 83 3589 32
Arrive On Green 0.00 0.01 0.01 0.12 0.12 0.12 0.01 0.65 0.65 0.05 0.69 0.69 Sat Flow, veh/h 0 756 945 1781 1066 681 1781 4629 547 1781 5220 46 Grp Volume(v), veh/h 0 0 9 148 0 177 10 789 412 113 1037 568 Grp Sat Flow(s),veh/h/ln 0 0 1700 1781 0 1748 1781 1702 1772 1781 1702 1862 Q Serve(g_s), s 0.0 0.0 0.6 9.5 0.0 11.9 0.7 12.6 12.6 5.6 16.4 16.4 Cycle Q Clear(g_c), s 0.0 0.0 0.6 9.5 0.0 11.9 0.7 12.6 12.6 5.6 16.4 16.4 Prop In Lane 0.00 0.56 1.00 0.39 1.00 0.31 1.00 0.02
Lane Grp Cap(c), veh/h 0 0 18 219 0 215 21 2222 1156 83 2340 1280 V/C Ratio(X) 0.00 0.00 0.49 0.67 0.00 0.82 0.48 0.36 0.36 1.36 0.44 0.44 Avail Cap(c_a), veh/h 0 0 147 377 0 370 143 2222 1156 83 2340 1280 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 59.0 50.3 0.0 51.3 58.9 9.4 9.4 57.2 8.4 8.4 Incr Delay (d2), s/veh 0.0 0.0 14.2 2.7 0.0 5.8 6.1 0.4 0.9 221.5 0.6 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.3 4.5 0.0 5.6 0.3 4.4 4.7 7.6 5.5 6.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.0 73.2 53.0 0.0 57.1 65.0 9.9 10.3 278.7 9.0 9.5 LnGrp LOS AAEDAEEABFAA
Approach Vol, veh/h 9 325 1211 1718
Approach Delay, s/veh 73.2 55.2 10.5 26.9
Approach LOS E E B C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 11.0 83.7 5.9 6.8 87.9 19.4
Change Period (Y+Rc), s 5.4 5.4 4.6 5.4 5.4 4.6
Max Green Setting (Gmax), s 5.6 43.6 10.4 9.6 54.6 25.4 Max Q Clear Time (g_c+I1), s 7.6 14.6 2.6 2.7 18.4 13.9 Green Ext Time (p_c), s 0.0 10.8 0.0 0.0 17.2 0.9
Intersection Summary
HCM 6th Ctrl Delay 23.8
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. 10/24/2023 PH1 341 of 2254
HCM 6th AWSC Near-Term 2023 Conditions
2: Lado De Loma Drive & Guajome Street AM Peak Hour
Near-Term 2023 Conditions Synchro 10 Report
Near-Term AM.syn
Intersection
Intersection Delay, s/veh 7.6
Intersection LOS A
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 10 7 94 5 3 89
Future Vol, veh/h 10 7 94 5 3 89
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81
Heavy Vehicles, % 2 22222
Mvmt Flow 12 9 116 6 4 110
Number of Lanes 1 00110
Approach EB WB NB
Opposing Approach WB EB
Opposing Lanes 1 1 0
Conflicting Approach Left NB EB
Conflicting Lanes Left 0 1 1
Conflicting Approach RightNB WB
Conflicting Lanes Right 1 0 1
HCM Control Delay 7.1 8.1 7.2
HCM LOS A A A
Lane NBLn1EBLn1WBLn1
Vol Left, %3% 0% 95%
Vol Thru, %0% 59% 5%
Vol Right, %97% 41% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 92 17 99
LT Vol 3 0 94
Through Vol 0 10 5
RT Vol 89 7 0
Lane Flow Rate 114 21 122
Geometry Grp 1 1 1
Degree of Util (X) 0.114 0.023 0.147
Departure Headway (Hd) 3.608 3.981 4.34
Convergence, Y/N Yes Yes Yes
Cap 978 891 826
Service Time 1.688 2.041 2.37
HCM Lane V/C Ratio 0.117 0.024 0.148
HCM Control Delay 7.2 7.1 8.1
HCM Lane LOS A A A
HCM 95th-tile Q 0.4 0.1 0.5
10/24/2023 PH1 342 of 2254
HCM 6th Roundabout Near-Term 2023 Conditions
3: South Santa Fe Avenue & Guajome Street AM Peak Hour
Near-Term 2023 Conditions Synchro 10 Report
Near-Term AM.syn
Intersection
Intersection Delay, s/veh 4.9
Intersection LOS A
Approach EB NB SB
Entry Lanes 1 1 1
Conflicting Circle Lanes 1 1 1
Adj Approach Flow, veh/h 95 228 370
Demand Flow Rate, veh/h 97 233 378
Vehicles Circulating, veh/h 344 57 43
Vehicles Exiting, veh/h 77 384 247
Ped Vol Crossing Leg, #/h 0 0 0
Ped Cap Adj 1.000 1.000 1.000
Approach Delay, s/veh 4.7 4.3 5.3
Approach LOS A A A
Lane Left Left Left
Designated Moves LR LT TR
Assumed Moves LR LT TR
RT Channelized
Lane Util 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976
Entry Flow, veh/h 97 233 378
Cap Entry Lane, veh/h 972 1302 1321
Entry HV Adj Factor 0.979 0.980 0.980
Flow Entry, veh/h 95 228 370
Cap Entry, veh/h 952 1276 1294
V/C Ratio 0.100 0.179 0.286
Control Delay, s/veh 4.7 4.3 5.3
LOS A A A
95th %tile Queue, veh 0 1 1
10/24/2023 PH1 343 of 2254
HCM 6th Signalized Intersection Summary Near-Term 2023 Conditions 1: Vista Village Drive & Shopping Center Driveway/Lado De Loma Drive PM Peak Hour 12/02/2021 Synchro 10 Report
Near-Term PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 2 15 187 3 103 13 1881 328 112 1084 11 Future Volume (veh/h) 0 2 15 187 3 103 13 1881 328 112 1084 11 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 2 15 144 68 95 13 1919 299 114 1106 11 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, % 222222222222
Cap, veh/h 0 3 25 207 82 115 26 2988 459 77 3639 36
Arrive On Green 0.00 0.02 0.02 0.12 0.12 0.12 0.01 0.67 0.67 0.04 0.70 0.70 Sat Flow, veh/h 0 190 1424 1781 706 987 1781 4465 686 1781 5213 52 Grp Volume(v), veh/h 0 0 17 144 0 163 13 1457 761 114 722 395 Grp Sat Flow(s),veh/h/ln 0 0 1614 1781 0 1693 1781 1702 1747 1781 1702 1861 Q Serve(g_s), s 0.0 0.0 1.4 10.1 0.0 12.2 0.9 32.2 33.2 5.6 10.6 10.6 Cycle Q Clear(g_c), s 0.0 0.0 1.4 10.1 0.0 12.2 0.9 32.2 33.2 5.6 10.6 10.6 Prop In Lane 0.00 0.88 1.00 0.58 1.00 0.39 1.00 0.03
Lane Grp Cap(c), veh/h 0 0 28 207 0 197 26 2278 1169 77 2376 1299 V/C Ratio(X) 0.00 0.00 0.60 0.70 0.00 0.83 0.51 0.64 0.65 1.49 0.30 0.30 Avail Cap(c_a), veh/h 0 0 129 348 0 331 132 2278 1169 77 2376 1299 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 63.4 55.2 0.0 56.2 63.6 12.4 12.6 62.2 7.5 7.5 Incr Delay (d2), s/veh 0.0 0.0 13.9 3.1 0.0 6.6 5.6 1.4 2.8 275.5 0.3 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.7 4.8 0.0 5.6 0.5 11.4 12.5 8.4 3.6 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.0 77.3 58.4 0.0 62.7 69.2 13.8 15.4 337.7 7.9 8.1 LnGrp LOS AAEEAEEBBFAA
Approach Vol, veh/h 17 307 2231 1231
Approach Delay, s/veh 77.3 60.7 14.7 38.5
Approach LOS E E B D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 11.0 92.4 6.9 7.3 96.1 19.7
Change Period (Y+Rc), s 5.4 5.4 4.6 5.4 5.4 4.6
Max Green Setting (Gmax), s 5.6 53.6 10.4 9.6 64.6 25.4 Max Q Clear Time (g_c+I1), s 7.6 35.2 3.4 2.9 12.6 14.2 Green Ext Time (p_c), s 0.0 15.3 0.0 0.0 11.1 0.9
Intersection Summary
HCM 6th Ctrl Delay 26.4
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. 10/24/2023 PH1 344 of 2254
HCM 6th AWSC Near-Term 2023 Conditions
2: Lado De Loma Drive & Guajome Street PM Peak Hour
12/02/2021 Synchro 10 Report
Near-Term PM.syn
Intersection
Intersection Delay, s/veh 8.3
