HomeMy WebLinkAboutLake Elsinore Retail Shops TIA 101624 - Approved ElsinoreLake Retail Shops
ImpactTraffic .
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City of • - Elsinore, Colifornio
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APPROVED
KM 10/22/24
October 16, 2024
Prepared by:
TJW ENGINEERING, INC.
9841 Irvine Center Drive, Suite 200
Irvine, CA 92618
949.878.3509 1 www.tjwengineering.com
October 16, 2024 O(Z)
TJW ENGINEERING, INC.
TRAFFIC ENGINEERING&
Mr. Erwin Randhawa TRANSPORTATION PLANNING
CONSULTANTS
PSR INVESTMENTS
26895 Aliso Creek Road, #13-510
Aliso Viejo, CA 92656
Subject: Lake Elsinore Retail Shops Traffic Analysis, City of Lake Elsinore
Dear Mr. Randhawa:
TJW ENGINEERING, INC. (TJW) is pleased to present you with this traffic impact analysis for the proposed
Lake Elsinore Retail Shops project located on the southeast corner of Nichols Road and Collier Avenue.
This traffic study has been prepared to meet the traffic study requirements for the City of Lake Elsinore and
assesses the forecast traffic operations associated with the proposed project and its impact on the local street
network. This report is being submitted to you for review and forwarding to the City of Lake Elsinore.
Please contact us at(949) 878-3509 if you have any questions regarding this analysis.
Sincerely,
Thomas Wheat, PE,TE David Chew, PTP
President Transportation Planner
Registered Civil Engineer#69467 Daniel Flores, EIT
Registered Traffic Engineer#2565 Project Engineer
.�s
* END 001% * x Ev 61XX
iy11. • o} TPAFFIC
Lake Elsinore Retail Shops
Traffic Impact Analysis
City of Lake Elsinore, California
October 16, 2024
Prepared for:
Mr. Erwin Randhawa
PSR INVESTMENTS
26895 Aliso Creek Road, #13-510
Aliso Viejo, CA 92563
Prepared by:
Thomas Wheat, PE,TE
David Chew, PTP
Daniel Flores, EIT
TJW ENGINEERING, INC.
9841 Irvine Center Drive, Suite 200
Irvine, CA 92618
949.878.3509 1 www.tjwengineering.com
Lake Elsinore Retail Shops
Traffic Impact Analysis
Table of Contents
1.0 EXECUTIVE SUMMARY......................................................................................................................... iv
1.1 SUMMARY OF LEVEL OF SERVICE ANALYSIS RESULTS................................................................................v
1.2 ON-SITE ROADWAY AND SITE ACCESS IMPROVEMENTS............................................................................v
1.3 OPERATIONAL IMPROVEMENTS................................................................................................................vi
1.4 ADDITIONAL ANALYSIS..............................................................................................................................vi
1.5 FAIR SHARE ANALYSIS................................................................................................................................vi
2.0 INTRODUCTION......................................................................................................................................1
2.1 PROJECT DESCRIPTION...............................................................................................................................1
2.2 STUDY AREA................................................................................................................................................1
2.3 ANALYSIS METHODOLOGY.........................................................................................................................2
2.3.1 Intersection Analysis Methodology ..........................................................................................2
2.4 PERFORMANCE CRITERIA...........................................................................................................................4
2.4.1 City of Lake Elsinore..................................................................................................................4
2.4.2 Caltrans......................................................................................................................................4
3.0 EXISTING CONDITIONS..........................................................................................................................7
3.1 EXISTING CIRCULATION NETWORK/STUDY AREA CONDITIONS.................................................................7
3.2 CITY OF LAKE ELSINORE GENERAL PLAN MOBILITY ELEMENT ...................................................................7
3.3 EXISTING BICYCLE AND PEDESTRIAN FACILITIES........................................................................................7
3.4 EXISTING PUBLIC TRANSIT SERVICES..........................................................................................................7
3.5 EXISTING TRAFFIC VOLUMES......................................................................................................................8
3.6 EXISTING CONDITIONS INTERSECTION LEVEL OF SERVICE ANALYSIS.........................................................8
4.0 PROPOSED PROJECT............................................................................................................................12
4.1 PROJECT DESCRIPTION ............................................................................................................................ 12
4.2 PROJECT TRIP GENERATION .................................................................................................................... 12
4.3 PROJECT TRIP DISTRIBUTION................................................................................................................... 12
5.0 PROJECT COMPLETION CONDITIONS (EAP)........................................................................................ 17
5.1 ROADWAY IMPROVEMENTS.................................................................................................................... 17
5.2 PROJECT COMPLETION TRAFFIC VOLUMES............................................................................................. 17
5.3 PROJECT COMPLETION INTERSECTION LEVEL OF SERVICE ANALYSIS..................................................... 17
5.4 SIGNAL WARRANT ANALYSIS................................................................................................................... 18
5.5 RECOMMENDED PROJECT IMPROVEMENTS........................................................................................... 18
6.0 CUMULATIVE CONDITIONS (EAPC)......................................................................................................22
6.1 ROADWAY IMPROVEMENTS.................................................................................................................... 22
6.2 CUMULATIVE YEAR TRAFFIC VOLUMES................................................................................................... 22
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Lake Elsinore Retail Shops
Traffic Impact Analysis
6.3 CUMULATIVE PROJECTS TRAFFIC............................................................................................................ 22
6.4 EAPC INTERSECTION LEVEL OF SERVICE ANALYSIS.................................................................................. 24
7.0 RECOMMENDED PROJECT IMPROVEMENTS AND PROJECT FAIR SHARE...........................................28
7.1 SIGNAL WARRANT ANALYSIS................................................................................................................... 28
7.2 RECOMMENDED PROJECT IMPROVEMENTS........................................................................................... 28
7.2 PROJECT FAIR SHARE............................................................................................................................... 28
8.0 ADDITIONAL ANALYSIS ........................................................................................................................31
8.1 PROJECT TRIP GENERATION COMPARISON............................................................................................. 31
8.2 PROJECT QUEUE COMPARISON............................................................................................................... 32
List of Tables
Table 1 HCM — LOS & Delay Ranges—Signalized Intersections.........................................................................3
Table 2 HCM — LOS & Delay Ranges—Unsignalized Intersections.....................................................................4
Table 3 Roadway Characteristics within Study Area..........................................................................................7
Table 4 Intersection Analysis— Existing Conditions...........................................................................................8
Table 5 Proposed Project Trip Generation.......................................................................................................13
Table 6 Intersection analysis— Project Completion Conditions.......................................................................17
Table 7 Intersection Analysis— Recommended EAP Improvements...............................................................18
Table8 Cumulative Project List........................................................................................................................23
Table 9 Intersection Analysis—Cumulative Conditions...................................................................................24
Table 10 Intersection Analysis— Recommended Project Improvements........................................................28
Table11 Fair Share Analysis.............................................................................................................................29
Table 12 Project Trip Generation Comparison.................................................................................................31
Table 13 Intersection Analysis Comparison.....................................................................................................32
Table 14 Queue Analysis Comparison..............................................................................................................32
List of Exhibits
Exhibit 1: Project Location and Study Area........................................................................................................5
Exhibit2: Project Site Plan .................................................................................................................................6
Exhibit 3: Existing Lane Geometry and Intersection Controls............................................................................9
Exhibit 4: Existing AM Peak Hour Volumes......................................................................................................10
Exhibit 5: Existing PM Peak Hour Volumes ......................................................................................................11
Exhibit 6: P AM Peak Hour Volumes ................................................................................................................14
Exhibit 7: P PM Peak Hour Volumes.................................................................................................................15
Exhibit 8: Project Trip Distribution...................................................................................................................16
Exhibit 9: EAP AM Peak Hour Volumes............................................................................................................19
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Lake Elsinore Retail Shops
Traffic Impact Analysis
Exhibit 10: EAP PM Peak Hour Volumes ..........................................................................................................20
Exhibit 11: Recommended EAP Improvements Lane Geometry and Intersection Controls ...........................21
Exhibit 12: Cumulative Project Map.................................................................................................................25
Exhibit 13: EAPC AM Peak Hour Volumes........................................................................................................26
Exhibit 14: EAPC PM Peak Hour Volumes........................................................................................................27
Exhibit 15: Recommended Improvements Lane Geometry and Intersection Controls...................................30
Appendices
Appendix A: Glossary of Terms
Appendix B: Scoping Agreement/City Documents
Appendix C: Existing Traffic Counts
Appendix D: HCM Analysis Sheets &Additional Analysis Sheets
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Lake Elsinore Retail Shops
Traffic Impact Analysis
1.0 EXECUTIVE SUMMARY
This traffic impact analysis (TIA) analyzes the projected traffic operations associated with the Lake Elsinore
Retail Shops project located at the southeast corner of Collier Avenue and Nichols Road in the City of Lake
Elsinore. The purpose of this TIA is to evaluate potential circulation system deficiencies that may result from
development of the proposed project, and to recommend improvements to achieve acceptable operations,
if applicable. This analysis has been prepared in coordination with the City of Lake Elsinore via a scoping
agreement (See Appendix B) and is pursuant to applicable County of Riverside General Plan, Caltrans traffic
impact analysis guidelines, and the City of Lake Elsinore General Plan.
The proposed project consists of constructing a 2,397 square foot fast food restaurant with drive-through
and 4,503 square foot business retail. Site access is planned via one right in/out driveway on Nichols Road
and one full-access driveway on Collier Avenue.The site is currently classified as commercial retail in the City
of Lake Elsinore General Plan Land Use Plan.
The proposed project is anticipated to be fully built and generating trips in 2025. To account for ambient
growth on roadways, Existing traffic volumes have been increased by a growth rate of 2% per year over a
two-year period for Project Completion conditions.
The proposed project is projected to generate 804 daily trips, 65 AM peak hour trips, and 65 PM peak hour
trips.
The following five (5) intersections in the vicinity of the project site have been included in the intersection
level of service (LOS) analysis:
1. Collier Avenue/ Nichols Road;
2. I-15 SB Ramps/ Nichols Road;
3. 1-15 NB Ramps/ Nichols Road;
4. Collier Avenue/ Project Driveway and;
5. Project Driveway/ Nichols Road;
The study intersections are analyzed for the following study scenarios:
• Existing Conditions;
• Opening Year With Project (Existing+Ambient+Project) Conditions;
• Cumulative Year With Project (Existing+Ambient+ Cumulative + Project) Conditions.
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Lake Elsinore Retail Shops
Traffic Impact Analysis
1.1 SUMMARY OF LEVEL OF SERVICE ANALYSIS RESULTS
Table ES-1 summarizes the results of the intersection level of service analysis based on the City of Lake
Elsinore's General Plan thresholds of significance for analyzing transportation deficiencies.
Table ES-1
Summary of Transportation Deficiencies at Study Intersections
Intersection Existing EAP EAPC
1 Collier Avenue Nichols Road Deficient Deficient
2 1-15 SB Ramps Nichols Road Deficient
3 1-15 NB Ramps Nichols Road Deficient
4 Collier Avenue Project Driveway
5 Project Driveway Nichols Road Deficient
Existing Conditions
The study intersections are projected to operate at an acceptable LOS during the AM and PM peak hours for
Existing conditions.
Opening Year With Protect (EAP) Conditions
The study intersections are projected to operate at an acceptable LOS during the AM and PM peak hours for
Opening Year 2025 conditions except for the following intersections.
• #1—Collier Avenue/ Nichols Road (AM Peak Hours).
Cumulative Year With Project (EAPC) Conditions
The study intersections are projected to operate at an acceptable LOS during the AM and PM peak hours for
Cumulative Year With Project conditions except for the following intersections.
• #1—Collier Avenue/ Nichols Road (AM and PM Peak Hours);
• #2—1-15 SB Ramps/ Nichols Road (AM and PM Peak Hours);
• #3—1-15 NB Ramps/ Nichols Road (AM and PM Peak Hours);
• #5—Project Driveway/ Nichols Road (AM and PM Peak Hours).
1.2 ON-SITE ROADWAY AND SITE ACCESS IMPROVEMENTS
Wherever necessary, roadways adjacent to the proposed project site and site access points will be
constructed in compliance with recommended roadway classifications and respective cross-sections in the
City of Lake Elsinore's General Plan or as directed by the City Engineer.
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Lake Elsinore Retail Shops
Traffic Impact Analysis
Sight distance at each project access point should be reviewed with respect to standard Caltrans and City
sight distance standards at the time of final grading, landscaping and street improvement plans.
Signing/striping should be implemented in conjunction with detailed construction plans for the project site.
1.3 OPERATIONAL IMPROVEMENTS'
Per City of Lake Elsinore's thresholds, the following intersections require operational improvements:
EAP
• Intersection #1—Change AWSC to a signalized intersection
EAPC
• Intersection #1—Add a NBL, replace the eastbound through-right with EBT lane, and EBR turn lane,
set WBL turn phasing to protected permissive;
• Intersection #2— Replace a SB left-through-right lane with a left-through lane, add a right turn lane,
and change AWSC to a signalized intersection
• Intersection #3 — Change NB left-through-right to a through-left, add a right-turn lane, and change
AWSC to a signalized intersection
• Intersection #5—Add an EBT Lane.
1.4 ADDITIONAL ANALYSIS
As shown in Section 8 of this report,the proposed site is anticipated to have no further LOS degradation with
the construction of Coffee Shop With Drive-Through and Indoor Seating land use instead of a Fast-Food
Restaurant With Drive-Through land use. Additionally, based on recent queue data collected at comparable
sites, the proposed site is anticipated to have adequate queue capacity to accommodate an 85t" percentile
queue of nine (9) vehicles.
1.5 FAIR SHARE ANALYSIS
The project fair share cost contributions may be applicable to the project at a minimum not as a sole
restriction City my condition the project as fitting. Table ES-2 shows the project's fair share percentage for
each intersection requiring improvements
1 NB= Northbound,SB=Southbound, EB= Eastbound,WB=Westbound L=Left,T=Through, R= Right
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Lake Elsinore Retail Shops
Traffic Impact Analysis
Table ES-2
Fair Share Analysis
Intersection Peak Hour Project Future Development Trips Project%of Fair Share
Trips
1 Collier Avenue/ AM 35 2,335 1.5%
Nichols Road PM 33 3,335 1.0%
2 1-15 SB Ramps/ AM 33 1,398 2.4%
Nichols Road PM 33 2,033 1.6%
3 1-15 NB Ramps/ AM 20 1,083 1.8%
Nichols Road PM 20 1,528 1.3%
5 Project Driveway/ AM 42 1,349 3.1%
Nichols Road PM 40 1,947 2.1%
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2.0 INTRODUCTION
This traffic impact analysis (TIA) analyzes the projected traffic operations associated with the Lake Elsinore
Retail Shops project located at the southeast corner of Collier Avenue and Nichols Road in the City of Lake
Elsinore. The purpose of this TIA is to evaluate potential circulation system deficiencies that may result from
development of the proposed project, and to recommend improvements to achieve acceptable operations,
if applicable. This analysis has been prepared in coordination with the City of Lake Elsinore via a scoping
agreement (See Appendix B) and is pursuant to applicable County of Riverside General Plan, Caltrans traffic
impact analysis guidelines, and the City of Lake Elsinore General Plan.
2.1 PROJECT DESCRIPTION
The proposed project consists of constructing a 2,397 square foot fast food restaurant with drive-through
and 4,503 square foot business retail. Site access is planned via one right in/out driveway on Nichols Road
and one full-access driveway on Collier Avenue.The site is currently classified as commercial retail in the City
of Lake Elsinore General Plan Land Use Plan.
The proposed project is anticipated to be fully built and generating trips in 2025. To account for ambient
growth on roadways, Existing traffic volumes have been increased by a growth rate of 2% per year over a
two-year period for Project Completion conditions.
Exhibit 1 shows the project site location. Exhibit 2 shows the proposed project site plan.
2.2 STUDY AREA
The following five (5) intersections in the vicinity of the project site have been included in the intersection
level of service (LOS) analysis:
1. Collier Avenue/ Nichols Road;
2. 1-15 SB Ramps/ Nichols Road;
3. 1-15 NB Ramps/ Nichols Road;
4. Collier Avenue/ Project Driveway and;
5. Project Driveway/ Nichols Road.
The study intersections are all located within the City of Lake Elsinore.
This traffic analysis follows the City of Lake Elsinore Dream Extreme Traffic ImpactAnalysis Guidelines Revised
(November, 2022), and the Caltrans Guidelines for the Preparation of Traffic Impact Studies (December,
2002). Below are the following study scenarios:
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• Existing Conditions;
• Opening Year With Project (Existing+Ambient+Project) Conditions;
• Cumulative Year With Project (Existing+Ambient+ Cumulative + Project) Conditions.
Traffic operations are evaluated for the following time periods:
• Weekday AM Peak Hour occurring within 7:00 AM to 9:00 AM; and
• Weekday PM Peak Hour occurring within 4:00 PM to 6:00 PM; and
2.3 ANALYSIS METHODOLOGY
2.3.1 Intersection Analysis Methodology
Level of Service (LOS) is commonly used to describe the quality of flow on roadways and at intersections
using a range of LOS from LOS A (free flow with little congestion) to LOS F (severely congested conditions).
The definitions for LOS for interruption of traffic flow differ depending on the type of traffic control (traffic
signal, unsignalized intersection with side street stops, unsignalized intersection with all-way stops). The
Highway Capacity Manual (HCM) 6 (Transportation Research Board, 2016) methodology expresses the LOS
of an intersection in terms of delay time for the intersection approaches. The HCM methodology utilizes
different procedures for different types of intersection control.
The City of Lake Elsinore, County of Riverside, and Caltrans,traffic impact study guidelines require signalized
intersection operations be analyzed utilizing the HCM 61"edition methodology. Intersection LOS for signalized
intersections is based on the intersections average control delay for all movements at the intersection during
the peak hour. Control delay includes initial deceleration delay, queue move-up time, stopped delay, and
final acceleration delay.
Table 1 describes the general characteristics of traffic flow and accompanying delay ranges at signalized
intersections.
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Table 1
HCM — LOS & Delay Ranges—Signalized Intersections
Level of Service Description Delay
(in seconds)
A Very favorable progression;most vehicles arrive during green signal and do not stop. 0—10.00
Short cycle lengths.