Intersection LOS A
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 12 12 163 11 12 150
Future Vol, veh/h 12 12 163 11 12 150
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Heavy Vehicles, % 2 22222
Mvmt Flow 13 13 173 12 13 160
Number of Lanes 1 00110
Approach EB WB NB
Opposing Approach WB EB
Opposing Lanes 1 1 0
Conflicting Approach Left NB EB
Conflicting Lanes Left 0 1 1
Conflicting Approach RightNB WB
Conflicting Lanes Right 1 0 1
HCM Control Delay 7.3 8.9 7.8
HCM LOS A A A
Lane NBLn1EBLn1WBLn1
Vol Left, %7% 0% 94%
Vol Thru, %0% 50% 6%
Vol Right, %93% 50% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 162 24 174
LT Vol 12 0 163
Through Vol 0 12 11
RT Vol 150 12 0
Lane Flow Rate 172 26 185
Geometry Grp 1 1 1
Degree of Util (X) 0.186 0.03 0.229
Departure Headway (Hd) 3.891 4.196 4.444
Convergence, Y/N Yes Yes Yes
Cap 927 856 800
Service Time 1.892 2.208 2.516
HCM Lane V/C Ratio 0.186 0.03 0.231
HCM Control Delay 7.8 7.3 8.9
HCM Lane LOS A A A
HCM 95th-tile Q 0.7 0.1 0.9
10/24/2023 PH1 345 of 2254
HCM 6th Roundabout Near-Term 2023 Conditions
3: South Santa Fe Avenue & Guajome Street PM Peak Hour
12/02/2021 Synchro 10 Report
Near-Term PM.syn
Intersection
Intersection Delay, s/veh 7.5
Intersection LOS A
Approach EB NB SB
Entry Lanes 1 1 1
Conflicting Circle Lanes 1 1 1
Adj Approach Flow, veh/h 254 554 521
Demand Flow Rate, veh/h 259 565 531
Vehicles Circulating, veh/h 472 140 60
Vehicles Exiting, veh/h 119 591 645
Ped Vol Crossing Leg, #/h 0 0 0
Ped Cap Adj 1.000 1.000 1.000
Approach Delay, s/veh 7.7 8.1 6.8
Approach LOS A A A
Lane Left Left Left
Designated Moves LR LT TR
Assumed Moves LR LT TR
RT Channelized
Lane Util 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976
Entry Flow, veh/h 259 565 531
Cap Entry Lane, veh/h 853 1196 1298
Entry HV Adj Factor 0.981 0.981 0.981
Flow Entry, veh/h 254 554 521
Cap Entry, veh/h 836 1173 1273
V/C Ratio 0.304 0.472 0.409
Control Delay, s/veh 7.7 8.1 6.8
LOS A A A
95th %tile Queue, veh 1 3 2
10/24/2023 PH1 346 of 2254
Pheasant Hill Multi-Family
DRAFT Local Transportation Study
Appendices
Appendix H -Peak Hour Intersection Capacity
Worksheets Near-Term Year 2023 Base with Project
Conditions
10/24/2023 PH1 347 of 2254
HCM 6th Signalized Intersection Summary Near-Term 2023 with Project Conditions 1: Vista Village Drive & Shopping Center Driveway/Lado De Loma Drive AM Peak Hour 03/12/2022 Synchro 10 Report
Near-Term w Project AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 4 5 228 3 93 9 1010 139 110 1496 13 Future Volume (veh/h) 0 4 5 228 3 93 9 1010 139 110 1496 13 Initial Q (Qb), veh 0 0 0 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 4 5 167 109 88 10 1074 132 117 1591 14 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %222222222222
Cap, veh/h 0 8 10 242 130 105 21 2948 362 83 3522 31
Arrive On Green 0.00 0.01 0.01 0.14 0.14 0.14 0.01 0.64 0.64 0.05 0.67 0.67 Sat Flow, veh/h 0 756 945 1781 958 773 1781 4607 566 1781 5220 46 Grp Volume(v), veh/h 0 0 9 167 0 197 10 793 413 117 1037 568 Grp Sat Flow(s),veh/h/ln 0 0 1700 1781 0 1731 1781 1702 1769 1781 1702 1862 Q Serve(g_s), s 0.0 0.0 0.6 10.7 0.0 13.3 0.7 13.1 13.2 5.6 17.1 17.1 Cycle Q Clear(g_c), s 0.0 0.0 0.6 10.7 0.0 13.3 0.7 13.1 13.2 5.6 17.1 17.1 Prop In Lane 0.00 0.56 1.00 0.45 1.00 0.32 1.00 0.02
Lane Grp Cap(c), veh/h 0 0 18 242 0 235 21 2178 1132 83 2297 1256 V/C Ratio(X) 0.00 0.00 0.49 0.69 0.00 0.84 0.48 0.36 0.36 1.41 0.45 0.45 Avail Cap(c_a), veh/h 0 0 147 377 0 366 143 2178 1132 83 2297 1256 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 59.0 49.4 0.0 50.5 58.9 10.1 10.1 57.2 9.1 9.1 Incr Delay (d2), s/veh 0.0 0.0 14.2 2.6 0.0 7.9 6.1 0.5 0.9 240.4 0.6 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.3 5.0 0.0 6.3 0.3 4.6 5.0 8.0 5.8 6.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.0 73.2 52.0 0.0 58.5 65.0 10.6 11.1 297.6 9.8 10.3 LnGrp LOS A A E D AEEBBFAB
Approach Vol, veh/h 9 364 1216 1722
Approach Delay, s/veh 73.2 55.5 11.2 29.5
Approach LOS E E B C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 11.0 82.2 5.9 6.8 86.4 20.9
Change Period (Y+Rc), s 5.4 5.4 4.6 5.4 5.4 4.6
Max Green Setting (Gmax), s 5.6 43.6 10.4 9.6 54.6 25.4 Max Q Clear Time (g_c+I1), s 7.6 15.2 2.6 2.7 19.1 15.3 Green Ext Time (p_c), s 0.0 10.8 0.0 0.0 17.1 1.0
Intersection Summary
HCM 6th Ctrl Delay 25.8
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. 10/24/2023 PH1 348 of 2254
HCM 6th AWSC Near-Term 2023 with Project Conditions
2: Lado De Loma Drive & Guajome Street AM Peak Hour
03/12/2022 Synchro 10 Report
Near-Term w Project AM.syn
Intersection
Intersection Delay, s/veh 7.9
Intersection LOS A
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 19 7 95 41 5 91
Future Vol, veh/h 19 7 95 41 5 91
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81
Heavy Vehicles, %222222
Mvmt Flow 23 9 117 51 6 112
Number of Lanes 100110
Approach EB WB NB
Opposing Approach WB EB
Opposing Lanes 1 1 0
Conflicting Approach Left NB EB
Conflicting Lanes Left 0 1 1
Conflicting Approach RightNB WB
Conflicting Lanes Right 1 0 1
HCM Control Delay 7.4 8.4 7.4
HCM LOS A A A
Lane NBLn1 EBLn1WBLn1
Vol Left, %5% 0% 70%
Vol Thru, %0% 73% 30%
Vol Right, %95% 27% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 96 26 136
LT Vol 5 0 95
Through Vol 0 19 41
RT Vol 91 7 0
Lane Flow Rate 119 32 168
Geometry Grp 1 1 1
Degree of Util (X) 0.126 0.037 0.201
Departure Headway (Hd) 3.833 4.11 4.307
Convergence, Y/N Yes Yes Yes
Cap 941 858 829
Service Time 1.833 2.199 2.355
HCM Lane V/C Ratio 0.126 0.037 0.203
HCM Control Delay 7.4 7.4 8.4
HCM Lane LOS A A A
HCM 95th-tile Q 0.4 0.1 0.7
10/24/2023 PH1 349 of 2254
HCM 6th Roundabout Near-Term 2023 with Project Conditions 3: South Santa Fe Avenue & Guajome Street AM Peak Hour
03/12/2022 Synchro 10 Report
Near-Term w Project AM.syn
Intersection
Intersection Delay, s/veh 5.0
Intersection LOS A
Approach EB NB SB
Entry Lanes 1 1 1
Conflicting Circle Lanes 1 1 1
Adj Approach Flow, veh/h 133 234 375
Demand Flow Rate, veh/h 135 239 383
Vehicles Circulating, veh/h 344 75 49
Vehicles Exiting, veh/h 88 404 265
Ped Vol Crossing Leg, #/h 0 0 0
Ped Cap Adj 1.000 1.000 1.000
Approach Delay, s/veh 5.1 4.5 5.4
Approach LOS A A A
Lane Left Left Left
Designated Moves LR LT TR
Assumed Moves LR LT TR
RT Channelized
Lane Util 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976
Entry Flow, veh/h 135 239 383
Cap Entry Lane, veh/h 972 1278 1313
Entry HV Adj Factor 0.985 0.980 0.980
Flow Entry, veh/h 133 234 375
Cap Entry, veh/h 957 1253 1286
V/C Ratio 0.139 0.187 0.292
Control Delay, s/veh 5.1 4.5 5.4
LOS A A A
95th %tile Queue, veh 0 1 1
10/24/2023 PH1 350 of 2254
HCM 6th TWSC Near-Term 2023 with Project Conditions
4: Project Driveway #1 & Guajome Street AM Peak Hour
03/12/2022 Synchro 10 Report
Near-Term w Project AM.syn
Intersection
Int Delay, s/veh 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 99 9 9 68 36 35
Future Vol, veh/h 99 9 9 68 36 35
Conflicting Peds, #/hr 000000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 82 82 82 82 82 82
Heavy Vehicles, %222222
Mvmt Flow 1211111834443
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 132 0 232 127
Stage 1 - - - - 127 -
Stage 2 - - - - 105 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 ----5.42-
Critical Hdwy Stg 2 ----5.42-
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1453 - 756 923
Stage 1 - - - - 899 -
Stage 2 - - - - 919 -
Platoon blocked, % - --
Mov Cap-1 Maneuver - - 1453 - 750 923
Mov Cap-2 Maneuver - - - - 750 -
Stage 1 - - - - 899 -
Stage 2 - - - - 912 -
Approach EB WB NB
HCM Control Delay, s 0 0.9 9.9
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)826 - - 1453 -
HCM Lane V/C Ratio 0.105 - - 0.008 -
HCM Control Delay (s) 9.9 - - 7.5 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.3 - - 0 -
10/24/2023 PH1 351 of 2254
HCM 6th Signalized Intersection Summary Near-Term 2023 with Project Conditions 1: Vista Village Drive & Shopping Center Driveway/Lado De Loma Drive PM Peak Hour Near-Term 2023 with Project Conditions Synchro 10 Report Near-Term w Project PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 2 15 195 3 110 13 1881 346 129 1084 11 Future Volume (veh/h) 0 2 15 195 3 110 13 1881 346 129 1084 11 Initial Q (Qb), veh 0 0 0 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 2 15 152 69 102 13 1919 317 132 1106 11 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, %222222222222
Cap, veh/h 0 3 25 216 83 122 26 2939 478 77 3612 36
Arrive On Green 0.00 0.02 0.02 0.12 0.12 0.12 0.01 0.66 0.66 0.04 0.69 0.69 Sat Flow, veh/h 0 190 1424 1781 682 1007 1781 4425 720 1781 5213 52 Grp Volume(v), veh/h 0 0 17 152 0 171 13 1469 767 132 722 395 Grp Sat Flow(s),veh/h/ln 0 0 1614 1781 0 1689 1781 1702 1741 1781 1702 1861 Q Serve(g_s), s 0.0 0.0 1.4 10.7 0.0 12.9 0.9 33.2 34.3 5.6 10.7 10.8 Cycle Q Clear(g_c), s 0.0 0.0 1.4 10.7 0.0 12.9 0.9 33.2 34.3 5.6 10.7 10.8 Prop In Lane 0.00 0.88 1.00 0.60 1.00 0.41 1.00 0.03
Lane Grp Cap(c), veh/h 0 0 28 216 0 205 26 2261 1156 77 2359 1290 V/C Ratio(X) 0.00 0.00 0.60 0.70 0.00 0.84 0.51 0.65 0.66 1.72 0.31 0.31 Avail Cap(c_a), veh/h 0 0 129 348 0 330 132 2261 1156 77 2359 1290 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 63.4 54.9 0.0 55.9 63.6 12.9 13.1 62.2 7.8 7.8 Incr Delay (d2), s/veh 0.0 0.0 13.9 3.1 0.0 7.7 5.6 1.5 3.0 372.8 0.3 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.7 5.0 0.0 6.0 0.5 11.8 13.0 10.4 3.7 4.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.0 77.3 58.0 0.0 63.6 69.2 14.4 16.1 435.0 8.1 8.4 LnGrp LOS AAEEAEEBBFAA
Approach Vol, veh/h 17 323 2249 1249
Approach Delay, s/veh 77.3 60.9 15.3 53.3
Approach LOS E E B D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 11.0 91.8 6.9 7.3 95.5 20.4
Change Period (Y+Rc), s 5.4 5.4 4.6 5.4 5.4 4.6
Max Green Setting (Gmax), s 5.6 53.6 10.4 9.6 64.6 25.4 Max Q Clear Time (g_c+I1), s 7.6 36.3 3.4 2.9 12.8 14.9 Green Ext Time (p_c), s 0.0 14.5 0.0 0.0 11.1 0.9
Intersection Summary
HCM 6th Ctrl Delay 31.8
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. 10/24/2023 PH1 352 of 2254
HCM 6th AWSC Near-Term 2023 with Project Conditions
2: Lado De Loma Drive & Guajome Street PM Peak Hour
Near-Term 2023 with Project Conditions Synchro 10 Report Near-Term w Project PM.syn
Intersection
Intersection Delay, s/veh 8.5
Intersection LOS A
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 47 14 165 26 13 151
Future Vol, veh/h 47 14 165 26 13 151
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Heavy Vehicles, %222222
Mvmt Flow 50 15 176 28 14 161
Number of Lanes 100110
Approach EB WB NB
Opposing Approach WB EB
Opposing Lanes 1 1 0
Conflicting Approach Left NB EB
Conflicting Lanes Left 0 1 1
Conflicting Approach RightNB WB
Conflicting Lanes Right 1 0 1
HCM Control Delay 7.8 9.1 8
HCM LOS A A A
Lane NBLn1 EBLn1WBLn1
Vol Left, %8% 0% 86%
Vol Thru, %0% 77% 14%
Vol Right, %92% 23% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 164 61 191
LT Vol 13 0 165
Through Vol 0 47 26
RT Vol 151 14 0
Lane Flow Rate 174 65 203
Geometry Grp 1 1 1
Degree of Util (X) 0.195 0.079 0.258
Departure Headway (Hd) 4.024 4.394 4.565
Convergence, Y/N Yes Yes Yes
Cap 893 816 792
Service Time 2.039 2.416 2.565
HCM Lane V/C Ratio 0.195 0.08 0.256
HCM Control Delay 8 7.8 9.1
HCM Lane LOS A A A
HCM 95th-tile Q 0.7 0.3 1
10/24/2023 PH1 353 of 2254
HCM 6th Roundabout Near-Term 2023 with Project Conditions 3: South Santa Fe Avenue & Guajome Street PM Peak Hour
Near-Term 2023 with Project Conditions Synchro 10 Report Near-Term w Project PM.syn
Intersection
Intersection Delay, s/veh 7.9
Intersection LOS A
Approach EB NB SB
Entry Lanes 1 1 1
Conflicting Circle Lanes 1 1 1
Adj Approach Flow, veh/h 271 573 539
Demand Flow Rate, veh/h 277 585 550
Vehicles Circulating, veh/h 472 148 80
Vehicles Exiting, veh/h 158 601 653
Ped Vol Crossing Leg, #/h 0 0 0
Ped Cap Adj 1.000 1.000 1.000
Approach Delay, s/veh 8.0 8.5 7.2
Approach LOS A A A
Lane Left Left Left
Designated Moves LR LT TR
Assumed Moves LR LT TR
RT Channelized
Lane Util 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976
Entry Flow, veh/h 277 585 550
Cap Entry Lane, veh/h 853 1187 1272
Entry HV Adj Factor 0.978 0.980 0.980
Flow Entry, veh/h 271 573 539
Cap Entry, veh/h 834 1162 1246
V/C Ratio 0.325 0.493 0.432