B Good progression,short cycle lengths. More vehicles stop than for LOS A. 10.01—20.00
Fair progression;longer cycle lengths. Individual cycle failures may begin to appear. The
C number of vehicles stopping is significant,though many vehicles still pass through 20.01—35.00
without stopping.
Progression less favorable,longer cycle length and high flow/capacity ratio. The
D proportion of vehicles that pass through without stopping diminishes.Individual cycle 35.01—55.00
failures are obvious.
Severe congestion with some long-standing queues on critical approaches.Poor
E progression,long cycle lengths and high flow/capacity ratio. Individual cycle failures are 55.01—80.00
frequent.
F Very poor progression,long cycle lengths and many individual cycle failures. Arrival flow >80.01
rates exceed capacity of intersection.
Source:Transportation Research Board,Highway Capacity Manual,HCM 6th Edition(Washington D.C.,2016).
Collected peak hour traffic volumes have been adjusted using a peak hour factor (PHF) to reflect peak 15-
minute volumes. It is a common practice in LOS analysis to conservatively use a peak 15-minute flow rate
applied to the entire hour to derive flow rates in vehicles per hour that are used in the LOS analysis. The PHF
is the relationship between the peak 15-minute flow rate and the full hourly volume. PHF= [Hourly Volume]/
[4 * Peak 15-Minute Volume]. The use of a 15-minute PHF produces a more detailed and conservative
analysis compared to analyzing vehicles per hour. Existing PHFs, obtained from the existing traffic counts
have been used for all analysis scenarios in this study.
The traffic study guidelines also require unsignalized intersection operations be analyzed utilizing the HCM
6th Edition methodology. Intersection operation for unsignalized intersections is based on the weighted
average control delay expressed in seconds per vehicle.
At a two-way or side-street stop-controlled intersection, LOS is calculated for each stop-controlled minor
street movement, for the left-turn movement(s) from the major street, and for the intersection as a whole.
For approaches consisting of a single lane, the delay is calculated as the average of all movements in that
lane. For all-way stop-controlled intersection, LOS is computed for the intersection as a whole.
Table 2 describes the general characteristics of traffic flow and accompanying delay ranges at unsignalized
intersections.
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Table 2
HCM — LOS & Delay Ranges— Unsignalized Intersections
Level Of Delay
Description
Service (in seconds)
A Little or no delays. 0—10.00
B Short traffic delays. 10.01-15.00
C Average traffic delays. 15.01—25.00
D Long traffic delays. Multiple vehicles in queue. 25.01—35.00
E Very long delays. Demand approaching capacity of intersection 35.01—50.00
F Very constrained flow with extreme delays and intersection capacity exceeded. >50.01
Source:Transportation Research Board,Highway Capacity Manual,HCM 6th Edition(Washington D.C.,2016).
This analysis utilizes PTV Vistro 2022 analysis software for all signalized and unsignalized intersections. Vistro
is a macroscopic traffic software program that is based on the signalized intersection capacity analysis
specified in Chapter 16 of the HCM. The level of service and capacity analysis performed within Vistro takes
the optimization and coordination of signalized intersections within a network into consideration.
2.4 PERFORMANCE CRITERIA
2.4.1 City of Lake Elsinore
The City of Lake Elsinore, in general, requires that peak-hour intersections operate at LOS"D" or better to be
considered acceptable. Therefore, any City intersection operating at LOS "E" or LOS "F" will be considered
deficient. However, LOS "E" will be considered acceptable in both the Main Street Overlay area and the
Ballpark District Planning Districts in an effort to increase activity and revitalize these areas.Any intersection
operating at LOS "F" will be considered deficient
2.4.2 Caltrans
Caltrans endeavors to maintain a target LOS at the transition between LOS"C" and LOS "D" on State Highway
facilities, although Caltrans acknowledges that this may not always be feasible. If an existing State Highway
facility is operating at less than this target LOS,the existing LOS should be maintained. In general,the region-
wide goal for acceptable LOS on all freeways, roadway segments and intersections is LOS "D". Consistent
with the County of Riverside LOS threshold, LOS "D" will be used as the target LOS for state highway
intersection in this analysis.
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Exhibit 1: Proposed Project Location
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Lake Elsinore Retail Shops Traffic Impact Analysis 6 PSR-23-001
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3.0 EXISTING CONDITIONS
3.1 EXISTING CIRCULATION NETWORK/STUDY AREA CONDITIONS
The characteristics of the roadway system in the vicinity of the proposed project are described in Table 3.
Table 3
Roadway Characteristics within Study Area
Roadway Classification1 Jurisdiction Direction Existing Median Speed Limit On-Street
Travel Lanes Type' (mph) Parking
Nichols Major
Lake Elsinore East-West 2 RM 50 No
Road Highway
Collier Major
Lake Elsinore North-South 4 RM 50 No
Avenue Highway
1:Sources:City of Lake Elsinore Transportation and Circulation(December,2011)
2:RM=Raised Median,NM=No Median.
Exhibit 3 show existing conditions lane geometry and intersection controls.
3.2 CITY OF LAKE ELSINORE GENERAL PLAN MOBILITY ELEMENT
The proposed project site is located within the City of Lake Elsinore. Appendix B contains the current City of
Lake Elsinore Recommended Circulation Roadway System and an explanation of roadway cross sections.
3.3 EXISTING BICYCLE AND PEDESTRIAN FACILITIES
Within the study area there a Class II bike lanes along Collier Avenue. Appendix B contains the City of Lake
Elsinore and Riverside County's Bikeway paths.
Sidewalk is available both on the east and west of Collier Avenue, and south of Nichols Road.
3.4 EXISTING PUBLIC TRANSIT SERVICES
Riverside County is served by the Riverside Transit Agency which provides bus service throughout the
Riverside County region. Appendix B shows the RTA routes in the vicinity of the project site.
Riverside Transit Agency routes 8, 9 and 206 are the nearest bus stops. The stops are located within the
exiting parking lot adjacent to the project site.
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3.5 EXISTING TRAFFIC VOLUMES
To determine the existing operation of the study intersections, weekday AM and PM peak period traffic
volumes were estimated based on new traffic counts collected on Thursday August 31, 2023. Detailed traffic
count data is provided in Appendix C.Exhibit 4 and Exhibit 5 show the existing AM and PM peak hour volumes
at the study intersection.
3.6 EXISTING CONDITIONS INTERSECTION LEVEL OF SERVICE ANALYSIS
Existing conditions AM, and PM peak hour intersection analysis is shown in Table 4. Calculations are based
on the existing geometrics at the study area intersections as shown in Exhibit 3. HCM analysis sheets are
provided in Appendix D.
Table 4
Intersection Analysis—Existing Conditions
Intersection Control Type Peak Hour Existing Conditions
Delay' LOS
1 Collier Avenue Nichols Road AWSC AM 32.2 D
PM 18.8 C
AM 11.5 B
2 1-15 SB Ramps Nichols Road AWSC
PM 14.3 B
AM 11.3 B
3 1-15 NB Ramps Nichols Road AWSC
PM 10.4 B
AM 10.8 B
4 Collier Avenue Project Driveway TWSC
PM 12.1 B
AM 14.4 B
5 Project Driveway Nichols Road TWSC
PM 11.6 B
1: Per the Highway Capacity Manual 611 Edition, overall average delay and LOS are shown for signalized and all-way stop-controlled intersections. For
intersections with one-or-two-way stop-control,the delay and LOS for the worst individual movement is shown.
As shown in Table 4,the study intersections are currently operating at an acceptable LOS during the AM, and
PM peak hours for existing conditions.
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Collier Avenue/ 1-15 SB Ramps/ 1-15 NB Ramps/ Collier Avenue/ Project Driveway/
Nichols Road Nichols Road Nichols Road Project Driveway Nichols Road
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Exhibit 3: Existing Lane Geometry and Intersection Controls
Lake Elsinore Retail Shops Traffic Impact Analysis 9 PSR-23-001
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AM Peak Hour Volumes
Collier Avenue/ 1-15 SB Ramps/ 1-15 NB Ramps/ Collier Avenue/ Project Driveway/
Nichols Road Nichols Road Nichols Road Project Driveway Nichols Road
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Exhibit 4: Existing AM Peak Hour Volumes
Lake Elsinore Retail Shops Traffic Impact Analysis 10 PSR-23-001
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PM Peak Hour Volumes
Collier Avenue/ 1-15 SB Ramps/ 1-15 NB Ramps/ Collier Avenue/ Project Driveway/
Nichols Road Nichols Road Nichols Road Project Driveway Nichols Road
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Exhibit 5: Existing PM Peak Hour Volumes
Lake Elsinore Retail Shops Traffic Impact Analysis 11 PSR-23-001
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4.0 PROPOSED PROJECT
4.1 PROJECT DESCRIPTION
The proposed project consists of constructing a 2,397 square foot fast food restaurant with drive-through
and 4,503 square foot business retail. Site access is planned via one right in/out driveway on Nichols Road
and one full-access driveway on Collier Avenue The site is currently classified as commercial retail in the City
of Lake Elsinore General Plan Land Use Plan.
The proposed project is anticipated to be fully built and generating trips in 2025. To account for ambient
growth on roadways, Existing traffic volumes have been increased by a growth rate of 2% per year over a
two-year period for Project Completion conditions.
4.2 PROJECT TRIP GENERATION
Trip generation represents the amount of traffic, both inbound and outbound, produced by a development.
Determining trip generation for a proposed project is based on projecting the amount of traffic that the
specific land uses being proposed will produce. The trip generation was calculated using the Institute of
Transportation Engineers (ITE) Trip Generation Manual(11th Edition, 2021) trip generation rates were used
to determine trip generation.
Table 5 summarizes the proposed project is projected to generate 1362 daily trips, 118 AM peak hour trips,
and 109 PM peak hour trips. With pass-by applied, the proposed project is projected to generate 804 new
daily trips, 65 new AM peak hour trips, and 65 new PM peak hour trips.
Exhibit 6 and Exhibit 7 show the project volumes.
4.3 PROJECTTRIP DISTRIBUTION
Projecting trip distribution involves the process of identifying probable destinations and traffic routes that
will be utilized by the proposed project's traffic. The potential interaction between the proposed land use
and surrounding regional access routes are considered to identify the probable routes onto which project
traffic would distribute.The projected trip distribution for the proposed project is based on anticipated travel
patterns to and from the project site. Exhibit 8 shows the projected trip distribution of proposed project
trips.
l
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Table 5
Proposed Project Trip Generation
ITE Daily AM Peak Hour PM Peak Hour
Proposed Land Use' Codel Qty Unite Rate Volume Rate In:Out Volume Rate In:Out Volume
Split In Out Total Split In Out Total
Strip Retail Plaza(<40k) 822 4.50 TSF 54.45 245 2.36 60:40 7 4 11 6.59 50:50 15 15 30
Fast-Food Restaurant with Drive- 934 2.39 TSF 467.48 1,117 44.61 51:49 55 52 107 33.03 52:48 41 38 79
Through Window
Pass-By Trips(0.5 Daily,0.5 AM,
559 28 26 54 23 21 44
0.55 PM)
Results Daily Volume AM Peak Hour In Out Total PM Peak Hour In Out Total
Subtotal 1,362 62 56 118 56 53 109
Pass-By Trips -559 -28 -26 -54 -23 -21 -44
Net Total 804 35 30 65 33 32 65
1:Trip generation and pass-by rates from ITE Trip Generation(11th Edition,2021).
2:TSF=Thousand Square Feet.
CqIr 1 PSR-23-001
13
Nacho\s
Road
3
1 2
5
/
qG�
AM Peak Hour Volumes
Collier Avenue/ 1-15 SB Ramps/ 1-15 NB Ramps/ Collier Avenue/ Project Driveway/
Nichols Road
2 /� Nichols Road (F/��i' Nichols Road ` A 1 Project Driveway
(/�� Nichols Road
0 ° �5 i8 — 92
fB B ° 3 — �_ ♦ " i
m O 1+00 V 01
Exhibit 6: P AM Peak Hour Volumes
Lake Elsinore Retail Shops Traffic Impact Analysis 14 PSR-23-001
nwenxE.nixo,ixc. Not to Scale
3
1 2
5
i
PM Peak Hour Volumes
Collier Avenue/ 1-15 SB Ramps/ 1-15 NB Ramps/ Collier Avenue/ Project Driveway/
Nichols Road Nichols Road Nichols Road Project Driveway Nichols Road
10
o - � 17 ad o $ � 14 : � -- �
Exhibit 7: P PM Peak Hour Volumes
Lake Elsinore Retail Shops Traffic Impact Analysis 15 PSR-23-001
nwenxE.nixo,ixc. Not to Scale
20%
N�ch°\sR°ad
_ 10%
30% 3
25%
50% 2
1 5
20%
25
4 ♦♦ r(L��i1a
25%
r�
L�
7�
i
Legend:
U-2=1 Project Site
® Study Intersection Location
(XX%) Percent Trip Distribution
Exhibit 8: Proposed Project Trip Distribution
Lake Elsinore Retail Shops Traffic Impact Analysis 16 PSR-23-001 IQ
nwenxE.nixo,ixc. Not to Scale
5.0 PROJECT COMPLETION CONDITIONS (EAP)
Project Completion conditions (EAP) conditions analysis is intended to identify the project-related impacts on
both the existing and planned near-term circulation system.
5.1 ROADWAY IMPROVEMENTS
The lane configurations and traffic controls assumed to be in place for the EAP scenario are consistent with
those previously shown in Exhibit 3.
5.2 PROJECT COMPLETION TRAFFIC VOLUMES
EAP volumes include the trips generated by the completion of the proposed project. Since the proposed
project is expected to be fully completed and generating trips in 2025, EAP volumes include an ambient
growth rate of 2% per year for two years, applied to existing volumes.
Project Completion Volumes = (Existing (2023) Counts * 1.02A2) + Project Volume
Exhibit 9 and Exhibit 10 shows EAP AM and PM peak hour volumes at the study intersection.
5.3 PROJECT COMPLETION INTERSECTION LEVEL OF SERVICE ANALYSIS
Project Completion conditions AM, and PM peak hour intersection analysis is shown in Table 6. HCM
analysis sheets are provided in Appendix D.
Table 6
Intersection analysis—Project Completion Conditions
EAP Conditions
Intersection Control Type Peak Hour
Delay' LOS
AM 42.3 E
1 Collier Avenue Nichols Road AWSC
PM 21.5 C
AM 11.4 B
2 1-15 SB Ramps Nichols Road AWSC
PM 12.7 B
AM 11.9 B
3 1-15 NB Ramps Nichols Road AWSC
PM 10.8 B
AM 11.6 B
4 Collier Avenue Project Driveway TWSC
PM 13.1 B
AM 5 Project Driveway Nichols Road TWSC 15.8 C
PM 12.2 B
1:Per the Highway Capacity Manual 6"Edition,overall average delay and LOS are shown for signalized and all-way stop-controlled intersections.For intersections with one-or-
two-way stop-control,the delay and LOS for the worst individual movement is shown.
41D PSR-23-001
— 17
As shown in Table 6,the study intersections are projected to continue to operate at an acceptable LOS during
the AM and PM peak hours for EAP conditions, except for the following intersections.
• #1—Collier Avenue/ Nichols Road (AM Peak Hours).
5.4 SIGNAL WARRANT ANALYSIS
A signal warrant analysis was conducted for Intersection #1 Collier Avenue/Nichols Road; a signal is
warranted in the PM peak hours. Analysis sheets are provided in Appendix D.
5.5 RECOMMENDED PROJECT IMPROVEMENTS
Development of the proposed project would result in unsatisfactory queueing impacts at one intersection in
the EAP conditions.The following improvements would result in the intersections operating with satisfactory
and improved queueing. In consistency with the Nichols Ranch TIA prepared by Urban Crossroads (January,
2019). The following recommendations were provided below:
• Intersection #1—Change AWSC to a signalized intersection
Recommended project improvements AM, and PM peak hour intersection analysis is shown in Table 7 and
are also shown in Exhibit 11. HCM analysis sheets are provided in Appendix D.
Table 7
Intersection Analysis—Recommended EAP Improvements
Control Peak EAP Conditions Control Improvement
Intersection Conditions Change Deficient?
Type Hour Delay' LOS Type Delay' LOS
1 Collier Avenue Nichols Road AWSC AM 42.3 E Signal 8.3 A -34.0 No
PM 21.5 C 9.6 A -11.9 No
1: Per the Highway Capacity Manual 6t1 Edition, overall average delay and LOS are shown for signalized and all-way stop-controlled intersections. For
intersections with one-or-two-way stop-control,the delay and LOS for the worst individual movement is shown.
I�I PSR-23-001
—� 18
3
. 1 2
5
i
AM Peak Hour Volumes
Collier Avenue/ 1-15 SB Ramps/ 1-15 NB Ramps/ Collier Avenue/ Project Driveway/
Nichols Road Nichols Road Nichols Road Project Driveway Nichols Road
�J 2 0f
37
Exhibit 9: EAP AM Peak Hour Volumes
Lake Elsinore Retail Shops Traffic Impact Analysis 19 PSR-23-001
nwenxE.nixo,ixc. Not to Scale
3
1 2
5
i
PM Peak Hour Volumes
Collier Avenue/ 1-15 SB Ramps/ 1-15 NB Ramps/ Collier Avenue/ Project Driveway/
Nichols Road Nichols Road Nichols Road Project Driveway Nichols Road
40
289 — 459 227 162 20 ` 41394
71 -.. 273 258 1d2g 214 — 134 r 24 W
Exhibit 10: EAP PM Peak Hour Volumes
Lake Elsinore Retail Shops Traffic Impact Analysis 20 PSR-23-001
nwenxE.nixo,ixc. Not to Scale
ti
3
5
i
tAxcl
7
Collier Avenue/
Nichols Road
1 �
Exhibit 11: Recommended EAP Improvements Lane Geometry and Intersection Controls
Lake Elsinore Retail Shops Traffic Impact Analysis 21 PSR-23-001
nwen�xE.nixo,ixc. Not to Scale
6.0 CUMULATIVE CONDITIONS (EAPC)
Cumulative conditions (EAPC) analysis is intended to identify the project-related impacts on both the existing
and planned near-term circulation system.
6.1 ROADWAY IMPROVEMENTS
The lane configurations and traffic controls assumed to be in place for the EAPC scenario are consistent with
those previously shown in Exhibit 3.
6.2 CUMULATIVE YEAR TRAFFIC VOLUMES
EAPC volumes include background traffic plus the addition of the traffic projected to be generated by the
proposed project and traffic projected to be generated by cumulative developments in the vicinity of the
proposed project. Cumulative developments are projects which are in various stages of planning, entitlement
and construction. Since the proposed project is expected to be built and generating trips in 2025, EAPC
volumes include an ambient growth rate of 2% per year for two year, applied to existing volumes.
EAPC Volumes = (Existing (2023) Counts * 1.02A2) + Project Volume + Cumulative Projects
6.3 CUMULATIVE PROJECTS TRAFFIC
This analysis also accounts for other reasonably foreseeable development projects which are either approved
or are currently being processed in the study area as part of a cumulative analysis scenario. A list of
cumulative projects was developed for this analysis through consultation with City staff, and obtainment of
current development status reports. A summary of cumulative projects land uses is shown in Exhibit 12.
�I PSR-23-001
-� 22
Table 8
Cumulative Project List
Daily AM Peak Hour PM Peak Hour
Project Land Use' ITE City Unit' In:Out Volume In:Out Volume
11111111111116 Code' Rate Volume Rate Rate
Split In Out Split In Out Total
Single-Family Detached Housing 210 1056 DU 9.43 9,958 0.7 26:74 192 547 739 0.94 63:37 626 367 993
Multifamily Housing(Low-Rise),Not Close to Rail 220(1) 345 DU 6.74 2,325 0.4 24:76 33 105 138 0.51 63:37 111 65 176
Transit
1. Alberhill Ridge
Shopping Center(>300k) 820(2) 679.00 TSF 37.01 25,130 0.84 62:38 353 217 570 3.4 48:52 1108 1201 2309
Pass-By Trips(0.19Daily,0.19PM) -4,775 0 0 0 -211 -228 -439
General Office Building 710 679.00 T5F 10.84 7,360 1.52 88:12 908 124 1032 1.44 17:83 166 812 978
2. Terracina Single-Family Detached Housing 210 365 DU 9.43 3,442 0.7 26:74 67 189 256 0.94 63:37 216 127 343
3. Fairway Business Park General Light Industrial 110 216.60 TSF 4.87 1,055 0.74 88:12 141 19 160 0.65 14:86 20 121 141
Convenience Store/Gas Station,GFA(2-4k),VFP 945(2) 18 VFP 265.12 4,772 16.06 50:50 145 144 289 18.42 50:50 166 166 332
(>81
4. Kassab Travel Center Pass-By Trips(0.75 Daily,0.76AM,0.75 PM) -3,579 -110 -109 -220 -125 -125 -249
Fast-Food Restaurant with Drive-Through Window 934 2.540 TSF 467.48 1,187 44.61 51:49 58 55 113 33.03 52:48 44 40 84
Pass-By Trips(0.5 Daily,0.5 AM,0.55 PM) 1 -594 -29 -28 -57 -24 -22 -46
Single-Family Detached Housing 210 168 DU 9.43 1,584 0.7 26:74 31 87 118 0.94 63:37 100 58 158
5. Nichols Ranch Hotel 310 130 RM 7.99 1,039 0.46 56:44 34 26 60 0.59 51:49 39 38 77
Strip Retail Plaza(<40k) 822 29.50 TSF 54.45 1,606 2.36 60:40 42 28 70 6.59 50:50 97 97 194
6. The Lakeview Plaza Shopping Plaza(40-150k),Without Supermarket 821(2) 43 TSF 67.52 2,903 1.73 62:38 46 28 74 5.19 49:51 109 114 223
Pass-By Trips(0.4 Daily,0.4 PM) -1,161 0 0 0 -44 -46 -89
Fast-Food Restaurant with Drive-Through Window 934 5.80 TSF 467.48 2,711 44.61 51:49 132 127 259 33.03 52:48 100 92 192
Pass-By Trips(0.5Daily,0.5AM,0.55 PM) -1,356 -66 -64 -130 -55 -51 -106
Convenience Store/Gas Station,GFA(2-4k),VFP 945(2) 5.80 VFP 265.12 1,538 16.06 50:50 47 46 93 18.42 50:50 54 53 107
Lake and Mountain (>8)
7 Commercial Center Pass-By Trips(0.75Daily,0.76AM,0.75 PM) -1,154 -36 -35 -71 -41 -40 -80
Fast-Food Restaurant with Drive-Through Window 934 5.80 TSF 467.48 2,711 44.61 51:49 132 127 259 33.03 52:48 100 92 192
Pass-By Trips(0.5 Daily,0.5AM,0.55 PM) -1,356 -66 -64 -130 -55 -51 -106
Strip Retail Plaza(<40k) 822 3.20 TSF 54.45 174 2.36 60:40 5 3 8 6.59 50:50 11 10 21
8. Pacific Coral Single-Family Detached Housing 210 205 DU 9.43 1,933 0.7 26:74 37 107 144 0.94 63:37 1 122 71 193
9. Sunny Express Carwash Automated Car Wash 948 1 unn 780 790 0 50:50 0 0 0 77.5 50:50 39 39 78
10. North Elsinore Business General Light Industrial 110 11 TSF 4.87 54 0.74 88:12 7 1 8 0.65 14:86 1 6 7
Fast-Food Restaurant with Drive-Through Window 934 6.00 TSF 467.48 2,805 44.61 51:49 137 131 268 33.03 52:48 103 95 198
Pass-By Trips(0.5Daily,0.5AM,0.55PM) -1,403 -69 -66 -134 -57 -52 -109
Convenience Store/Gas Station,GFA(2-4k),VFP(2-945(1) 16 VFP 265.12 4,242 16.06 50:50 129 128 257 18.42 50:50 148 147 295
11. Evergreen Development Pass-By Trips(0.56Daily,0.6AM,0.56PM) -2,376 -77 -77 -154 -83 -82 -165
Automated Car Wash 948 1 Tunn 780 780 0 50:50 0 0 0 77.5 50:50 39 39 78
Supermarket 850 43.05 TSF 93.84 4,040 2.86 59:41 73 50 123 8.95 50:50 193 192 385
Pass-By Trips(0.24 Daily,0.24 PM) -970 0 0 0 -46 -46 -92
12. Mason Motorsports General Light Industrial 110 25.50 TSF 4.87 124 0.74 88:12 17 2 19 0.65 14:86 2 15 17
13. The Cove Multifamily Housing(Low-Rise),Not Close to Rail 220(1) 280 DU 6.74 1,887 0.4 24:76 27 85 112 0.51 63:37 90 53 143
General Office Building 710 261.36 TSF 10.84 2,833 1.52 88:12 349 48 397 1.44 17:83 64 312 376
14. Hampton Inn&Suites Hotel 310 101 1 RM 7.99 807 0.46 56:44 26 20 46 0.59 51:49 31 29 60
15. 3rd&Cambern Multifamily Housing(Low-Rise),Not Close to Rail 220(1)1 75 1 DU 6.74 506 0.4 24:76 7 23 30 0.51 63:37 24 14 38
Fast-Food Restaurant with Drive-Through Window 934 3.86 TSF 467.48 1,804 44.61 51:49 88 84 172 33.03 52:48 66 61 127
16. PDG Lake Elsinore Pass-By Trips(0.5Daily,0.5AM,0.55 PM) -902 -44 -42 -86 -36 -34 -70
Strip Retail Plaza(<40k) 822 3.86 TSF 54.45 210 2.36 60:40 5 4 9 6.59 50:50 13 12 25
Fast-Food Restaurant with Drive-Through Window 934 2.60 TSF 467.48 1,215 44.61 51:49 59 57 116 33.03 52:48 45 41 86
17. Jack in the Box El Toro
Pass-By Trips(0.5 Daily,0.5 AM,0.55 PM) -608 -30 -29 -58 -25 -23 -47
Coffee/Donut Shop with Drive-Through Window 937 0.63 TSF 533.57 336 85.88 51:49 28 26 54 38.99 50:50 13 12 25
18. Starbucks Coffee Shop Coffee/Donut Shop with Drive-Through Window 937 4.40 TSF 533.57 2,348 85.88 51:49 193 185 378 38.99 50:50 86 86 172
Results Daily Volume AM Peak Hour In Out Total PM Peak Hour In Out Total
Subtotal 96,199 3,548 2,823 6,371 4,146 4,677 8,823
Pass-By Trips -20,230 -526 -512 -1,038 -800 -798 -1,598
Net Total 75,9691 3,022 2,311 5,333 3,346 3,879 7,225
1:Trip generation and pass-by rates from ITE Trip Generation(11th Edition,2021).
2:Parentheses reflect subcategory of land use code.For example,945(2)is only convenience stores/gas stations with a general floor area(GFA)of 2-4k square feet and>8 VFPs.
3:RM=Rooms;TSF=Thousand Square Feet;VFP=Vehicle Fueling Positions;DU=Dwelling Units.
isPSR-23-001
23
6.4 EAPC INTERSECTION LEVEL OF SERVICE ANALYSIS
EAPC AM, and PM peak hour intersection analysis is shown in Table 9. HCM analysis sheets are provided in
Appendix D. Exhibit 13 and Exhibit 14 shows EAPC AM and PM peak hour volumes at the study
intersection.
Table 9
Intersection Analysis-Cumulative Conditions
Intersection Control Peak EAP Conditions Control EAPC Conditions Change Deficient?
Type Hour Delay' LOS Type Delay, LOS
1 Collier Avenue Nichols Road AWSC AM 42.3 E AWSC 669.1 F 626.8 Yes
PM 21.5 C 862.5 F 841.0 Yes
2 I-15 SB Ramps Nichols Road AWSC AM 11.4 B AWSC 174.3 F 162.9 Yes
PM 12.7 B 273.5 F 260.8 Yes
3 I-15 NB Ramps Nichols Road AWSC AM 11.9 B AWSC 131.9 F 120.0 Yes
PM 10.8 B 151.7 F 140.9 Yes
4 Collier Avenue Project Driveway TWSC AM 11.6 B TWSC 16.8 C 5.3 No
PM 13.1 B 22.80 C 9.7 No
5 Project Driveway Nichols Road TWSC AM 15.8 C TWSC 55.1 F 39.3 Yes
PM 12.2 B 95.6 F 83.4 Yes
1: Per the Highway Capacity Manual 6" Edition, overall average delay and LOS are shown for signalized and all-way stop-controlled intersections. For
intersections with one-or-two-way stop-control,the delay and LOS for the worst individual movement is shown.
As shown in Table 9,the study intersections are projected to continue to operate at an acceptable LOS during
the AM and PM peak hours for Cumulative conditions, except for the following intersections.
• #1-Collier Avenue/ Nichols Road (AM and PM Peak Hours);
• #2-1-15 SIB Ramps/ Nichols Road (AM and PM Peak Hours);
• #3-1-15 NB Ramps/ Nichols Road (AM and PM Peak Hours);
• #5-Project Driveway/ Nichols Road (Am and PM Peak Hours).
I�I PSR-23-001
-OW 24
Protect
• � .. t' 1:-..- berftill Ritf�E.................................................................
. ?. ...Te.rracina
` 6 3. Fairway Business Park
pe . ~ ♦ , y1 4. IKassabTravel Center
S. INichols Ranch
7 �} / 6. The Lakeview Plaza
`1 +.t' *A 7. Lake and Mountain Comrnercial Center
.$:........�PatFit Co:�.......-..
4 9. ;Sunny Express C�, wash
OU). North Elsinore Business Park
:i 11. Evergreen Development
12. Mason Motorsports
t 13. The Cove
14. lHampton Inn&Suites
i5. 3rd&carnhern ApartniNnr.
16 PDG Lake Elsinore.
17 lack in the Box-El-Toro
------------------------
is. iStarbucks Coffee Shop
Ilk
or
2
10 O 11
T
Legend:
O Approximate Cumulative Project Locations
Project Site
Exhibit 12: Cumulative Project Map
Lake Elsinore Retail Shops Traffic Impact Analysis 25 PSR-23-001
nwen�xE.nixo,ixc. Not to Scale
3
. 1 2
5
i
AM Peak Hour Volumes
Collier Avenue/ 1-15 SB Ramps/ 1-15 NB Ramps/ Collier Avenue/ Project Driveway/
Nichols Road Nichols Road Nichols Road Project Driveway Nichols Road
uo
Sig
{ fib '3 $
Exhibit 12: EAPC AM Peak Hour Volumes
Lake Elsinore Retail Shops Traffic Impact Analysis 26 PSR-23-001
nwenxE.nixo,ixc. Not to Scale
3
. 1 2
5
i
AM Peak Hour Volumes
Collier Avenue/ 1-15 SB Ramps/ 1-15 NB Ramps/ Collier Avenue/ Project Driveway/
Nichols Road Nichols Road Nichols Road Project Driveway Nichols Road
1 2 3 4 5
Een 3
Exhibit 14: EAPC PM Peak Hour Volumes
Lake Elsinore Retail Shops Traffic Impact Analysis 27 PSR-23-001
nwenxE.nixo,ixc. Not to Scale
7.0 RECOMMENDED PROJECT IMPROVEMENTS AND PROJECT FAIR SHARE
7.1 SIGNAL WARRANT ANALYSIS
A signal warrant analysis was conducted for Intersection #2 I-15 SB Ramps/Nichols Road and Intersection #3
1-15 NB Ramps/Nichols Road;a signal is warranted in the AM and PM peak hours.Analysis sheets are provided
in Appendix D.
7.2 RECOMMENDED PROJECT IMPROVEMENTS
Development of the proposed project would result in unsatisfactory queueing impacts at one intersection in
the EAPC conditions. The following improvements would result in the intersections operating with
satisfactory and improved queueing. In consistency with the Nichols Ranch TIA prepared by Urban Crossroads
(January, 2019). The following recommendations were provided below:
• Intersection #1 —Add a NBL, replace the eastbound through-right with EBT lane, and EBR turn lane,
set WBL turn phasing to protected permissive;
• Intersection #2— Replace a SB left-through-right lane with a left-through lane, add a right turn lane,
and change AWSC to a signalized intersection
• Intersection #3 — Change NB left-through-right to a through-left, add a right-turn lane, and change
AWSC to a signalized intersection
• Intersection #5—Add an EBT Lane.
Recommended project improvements AM, and PM peak hour intersection analysis is shown in Table 10 and
are also shown in Exhibit 15. HCM analysis sheets are provided in Appendix D.
Table 10
Intersection Analysis—Recommended Project Improvements
EAPC Improvement
Intersection Control Peak Conditions Control Conditions Change Deficient?
Type Hour Delay' LOS Type Delay' LOS
1 Collier Avenue Nichols Road AWSC AM 669.1 F Signal 17.4 B -651.7 No
PM 862.5 F 47.9 D -814.6 No
2 I-15 SB Ramps Nichols Road AWSC AM 174.3 F Signal 14.6 B -159.7 No
PM 273.5 F 43.3 D -230.2 No
NF
3 I-15 NB Ramps Nichols Road AWSC AM 131.9 Signal 33.8 C -98.1 No
AM 55.1 PM 151.7 54.2 D -97.5 No
5 Project Driveway Nichols Road TWSC TWSC 18.4 C -36.7 No
PM 95.6 21.1 C -74.5 No
1: Per the Highway Capacity Manual 611 Edition, overall average delay and LOS are shown for signalized and all-way stop-controlled intersections. For
intersections with one-or-two-way stop-control,the delay and LOS for the worst individual movement is shown.
7.2 PROJECT FAIR SHARE
0 PSR-23-001
28
Table 11
Fair Share Analysis
Peak Project Future Project%of
Intersection Improvements
Hour Trips Development Trips Fair Share
Collier Avenue/ AM 35 2335 1.5% Add a NBL,replace the eastbound through-right with EBT lane,
1 Nichols Road and EBR turn lane,set WBL turn phasing to protected
PM 33 3335 1.0% permissive
1-15 SB Ramps/ AM 33 1398 2.4% Replace a SB left-through-right lane with a left-through lane,
2 Nichols Road add a right turn lane,and change AWSC to a signalized
PM 33 2033 1.6% intersection
3 I-15 NB Ramps/ AM 20 1083 1.8% Change NB left-through-right to a through-left,add aright-turn
Nichols Road PM 20 1528 1.3% lane,and change AWSC to a signalized intersection
AM 42 1349 3.1%
5 Project Driveway/ Add an EBT Lane
Nichols Road PM 40 1947 2.1%
Il I PSR-23-001
29
Nx�o\sRoad
ti
-- 3
5
i
-
7
Collier Avenue/ 1-15 SIB Ramps/ 1-15 NB Ramps/ Project Driveway/
Nichols Road Nichols Road Nichols Road Nichols Road
J �2 f
J
Exhibit 15: Recommended Improvements Lane Geometry and Intersection Controls
Lake Elsinore Retail Shops Traffic Impact Analysis 30 PSR-23-001
nwenxE.nixo,ixc. Not to Scale
8.0 ADDITIONAL ANALYSIS
8.1 PROJECT TRIP GENERATION COMPARISON
The proposed project is currently anticipating a Fast-Food Restaurant with Drive-Through Window land use,
however, it is understood that a Coffee/Donut Shop With Drive-Through window land use may also be under
consideration for development. Following discussions with City of Lake Elsinore staff, this report includes
additional analysis comparing the potential impacts to the study area intersections should the latter land use
be constructed.As a point of clarification,The ITE Trip Generation Manual does not provide pass-by rates for
a Coffee/Donut Shop with Drive-through and Indoor Seating land use, and in lieu of utilizing the pass-by rate
for a Coffee/Donut Shop With Drive-Through Window land use's average pass-by rate of 98%,the same pass-
by rate for the Fast-Food Restaurant with Drive-Through Window land use was used. See Table 12 below.