Control Delay, s/veh 8.0 8.5 7.2
LOS A A A
95th %tile Queue, veh 1 3 2
10/24/2023 PH1 354 of 2254
HCM 6th TWSC Near-Term 2023 with Project Conditions
4: Project Driveway #1 & Guajome Street PM Peak Hour
Near-Term 2023 with Project Conditions Synchro 10 Report Near-Term w Project PM.syn
Intersection
Int Delay, s/veh 1.6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 162 35 35 107 15 15
Future Vol, veh/h 162 35 35 107 15 15
Conflicting Peds, #/hr 000000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 96 96 96 96 96 96
Heavy Vehicles, %222222
Mvmt Flow 169 36 36 111 16 16
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 205 0 370 187
Stage 1 - - - - 187 -
Stage 2 - - - - 183 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 ----5.42-
Critical Hdwy Stg 2 ----5.42-
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1366 - 630 855
Stage 1 - - - - 845 -
Stage 2 - - - - 848 -
Platoon blocked, % - --
Mov Cap-1 Maneuver - - 1366 - 612 855
Mov Cap-2 Maneuver - - - - 612 -
Stage 1 - - - - 845 -
Stage 2 - - - - 824 -
Approach EB WB NB
HCM Control Delay, s 0 1.9 10.3
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)713 - - 1366 -
HCM Lane V/C Ratio 0.044 - - 0.027 -
HCM Control Delay (s) 10.3 - - 7.7 0
HCM Lane LOS B - - A A
HCM 95th %tile Q(veh) 0.1 - - 0.1 -
10/24/2023 PH1 355 of 2254
Pheasant Hill Multi-Family
DRAFT Local Transportation Study
Appendices
Appendix I -Peak Hour Intersection Capacity
Worksheets Horizon Year 2030 Base Conditions
10/24/2023 PH1 356 of 2254
HCM 6th Signalized Intersection Summary Horizon Year Conditions 1: Vista Village Drive & Shopping Center Driveway/Lado De Loma Drive AM Peak Hour 12/02/2021 Synchro 10 Report
Horizon Year AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 10 10 250 10 90 10 1210 160 130 1780 20 Future Volume (veh/h) 10 10 10 250 10 90 10 1210 160 130 1780 20 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 11 11 11 179 128 84 11 1274 147 137 1874 16 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222
Cap, veh/h 16 16 16 256 151 99 23 2856 330 83 3389 29
Arrive On Green 0.03 0.03 0.03 0.14 0.14 0.14 0.01 0.62 0.62 0.05 0.65 0.65 Sat Flow, veh/h 579 579 579 1781 1054 692 1781 4642 536 1781 5222 45 Grp Volume(v), veh/h 33 0 0 179 0 212 11 934 487 137 1221 669 Grp Sat Flow(s),veh/h/ln 1737 0 0 1781 0 1746 1781 1702 1774 1781 1702 1862 Q Serve(g_s), s 2.3 0.0 0.0 11.5 0.0 14.2 0.7 17.5 17.5 5.6 23.6 23.6 Cycle Q Clear(g_c), s 2.3 0.0 0.0 11.5 0.0 14.2 0.7 17.5 17.5 5.6 23.6 23.6 Prop In Lane 0.33 0.33 1.00 0.40 1.00 0.30 1.00 0.02
Lane Grp Cap(c), veh/h 48 0 0 256 0 251 23 2094 1091 83 2210 1209 V/C Ratio(X) 0.68 0.00 0.00 0.70 0.00 0.85 0.48 0.45 0.45 1.65 0.55 0.55 Avail Cap(c_a), veh/h 151 0 0 377 0 370 143 2094 1091 83 2210 1209 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.8 0.0 0.0 48.9 0.0 50.1 58.8 12.2 12.2 57.2 11.5 11.5 Incr Delay (d2), s/veh 11.9 0.0 0.0 2.6 0.0 9.8 5.8 0.7 1.3 339.0 1.0 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 1.2 0.0 0.0 5.3 0.0 6.9 0.4 6.3 6.8 10.3 8.3 9.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 69.7 0.0 0.0 51.5 0.0 59.9 64.6 12.9 13.6 396.2 12.5 13.4 LnGrp LOS EAADAEEBBFBB
Approach Vol, veh/h 33 391 1432 2027
Approach Delay, s/veh 69.7 56.0 13.5 38.7
Approach LOS E E B D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 11.0 79.2 7.9 6.9 83.3 21.8
Change Period (Y+Rc), s 5.4 5.4 4.6 5.4 5.4 4.6
Max Green Setting (Gmax), s 5.6 43.6 10.4 9.6 54.6 25.4 Max Q Clear Time (g_c+I1), s 7.6 19.5 4.3 2.7 25.6 16.2 Green Ext Time (p_c), s 0.0 12.2 0.0 0.0 18.7 1.0
Intersection Summary
HCM 6th Ctrl Delay 31.4
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. 10/24/2023 PH1 357 of 2254
HCM 6th AWSC Horizon Year Conditions
2: Lado De Loma Drive & Guajome Street AM Peak Hour
12/02/2021 Synchro 10 Report
Horizon Year AM.syn
Intersection
Intersection Delay, s/veh 7.8
Intersection LOS A
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 20 10 120 10 10 110
Future Vol, veh/h 20 10 120 10 10 110
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles, % 2 22222
Mvmt Flow 21 11 126 11 11 116
Number of Lanes 1 00110
Approach EB WB NB
Opposing Approach WB EB
Opposing Lanes 1 1 0
Conflicting Approach Left NB EB
Conflicting Lanes Left 0 1 1
Conflicting Approach RightNB WB
Conflicting Lanes Right 1 0 1
HCM Control Delay 7.3 8.3 7.4
HCM LOS A A A
Lane NBLn1EBLn1WBLn1
Vol Left, %8% 0% 92%
Vol Thru, %0% 67% 8%
Vol Right, %92% 33% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 120 30 130
LT Vol 10 0 120
Through Vol 0 20 10
RT Vol 110 10 0
Lane Flow Rate 126 32 137
Geometry Grp 1 1 1
Degree of Util (X) 0.133 0.036 0.166
Departure Headway (Hd) 3.79 4.062 4.365
Convergence, Y/N Yes Yes Yes
Cap 951 869 818
Service Time 1.79 2.143 2.414
HCM Lane V/C Ratio 0.132 0.037 0.167
HCM Control Delay 7.4 7.3 8.3
HCM Lane LOS A A A
HCM 95th-tile Q 0.5 0.1 0.6
10/24/2023 PH1 358 of 2254
HCM 6th Roundabout Horizon Year Conditions
3: South Santa Fe Avenue & Guajome Street AM Peak Hour
12/02/2021 Synchro 10 Report
Horizon Year AM.syn
Intersection
Intersection Delay, s/veh 5.4
Intersection LOS A
Approach EB NB SB
Entry Lanes 1 1 1
Conflicting Circle Lanes 1 1 1
Adj Approach Flow, veh/h 116 264 431
Demand Flow Rate, veh/h 118 269 440
Vehicles Circulating, veh/h 397 64 54
Vehicles Exiting, veh/h 97 451 279
Ped Vol Crossing Leg, #/h 0 0 0
Ped Cap Adj 1.000 1.000 1.000
Approach Delay, s/veh 5.2 4.6 5.9
Approach LOS A A A
Lane Left Left Left
Designated Moves LR LT TR
Assumed Moves LR LT TR
RT Channelized
Lane Util 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976
Entry Flow, veh/h 118 269 440
Cap Entry Lane, veh/h 920 1293 1306
Entry HV Adj Factor 0.983 0.981 0.980
Flow Entry, veh/h 116 264 431
Cap Entry, veh/h 905 1268 1280
V/C Ratio 0.128 0.208 0.337
Control Delay, s/veh 5.2 4.6 5.9
LOS A A A
95th %tile Queue, veh 0 1 2
10/24/2023 PH1 359 of 2254
HCM 6th Signalized Intersection Summary Horizon Year Conditions 1: Vista Village Drive & Shopping Center Driveway/Lado De Loma Drive PM Peak Hour 12/02/2021 Synchro 10 Report