Table 12
Project Trip Generation Comparison
ITE Daily AM Peak Hour PM Peak Hour
Proposed Land Use' Code Qty Unit' Rate Volume Rate In:Out Volume Rate In:Out Volume
Split In Out Total Split In Out Total
Coffee/Donut Shop with
Drive-Through Window with 937 2.39 TSF 533.57 1,275 85.88 51:49 105 100 205 38.99 50:50 47 46 93
Indoor Seating
Pass-By Trips(0.5 Daily,0.5
638 53 50 103 26 25 45
AM,0.55 PM)3
Total 638 53 50 103 21 21 48
Fast-Food Restaurant with 934 2.39 TSF 467.48 1,117 44.61 51:49 55 52 107 33.03 52:48 41 38 79
Drive-Through Window
Pass-By Trips(0.5 Daily,0.5
559 28 26 54 23 21 45
AM,0.55 PM)
Total 559 28 26 54 18 17 34
Net Difference 79 25 24 49 3 4 14
1:Trip generation and pass-by rates from ITE Trip Generation(111h Edition,2021).
2:TSF=Thousand Square Feet.
3:Pass-by rate taken from Fast-Food Restaurant with Drive-Through Window Land use as ITE pass-by rate for the Land Use code 937 is not provided.
As shown in Table 12 above, the net increase due to the construction of a Coffee/Donut Shop with Drive-
Through Window with Indoor Seating land use can be considered minimal and would not add study area
intersections for analysis consideration. Additionally, based on the trip generation, the study area
intersections studied as part of this study are not expected to undergo significant increases to LOS, delay and
degradation with the construction of the Coffee/Donut shop land use.Table 13 shows the comparison of LOS
and delay between the two land use configurations during EAPC with mitigation.
I��I PSR-23-001
�'—J 31
Table 13
Intersection Analysis Comparison
Peak EAPC MIT EACP MIT
Intersection Restaurant Land Use Coffee Land Use
Hour Delay' LOS Delay' LOS
1 Collier Avenue Nichols Road AM 17.4 B 17.6 B
PM 47.9 D 48.0 D
2 115 SB Ramps Nichols Road AM 14.7 B 15.2 BPM 43.3 D 43.4 D
3 115 NB Ramps Nichols Road AM 33.7 C 35.6 DPM 54.2 C 54.5 D
4 Collier Avenue Project Driveway AM 16.1 C 16.9 C
PM 21.6 D 21.6 C
5 Project Driveway Nichols Road AM 18.35 C 19.2 C
PM 21.1 C 21.4 C
1: Per the Highway Capacity Manual 61h Edition, overall average delay and LOS are shown for signalized and all-way stop-controlled intersections. For
intersections with one-or-two-way stop-control,the delay and LOS for the worst individual movement is shown.
8.2 PROJECT QUEUE COMPARISON
The proposed project currently anticipates constructing a drive-through aisle that can accommodate
approximately 10 vehicles.To verify the drive-through's adequacy,the report reviewed queue data from four
drive-through locations of similar land uses. Of the four (4) locations two (2) were of fast-food restaurant
type and the other two (2)were coffee shop land uses.As shown in Table 14 below,the proposed sites drive-
through capacity should be sufficient to accommodate an 85th queue for either Fast Food Restaurant with
Drive-Through or Coffee Shop with Drive-Through and Indoor Seating land use.
Table 14
Queue Analysis Comparison
Max 85% Available Queue of
ID Land Use Location Size(scl ft) Queue(ft) Queue Percentile Proposed Project
(vehicles) (vehicles) (vehicles)
1 Carl's Jr. Fast Food Restaurant 23002 Lake Forest Drive, 3,936 400 20 4
with Drive-through Laguna Hills,CA
Fast Food Restaurant 2482 San Ramon Valley
2 McDonalds Boulevard,San Ramon, 4,500 220 11 9
with Drive through CA
Coffee Shop With Drive 10
3 Starbucks Through And Indoor 41195 Winchester Road,Temecula,CA 3,600 200 11 9
Seating
Coffee Shop With Drive- 27375 Jefferson Avenue,
4 Starbucks Through And Indoor Temecula,CA 2,800 260 13 9
Seating
1: Friday, May 13, 2022, Peak Time was between 1:20 pm— 1:30 PM;
2: Thursday April 11, 2019, Peak Time was at 11:15 AM;
3: Thursday September 22, 2022, Peak Time was at 8:20 AM;
4: Thursday September 22, 2022, Peak Time was at 11:10 AM.
�I PSR-23-001
—� 32
APPENDIX
0 PSR-23-001
33
APPENDIX A
GLOSSARY OF TERMS
Glossary of Terms
ACRONYMS
AC Acres
ADT Average Daily Traffic
Caltrans California Department of Transportation
DU Dwelling Unit
ICU Intersection Capacity Utilization
LOS Level of Service
TSF Thousand Square Feet
V/C Volume/Capacity
VMT Vehicle Miles Traveled
TERMS
AVERAGE DAILY TRAFFIC: The average 24-hour volume for a stated period divided by the number of days in
that period. For example, Annual Average Daily Traffic is the total volume during a year divided by 365 days.
CAPACITY: The maximum number of vehicles that can be reasonably expected to pass over a given section
of a lane or a roadway in a given time period.
CORNER SIGHT DISTANCE: The minimum sight distance required by the driver of a vehicle to cross or enter
the lanes of the major roadway without requiring approaching traffic travelling at a given speed to radically
alter their speed or trajectory. Corner sight distance is measured from the driver's eye at 42 inches above the
pavement to an object height of 36 inches above the pavement in the center of the nearest approach lane.
CYCLE LENGTH: The time period in seconds required for a traffic signal to complete one full cycle of
indications.
CUL-DE-SAC: A local street open at one end only and with special provisions for turning around.
DAILY CAPACITY: A theoretical value representing the daily traffic volume that will typically result in a peak
hour volume equal to the capacity of the roadway.
DELAY: The time consumed while traffic is impeded in its movement by some element over which it has no
control, usually expressed in seconds per vehicle.
DENSITY: The number of vehicles occupying in a unit length of the through traffic lanes of a roadway at any
given instant. Usually expressed in vehicles per mile.
DESIGN SPEED: A speed selected for purposes of design. Features of a highway, such as curvature,
superelevation, and sight distance (upon which the safe operation of vehicles is dependent) are correlated
to design speed.
DIRECTIONAL SPLIT: The percent of traffic in the peak direction at any point in time.
FREE FLOW:Volumes are well below capacity.Vehicles can maneuver freely and travel is unimpeded by other
traffic.
GAP: Time or distance between successive vehicles in a traffic stream, rear bumper to front bumper.
HEADWAY: Time or distance spacing between successive vehicles in a traffic stream, front bumper to front
bumper.
LEVEL OF SERVICE: A qualitative measure of a number of factors,which include speed and travel time,traffic
interruptions, freedom to maneuver, safety, driving comfort and convenience, and operating costs.
LOOP DETECTOR: A vehicle detector consisting of a loop of wire embedded in the roadway, energized by
alternating current and producing an output circuit closure when passed over by a vehicle.
MINIMUM ACCEPTABLE GAP: Smallest time headway between successive vehicles in a traffic stream into
which another vehicle is willing and able to cross or merge.
PASSENGER CAR EQUIVALENT (PCE): A metric used to assess the impact of larger vehicles, such as trucks,
recreational vehicles, and buses, by converting the traffic volume of larger vehicles to an equivalent number
of passenger cars.
PEAK HOUR: The 60 consecutive minutes with the highest number of vehicles.
QUEUE: The number of vehicles waiting at a service area such as a traffic signal, stop sign, or access gate.
QUEUE LENGTH: The length of vehicle queue, typically expressed in feet, waiting at a service area such as a
Traffic signal, stop sign, or access gate.
SIGHT DISTANCE:The continuous length of roadway visible to a driver or roadway user.
SIGNAL CYCLE: The time period in seconds required for one complete sequence of signal indications.
SIGNAL PHASE:The part of the signal cycle allocated to one or more traffic movements.
STACKING DISTANCE: The length of area available behind a service area, such as a traffic signal or gate, for
vehicle queueing to occur.
STARTING DELAY: The delay experienced in initiating the movement of queued traffic from a stop to an
average running speed through an intersection.
STOPPING SIGHT DISTANCE:The minimum distance required by the driver of a vehicle on the major roadway
travelling at a given speed to bring the vehicle to a stop after an object on the road becomes visible.Stopping
sight distance is measured from the driver's eye at 42 inches above the pavement to an object height of 6
inches above the pavement.
TRAFFIC-ACTUATED SIGNAL: A type of traffic signal that directs traffic to stop and go in accordance with the
demands of traffic, as registered by the actuation of detectors.
TRIP: The movement of a person or vehicle from one location (origin) to another (destination). For example,
from home to store to home is two trips, not one.
TRIP GENERATION RATE: The quantity of trips produced and/or attracted by a specific land use stated in
terms of units such as per dwelling, per acre, and per 1,000 square feet of floor space.
TURNING RADIUS: The circular arc formed by the smallest turning path radius of the front outside tire of a
vehicle, such as that performed by a U-turn maneuver. This is based on the length and width of the wheel
base as well as the steering mechanism of the vehicle.
VEHICLE MILES OF TRAVEL: A measure of the amount of usage of a section of highway, obtained by
multiplying the average daily traffic by length of facility in miles.
APPENDIX B
SCOPING AGREEMENT/CITY DOCUMENTS
Exhibit B
SCOPING AGREEMENT FOR TRAFFIC IMPACT STUDY
This letter acknowledges the City of Lake Elsinore requirements for traffic impact analysis of the
following project. The analysis must follow the City of Lake Elsinore Traffic Study Guidelines dated
May 2020.
Case No. (i.e. TR, PM, CUP, PP)
Related Cases -
SP No. Provide SP No. and list of other approved or active projects within the SP.
EIR No.
GPA No.
CZ No.
Project Name: Lake Elsinore Retail Shops
Project Address: Southeast corner of Nichols Road and Collier Avenue
Project Description: 2,397 s.f. fast food restaurant with drive-thru and 4,503 s.f. business retail
Consultant Developer
Name: TJW Engineering, Inc PSR INVESTMENTS
Address: 9841 Irvine Center Drive, Suite 200 26895 Aliso Creek Road, #13-510
Irvine, CA 92618 Aliso Viejo, CA 92656
Telephone: 949-878-3509
A. Trip Generation Source: ITE Trip Generation Rates 11th Edition
Current GP Land Use General Commercial Proposed Land Use General Commercial
Current Zoning Specific Plan Proposed Zoning Specific Plan
Current Trip Generation Proposed Trip Generation (PCE)
In Out Total In Out Total
AM Trips 0 0 0 35 30 65
PM Trips 0 0 0 33 30 65
Daily Trips 804
Internal Trip Allowance ❑ Yes X❑ No ( See attached % Trip Discount)
Pass-By Trip Allowance X❑ Yes ❑ No ( trip generation % Trip Discount)
(1)Existing Traffic Conditions(Existing);
(2)Project Completion Conditions(Existing+Ambient+Project);
(3)Cumulative Conditions(Existing+Ambient+Project+Cumulative).
B. Trip Geographic Distribution: N % S % E % W %
(Attach exhibit for detailed assignment) See attached trip distribution
C. Background Traffic
Project Build-out Year: 2025 Annual Ambient Growth Rate: 2 %
Phase Year(s), if needed: Single phase
Other area projects to be analyzed: (to be provided by the City planning department)
Model/Forecast methodology Annual Ambient Growth Rate
Traffic Impact Analysis -24- June 2020
Preparation Guide
Exhibit B- Scoping Agreement- Page 2
D. Study intersections: (NOTE: Subject to revision after other projects, trip generation and distribution
are determined, or comments from other agencies.)
1. Collier Ave/Nichols Rd 6.
2. 1-15 SB Ramps/Nichols Rd 7.
3. 1-15 NB Ramps/Nichols Rd 8.
4. Collier Ave/Protect Dwy 9.
5. Project Dwy/Nichols Rd 10.
E. Study Roadway Segments: (NOTE: Subject to revision after other projects, trip generation and
distribution are determined, or comments from other agencies.)
1. 6.
2. 7.
3. 8.
4. 9.
5. 10.
E. Other Jurisdictional Impacts
Is this project within one-mile radius of another jurisdiction or a State Highway? X❑ Yes ❑ No
If so, name of Agency: Caltrans
F. Site Plan (please attach figure)
G. Specific issues to be addressed in the Study (in addition to the standard analysis described
in the Guideline) (To be filled out by City)
VMT Screening Memo will be provided separately
H. Existing Conditions
Traffic count data must be new or recent within 1 calendar year. Provide traffic count dates if using
other than new counts. Date of counts: New Counts
I. Traffic Study Requirements
Traffic Study Required: X
Focused Study Required:
Except from Analysis:
Recommended by: Approved Scoping Agreement:
Daniel Flores 08/03/23 Brad Brophy, City Traffic Engineer 8/3/2023
Consultant's Representative Date City of Lake Elsinore Engineering Date
Department
Scoping Agreement Submitted on
Revised on
Traffic Impact Analysis -25- June 2020
Preparation Guide
Lake Elsinore Retail Shops
Traffic Impact Analysis
Table 1
Project Trip Generation
ITE Daily AM Peak Hour PM Peak Hour
Proposed Land Use' 1 Qty Unit' In:Out Volume In:Out Volume
Code Rate Volume Rate Split In Out Total Rate Split In I Out Total
Strip Retail Plaza(<40k) 822 4.50 TSF 54.45 245 2.36 60:40 7 4 11 6.59 50:50 15 15 30
Fast-Food Restaurant with Drive-Through
934 2.39 TSF 467.48 1,117 44.61 51:49 55 52 107 33.03 52:48 41 38 79
Window
Pass-By Trips(0.5 Daily,0.5 AM,0.55 PM) -559 -28 -26 -54 -23 -21 -44
Results Daily Volume AM Peak Hour In Out Total PM Peak Hour In Out Total
Subtotal 1,362 62 56 118 56 53 109
Pass-By Trips -559 -28 -26 -54 -23 -21 -44
Net Total 804 35 30 65 33 32 65
1:Trip generation and pass-by rates from ITE Trip Generation(11th Edition,2021).
2:TSF=Thousand Square Feet.
20% c\
_ Mich°\s R°a
_ 10%
30% 3
25%
50% 2
1 5
20%
25% /
♦
` 25%
r�
Ink
L�
0
Legend:
U=/3 Project Site
® Study Intersection Location
(XX%) Percent Trip Distribution
Exhibit 1: Proposed Project Location and Trip Distribution
Lake Elsinore Retail Shops Traffic Impact Analysis PSR-23-001 IQ
TJWE,--,.,1-
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Exhibit 2: Proposed Project Site Plan
Lake Elsinore Retail Shops Traffic Impact Analysis PSR-23-001 Q
TJWE,--,.,1- Not to Scale
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OLIV T
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LEMO T
4 = NUMBER OF LANES �� 2U 2D
D = DIVIDED °� p BUND NYONRD
U = UNDIVIDED
F = FREEWAY
SOURCES: CITY OF LAKE ELSINORE, COUNTY OF RIVERSIDE
CITY OF LAKE ELSINORE
CITY OF EXISTING NUMBER OF THROUGH LANES
LAKE � 0 1 2 MILES LSIHOKE N i
DREAM EXTREME FIGURE 3.4-3
- -- -- -- -- -- -- -- -- -- -- -- -- -- - - - - - -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- - - -'
---- - - - - -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- - -
1
AtiY0— I 74
LT_
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SPHERE OF INFLUENCE 74
CITY BOUNDARY �� �0
FREEWAY
5T�
OLIV \ T
.•w•M.� URBAN ARTERIAL - STATE HWY (6 LANES / 134' R.O.W �\
URBAN ARTERIAL (6 - LANES / 120' R.O.W / LEM \sr
MAJOR(4 - LANES / 100' R.O.W.) BUI D ANYON RD
SECONDARY (4 - LANES / 90' R.O.W
COLLECTOR(2 - LANES / 68 R.O.W
SPECIAL COLLECTOR
ONE-WAY SECONDARY (2 - LANES / 60' R.O.W.)
SOURCES: CITY OF LAKE ELSINORE, COUNTY OF RIVERSIDE CITY OF LAKE ELSINORE
CURRENTLY ADOPTED
CITY or
1 2 MILES GENERAL PLAN CIRCULATION ELEMENT
LAKELSII`IOIZE N i
DREAM EXTREME FIGURE 3.4-4
- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- ---- -- - - -- -- -- --I
I � I
LAKE /
ELSINORE
COUNTY BOUND/ l"
SPHERE OF INS' ENCE
CITY BOUNDA Y
COUNTY CI-RCU TION ELEMENT
ROAD C ASS
INT TATE
FrXPRESSWAY
HIGHWAY
� ARTERIAL I
URBAN ARTERIAL
I I,
MOUNTAIN ARTERIAL
I
MAJOR
SECONDARY
�r COLLECTOR
RAILROADS
i I
SOURCES: CITY OF LAKE ELSINORE GIS, COUNTY OF RIVERSIDE GIS, ESRI
CITY OF RIVERSIDE COUNTY
LADE LSIHOIZE GENERAL PLAN CIRCULATION ELEMENT'
DREAM EX-rRCM P FIGURE 3.4-J
-------------
ba7 � III
78
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II � - - - - - - - - - - - III
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a vane Ak
WILDOMAR
II,I II,I
SOURCES: URBAN CROSSROADS
CITY OF ,� CITY OF LAKE ELSINORE
LADE LSIHOIZE EXISTING TRANSIT SYSTEM
DREAM GXTRCMP FIGURE 3.4-10
---- ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------�
I
I I
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SHWY-74 p i
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i I
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= CLASS III i
i
i .•'.�= MULTI-PURPOSE j
i
SOURCES: CITY OF LAKE ELSINORE, COUNTY OF RIVERSIDE j
I I
I CITY CIF CITY OF LAKE ELS INORE
I LA1-E US NO 0 1.5 3 MILES
EXISTING BIKEWAY PLAN
C)i EAM LXi.LEME
L N I I
FIGURE 3.4-11
-- ---------------------- ----------------------------------------------------------------------------------------------------------------
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i
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SPHERE OF INFLUENCE
®CITY BOUNDARY
I I
I SOURCES: CITY OF LAKE ELSINORE, COUNTY OF RIVERSIDE j
j CITY OE CITY OF LAKE ELSINORE
LADELSII`IOIZE N o 0.5 i MILES RECOMMENDED CIRCULATION ROADWAY SYSTEM
i �` DREAMEXTREME FIGURE 3.4-14 j
----------------------------- -------------------------------- ---------------------------------------- -------- —
CITY OF LAKE ELSINORE PROPOSED LAND USE PLAN SCENARIO
RECOMMENDED ROADWAY CROSS-SECTIONS
134'
110,
6' 6' 14' 11' 11' 12' 7' 1 7' 12' 11' 11' 14' 6' 6'
Ili Bw 8W
AUGMENTED URBAN ARTERIAL-STATE HIGHWAY
(8-LANE)
120'
9I
6' 6' 6' 12' 11' 12' 7' 7' 12' 11' 12'E 6'KE 6' 6' 1,
SW BIK BI SW
LANE EDID LANE 1,
I RAISED) I
URBAN ARTERIAL HIGHWAY
(6-LANE)
100,
8I
5' S' 6' 15' 1 12' 14' 12' 15' 6' S. S'
SW BIKE BIKE SW
LANE LANE
it MEDIAN I
MAJOR HIGHWAY
li (4-LANE)
90,
70'
5' S' 1 1 14' 1 1 6' S' S' I
SW BIKE I BIKE SW
LANE MEDIAN LANE III
SECONDARY HIGHWAY
III (4-LANE)
78'
56,
MIN.
' 0 2' 12' 12 0 6 5'
5Y1 PAI
AISED O
NTE SW
D
DIVIDED COLLECTOR
BIKES USE SHOULDER
ail (2-LANE)
li 68' 68' I i
S' 2• 4 ,2'�12' 12 5'�5' S' BIKE 12'�12 t12 KE 5 5
Sy,/ I I I SW SW ENE "AN
LANE �Sw
COLLECTOR HIGHWAY COLLECTOR HIGHWAY
1, (4-LANE) (2-LANE)
6
52
0'
4' 6' 12' ll�' 2 12' 6' 4' 1,
ill SW SW ill
NEW SPECIAL ROADWAY
SHOULDERIBIKE LANE
(2-LANE)
(PROPOSED FOR LAKESHORE DRIVE IN THE COUNTRY CLUB HEIGHT DISTRICT)
*BIKE LANES ARE NOT MANDATORY UNLESS SHOWN ON THE BIKEWAY CIRCULATION ELEMENT PLAN
PRECISE SIDEWALK LOCATION SUBJECT TO CITY ENGINEER APPROVAL
NOTE:CHECK THE DISTRICT PLAN OF YOUR AREA FOR ANY REQUIRED SPECIAL ROADWAY CROSS-SECTION,
ESPECIALLY THE LAKE EDGE AND COUNTRY CLUB HEIGHTS DISTRICT PLANS.
STRIPPING OF COLLECTOR HIGHWAYAS DIRECTED BY CITY ENGINEER.
------------------
DATA SOURCE: URBAN CROSSROADS
CITY OF -
CITY OF LAKE ELSINORE
LAKE LSIIiOPE RECOMENDED ROADWAY CROSS SECTIONS
�_`� DREAM F.XTRFMF. FIGURE 3.4-15
APPENDIX C
EXISTING TRAFFIC COUNTS
INTERSECTION TURNING MOVEMENT COUNTS T218
PREPARED BY: AimTD-LC.tel:714 253 7888 cs@aimtd.com
DATE: LOCATION: Lake Elsinore PROJECT#: SC4191
Thu,Aug 31,23 NORTH&SOUTH: Collier LOCATION#: 1
EAST&WEST: Nichols CONTROL: STOP N
NOTES:
N
�W E►
S
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND U-TURNS
Collier Collier Nichols Whds
NL NT I NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL
LANES: 1 X 1 X X X X 1 0 1 1 X 0 0 0 0
7:00 AM 9 0 13 0 0 0 0 65 6 28 48 0 169 0 0 0 0 0
7:15 AM 5 0 25 0 0 0 0 80 10 18 56 0 194 0 0 0 0 0
7:30 AM 24 0 17 0 0 0 0 114 18 15 62 0 250 0 0 0 0 0
7:45 AM 13 0 31 0 0 0 0 127 27 32 53 0 283 0 0 0 0 0
8:00 AM 6 0 45 0 0 0 0 136 21 24 75 0 307 0 0 0 0 0
8:15 AM 14 0 25 0 0 0 0 110 23 32 49 0 253 0 0 0 0 0
8:30 AM 12 0 20 0 0 0 0 67 12 30 58 0 199 0 0 0 0 0
g 8:45 AM 13 0 18 0 0 0 0 69 19 29 40 0 188 0 0 0 0 0
R VOLUMES 96 0 194 0 0 0 0 768 136 208 441 0 1,843 0 0 0 1 0 1 0
APPROACH% 33% 0% 67% 0% 0% 0% 0% 85% 15% 32% 68% 0%
APP/DEPART 290 / 0 0 / 344 904 / 962 649 / 537 0
BEGIN PEAK HR 7:30 AM
VOLUMES 57 0 118 0 0 0 0 487 89 103 239 0 1,093
APPROACH% 33% 0% 67% 0% 0% 0% 0% 85% 15% 30% 70% 0%
PEAK HR FACTOR 0.858 0.000 0.917 0.864 0.890
APP DEPART 175 1 0 0 192 576 605 342 296 0
4:00 PM 22 0 33 0 0 0 0 71 15 47 63 0 251 0 0 0 0 0
4:15 PM 34 0 33 0 0 0 0 52 18 61 81 0 279 0 0 0 0 0
4:30 PM 24 0 47 0 0 0 0 81 21 59 74 0 306 0 0 0 0 0
4:45 PM 23 0 46 0 0 0 0 71 23 65 110 0 338 0 0 0 2 2
5:00 PM 37 0 35 0 0 0 0 74 19 73 104 0 342 0 0 0 0 0
5:15 PM 25 0 38 0 0 0 0 50 10 42 123 0 288 0 0 0 0 0
5:30 PM 28 0 36 0 0 0 0 56 16 66 104 0 306 0 0 0 0 0
g 5:45 PM 36 0 38 0 0 0 0 43 18 54 106 0 295 0 0 0 0 0
Is VOLUMES 229 0 306 0 0 0 0 498 140 467 765 6 2,467 0 0 0 1 2 2
APPROACH% 43% 0% 57% 0% 0% 0% 0% 78% 22% 38% 62% 0%
APP DEPART 535 0 0 607 638 806 1,234 994 0
BEGIN PEAK HR 4:45 PM
VOLUMES 113 0 155 0 0 0 0 251 68 246 441 0 1,276
APPROACH% 42% 0% 58% 0% 0% 0% 0% 79% 21% 36% 64% 0%
PEAK HR FACTOR 0.931 0.000 0.782 0.973 0.933
APP DEPART 268 0 0 314 319 408 689 554 0
Collier
? NORTH SIDE f
I I
Nichols WEST SIIDE EAST SIDE Nichols
i +
SOUTH SIDE
Collier
AimTD LLC
TURNING MOVEMENT COUNTS
Collier
0 0 0 0 TOTAL OO
0 0 0 0 PM
0 0 0 0 d AM 0
s
O N 07
A
A 00
C4
� O �
Lake Elsinore l I A � CD rn
J
w o a s SC4191 ° Z
s ~ s
0
Z o 0 0 ALLHOURS D y
00 co
rn o
N � �
00 � oo
N I r) N O 000
cli
00
O O W
344 AM 96 0 194 290
607 PM 229 0 306 535
951 TOTAL 325 0 500 825
Collier
Collier
0 0 0 0 TOTAL 0�
0 0 0 0 PM
0 0 0 0 AM 0
Nt0 CD
0 W
� �HE
� O� N
PEAK HOUR ( CD
o
J V
N W
w o a Q AM 7:30 AM � Z
s ~ LJ S
0 0
Z CD0 0 3 3 D w
r
00
rr- � � PM 4:45 PM
N v
coo o00
co (T W W
Li AM _
Im M N
192 AM 57 0 118 175
314 PM 113 0 155 268
506 Total 170 0 273 443
Collier
INTERSECTION TURNING MOVEMENT COUNTS T218
PREPARED BY: AimTD LLC.tel:714 253 7888 cs@aimtd.com
DATE: LOCATION: Lake Elsinore PROJECT#: SC4191
Thu,Aug 31,23 NORTH&SOUTH: 1-15 SB Ramps LOCATION#: 2
EAST&WEST: Nichols CONTROL: STOP ALL
NOTES:
N
Queue EB AM W E►
5 ❑Add U-Turns 1.Lek Tums
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND U-TURNS
I-IS SB Rams I-15 SB Rams Nichols Whds
NL NT NR SL ST SR EL ET I ER WL WT WR TOTAL NB SB EB WB TTL
LANES: X X X 0 1 0 X 1 1 1 1 X 0 0 0 0
7:00 AM 0 0 0 12 2 27 0 26 55 5 49 0 176 0 0 0 0 0
7:15 AM 0 0 0 15 3 16 0 36 73 6 58 0 207 0 0 0 0 0
7:30 AM 0 0 0 11 2 17 0 28 110 5 61 0 234 0 0 0 0 0
7:45 AM 0 0 0 20 5 31 0 67 97 10 55 0 285 0 0 0 0 0
8:00 AM 0 0 0 56 1 38 0 95 89 7 61 0 347 0 0 0 0 0
8:15 AM 0 0 0 44 2 47 0 59 84 14 34 0 284 0 0 0 0 0
8:30 AM 0 0 0 13 2 49 0 35 62 9 40 0 210 0 0 0 0 0
g 8:45 AM 0 0 0 10 4 53 0 28 70 8 16 0 189 0 0 0 0 0
R VOLUMES 0 0 0 181 21 278 0 374 640 64 374 0 1,932 0 0 0 0 0
APPROACH% 0% 0% 0% 38% 4% 58% 0% 37% 63% 15% 85% 0%
APP/DEPART 0 / 0 480 / 725 1,014 / 555 438 / 652 0
BEGIN PEAK HR 7:30 AM
VOLUMES 0 0 0 131 10 133 0 249 380 36 211 0 1,150
APPROACH% 0% 0% 0% 48% 4% 49% 0% 40% 60% 15% 85% 0%
PEAK HR FACTOR 0.000 0.721 0.855 0.908 0.829
APP DEPART 01 0 274 426 629 380 247 344 0
4:00 PM 0 0 0 45 1 58 0 47 69 14 52 0 286 0 0 0 0 0
4:15 PM 0 0 0 36 0 57 0 35 56 7 85 0 276 0 0 0 0 0
4:30 PM 0 0 0 37 1 68 0 60 73 6 66 0 311 0 0 0 0 0
4:45 PM 0 0 0 32 2 52 0 61 70 6 126 0 349 0 0 0 0 0
5:00 PM 0 0 0 25 2 79 0 58 64 5 98 0 331 1 0 0 0 0 0
5:15 PM 0 0 0 42 3 81 0 47 54 4 84 0 315 0 0 0 0 0
5:30 PM 0 0 0 45 3 75 0 44 54 3 95 0 319 0 0 0 0 0
g 5:45 PM 0 0 0 37 2 78 0 36 50 2 82 0 287 0 0 0 0 0
IL VOLUMES 0 0 0 299 14 548 0 388 490 47 688 0 2,474 1 0 1 0 1 0 0 1 0
APPROACH% 0% 0% 0% 35% 2% 64% 0% 44% 56% 6% 94% 0%
APP DEPART 0 0 861 551 878 687 735 1,236 0
BEGIN PEAK HR 4:45 PM
VOLUMES 0 0 0 144 10 287 0 210 242 18 403 0 1,314
APPROACH% 0% 0% 0% 33% 2% 65% 0% 46% 54% 4% 96% 0%
PEAK HR FACTOR 0.000 0.875 0.863 0.797 1 0.941
APP DEPART 0 0 441 270 452 354 421 690 0
I-15 SB Ramps
1 NORTH SIDE t
I
Nichols WEST SIIDE EAST SIDE Nichols
i +
SOUTH SIDE
I-15 SB Ramps
AimTD LLC
TURNING MOVEMENT COUNTS
1-15 SB Ramps
1,341 826 35 480 TOTAL O
861 8 14 PM
27 181
480 278 21 181 d AM 0
W W V
co N W
Lake Elsinore A 0 N
J
w o a s SC4191 A Z
s ~ s
0
Z O o o ALLHOURS D y
r- w
n co co
I-
CD
04
O O O
725 AM 0 0 0 0
551 PM 0 0 0 0
1,276 TOTAL 0 0 0 0
I-15 SB Ramps
1-15 SB Ramps
715 420 20 275 TOTAL 0�
441 287 10 144 PM
133
274 133 10 13131 AM 0
V 00
PEAK HOUR
V O A
J
w ~ AM 7:30 AM rn a Q 46
Z
s S
0 0
Z o 0 0 3 3 D w
r
a N PM 4:45 PM
N N O W W V
� N 00
M O A A
C-4 CD
426 AM 0 0 0 0
270 PM 0 0 0 0
696 Total 0 0 0 0
1-15 SB Ramps
INTERSECTION TURNING MOVEMENT COUNTS T218
PREPARED BY: AimTD LLC.tel:714 253 7888 cs@aimtd.com
DATE: LOCATION: Lake Elsinore PROJECT#: SC4191
Thu,Aug 31,23 NORTH&SOUTH: 1-15 NB Ramps LOCATION#: 3
EAST&WEST: Nichols CONTROL: STOP ALL
NOTES:
N
�W E►
S
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND U-TURNS
1-15 NB Ramps 1.11 NB Rams Nichols Nlchds
NL I NT I NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL
LANES: 0 1 0 X X X 1 1 X X 1 0 0 0 0 0
7:00 AM 43 1 3 0 0 0 13 24 0 0 11 12 107 0 0 0 0 0
7:15 AM 52 1 9 0 0 0 15 36 0 0 12 9 134 0 0 0 0 0
7:30 AM 46 0 7 0 0 0 14 25 0 0 20 10 122 0 0 0 0 0
7:45 AM 47 2 8 0 0 0 15 72 0 0 19 7 170 0 0 0 0 0
8:00 AM 40 1 27 0 0 0 18 132 0 0 28 10 256 0 0 0 0 0
8:15 AM 28 2 32 0 0 0 20 83 0 0 20 29 214 0 0 0 0 0
8:30 AM 27 1 13 0 0 0 23 25 0 0 17 25 131 0 0 0 0 0
g 8:45 AM 20 0 18 0 0 0 21 17 0 0 10 7 93 0 0 0 0 0
R VOLUMES 303 8 117 0 0 0 139 414 0 0 137 109 1,227 1 0 0 0 1 0 1 0
APPROACH% 71% 2% 27% 0% 0% 0% 25% 75% 0% 0% 56% 44%
APP/DEPART 428 / 256 0 / 0 553 / 531 246 / 440 0
BEGIN PEAK HR 7:45 AM
VOLUMES 142 6 80 0 0 0 76 312 0 0 84 71 771
APPROACH% 62% 3% 35% 0% 0% 0% 20% 80% 0% 0% 54% 46%
PEAK HR FACTOR 0.838 0.000 0.647 0.791 0.753
APP DEPART 228 1 153 0 0 388 392 155 226 0
4:00 PM 53 1 8 0 0 0 42 49 0 0 13 19 185 0 0 0 0 0
4:15 PM 65 1 5 0 0 0 31 40 0 0 17 8 167 0 0 0 0 0
4:30 PM 61 2 1 0 0 0 55 42 0 0 23 10 194 0 0 0 0 0
4:45 PM 69 0 2 0 0 0 34 58 0 0 48 8 219 0 0 0 0 0
5:00 PM 75 1 1 0 0 0 48 35 0 0 38 7 205 0 0 0 0 0
5:15 PM 71 2 4 0 0 0 37 52 0 0 22 6 194 0 0 0 0 0
5:30 PM 80 1 4 0 0 0 31 58 0 0 18 7 199 0 0 0 0 0
g 5:45 PM 79 0 5 0 0 0 25 47 0 0 7 3 166 0 0 0 0 0
IL VOLUMES 553 8 30 0 0 0 303 381 0 0 186 68 1,529 F-oi 0 0 0 0
APPROACH% 94% 1% 5% 0% 0% 0% 44% 56% 0% 0% 73% 27%
APP DEPART 591 379 0 0 684 411 254 739 AOBEGIN PEAK HR 4:45 PM
VOLUMES 295 4 11 0 0 0 150 203 0 0 126 28 APPROACH% 95% 1% 4% 0% 0% 0% 42% 58% 0% 0% 82% 18%
PEAK HR FACTOR 0.912 0.000 0.959 0.688 APP DEPART 310 182 0 0 353 214 154 421
I-15 NB Ramps
} NORTH SIDE t
I
Nichols WEST SIDE EAST SIDE Nichols
1 1
SOUTH SIDE
I-15 NB Ramps
AimTD LLC
TURNING MOVEMENT COUNTS
1-15 NB Ramps
0 0 0 0 TOTAL 635
0 0 0 0 PM 379
0 0 0 0 d AM 256
OA1 A CD
O
T
r M O O V
tn
W
Lake Elsinore
J
w (L s SC4191 o 0 o Z
s ~ s
o
Z 04 o r°'i ALL HOURS D y
in v
� � v
W A ?