Horizon Year PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 10 20 230 10 130 20 2240 390 140 1290 20 Future Volume (veh/h) 10 10 20 230 10 130 20 2240 390 140 1290 20 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 11 11 16 187 88 121 21 2358 369 147 1358 16 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222
Cap, veh/h 14 14 21 255 102 141 36 2826 426 77 3401 40
Arrive On Green 0.03 0.03 0.03 0.14 0.14 0.14 0.02 0.63 0.63 0.04 0.65 0.65 Sat Flow, veh/h 497 497 722 1781 713 981 1781 4478 675 1781 5202 61 Grp Volume(v), veh/h 38 0 0 187 0 209 21 1771 956 147 889 485 Grp Sat Flow(s),veh/h/ln 1716 0 0 1781 0 1694 1781 1702 1749 1781 1702 1859 Q Serve(g_s), s 2.9 0.0 0.0 13.1 0.0 15.7 1.5 52.0 57.9 5.6 15.9 15.9 Cycle Q Clear(g_c), s 2.9 0.0 0.0 13.1 0.0 15.7 1.5 52.0 57.9 5.6 15.9 15.9 Prop In Lane 0.29 0.42 1.00 0.58 1.00 0.39 1.00 0.03
Lane Grp Cap(c), veh/h 49 0 0 255 0 243 36 2148 1104 77 2225 1215 V/C Ratio(X) 0.77 0.00 0.00 0.73 0.00 0.86 0.58 0.82 0.87 1.92 0.40 0.40 Avail Cap(c_a), veh/h 137 0 0 348 0 331 132 2148 1104 77 2225 1215 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 62.7 0.0 0.0 53.3 0.0 54.4 63.1 18.4 19.5 62.2 10.5 10.5 Incr Delay (d2), s/veh 17.0 0.0 0.0 4.2 0.0 14.3 5.3 3.8 9.2 456.4 0.5 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 0.0 0.0 6.2 0.0 7.7 0.7 19.5 23.9 12.2 5.7 6.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 79.7 0.0 0.0 57.5 0.0 68.7 68.4 22.2 28.7 518.6 11.1 11.5 LnGrp LOS EAAEAEECCFBB
Approach Vol, veh/h 38 396 2748 1521
Approach Delay, s/veh 79.7 63.4 24.8 60.3
Approach LOS E E C E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 11.0 87.4 8.3 8.1 90.4 23.2
Change Period (Y+Rc), s 5.4 5.4 4.6 5.4 5.4 4.6
Max Green Setting (Gmax), s 5.6 53.6 10.4 9.6 64.6 25.4 Max Q Clear Time (g_c+I1), s 7.6 59.9 4.9 3.5 17.9 17.7 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 15.0 1.0
Intersection Summary
HCM 6th Ctrl Delay 40.0
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. 10/24/2023 PH1 360 of 2254
HCM 6th AWSC Horizon Year Conditions
2: Lado De Loma Drive & Guajome Street PM Peak Hour
12/02/2021 Synchro 10 Report
Horizon Year PM.syn
Intersection
Intersection Delay, s/veh 8.9
Intersection LOS A
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 20 20 200 20 20 180
Future Vol, veh/h 20 20 200 20 20 180
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles, % 2 22222
Mvmt Flow 21 21 211 21 21 189
Number of Lanes 1 00110
Approach EB WB NB
Opposing Approach WB EB
Opposing Lanes 1 1 0
Conflicting Approach Left NB EB
Conflicting Lanes Left 0 1 1
Conflicting Approach RightNB WB
Conflicting Lanes Right 1 0 1
HCM Control Delay 7.6 9.6 8.4
HCM LOS A A A
Lane NBLn1EBLn1WBLn1
Vol Left, %10% 0% 91%
Vol Thru, %0% 50% 9%
Vol Right, %90% 50% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 200 40 220
LT Vol 20 0 200
Through Vol 0 20 20
RT Vol 180 20 0
Lane Flow Rate 211 42 232
Geometry Grp 1 1 1
Degree of Util (X) 0.238 0.051 0.298
Departure Headway (Hd) 4.066 4.35 4.634
Convergence, Y/N Yes Yes Yes
Cap 884 823 780
Service Time 2.083 2.38 2.634
HCM Lane V/C Ratio 0.239 0.051 0.297
HCM Control Delay 8.4 7.6 9.6
HCM Lane LOS A A A
HCM 95th-tile Q 0.9 0.2 1.3
10/24/2023 PH1 361 of 2254
HCM 6th Roundabout Horizon Year Conditions
3: South Santa Fe Avenue & Guajome Street PM Peak Hour
12/02/2021 Synchro 10 Report
Horizon Year PM.syn
Intersection
Intersection Delay, s/veh 9.1
Intersection LOS A
Approach EB NB SB
Entry Lanes 1 1 1
Conflicting Circle Lanes 1 1 1
Adj Approach Flow, veh/h 295 653 611
Demand Flow Rate, veh/h 301 666 623
Vehicles Circulating, veh/h 548 161 75
Vehicles Exiting, veh/h 150 688 752
Ped Vol Crossing Leg, #/h 0 0 0
Ped Cap Adj 1.000 1.000 1.000
Approach Delay, s/veh 9.4 10.0 8.0
Approach LOS A B A
Lane Left Left Left
Designated Moves LR LT TR
Assumed Moves LR LT TR
RT Channelized
Lane Util 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976
Entry Flow, veh/h 301 666 623
Cap Entry Lane, veh/h 789 1171 1278
Entry HV Adj Factor 0.980 0.981 0.981
Flow Entry, veh/h 295 653 611
Cap Entry, veh/h 773 1149 1254
V/C Ratio 0.381 0.569 0.487
Control Delay, s/veh 9.4 10.0 8.0
LOS A B A
95th %tile Queue, veh 2 4 3
10/24/2023 PH1 362 of 2254
Pheasant Hill Multi-Family
DRAFT Local Transportation Study
Appendices
Appendix J -Peak Hour Intersection Capacity
Worksheets Horizon Year 2030 Base with Project
Conditions
10/24/2023 PH1 363 of 2254
HCM 6th Signalized Intersection Summary Horizon Year with Project Conditions 1: Vista Village Drive & Shopping Center Driveway/Lado De Loma Drive AM Peak Hour Horizon Year with Project Conditions Synchro 10 Report
Horizon Year w Project AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 10 10 268 10 108 10 1210 165 134 1780 20 Future Volume (veh/h) 10 10 10 268 10 108 10 1210 165 134 1780 20 Initial Q (Qb), veh 0 0 0 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 11 11 11 198 128 103 11 1274 153 141 1874 16 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222222222
Cap, veh/h 16 16 16 277 149 120 23 2788 335 83 3328 28
Arrive On Green 0.03 0.03 0.03 0.16 0.16 0.16 0.01 0.60 0.60 0.05 0.64 0.64 Sat Flow, veh/h 579 579 579 1781 959 772 1781 4620 555 1781 5222 45 Grp Volume(v), veh/h 33 0 0 198 0 231 11 939 488 141 1221 669 Grp Sat Flow(s),veh/h/ln 1737 0 0 1781 0 1731 1781 1702 1770 1781 1702 1862 Q Serve(g_s), s 2.3 0.0 0.0 12.7 0.0 15.6 0.7 18.1 18.1 5.6 24.4 24.4 Cycle Q Clear(g_c), s 2.3 0.0 0.0 12.7 0.0 15.6 0.7 18.1 18.1 5.6 24.4 24.4 Prop In Lane 0.33 0.33 1.00 0.45 1.00 0.31 1.00 0.02
Lane Grp Cap(c), veh/h 48 0 0 277 0 269 23 2054 1068 83 2169 1187 V/C Ratio(X) 0.68 0.00 0.00 0.71 0.00 0.86 0.48 0.46 0.46 1.70 0.56 0.56 Avail Cap(c_a), veh/h 151 0 0 377 0 366 143 2054 1068 83 2169 1187 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.8 0.0 0.0 48.1 0.0 49.4 58.8 13.0 13.0 57.2 12.3 12.3 Incr Delay (d2), s/veh 11.9 0.0 0.0 3.2 0.0 12.8 5.8 0.7 1.4 359.3 1.1 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 1.2 0.0 0.0 5.9 0.0 7.8 0.4 6.6 7.1 10.8 8.7 9.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 69.7 0.0 0.0 51.4 0.0 62.2 64.6 13.8 14.4 416.5 13.4 14.3 LnGrp LOS E A A D AEEBBFBB
Approach Vol, veh/h 33 429 1438 2031
Approach Delay, s/veh 69.7 57.2 14.4 41.7
Approach LOS E E B D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 11.0 77.8 7.9 6.9 81.9 23.3
Change Period (Y+Rc), s 5.4 5.4 4.6 5.4 5.4 4.6
Max Green Setting (Gmax), s 5.6 43.6 10.4 9.6 54.6 25.4 Max Q Clear Time (g_c+I1), s 7.6 20.1 4.3 2.7 26.4 17.6 Green Ext Time (p_c), s 0.0 12.1 0.0 0.0 18.4 1.1
Intersection Summary
HCM 6th Ctrl Delay 33.6
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. 10/24/2023 PH1 364 of 2254
HCM 6th AWSC Horizon Year with Project Conditions
2: Lado De Loma Drive & Guajome Street AM Peak Hour
Horizon Year with Project Conditions Synchro 10 Report
Horizon Year w Project AM.syn
Intersection
Intersection Delay, s/veh 8.1
Intersection LOS A
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 29 10 121 46 12 112
Future Vol, veh/h 29 10 121 46 12 112
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles, %222222
Mvmt Flow 31 11 127 48 13 118
Number of Lanes 100110
Approach EB WB NB
Opposing Approach WB EB
Opposing Lanes 1 1 0
Conflicting Approach Left NB EB
Conflicting Lanes Left 0 1 1
Conflicting Approach RightNB WB
Conflicting Lanes Right 1 0 1
HCM Control Delay 7.5 8.6 7.6
HCM LOS A A A
Lane NBLn1 EBLn1WBLn1
Vol Left, %10% 0% 72%
Vol Thru, %0% 74% 28%
Vol Right, %90% 26% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 124 39 167
LT Vol 12 0 121
Through Vol 0 29 46
RT Vol 112 10 0
Lane Flow Rate 131 41 176
Geometry Grp 1 1 1
Degree of Util (X) 0.142 0.048 0.212
Departure Headway (Hd) 3.908 4.249 4.34
Convergence, Y/N Yes Yes Yes
Cap 923 848 821
Service Time 1.91 2.249 2.402
HCM Lane V/C Ratio 0.142 0.048 0.214
HCM Control Delay 7.6 7.5 8.6
HCM Lane LOS A A A
HCM 95th-tile Q 0.5 0.2 0.8
10/24/2023 PH1 365 of 2254
HCM 6th Roundabout Horizon Year with Project Conditions 3: South Santa Fe Avenue & Guajome Street AM Peak Hour
Horizon Year with Project Conditions Synchro 10 Report
Horizon Year w Project AM.syn
Intersection
Intersection Delay, s/veh 5.5
Intersection LOS A
Approach EB NB SB
Entry Lanes 1 1 1
Conflicting Circle Lanes 1 1 1
Adj Approach Flow, veh/h 153 269 435
Demand Flow Rate, veh/h 156 274 444
Vehicles Circulating, veh/h 397 83 59
Vehicles Exiting, veh/h 106 470 298
Ped Vol Crossing Leg, #/h 0 0 0
Ped Cap Adj 1.000 1.000 1.000
Approach Delay, s/veh 5.6 4.8 6.0
Approach LOS A A A
Lane Left Left Left
Designated Moves LR LT TR
Assumed Moves LR LT TR
RT Channelized
Lane Util 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976
Entry Flow, veh/h 156 274 444
Cap Entry Lane, veh/h 920 1268 1299
Entry HV Adj Factor 0.981 0.981 0.980
Flow Entry, veh/h 153 269 435
Cap Entry, veh/h 903 1244 1274
V/C Ratio 0.169 0.216 0.342
Control Delay, s/veh 5.6 4.8 6.0
LOS A A A
95th %tile Queue, veh 1 1 2
10/24/2023 PH1 366 of 2254
HCM 6th TWSC Horizon Year with Project Conditions
4: Project Driveway #1 & Guajome Street AM Peak Hour
Horizon Year with Project Conditions Synchro 10 Report
Horizon Year w Project AM.syn
Intersection
Int Delay, s/veh 2.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 130 9 9 90 36 35
Future Vol, veh/h 130 9 9 90 36 35
Conflicting Peds, #/hr 000000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, %222222
Mvmt Flow 137 9 9 95 38 37
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 146 0 255 142
Stage 1 - - - - 142 -
Stage 2 - - - - 113 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 ----5.42-
Critical Hdwy Stg 2 ----5.42-
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1436 - 734 906
Stage 1 - - - - 885 -
Stage 2 - - - - 912 -
Platoon blocked, % - --
Mov Cap-1 Maneuver - - 1436 - 729 906
Mov Cap-2 Maneuver - - - - 729 -
Stage 1 - - - - 885 -
Stage 2 - - - - 906 -
Approach EB WB NB
HCM Control Delay, s 0 0.7 9.9
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)807 - - 1436 -
HCM Lane V/C Ratio 0.093 - - 0.007 -
HCM Control Delay (s) 9.9 - - 7.5 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.3 - - 0 -
10/24/2023 PH1 367 of 2254
HCM 6th Signalized Intersection Summary Horizon Year with Project Conditions 1: Vista Village Drive & Shopping Center Driveway/Lado De Loma Drive PM Peak Hour Horizon Year with Project Conditions Synchro 10 Report
Horizon Year w Project PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 10 20 238 10 137 20 2240 408 157 1290 20 Future Volume (veh/h) 10 10 20 238 10 137 20 2240 408 157 1290 20 Initial Q (Qb), veh 0 0 0 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 11 11 16 195 89 128 21 2358 387 165 1358 16 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222222222
Cap, veh/h 14 14 21 264 103 148 36 2785 439 77 3376 40
Arrive On Green 0.03 0.03 0.03 0.15 0.15 0.15 0.02 0.63 0.63 0.04 0.65 0.65 Sat Flow, veh/h 497 497 722 1781 693 997 1781 4448 701 1781 5202 61 Grp Volume(v), veh/h 38 0 0 195 0 217 21 1782 963 165 889 485 Grp Sat Flow(s),veh/h/ln 1716 0 0 1781 0 1691 1781 1702 1744 1781 1702 1859 Q Serve(g_s), s 2.9 0.0 0.0 13.6 0.0 16.3 1.5 53.4 59.9 5.6 16.1 16.1 Cycle Q Clear(g_c), s 2.9 0.0 0.0 13.6 0.0 16.3 1.5 53.4 59.9 5.6 16.1 16.1 Prop In Lane 0.29 0.42 1.00 0.59 1.00 0.40 1.00 0.03
Lane Grp Cap(c), veh/h 49 0 0 264 0 250 36 2132 1092 77 2209 1207 V/C Ratio(X) 0.77 0.00 0.00 0.74 0.00 0.87 0.58 0.84 0.88 2.15 0.40 0.40 Avail Cap(c_a), veh/h 137 0 0 348 0 330 132 2132 1092 77 2209 1207 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 62.7 0.0 0.0 53.0 0.0 54.1 63.1 19.1 20.3 62.2 10.8 10.8 Incr Delay (d2), s/veh 17.0 0.0 0.0 4.9 0.0 15.7 5.3 4.1 10.3 558.3 0.5 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 0.0 0.0 6.5 0.0 8.1 0.7 20.2 25.0 14.4 5.8 6.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 79.7 0.0 0.0 57.8 0.0 69.8 68.4 23.1 30.6 620.5 11.4 11.8 LnGrp LOS EAAEAEECCFBB
Approach Vol, veh/h 38 412 2766 1539
Approach Delay, s/veh 79.7 64.1 26.1 76.8
Approach LOS E E C E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 11.0 86.8 8.3 8.1 89.8 23.9
Change Period (Y+Rc), s 5.4 5.4 4.6 5.4 5.4 4.6
Max Green Setting (Gmax), s 5.6 53.6 10.4 9.6 64.6 25.4 Max Q Clear Time (g_c+I1), s 7.6 61.9 4.9 3.5 18.1 18.3 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 15.0 0.9
Intersection Summary