O O O N
N co 1W)
0 1 17
PM 553 8 30 591
OO TOTAL 856 16 147 T019
I-15 NB Ramps
1-15 NB Ramps
0 0 0 0 TOTAL 335
0 0 0 0 PM F 182
0 0 00 0 d AM 153
V � � `a
Uri A to
W NER
� c0
PEAK HOUR `� A
V N
O O
J
w a Q AM 7:45 AM o 0 o Z
0 ~ S
o 0
Z o O o D y
N D
r
o PM 4:45 PM
LO N M
W N_ 01
O
M 00
M M lul
0 PM 295 4 11 310
OO Total 437 10 91 538
1-15 NB Ramps
INTERSECTION TURNING MOVEMENT COUNTS T218
PREPARED BY: AimTD-LC.tel:714 253 7888 cs@aimtd.com
DATE: LOCATION: Lake Elsinore PROJECT#: SC4191
Thu,Aug 31,23 NORTH&SOUTH: Collier LOCATION#: 4
EAST&WEST: DWY CONTROL: STOP W
NOTES:
N
�W E►
S
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND U-TURNS
Comer Willer DWY DWY
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL
LANES: X 2 0 1 2 X X X X 0 X 0 0 0 0 0
7:00 AM 0 18 2 9 25 0 0 0 0 4 0 4 62 0 i10
0 0
7:15 AM 0 26 6 7 21 0 0 0 0 2 0 4 66 0 0 0
7:30 AM 0 37 2 6 25 0 0 0 0 2 0 4 76 0 0 1
7:45 AM 0 40 4 14 45 0 0 0 0 2 0 4 109 0 0 0
8:00 AM 0 46 4 14 31 0 0 0 0 5 0 5 105 0 0 0
8:15 AM 0 33 3 12 43 0 0 0 0 5 0 6 102 0 0 0
8:30 AM 0 28 2 13 29 0 0 0 0 2 0 4 78 0 0 0
g 8:45 AM 0 30 5 13 34 0 0 0 0 2 0 2 86 0 0 0
R VOLUMES 0 258 28 88 253 0 0 0 0 24 0 33 685 0 0 1
APPROACH% 0% 90% 10% 26% 74% 0% 0% 0% 0% 42% 0% 58%
APP/DEPART 286 / 292 342 / 277 0 / 116 57 / 0 0
BEGIN PEAK HR 7:45 AM
VOLUMES 0 147 13 53 148 0 0 0 0 14 0 19 394
APPROACH% 0% 92% 8% 26% 74% 0% 0% 0% 0% 42% 0% 58%
PEAK HR FACTOR 0.800 0.852 0.000 0.750 0.904
APP DEPART 160 1 166 201 162 0 66 33 0 0
4:00 PM 0 44 3 12 49 0 0 0 0 3 0 11 122 0 0 0 0 0
4:15 PM 0 60 4 16 63 0 0 0 0 0 0 8 151 0 0 0 0 0
4:30 PM 0 62 2 21 58 0 0 0 0 6 0 8 157 1 1 0 0 2
4:45 PM 0 61 7 17 71 0 0 0 0 4 0 8 168 0 0 0 0 0
5:00 PM 0 64 8 18 73 0 0 0 0 4 0 8 175 1 0 0 0 0 0
5:15 PM 0 57 6 7 44 0 0 0 0 3 0 5 122 0 1 0 0 1
5:30 PM 0 57 3 14 68 0 0 0 0 1 0 7 150 0 0 0 0 0
g 5:45 PM 0 70 7 9 62 0 0 1 0 0 7 0 3 158 0 1 0 0 1
IL VOLUMES 0 475 40 114 488 0 0 0 0 28 0 58 1,207 11 3 0 1 0 1 4
APPROACH% 0% 92% 8% 19% 81% 0% 0% 0% 0% 33% 0% 67%
APP DEPART 516 536 605 517 0 / 154 86 / 0 0
BEGIN PEAK HR 4:15 PM
VOLUMES 0 247 21 72 265 0 0 0 0 14 0 32 653
APPROACH% 0% 92% 8% 21% 78% 0% 0% 0% 0% 30% 0% 70%
PEAK HR FACTOR 0.934 0.929 0.000 0.821 1 0.933
APP DEPART 269 280 338 280 0 93 46 0 0
Collier
? NORTH SIDE f
I I
DWY WEST SIIDE EAST SIDE DWY
i +
SOUTH SIDE
Collier
AimTD LLC
TURNING MOVEMENT COUNTS
Collier
947 0 741 202 TOTAL 828
605 0 488 114 PM 536
342 0 253 88 AM 292
4 rn w
w co T
w m
Lake Elsinore
J V
0 a s SC4191 a o N
o v
c 0
0 0 0 ALLHOURS D
0 0 0
j � N
277 AM 0 u 22558 u28 286
517 PM 0 475 40 516
794 TOTAL 0 733 68 802
Collier
Collier
539 0 413 125 TOTAL 446
338 0 265 72 PM 280
201 0 148 53 AM 166
w rn m
W N
O Ffl-
PEAK HOUR o 0 0
J VVV
0 a Q AM 7:45 AM a ONO
� v
0
0
O O O 3 D
r
0 0 0 PM 4:15 PM
0 0 0
0 0 0
162 AM 0 u 147 u 13 160
280 PM 0 247 21 269
442 Total 0 394 34 429
Collier
INTERSECTION TURNING MOVEMENT COUNTS T218
PREPARED BY: AimTD LLC.tel:714 253 7888 cs@aimtd.com
DATE: LOCATION: Lake Elsinore PROJECT#: SC4191
Thu,Aug 31,23 NORTH&SOUTH: DWY LOCATION#: 5
EAST&WEST: Nichols CONTROL: STOP N
NOTES:
N
�W E►
S
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND U-TURNS
DWY DWY M0.1k Whds
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL
LANES: X X 0 X X X X 1 0 X 1 X 0 0 0 0
7:00 AM 0 0 10 0 0 0 0 71 7 0 J81
0 164 0 0 0 0 0
7:15 AM 0 0 12 0 0 0 0 97 7 0 0 190 0 0 0 0 0
7:30 AM 0 0 14 0 0 0 0 124 7 0 0 223 0 0 0 0 0
7:45 AM 0 0 15 0 0 0 0 149 9 0 0 258 0 0 0 0 0
8:00 AM 0 0 13 0 0 0 0 172 9 0 0 293 0 0 0 0 0
8:15 AM 0 0 18 0 0 0 0 125 10 0 0 234 0 0 0 0 0
8:30 AM 0 0 16 0 0 0 0 81 4 0 0 190 0 0 0 0 0
8:45 AM 0 0 15 0 0 0 0 83 5 0 0 172 0 0 0 0 0
R VOLUMES 0 0 113 0 0 0 0 902 58 0 651 0 1,724 1 0 0 0 1 0 0
APPROACH% 0% 0% 100% 0% 0% 0% 0% 94% 6% 0% 100% 0%
APP/DEPART 113 / 0 0 / 58 960 / 1,015 651 / 651 0
BEGIN PEAK HR 7:30 AM
VOLUMES 0 0 60 0 0 0 0 570 35 0 343 0 1,008
APPROACH% 0% 0% 100% 0% 0% 0% 0% 94% 6% 0% 100% 0%
PEAK HR FACTOR 0.833 0.000 0.836 0.866 0.860
APP DEPART 60 1 0 0 35 605 630 343 343 0
4:00 PM 0 0 21 0 0 0 0 95 9 0 110 0 235 0 0 0 0 0
4:15 PM 0 0 14 0 0 0 0 77 7 0 142 0 240 0 0 0 0 0
4:30 PM 0 0 14 0 0 0 0 120 8 0 133 0 275 0 0 0 0 0
4:45 PM 0 0 23 0 0 0 0 108 11 0 178 0 320 0 0 0 0 0
5:00 PM 0 0 19 0 0 0 0 103 6 0 177 0 305 1 0 0 0 0 0
5:15 PM 0 0 17 0 0 0 0 84 3 0 165 0 269 0 0 0 0 0
5:30 PM 0 0 14 0 0 0 0 84 8 0 170 0 276 0 0 0 0 0
g 5:45 PM 0 0 9 0 0 0 0 77 4 0 159 0 249 0 0 0 0 0
IL VOLUMES 0 0 131 0 0 0 0 748 56 0 1,234 0 2,169 1 0 0 1 6 0 1 6
APPROACH% 0% 0% 100% 0% 0% 0% 0% 93% 7% 0% 100% 0%
APP DEPART 131 0 0 56 804 879 1,234 1,234 0
BEGIN PEAK HR 4:45 PM
VOLUMES 0 0 73 0 0 0 0 379 28 0 690 0 1,170
APPROACH% 0% 0% 100% 0% 0% 0% 0% 93% 7% 0% 100% 0%
PEAK HR FACTOR 0.793 0.000 0.855 0.969 1 0.914
APP DEPART 73 0 0 28 407 452 690 690 0
DWY
? NORTH SIDE f
I I
Nichols WEST SIIDE EAST SIDE Nichols
i +
SOUTH SIDE
DWY
AimTD LLC
TURNING MOVEMENT COUNTS
DWY
0 0 0 0 TOTAL OO
0 0 0 0 PM
0 0 0 0 AM 0
O N CO
w 00
A Ui
Lake Elsinore w CO
V A Ui
J
w 0 a s SC4191 o 0 o Z
s ~ s
o
Z O o o ALLHOURS D y
O OJ N
CO
� � � � o MCD
A
O O
56 PM 0 0 131 131
114 TOTAL 0 0 244 244
DWY
DWY
0 0 0 0 TOTAL 0�
0 0 0 0 PM
0 0 0 0 d AM 0
V
w c
w O w
w
M
PEAK HOUR w o w
J V
N a Q AM 7:30 AM o 0 o Z
0 ~ S
o 0
Z o 0 0 3 3 D w
r
v °r' PM 4:45 PM
O M LO
M 00 � W Pul
O a
N coO N 00
N
N r O
- [
28 PM 0 0 633 73
63 Total 0 0 133 133
DWY
APPENDIX D
HCM ANALYSIS SHEETS
EXISTING CONDITIONS
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 1: 1 E AM
Lake Elsinore Retail Shops
Vistro File: C:\...\PSR23001 Base 3.0.vistro Scenario 1 E AM
Report File: C:\...\E AM.pdf 5/9/2024
Intersection Analysis Summary
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS
1 Collier Ave/Nichols Rd All-way stop HCM 6th EB Thru 0.968 32.2 D
Edition
2 1-15 SB Ramps/Nichols Rd All-way stop HCM 6th SB Right 0.512 11.5 B
Edition
3 1-15 NB Ramps/Nichols Rd All-way stop HCM 6th NB Left 0.532 11.3 B
Edition
4 Collier Ave/Project Dwy Two-way stop HCM 6th WB Left 0.024 10.8 B
Edition
5 Project Dwy/Nichols Rd Two-way stop HCM 6th NB Right 0.155 14.4 B
Edition
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest)delay value. For
all other control types, they are taken for the whole intersection.
1 5/9/2024
Generated with 10= Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 1: 1 E AM
Intersection Level Of Service Report
Intersection 1:Collier Ave/Nichols Rd
Control Type: All-way stop Delay(sec/veh): 32.2
Analysis Method: HCM 6th Edition Level Of Service: D
Analysis Period: 15 minutes Volume to Capacity(v/c): 0.968
Intersection Setup
Name Collier Avenue Nichols Road Nichols Road
Approach Northbound Eastbound Westbound
Lane Configuration F -if
Turning Movement Left Right Thru Right Left Thru
Lane Width[ft] 12.00 12.00 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 0 0 1 0
Entry Pocket Length[ft] 100.00
No.of Lanes in Exit Pocket 0 0 0 0 0 0
Exit Pocket Length[ft]
Speed[mph] 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00
Crosswalk No No No
Volumes
Name Collier Avenue Nichols Road Nichols Road
Base Volume Input[veh/h] 57 118 487 89 103 239
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 0.00 0.00 0.00
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
In-Process Volume[veh/h] 0 0 0 0 0 0
Site-Generated Trips[veh/h] 0 0 0 0 0 0
Diverted Trips[veh/h] 0 0 0 0 0 0
Pass-by Trips[veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume[veh/h] 0 0 0 0 0 0
Other Volume[veh/h] 0 0 0 0 0 0
Total Hourly Volume[veh/h] 57 118 487 89 103 239
Peak Hour Factor 0.8900 0.8900 0.8900 0.8900 0.8900 0.8900
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Total 15-Minute Volume[veh/h] 16 33 137 25 29 67
Total Analysis Volume[veh/h] 64 133 547 100 116 269
Pedestrian Volume[ped/h]
2 5/9/2024
Generated with W= Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 1: 1 E AM
Intersection Settings
Lanes
Capacity per Entry Lane[veh/h] 475 565 668 560 608
Degree of Utilization,x 0.13 0.24 0.97 0.21 0.44
Movement,Approach,&Intersection Results
95th-Percentile Queue Length[veh] 0.46 0.91 14.31 0.77 2.26
95th-Percentile Queue Length[ft] 11.59 22.69 357.87 19.33 56.50
Approach Delay[s/veh] 11.16 50.27 12.50
Approach LOS B F B
Intersection Delay[s/veh] 32.17
Intersection LOS D
3 5/9/2024
Generated with 10= Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 1: 1 E AM
Intersection Level Of Service Report
Intersection 2: 1-15 SB Ramps/Nichols Rd
Control Type: All-way stop Delay(sec/veh): 11.5
Analysis Method: HCM 6th Edition Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity(v/c): 0.512
Intersection Setup
Name 1-15 SB Ramps 1-15 SB Ramps Nichols Road Nichols Road
Approach Southbound Eastbound Westbound
Lane Configuration i r -I i
Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Width[ft] J IL.uu 12.00 12.00 12.00 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 0 0 0 0 0 1 0
Entry Pocket Length[ft] J0 100.00 100 100.00 J.00
No.of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0
Exit Pocket Length[ft] 0.00 0
Speed[mph] 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00
Crosswalk No No No No
Volumes
Name 1-15 SB Ramps 1-15 SB Ramps Nichols Road Nichols Road
Base Volume Input[veh/h] 0 0 ( 131 1 10 133 249 380 36 1 211 1 0
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1. 0000 1.0000 1.1 1.0000 1.0000 1.0000 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 1 0.00 0.00 C 0.00 0.00 0.00 0.00 0.00
Growth Factor 1.0000 1.0000 1.0000 F1. 0000 1 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
In-Process Volume[veh/h] 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips[veh/h] n n 0 0 0 0 0 0 0 n
Diverted Trips[veh/h] 0 0 0 0 0 0 0
Pass-by Trips[veh/h] 0 0 0 0 0 0 0
Existing Site Adjustment Volume[veh/h] 0 0 0 0 0 0 0
Other Volume[veh/h] 0 0 0 0 0 0 0
Total Hourly Volume[veh/h] u u 131 10 133 249 380 36 211 u
Peak Hour Factor 1.0000 1.0000 ' 0.8290 0.8290 0.8290 0.8290 0.8290 0.8290 0.8290 1.0000
Other Adjustment Factor 1.0000 1.0000 1.0000 1. 0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Total 15-Minute Volume[veh/h] 0 0 40 3 40 75 115 11 64 0
Total Analysis Volume[veh/h] 0 0 158 12 160 300 458 43 255 0
Pedestrian Volume[ped/h] 0
4 5/9/2024
Generated with W= Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 1: 1 E AM
Intersection Settings
Lanes
Capacity per Entry Lane[veh/h] 647 762 894 644 708
Degree of Utilization,x 0.51 0.39 0.51 0.07 0.36
Movement,Approach,&Intersection Results
95th-Percentile Queue Length[veh] 2.91 1.89 2.99 0.21 1.64
95th-Percentile Queue Length[ft] 72.76 47.19 74.66 5.35 41.05
Approach Delay[s/veh] 14.22 10.71 10.34
Approach LOS B B B
Intersection Delay[s/veh] 11.47
Intersection LOS B
5 5/9/2024
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 1: 1 E AM
Intersection Level Of Service Report
Intersection 3: 1-15 NB Ramps/Nichols Rd
Control Type: All-way stop Delay(sec/veh): 11.3
Analysis Method: HCM 6th Edition Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity(v/c): 0.532
Intersection Setup
Name 1-15 NB Ramps 1-15 NB Ramps Nichols Road Nichols Road
Approach Northbound Eastbound Westbound
Lane Configuration .11 F
Turning Movement Left Thru Right Left Thru Right Left7 Thru Right Left Thru TRght
Lane Width[ft] 12.00 12.00 12.00 Z.uu z.uu 12.00 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 0 0 0 1 0 0 0
Entry Pocket Length[ft] 0.00 100.00 10 100.00 10
No.of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0
Exit Pocket Length[ft] 0.00 0.00 0.00
Speed[mph] 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00
Crosswalk No No No No
Volumes
Name 1-15 NB Ramps 1-15 NB Ramps Nichols Road Nichols Road
Base Volume Input[veh/h] 142 6 80 0 76 312 0 84 71
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1. 0000 1.( 1.0000 1.0000 1.0000 1 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 '.00 1 0.00 0 0.00 0.00 0.00 0.00 0.00
Growth Factor 1.0000 1.0000 1.0000 .0000 1.0000 1.( 1.0000 1.0000 .0000 1.u, 1.0000 1.0000
In-Process Volume[veh/h] 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips[veh/h] 0 0 0 - n 0 0 0 0 0
Diverted Trips[veh/h] 0 0 0 0 0 0 0
Pass-by Trips[veh/h] 0 0 0 0 0 0 0
Existing Site Adjustment Volume[veh/h] 0 0 0 0 0 0 0
Other Volume[veh/h] 0 0 0 0 0 0 0 0
Total Hourly Volume[veh/h] 142 6 80 0 u 76 312 u 84 71
Peak Hour Factor 0.7530 0.7530 0.7530 0000 1. 0000 1.( 0.7530 0.7530 1.0000 1 0.7530 0.7530
Other Adjustment Factor 1.0000 1.0000 1.0000 .0000 1.0000 1.( 1.0000 1.0000 1.0000 1 1.0000 1.0000
Total 15-Minute Volume[veh/h] 47 2 27 0 0 25 104 0 28 24
Total Analysis Volume[veh/h] 189 8 106 0 0 L 101 414 0 112 94
Pedestrian Volume[ped/h] 0
6 5/9/2024
Generated with W= Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 1: 1 E AM
Intersection Settings
Lanes
Capacity per Entry Lane[veh/h] 679 702 778 857
Degree of Utilization,x 0.45 0.14 0.53 0.24
Movement,Approach,&Intersection Results
95th-Percentile Queue Length[veh] 2.31 0.50 3.19 0.94
95th-Percentile Queue Length[ft] 57.63 12.52 79.71 23.46
Approach Delay[s/veh] 12.51 11.72 8.52
Approach LOS B B A
Intersection Delay[s/veh] 11.31
Intersection LOS B
7 5/9/2024
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 1: 1 E AM
Intersection Level Of Service Report
Intersection 4:Collier Ave/Project Dwy
Control Type: Two-way stop Delay(sec/veh): 10.8
Analysis Method: HCM 6th Edition Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity(v/c): 0.024
Intersection Setup
Name Collier Avenue Collier Avenue Project Driveway
Approach Northbound Southbound Westbound
Lane Configuration i F -1 1 1 i t
Turning Movement Thru Right Left Thru Left Right
Lane Width[ft] 12.00 12.00 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 1 0 0 1
Entry Pocket Length[ft] 100.00 100.00
No.of Lanes in Exit Pocket 0 0 0 0 0 0
Exit Pocket Length[ft]
Speed[mph] 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00
Crosswalk No No No
Volumes
Name Collier Avenue Collier Avenue Project Driveway
Base Volume Input[veh/h] 147 13 53 148 14 19
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 0.00 0.00 0.00
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
In-Process Volume[veh/h] 0 0 0 0 0 0
Site-Generated Trips[veh/h] 0 0 0 0 0 0
Diverted Trips[veh/h] 0 0 0 0 0 0
Pass-by Trips[veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume[veh/h] 0 0 0 0 0 0
Other Volume[veh/h] 0 0 0 0 0 0
Total Hourly Volume[veh/h] 147 13 53 148 14 19
Peak Hour Factor 0.9040 0.9040 0.9040 0.9040 0.9040 0.9040
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Total 15-Minute Volume[veh/h] 41 4 15 41 4 5
Total Analysis Volume[veh/h] 163 14 59 164 15 21
Pedestrian Volume[ped/h]
8 5/9/2024
Generated with = Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 1: 1 E AM
Intersection Settings
Priority Scheme Free Free Stop
Flared Lane
Storage Area[veh]
Two-Stage Gap Acceptance Yes
Number of Storage Spaces in Median 1
Movement,Approach,&Intersection Results
V/C,Movement V/C Ratio 0.04 0.02 0.02
d M,Delay for Movement[s/veh] 7.66 10.79 8.84
Movement LOS A A A A B A
95th-Percentile Queue Length[veh/In] 0.00 0.00 0.13 0.00 0.07 0.07
95th-Percentile Queue Length[ft/In] 0.00 0.00 3.27 0.00 1.81 1.68
d A,Approach Delay[s/veh] 0.00 2.03 9.65
Approach LOS A A A
d I,Intersection Delay[s/veh] 1.83
Intersection LOS B
9 5/9/2024
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 1: 1 E AM
Intersection Level Of Service Report
Intersection 5:Project Dwy/Nichols Rd
Control Type: Two-way stop Delay(sec/veh): 14.4
Analysis Method: HCM 6th Edition Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity(v/c): 0.155
Intersection Setup
Name Project Driveway Nichols Road Nichols Road
Approach Northbound Eastbound Westbound
Lane Configuration 6 F 1
Turning Movement Left Right Thru Right Left Thru
Lane Width[ft] 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 0 0 0 0
Entry Pocket Length[ft]
No.of Lanes in Exit Pocket 0 0 0 0 0 0
Exit Pocket Length[ft]
Speed[mph] 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00
Crosswalk No No Yes
Volumes
Name Project Driveway Nichols Road Nichols Road
Base Volume Input[veh/h] 60 570 35 343
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 0.00
Growth Factor 1.0000 1.0000 1.0000 1.0000
In-Process Volume[veh/h] 0 0 0 0
Site-Generated Trips[veh/h] 0 0 0 0
Diverted Trips[veh/h] 0 0 0 0
Pass-by Trips[veh/h] 0 0 0 0
Existing Site Adjustment Volume[veh/h] 0 0 0 0
Other Volume[veh/h] 0 0 0 0
Total Hourly Volume[veh/h] 60 570 35 343
Peak Hour Factor 0.8600 0.8600 0.8600 0.8600
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000
Total 15-Minute Volume[veh/h] 17 166 10 100
Total Analysis Volume[veh/h] 70 663 41 399
Pedestrian Volume[ped/h] 0
10 5/9/2024
Generated with = Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 1: 1 E AM
Intersection Settings
Priority Scheme Stop Free Free
Flared Lane
Storage Area[veh]
Two-Stage Gap Acceptance No
Number of Storage Spaces in Median
Movement,Approach,&Intersection Results
V/C,Movement V/C Ratio 0.15
d M,Delay for Movement[s/veh] 14.41
Movement LOS B A A A
95th-Percentile Queue Length[veh/In] 0.54 0.00 0.00 0.00
95th-Percentile Queue Length[ft/In] 13.57 0.00 0.00 0.00
d A,Approach Delay[s/veh] 14.41 0.00 0.00
Approach LOS B A A
d I,Intersection Delay[s/veh] 0.86
Intersection LOS B
11 5/9/2024
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 2:2 E PM
Lake Elsinore Retail Shops
Vistro File: C:\...\PSR23001 Base 3.0.vistro Scenario 2 E PM
Report File: C:\...\E PM.pdf 5/9/2024
Intersection Analysis Summary
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS
1 Collier Ave/Nichols Rd All-way stop HCM 6th WB Thru 0.782 18.8 C
Edition
2 1-15 SB Ramps/Nichols Rd All-way stop HCM 6th SB Right 0.704 14.3 B
Edition
3 1-15 NB Ramps/Nichols Rd All-way stop HCM 6th NB Left 0.481 10.4 B
Edition
4 Collier Ave/Project Dwy Two-way stop HCM 6th WB Left 0.029 12.1 B
Edition
5 Project Dwy/Nichols Rd Two-way stop HCM 6th NB Right 0.127 11.6 B
Edition
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest)delay value. For
all other control types, they are taken for the whole intersection.