HCM 6th Ctrl Delay 46.2
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. 10/24/2023 PH1 368 of 2254
HCM 6th AWSC Horizon Year with Project Conditions
2: Lado De Loma Drive & Guajome Street PM Peak Hour
Horizon Year with Project Conditions Synchro 10 Report
Horizon Year w Project PM.syn
Intersection
Intersection Delay, s/veh 9.1
Intersection LOS A
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 55 22 202 35 21 181
Future Vol, veh/h 55 22 202 35 21 181
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles, %222222
Mvmt Flow 58 23 213 37 22 191
Number of Lanes 100110
Approach EB WB NB
Opposing Approach WB EB
Opposing Lanes 1 1 0
Conflicting Approach Left NB EB
Conflicting Lanes Left 0 1 1
Conflicting Approach RightNB WB
Conflicting Lanes Right 1 0 1
HCM Control Delay 8.1 9.9 8.6
HCM LOS A A A
Lane NBLn1 EBLn1WBLn1
Vol Left, %10% 0% 85%
Vol Thru, %0% 71% 15%
Vol Right, %90% 29% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 202 77 237
LT Vol 21 0 202
Through Vol 0 55 35
RT Vol 181 22 0
Lane Flow Rate 213 81 249
Geometry Grp 1 1 1
Degree of Util (X) 0.248 0.102 0.323
Departure Headway (Hd) 4.2 4.519 4.66
Convergence, Y/N Yes Yes Yes
Cap 857 792 771
Service Time 2.222 2.554 2.69
HCM Lane V/C Ratio 0.249 0.102 0.323
HCM Control Delay 8.6 8.1 9.9
HCM Lane LOS A A A
HCM 95th-tile Q 1 0.3 1.4
10/24/2023 PH1 369 of 2254
HCM 6th Roundabout Horizon Year with Project Conditions 3: South Santa Fe Avenue & Guajome Street PM Peak Hour
Horizon Year with Project Conditions Synchro 10 Report
Horizon Year w Project PM.syn
Intersection
Intersection Delay, s/veh 9.6
Intersection LOS A
Approach EB NB SB
Entry Lanes 1 1 1
Conflicting Circle Lanes 1 1 1
Adj Approach Flow, veh/h 310 672 629
Demand Flow Rate, veh/h 316 686 642
Vehicles Circulating, veh/h 548 168 95
Vehicles Exiting, veh/h 189 696 759
Ped Vol Crossing Leg, #/h 0 0 0
Ped Cap Adj 1.000 1.000 1.000
Approach Delay, s/veh 9.7 10.6 8.5
Approach LOS A B A
Lane Left Left Left
Designated Moves LR LT TR
Assumed Moves LR LT TR
RT Channelized
Lane Util 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976
Entry Flow, veh/h 316 686 642
Cap Entry Lane, veh/h 789 1163 1252
Entry HV Adj Factor 0.981 0.980 0.980
Flow Entry, veh/h 310 672 629
Cap Entry, veh/h 774 1140 1228
V/C Ratio 0.400 0.590 0.513
Control Delay, s/veh 9.7 10.6 8.5
LOS A B A
95th %tile Queue, veh 2 4 3
10/24/2023 PH1 370 of 2254
HCM 6th TWSC Horizon Year with Project Conditions
4: Project Driveway #1 & Guajome Street PM Peak Hour
Horizon Year with Project Conditions Synchro 10 Report
Horizon Year w Project PM.syn
Intersection
Int Delay, s/veh 1.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 200 35 35 140 15 15
Future Vol, veh/h 200 35 35 140 15 15
Conflicting Peds, #/hr 000000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, %222222
Mvmt Flow 211 37 37 147 16 16
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 248 0 451 230
Stage 1 - - - - 230 -
Stage 2 - - - - 221 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 ----5.42-
Critical Hdwy Stg 2 ----5.42-
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1318 - 566 809
Stage 1 - - - - 808 -
Stage 2 - - - - 816 -
Platoon blocked, % - --
Mov Cap-1 Maneuver - - 1318 - 548 809
Mov Cap-2 Maneuver - - - - 548 -
Stage 1 - - - - 808 -
Stage 2 - - - - 791 -
Approach EB WB NB
HCM Control Delay, s 0 1.6 10.8
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)653 - - 1318 -
HCM Lane V/C Ratio 0.048 - - 0.028 -
HCM Control Delay (s) 10.8 - - 7.8 0
HCM Lane LOS B - - A A
HCM 95th %tile Q(veh) 0.2 - - 0.1 -
10/24/2023 PH1 371 of 2254
Pheasant Hill Multi-Family
DRAFT Local Transportation Study
Appendices
Appendix K -Queuing Analysis
10/24/2023 PH1 372 of 2254
3900 5th Avenue, Suite 310 San Diego, CA 92103 619-795-6086 www.CRAmobility.com
TO: Lev Gershman, Managing Partner; Tideline Partners
FROM: Phuong Nguyen, PE; CR Associates
DATE: January 5, 2022
RE: Pheasant Hills Multi-Family – Queuing Analysis
This memorandum serves to document the queuing analysis conducted at the intersection of Guajome Street and Project Driveway #1, as part of the Pheasant Hills Multi-Family project (the “Proposed Project”).
Project Description
The project site is located along the south side of Guajome Street, just west of the existing Sprinter light rail line in the City of Vista. The Proposed Project is proposing to construct 184 multi-family dwelling units including a three-story parking structure. Additional surface level parking would be provided throughout the site. The Proposed Project would construct sidewalks to City of Vista standard, allowing the segment of Guajome Street fronting the Proposed Project to be a 2-Lane Light Collector, which is its ultimate classification.
To accommodate the additional trips associated with the proposed Project, the Proposed Project will relocate the existing power pole and widen Guajome Street to construct a westbound left-turn pocket at the project’s driveway. The westbound left-turn pocket will provide 70 feet of queuing space. A conceptual plan of the proposed improvement is provided in Attachmentt A.
Trip Generation, Distribution, and Assignment
Project trip generation estimates were derived utilizing the trip generation rates outlined in SANDAG’s (Not So) Brief Guide of Vehicular Traffic Generation Rates for The San Diego Region (2002). The Proposed Project would generate a total of 1,152 daily trips, with 93 occurring in the AM peak Hour (19 inbound, 74 outbound) and 104 occurring in the PM peak hour (73 inbound, 31 outbound). These project trips were distributed and assigned to the surrounding roadway network based on the geographical location of the Proposed Project, as well as the characteristics of the proposed and surrounding land uses. Detailed project trip generation information and project trip distribution/assignment figures are provided in Attachmentt B.
It should be noted that the analyses presented hereafter focus only on Project Driveway #1. Detailed analyses for additional study area intersections and roadways will be provided separately via a Local Transportation Study (LTS).
Traffic Volumes
City staff provided historical counts from 2017 and 2018. Additionally, traffic counts were conducted along the study roadway segments and intersections on June 29, 2021, by Counts Unlimited, Inc. To ensure that these counts reflect traffic conditions prior to the COVID-19 restrictions, a count validation was conducted. When compared to 2018 counts along Guajome Street, the 2021 counts were higher. Thus, for the purpose of this queuing analysis, the 2021 counts were used. Existing and historical traffic counts are provided in Attachmentt C. 10/24/2023 PH1 373 of 2254
Pheasant Hills Multi-Family Queuing Analysis Page 2
Technical Memorandum
Queuing Analysis
Due to concerns regarding potential queuing at the nearby Sprinter railroad tracks to the east of the Proposed Project, a queuing analysis was conducted at Project Driveway #1. The queuing analysis was conducted for the PM peak hour as it generates more trips than the AM peak hour.
The analysis was conducted using the traffic simulation software VISSIM. VISSIM is a microscopic multi-modal traffic flow software utilized to simulate different traffic conditions. In the simulations, each vehicle in the traffic system is individually tracked through the model and comprehensive measures of effectiveness, such as average vehicle speed and queueing, are collected on every vehicle during each 0.1-second of the simulation. A total of 20 simulation iterations were conducted in order to yield a reasonable sample size for determining queues.
TTablee 1 displays the queuing analysis results. Queuing analysis worksheets are provided in Attachmentt D. For a conservative analysis, it is assumed that the eastbound and westbound Sprinter light rail are not synchronized with each other. As such, the railroad crossing arm would occur twice every thirty minutes, resulting in additional queuing along Guajome Street. Finally, it is assumed that 10 percent (10%) of the inbound vehicles are heavy vehicles (i.e. moving trucks). Once tenants move into the Proposed Project, it is improbable that 10 percent of the PM peak hour traffic would consist of heavy vehicles.
Tablee 1 - Queuing Analysis Results – Existing with Project Conditions Intersection Movement Available
Storagee (ft)
Averagee Queuee
Lengthh (ft)
Maximumm Queuee
Lengthh (ft)
Guajome Street & Project Driveway WBLT 70 25 ft 50 ft
Note:
WBLT = Westbound left-turn movement.
As shown, the average calculated queue of 25 feet is projected to be less than the available queuing space (70 feet). The maximum queue length is 50 feet, also less than the available queuing space (70 feet).
Based upon the queuing analysis results presented above, and the concern from NCTD/CPUC regarding moving vehicles queuing on the Sprinter track, it is recommended that the proposed Project provide at least 55 feet of storage for queuing vehicles. The 55 feet of storage length is based upon the length of the longest rentable moving truck (26 feet) + 4 feet buffer + 25 feet queuing length of a standard vehicle. In a worst-case scenario, this queue storage length would allow one moving truck and one standard vehicle to queue while waiting to access Project Driveway #1. Therefore, the 70 feet of storage that the Proposed Project will provide are deemed sufficient for vehicles to queue.
Person Trip Generation
Due to the proximity of the proposed Project to the South Santa Fe Avenue commercial corridor, it is anticipated that in the near future when all the businesses along the corridor are fully developed, the corridor will attract pedestrian traffic from the surrounding areas. Therefore, in an effort to project the number of pedestrians that will be traveling to the corridor, and consequently traveling within the Proposed Project study area, specifically its frontage along Guajome Street, a person trip generation was conducted utilizing the person rates found in the Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition.Table 2 displays the anticipated person trip generation for the Proposed Project and land uses located within a quarter mile of the project. A quarter mile is 10/24/2023 PH1 374 of 2254
Pheasant Hills Multi-Family Queuing Analysis Page 3
Technical Memorandum
generally accepted as the maximum distance a person would be willing to walk to a destination. It should be noted that the proposed Project is in an area that is considered suburban. However, the ITE Trip Generation Manual does not contain person trip rates for areas with suburban characteristics. Therefore, the Dense Multi-Use Urban trip generation rate was utilized for this analysis, resulting in a very conservative person trip generation.
TTable 2 –Person Trip Generation
Landd Use Units AMM Personn Tripp
Rate1 AMM Personn Trips PMM Personn Tripp
Rate11 PMM Personn Trips
Multi-
Family
Residential
(Proposed
Project)
182
DU 0.54 / DU 98 0.64 / DU 117
Single
Family
Residential
(Proposed
Project)
6 DU 1.04 / DU 6 0.48 / DU 3
Single
Family
Residential
(within ¼
mile from
Proposed
Project)
56 1.04 / DU 58 0.48 / DU 27
Total 244
DU -- 1622 -- 1477
Note:
1 The highest peak hour generator was used (AM Peak Hour).
As shown in Table 2, a total of 162 person trips is anticipated during the AM peak hour, and 147 person trips is anticipated during the PM peak hour. It is recommended that the project applicant coordinate with NCTD and CPUC to provide the appropriate pedestrian facilities at its frontage to provide connectivity between the area west of the railroad tracks and the commercial area along South Santa Fe Avenue. The proposed Project feature in Attachment B includes a conceptual layout of the potential sidewalk connecting the Proposed Project to South Santa Fe Avenue. 10/24/2023 PH1 375 of 2254
Pheasant Hills Queuing Analysis Attachments
Technical Memorandum
Attachment A -Conceptual Plan
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Pheasant Hills Queuing Analysis Attachments
Technical Memorandum
Attachment B -Project Trip Generation, Distribution,
and Assignment
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50%
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5 %
2 5
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50 %
25%
50%
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Project Driveway #1 & Guajome StreetLado De Loma Drive & Guajome StreetVista Village Drive & Lado De Loma Drive
South Santa Fe Avenue
& Guajome Street
Lado De Loma Drive
& Project Driveway #2
5 4321
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Pheasant Hill Multi-Family
Local Transportation Study
Figure 1.3
Project Trip Distribution
Lado De Loma Dr Guajo
m
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00.10.05 Miles
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Study Intersection#
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Legend
One-Way Roadway
Peak Hour
Trip DistributionAM / PM
Turn Movements
Study IntersectionX
*Names of North-South
cross-streets always
listed first NOT TO SCALE
10/24/2023 PH1 379 of 2254
576
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& Project Driveway #2
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Pheasant Hill Multi-Family
Local Transportation Study
Figure 1.4
Project Trip Assignment
Study Intersection
Peak Hour Volumes
Turn Movements
One-Way Roadway
*Names of North-South
cross-streets always
listed first
AM / PM
NOT TO SCALE
X
Legend
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Study Intersection#
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2 10/24/2023 PH1 380 of 2254
10/24/2023 PH1 381 of 2254
Multifamily Housing (Mid-Rise)
Not Close to Rail Transit (221)
Person Trip Ends vs: Dwelling Units
On a: Weekday,
PM Peak Hour of Generator
Setting/Location: Dense Multi-Use Urban
Number of Studies: 12
Avg. Num. of Dwelling Units: 233
Directional Distribution: 57% entering, 43% exiting
Person Trip Generation per Dwelling Unit
Average Rate Range of Rates Standard Deviation
0.64 0.31 - 0.98 0.20
Data Plot and Equation
T
=
T
r
i
p
E
n
d
s
X = Number of Dwelling Units
Study Site Average RateFitted Curve
Fitted Curve Equation: T = 0.60(X) + 9.53 R²= 0.88
Trip Gen Manual,11th Edition Institute of Transportation Engineers 0 200 400 600 8000
100
200
300
400
500
600
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10/24/2023 PH1 383 of 2254
Single-Family Attached Housing
(215)
Person Trip Ends vs: Dwelling Units
On a: Weekday,
Peak Hour of Adjacent Street Traffic,
One Hour Between 4 and 6 p.m.
Setting/Location: Dense Multi-Use Urban
Number of Studies: 1
Avg. Num. of Dwelling Units: 56
Directional Distribution: 52% entering, 48% exiting
Person Trip Generation per Dwelling Unit
Average Rate Range of Rates Standard Deviation
0.48 0.48 - 0.48 *
Data Plot and Equation Caution – Small Sample Size
T
=
T
r
i
p
E
n
d
s
X = Number of Dwelling Units
Study Site Average Rate
Fitted Curve Equation: Not Given R²= ****
Trip Gen Manual,11th Edition Institute of Transportation Engineers 0 20 40 600
10 20
30 40
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Pheasant Hills Queuing Analysis Attachments
Technical Memorandum
Attachment C -Traffic Counts
10/24/2023 PH1 385 of 2254