1 5/9/2024
Generated with 10= Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 2:2 E PM
Intersection Level Of Service Report
Intersection 1:Collier Ave/Nichols Rd
Control Type: All-way stop Delay(sec/veh): 18.8
Analysis Method: HCM 6th Edition Level Of Service: C
Analysis Period: 15 minutes Volume to Capacity(v/c): 0.782
Intersection Setup
Name Collier Avenue Nichols Road Nichols Road
Approach Northbound Eastbound Westbound
Lane Configuration F -if
Turning Movement Left Right Thru Right Left Thru
Lane Width[ft] 12.00 12.00 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 0 0 1 0
Entry Pocket Length[ft] 100.00
No.of Lanes in Exit Pocket 0 0 0 0 0 0
Exit Pocket Length[ft]
Speed[mph] 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00
Crosswalk No No No
Volumes
Name Collier Avenue Nichols Road Nichols Road
Base Volume Input[veh/h] 113 155 251 68 246 441
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 0.00 0.00 0.00
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
In-Process Volume[veh/h] 0 0 0 0 0 0
Site-Generated Trips[veh/h] 0 0 0 0 0 0
Diverted Trips[veh/h] 0 0 0 0 0 0
Pass-by Trips[veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume[veh/h] 0 0 0 0 0 0
Other Volume[veh/h] 0 0 0 0 0 0
Total Hourly Volume[veh/h] 113 155 251 68 246 441
Peak Hour Factor 0.9330 0.9330 0.9330 0.9330 0.9330 0.9330
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Total 15-Minute Volume[veh/h] 30 42 67 18 66 118
Total Analysis Volume[veh/h] 121 166 269 73 264 473
Pedestrian Volume[ped/h]
2 5/9/2024
Generated with W= Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 2:2 E PM
Intersection Settings
Lanes
Capacity per Entry Lane[veh/h] 472 562 602 558 605
Degree of Utilization,x 0.26 0.30 0.57 0.47 0.78
Movement,Approach,&Intersection Results
95th-Percentile Queue Length[veh] 1.01 1.23 3.56 2.53 7.42
95th-Percentile Queue Length[ft] 25.24 30.66 89.10 63.13 185.52
Approach Delay[s/veh] 12.25 16.58 22.44
Approach LOS B C C
Intersection Delay[s/veh] 18.83
Intersection LOS C
3 5/9/2024
Generated with 10= Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 2:2 E PM
Intersection Level Of Service Report
Intersection 2: 1-15 SB Ramps/Nichols Rd
Control Type: All-way stop Delay(sec/veh): 14.3
Analysis Method: HCM 6th Edition Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity(v/c): 0.704
Intersection Setup
Name 1-15 SB Ramps 1-15 SB Ramps Nichols Road Nichols Road
Approach Southbound Eastbound Westbound
Lane Configuration i r -I i
Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Width[ft] J IL.uu 12.00 12.00 12.00 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 0 0 0 0 0 1 0
Entry Pocket Length[ft] J0 100.00 100 100.00 J.00
No.of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0
Exit Pocket Length[ft] 0.00 0
Speed[mph] 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00
Crosswalk No No No No
Volumes
Name 1-15 SB Ramps 1-15 SB Ramps Nichols Road Nichols Road
Base Volume Input[veh/h] 0 0 0 144 1 10 287 210 242 18 403 0
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1. 0000 1.0000 1.1 1.0000 1.0000 1.0000 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 1 0.00 0.00 C 0.00 0.00 0.00 0.00 0.00
Growth Factor 1.0000 1.0000 1.0000 F1. 0000 1 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
In-Process Volume[veh/h] 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips[veh/h] n n 0 0 0 0 0 0 0 n
Diverted Trips[veh/h] 0 0 0 0 0 0 0
Pass-by Trips[veh/h] 0 0 0 0 0 0 0
Existing Site Adjustment Volume[veh/h] 0 0 0 0 0 0 0
Other Volume[veh/h] 0 0 0 0 0 0 0
Total Hourly Volume[veh/h] u u 144 10 287 210 242 18 403 u
Peak Hour Factor 1.0000 1.0000 ' 0.9410 0.9410 0.9410 0.9410 0.9410 0.9410 0.9410 1.0000
Other Adjustment Factor 1.0000 1.0000 1.0000 1. 0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Total 15-Minute Volume[veh/h] 0 0 38 3 76 56 64 5 107 0
Total Analysis Volume[veh/h] 0 0 153 11 305 223 257 19 428 0
Pedestrian Volume[ped/h] 0
4 5/9/2024
Generated with W= Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 2:2 E PM
Intersection Settings
Lanes
Capacity per Entry Lane[veh/h] 666 749 876 673 742
Degree of Utilization,x 0.70 0.30 0.29 0.03 0.58
Movement,Approach,&Intersection Results
95th-Percentile Queue Length[veh] 5.78 1.25 1.23 0.09 3.73
95th-Percentile Queue Length[ft] 144.42 31.22 30.64 2.18 93.34
Approach Delay[s/veh] 20.20 8.98 13.70
Approach LOS C A B
Intersection Delay[s/veh] 14.26
Intersection LOS B
5 5/9/2024
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 2:2 E PM
Intersection Level Of Service Report
Intersection 3: 1-15 NB Ramps/Nichols Rd
Control Type: All-way stop Delay(sec/veh): 10.4
Analysis Method: HCM 6th Edition Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity(v/c): 0.481
Intersection Setup
Name 1-15 NB Ramps 1-15 NB Ramps Nichols Road Nichols Road
Approach Northbound Eastbound Westbound
Lane Configuration .11 F
Turning Movement Left Thru Right Left Thru Right Left7 Thru Right Left Thru TRght
Lane Width[ft] 12.00 12.00 12.00 Z.uu z.uu 12.00 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 0 0 0 1 0 0 0
Entry Pocket Length[ft] 0.00 100.00 10 100.00 10
No.of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0
Exit Pocket Length[ft] 0.00 0.00 0.00
Speed[mph] 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00
Crosswalk No No No No
Volumes
Name 1-15 NB Ramps 1-15 NB Ramps Nichols Road Nichols Road
Base Volume Input[veh/h] 295 4 11 0 150 203 0 126 28
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1. 0000 1.( 1.0000 1.0000 1.0000 1 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 '.00 1 0.00 0 0.00 0.00 0.00 0.00 0.00
Growth Factor 1.0000 1.0000 1.0000 .0000 1.0000 1.( 1.0000 1.0000 .0000 1.u, 1.0000 1.0000
In-Process Volume[veh/h] 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips[veh/h] 0 0 0 - n 0 0 0 0 0
Diverted Trips[veh/h] 0 0 0 0 0 0 0
Pass-by Trips[veh/h] 0 0 0 0 0 0 0
Existing Site Adjustment Volume[veh/h] 0 0 0 0 0 0 0
Other Volume[veh/h] 0 0 0 0 0 0 0 0
Total Hourly Volume[veh/h] 295 4 11 0 u 150 203 u 126 28
Peak Hour Factor 0.9330 0.9330 1 0.9330 0000 1. 0000 1.( 0.9330 0.9330 1.0000 1.Guuu 0.9330 0.9330
Other Adjustment Factor 1.0000 1.0000 1.0000 .0000 1.0000 1.( 1.0000 1.0000 1.0000 1.0nnn 1.0000 1.0000
Total 15-Minute Volume[veh/h] 79 1 3 0 0 40 54 0 34 8
Total Analysis Volume[veh/h] 316 4 12 0 0 (. 161 218 0 135 30
Pedestrian Volume[ped/h] 0
6 5/9/2024
Generated with W= Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 2:2 E PM
Intersection Settings
Lanes
Capacity per Entry Lane[veh/h] 690 706 782 849
Degree of Utilization,x 0.48 0.23 0.28 0.19
Movement,Approach,&Intersection Results
95th-Percentile Queue Length[veh] 2.62 0.88 1.14 0.72
95th-Percentile Queue Length[ft] 65.57 21.90 28.52 17.95
Approach Delay[s/veh] 12.94 9.17 8.26
Approach LOS B A A
Intersection Delay[s/veh] 10.43
Intersection LOS B
7 5/9/2024
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 2:2 E PM
Intersection Level Of Service Report
Intersection 4:Collier Ave/Project Dwy
Control Type: Two-way stop Delay(sec/veh): 12.1
Analysis Method: HCM 6th Edition Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity(v/c): 0.029
Intersection Setup
Name Collier Avenue Collier Avenue Project Driveway
Approach Northbound Southbound Westbound
Lane Configuration i F -1 1 1 i t
Turning Movement Thru Right Left Thru Left Right
Lane Width[ft] 12.00 12.00 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 1 0 0 1
Entry Pocket Length[ft] 100.00 100.00
No.of Lanes in Exit Pocket 0 0 0 0 0 0
Exit Pocket Length[ft]
Speed[mph] 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00
Crosswalk No No No
Volumes
Name Collier Avenue Collier Avenue Project Driveway
Base Volume Input[veh/h] 247 21 72 265 14 32
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 0.00 0.00 0.00
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
In-Process Volume[veh/h] 0 0 0 0 0 0
Site-Generated Trips[veh/h] 0 0 0 0 0 0
Diverted Trips[veh/h] 0 0 0 0 0 0
Pass-by Trips[veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume[veh/h] 0 0 0 0 0 0
Other Volume[veh/h] 0 0 0 0 0 0
Total Hourly Volume[veh/h] 247 21 72 265 14 32
Peak Hour Factor 0.9330 0.9330 0.9330 0.9330 0.9330 0.9330
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Total 15-Minute Volume[veh/h] 66 6 19 71 4 9
Total Analysis Volume[veh/h] 265 23 77 284 15 34
Pedestrian Volume[ped/h]
8 5/9/2024
Generated with = Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 2:2 E PM
Intersection Settings
Priority Scheme Free Free Stop
Flared Lane
Storage Area[veh]
Two-Stage Gap Acceptance Yes
Number of Storage Spaces in Median 1
Movement,Approach,&Intersection Results
V/C,Movement V/C Ratio 0.06 0.03 0.04
d M,Delay for Movement[s/veh] 7.98 12.09 9.24
Movement LOS A A A A B A
95th-Percentile Queue Length[veh/In] 0.00 0.00 0.19 0.00 0.09 0.12
95th-Percentile Queue Length[ft/In] 0.00 0.00 4.77 0.00 2.21 3.00
d A,Approach Delay[s/veh] 0.00 1.70 10.11
Approach LOS A A B
d I,Intersection Delay[s/veh] 1.59
Intersection LOS B
9 5/9/2024
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 2:2 E PM
Intersection Level Of Service Report
Intersection 5:Project Dwy/Nichols Rd
Control Type: Two-way stop Delay(sec/veh): 11.6
Analysis Method: HCM 6th Edition Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity(v/c): 0.127
Intersection Setup
Name Project Driveway Nichols Road Nichols Road
Approach Northbound Eastbound Westbound
Lane Configuration 6 F 1
Turning Movement Left Right Thru Right Left Thru
Lane Width[ft] 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 0 0 0 0
Entry Pocket Length[ft]
No.of Lanes in Exit Pocket 0 0 0 0 0 0
Exit Pocket Length[ft]
Speed[mph] 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00
Crosswalk No No Yes
Volumes
Name Project Driveway Nichols Road Nichols Road
Base Volume Input[veh/h] 73 379 28 690
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 0.00
Growth Factor 1.0000 1.0000 1.0000 1.0000
In-Process Volume[veh/h] 0 0 0 0
Site-Generated Trips[veh/h] 0 0 0 0
Diverted Trips[veh/h] 0 0 0 0
Pass-by Trips[veh/h] 0 0 0 0
Existing Site Adjustment Volume[veh/h] 0 0 0 0
Other Volume[veh/h] 0 0 0 0
Total Hourly Volume[veh/h] 73 379 28 690
Peak Hour Factor 0.9140 0.9140 0.9140 0.9140
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000
Total 15-Minute Volume[veh/h] 20 104 8 189
Total Analysis Volume[veh/h] 80 415 31 755
Pedestrian Volume[ped/h] 0
10 5/9/2024
Generated with = Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 2:2 E PM
Intersection Settings
Priority Scheme Stop Free Free
Flared Lane
Storage Area[veh]
Two-Stage Gap Acceptance No
Number of Storage Spaces in Median
Movement,Approach,&Intersection Results
V/C,Movement V/C Ratio 0.13
d M,Delay for Movement[s/veh] 11.56
Movement LOS B A A A
95th-Percentile Queue Length[veh/In] 0.43 0.00 0.00 0.00
95th-Percentile Queue Length[ft/In] 10.86 0.00 0.00 0.00
d A,Approach Delay[s/veh] 11.56 0.00 0.00
Approach LOS B A A
d I,Intersection Delay[s/veh] 0.72
Intersection LOS B
11 5/9/2024
OPENING YEAR PLUS PROJECT CONDITIONS
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 3:3 EAP AM
Lake Elsinore Retail Shops
Vistro File: C:\...\PSR23001 Base 3.0.vistro Scenario 3 EAP AM
Report File: C:\...\EAP AM.pdf 5/9/2024
Intersection Analysis Summary
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS
1 Collier Ave/Nichols Rd All-way stop HCM 6th EB Thru 1.043 42.3 E
Edition
2 1-15 SB Ramps/Nichols Rd All-way stop HCM 6th SB Left 0.544 11.4 B
Edition
3 1-15 NB Ramps/Nichols Rd All-way stop HCM 6th NB Left 0.561 11.9 B
Edition
4 Collier Ave/Project Dwy Two-way stop HCM 6th WB Left 0.056 11.6 B
Edition
5 Project Dwy/Nichols Rd Two-way stop HCM 6th NB Right 0.241 15.8 C
Edition
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest)delay value. For
all other control types, they are taken for the whole intersection.
1 5/9/2024
Generated with 10= Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 3:3 EAP AM
Intersection Level Of Service Report
Intersection 1:Collier Ave/Nichols Rd
Control Type: All-way stop Delay(sec/veh): 42.3
Analysis Method: HCM 6th Edition Level Of Service: E
Analysis Period: 15 minutes Volume to Capacity(v/c): 1.043
Intersection Setup
Name Collier Avenue Nichols Road Nichols Road
Approach Northbound Eastbound Westbound
Lane Configuration F -if
Turning Movement Left Right Thru Right Left Thru
Lane Width[ft] 12.00 12.00 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 0 0 1 0
Entry Pocket Length[ft] 100.00
No.of Lanes in Exit Pocket 0 0 0 0 0 0
Exit Pocket Length[ft]
Speed[mph] 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00
Crosswalk No No No
Volumes
Name Collier Avenue Nichols Road Nichols Road
Base Volume Input[veh/h] 57 118 487 89 103 239
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 0.00 0.00 0.00
Growth Factor 1.0404 1.0404 1.0404 1.0404 1.0404 1.0404
In-Process Volume[veh/h] 0 0 0 0 0 0
Site-Generated Trips[veh/h] 8 0 9 0 18 0
Diverted Trips[veh/h] 0 0 0 0 0 0
Pass-by Trips[veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume[veh/h] 0 0 0 0 0 0
Other Volume[veh/h] 0 0 0 0 0 0
Total Hourly Volume[veh/h] 67 123 516 93 125 249
Peak Hour Factor 0.8900 0.8900 0.8900 0.8900 0.8900 0.8900
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Total 15-Minute Volume[veh/h] 19 35 145 26 35 70
Total Analysis Volume[veh/h] 75 138 580 104 140 280
Pedestrian Volume[ped/h]
2 5/9/2024
Generated with W= Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 3:3 EAP AM
Intersection Settings
Lanes
Capacity per Entry Lane[veh/h] 473 562 684 560 606
Degree of Utilization,x 0.16 0.25 1.04 0.25 0.46
Movement,Approach,&Intersection Results
95th-Percentile Queue Length[veh] 0.56 0.96 17.90 0.98 2.43
95th-Percentile Queue Length[ft] 13.95 23.97 447.41 24.58 60.75
Approach Delay[s/veh] 11.37 70.00 12.85
Approach LOS B F B
Intersection Delay[s/veh] 42.29
Intersection LOS E
3 5/9/2024
Generated with 10= Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 3:3 EAP AM
Intersection Level Of Service Report
Intersection 2: 1-15 SB Ramps/Nichols Rd
Control Type: All-way stop Delay(sec/veh): 11.4
Analysis Method: HCM 6th Edition Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity(v/c): 0.544
Intersection Setup
Name 1-15 SB Ramps 1-15 SB Ramps Nichols Road Nichols Road
Approach Southbound Eastbound Westbound
Lane Configuration 6 i r -I i
Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Width[ft] J IL.uu 12.00 12.00 12.00 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 0 0 1 0 0 1 0
Entry Pocket Length[ft] J0 100.00 100 100.00 100.00 J.00
No.of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0
Exit Pocket Length[ft] 0.00 0
Speed[mph] 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00
Crosswalk No No No No
Volumes
Name 1-15 SB Ramps 1-15 SB Ramps Nichols Road Nichols Road
Base Volume Input[veh/h] 0 0 0 131 1 10 133 249 380 36 1 211 1 0
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1. 0000 1.0000 1.1 1.0000 1.0000 1.0000 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 1 0.00 0.00 C 0.00 0.00 0.00 0.00 0.00
Growth Factor 1.0000 1.0000 1.0404 F1.0404 1.0404 1.0404 1.0404 1.0404 1.0404 1.0000
In-Process Volume[veh/h] 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips[veh/h] n n 0 0 7 9 6 0 11 n
Diverted Trips[veh/h] 0 0 0 0 0 0 0
Pass-by Trips[veh/h] 0 0 0 0 0 0 0
Existing Site Adjustment Volume[veh/h] 0 0 0 0 0 0 0
Other Volume[veh/h] 0 0 0 0 0 0 0
Total Hourly Volume[veh/h] u u 136 10 145 268 401 37 231 u
Peak Hour Factor 1.0000 1.0000 ' 0.8290 0.8290 0.8290 0.8290 0.8290 0.8290 0.8290 1.0000
Other Adjustment Factor 1.0000 1.0000 1.0000 1. 0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Total 15-Minute Volume[veh/h] 0 0 41 3 44 81 121 11 70 0
Total Analysis Volume[veh/h] 0 0 164 12 175 323 484 45 279 0
Pedestrian Volume[ped/h] 0
4 5/9/2024
Generated with W= Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 3:3 EAP AM
Intersection Settings
Lanes
Capacity per Entry Lane[veh/h] 509 609 758 889 639 700
Degree of Utilization,x 0.35 0.29 0.43 1 0.54 0.07 0.40
Movement,Approach,&Intersection Results
95th-Percentile Queue Length[veh] 1.53 1.18 2.14 3.36 0.23 1.92
95th-Percentile Queue Length[ft] 38.23 29.55 53.58 84.04 5.67 47.90
Approach Delay[s/veh] 12.22 11.26 10.86
Approach LOS B B B
Intersection Delay[s/veh] 11.40
Intersection LOS B
5 5/9/2024
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 3:3 EAP AM
Intersection Level Of Service Report
Intersection 3: 1-15 NB Ramps/Nichols Rd
Control Type: All-way stop Delay(sec/veh): 11.9
Analysis Method: HCM 6th Edition Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity(v/c): 0.561
Intersection Setup
Name 1-15 NB Ramps 1-15 NB Ramps Nichols Road Nichols Road
Approach Northbound Eastbound Westbound
Lane Configuration .11 F
Turning Movement Left Thru Right Left Thru Right Left7 Thru Right Left Thru TRght
Lane Width[ft] 12.00 12.00 12.00 Z.uu z.uu 12.00 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 0 0 0 1 0 0 0
Entry Pocket Length[ft] 0.00 100.00 10 100.00 10
No.of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0
Exit Pocket Length[ft] 0.00 0.00 0.00
Speed[mph] 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00
Crosswalk No No No No
Volumes
Name 1-15 NB Ramps 1-15 NB Ramps Nichols Road Nichols Road
Base Volume Input[veh/h] 142 6 80 0 76 1 312 1 0 84 71
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1. 0000 1.( 1.0000 1.0000 1.0000 1 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 '.00 1 0.00 0 0.00 0.00 0.00 0.00 0.00
Growth Factor 1.0404 1.0404 1.0404 .0000 1. 0000 1.( 1.0404 1.0404 1.0000 1.u, 1.0404 1.0404
In-Process Volume[veh/h] 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips[veh/h] 7 0 0 - n 6 3 0 4 0
Diverted Trips[veh/h] 0 0 0 0 0 0 0
Pass-by Trips[veh/h] 0 0 0 0 0 0 0
Existing Site Adjustment Volume[veh/h] 0 0 0 0 0 0 0
Other Volume[veh/h] 0 0 0 0 0 0 0 0
Total Hourly Volume[veh/h] 155 6 83 0 u 85 328 u 91 74
Peak Hour Factor 0.7530 0.7530 0.7530 0000 1. 0000 1.( 0.7530 0.7530 1.0000 1 0.7530 0.7530
Other Adjustment Factor 1.0000 1.0000 1.0000 .0000 1.0000 1.( 1.0000 1.0000 1.0000 1 1.0000 1.0000
Total 15-Minute Volume[veh/h] 51 2 28 0 0 28 109 0 30 25
Total Analysis Volume[veh/h] 206 8 110 0 0 u 113 436 0 121 98
Pedestrian Volume[ped/h] 0
6 5/9/2024
Generated with W= Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 3:3 EAP AM
Intersection Settings
Lanes
Capacity per Entry Lane[veh/h] 667 701 776 851
Degree of Utilization,x 0.49 0.16 0.56 0.26
Movement,Approach,&Intersection Results
95th-Percentile Queue Length[veh] 2.67 0.57 3.55 1.03
95th-Percentile Queue Length[ft] 66.64 14.31 88.64 25.67
Approach Delay[s/veh] 13.38 12.22 8.69
Approach LOS B B A
Intersection Delay[s/veh] 11.86
Intersection LOS B
7 5/9/2024
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 3:3 EAP AM
Intersection Level Of Service Report
Intersection 4:Collier Ave/Project Dwy
Control Type: Two-way stop Delay(sec/veh): 11.6
Analysis Method: HCM 6th Edition Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity(v/c): 0.056
Intersection Setup
Name Collier Avenue Collier Avenue Project Driveway
Approach Northbound Southbound Westbound
Lane Configuration i F -1 1 1 i t
Turning Movement Thru Right Left Thru Left Right
Lane Width[ft] 12.00 12.00 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 1 0 0 1
Entry Pocket Length[ft] 100.00 100.00
No.of Lanes in Exit Pocket 0 0 0 0 0 0
Exit Pocket Length[ft]
Speed[mph] 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00
Crosswalk No No No
Volumes
Name Collier Avenue Collier Avenue Project Driveway
Base Volume Input[veh/h] 147 13 53 148 14 19
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 0.00 0.00 0.00
Growth Factor 1.0404 1.0404 1.0404 1.0404 1.0404 1.0404
In-Process Volume[veh/h] 0 0 0 0 0 0
Site-Generated Trips[veh/h] 0 9 18 0 7 8
Diverted Trips[veh/h] 0 0 0 0 0 0
Pass-by Trips[veh/h] -7 7 14 -14 7 7
Existing Site Adjustment Volume[veh/h] 0 0 0 0 0 0
Other Volume[veh/h] 0 0 0 0 0 0
Total Hourly Volume[veh/h] 146 30 87 140 29 35
Peak Hour Factor 0.9040 0.9040 0.9040 0.9040 0.9040 0.9040
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Total 15-Minute Volume[veh/h] 40 8 24 39 8 10
Total Analysis Volume[veh/h] 162 33 96 155 32 39
Pedestrian Volume[ped/h]
8 5/9/2024
Generated with = Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 3:3 EAP AM
Intersection Settings
Priority Scheme Free Free Stop
Flared Lane
Storage Area[veh]
Two-Stage Gap Acceptance Yes
Number of Storage Spaces in Median 1
Movement,Approach,&Intersection Results
V/C,Movement V/C Ratio 0.07 0.06 0.04
d M,Delay for Movement[s/veh] 7.78 11.62 8.97
Movement LOS A A A A B A
95th-Percentile Queue Length[veh/In] 0.00 0.00 0.22 0.00 0.18 0.13
95th-Percentile Queue Length[ft/In] 0.00 0.00 5.56 0.00 4.40 3.22
d A,Approach Delay[s/veh] 0.00 2.98 10.16
Approach LOS A A B
d I,Intersection Delay[s/veh] 2.84
Intersection LOS B
9 5/9/2024
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 3:3 EAP AM
Intersection Level Of Service Report
Intersection 5:Project Dwy/Nichols Rd
Control Type: Two-way stop Delay(sec/veh): 15.8
Analysis Method: HCM 6th Edition Level Of Service: C
Analysis Period: 15 minutes Volume to Capacity(v/c): 0.241
Intersection Setup
Name Project Driveway Nichols Road Nichols Road
Approach Northbound Eastbound Westbound
Lane Configuration 6 F 1
Turning Movement Left Right Thru Right Left Thru
Lane Width[ft] 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 0 0 0 0
Entry Pocket Length[ft]
No.of Lanes in Exit Pocket 0 0 0 0 0 0
Exit Pocket Length[ft]
Speed[mph] 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00
Crosswalk No No Yes
Volumes
Name Project Driveway Nichols Road Nichols Road
Base Volume Input[veh/h] 60 570 35 343
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 0.00
Growth Factor 1.0404 1.0404 1.0404 1.0404
In-Process Volume[veh/h] 0 0 0 0
Site-Generated Trips[veh/h] 15 0 9 18
Diverted Trips[veh/h] 0 0 0 0
Pass-by Trips[veh/h] 13 -7 7 14
Existing Site Adjustment Volume[veh/h] 0 0 0 0
Other Volume[veh/h] 0 0 0 0
Total Hourly Volume[veh/h] 90 586 52 389
Peak Hour Factor 0.8600 0.8600 0.8600 0.8600
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000
Total 15-Minute Volume[veh/h] 26 170 15 113
Total Analysis Volume[veh/h] 105 681 60 452
Pedestrian Volume[ped/h] 0
10 5/9/2024
Generated with = Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 3:3 EAP AM
Intersection Settings
Priority Scheme Stop Free Free
Flared Lane
Storage Area[veh]
Two-Stage Gap Acceptance No
Number of Storage Spaces in Median
Movement,Approach,&Intersection Results
V/C,Movement V/C Ratio 0.24
d M,Delay for Movement[s/veh] 15.84
Movement LOS C A A A
95th-Percentile Queue Length[veh/In] 0.93 0.00 0.00 0.00
95th-Percentile Queue Length[ft/In] 23.24 0.00 0.00 0.00
d A,Approach Delay[s/veh] 15.84 0.00 0.00
Approach LOS C A A
d I,Intersection Delay[s/veh] 1.28
Intersection LOS C
11 5/9/2024
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 4:4 EAP PM
Lake Elsinore Retail Shops
Vistro File: C:\...\PSR23001 Base 3.0.vistro Scenario 4 EAP PM
Report File: C:\...\EAP PM.pdf 5/9/2024
Intersection Analysis Summary
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS
1 Collier Ave/Nichols Rd All-way stop HCM 6th WB Thru 0.833 21.5 C
Edition
2 1-15 SB Ramps/Nichols Rd All-way stop HCM 6th WB Thru 0.619 12.7 B
Edition
3 1-15 NB Ramps/Nichols Rd All-way stop HCM 6th NB Left 0.517 10.8 B
Edition
4 Collier Ave/Project Dwy Two-way stop HCM 6th WB Left 0.065 13.1 B
Edition
5 Project Dwy/Nichols Rd Two-way stop HCM 6th NB Right 0.182 12.2 B
Edition
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest)delay value. For
all other control types, they are taken for the whole intersection.
1 5/9/2024
Generated with 10= Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 4:4 EAP PM
Intersection Level Of Service Report
Intersection 1:Collier Ave/Nichols Rd
Control Type: All-way stop Delay(sec/veh): 21.5
Analysis Method: HCM 6th Edition Level Of Service: C
Analysis Period: 15 minutes Volume to Capacity(v/c): 0.833
Intersection Setup
Name Collier Avenue Nichols Road Nichols Road
Approach Northbound Eastbound Westbound
Lane Configuration F -if
Turning Movement Left Right Thru Right Left Thru
Lane Width[ft] 12.00 12.00 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 0 0 1 0
Entry Pocket Length[ft] 100.00
No.of Lanes in Exit Pocket 0 0 0 0 0 0
Exit Pocket Length[ft]
Speed[mph] 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00
Crosswalk No No No
Volumes
Name Collier Avenue Nichols Road Nichols Road
Base Volume Input[veh/h] 113 155 251 68 246 441
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 0.00 0.00 0.00
Growth Factor 1.0404 1.0404 1.0404 1.0404 1.0404 1.0404
In-Process Volume[veh/h] 0 0 0 0 0 0
Site-Generated Trips[veh/h] 8 0 8 0 17 0
Diverted Trips[veh/h] 0 0 0 0 0 0
Pass-by Trips[veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume[veh/h] 0 0 0 0 0 0
Other Volume[veh/h] 0 0 0 0 0 0
Total Hourly Volume[veh/h] 126 161 269 71 273 459
Peak Hour Factor 0.9330 0.9330 0.9330 0.9330 0.9330 0.9330
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Total 15-Minute Volume[veh/h] 34 43 72 19 73 123
Total Analysis Volume[veh/h] 135 173 288 76 293 492
Pedestrian Volume[ped/h]
2 5/9/2024
Generated with W= Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 4:4 EAP PM
Intersection Settings
Lanes
Capacity per Entry Lane[veh/h] 463 550 588 545 591
Degree of Utilization,x 0.29 0.31 0.62 0.54 0.83
Movement,Approach,&Intersection Results
95th-Percentile Queue Length[veh] 1.20 1.34 4.23 3.17 8.75
95th-Percentile Queue Length[ft] 29.97 33.51 105.73 79.14 218.68
Approach Delay[s/veh] 12.85 18.53 26.29
Approach LOS B C D
Intersection Delay[s/veh] 21.51
Intersection LOS C
3 5/9/2024
Generated with 10= Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 4:4 EAP PM
Intersection Level Of Service Report
Intersection 2: 1-15 SB Ramps/Nichols Rd
Control Type: All-way stop Delay(sec/veh): 12.7
Analysis Method: HCM 6th Edition Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity(v/c): 0.619
Intersection Setup
Name 1-15 SB Ramps 1-15 SB Ramps Nichols Road Nichols Road
Approach Southbound Eastbound Westbound
Lane Configuration 6 i r -I i
Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Width[ft] J IL.uu 12.00 12.00 12.00 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 0 0 1 0 0 1 0
Entry Pocket Length[ft] J0 100.00 100 100.00 100.00 J.00
No.of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0
Exit Pocket Length[ft] 0.00 0
Speed[mph] 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00
Crosswalk No No No No
Volumes
Name 1-15 SB Ramps 1-15 SB Ramps Nichols Road Nichols Road
Base Volume Input[veh/h] 0 0 0 144 1 10 287 210 242 18 403 0
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1. 0000 1.0000 1.1 1.0000 1.0000 1.0000 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 1 0.00 0.00 C 0.00 0.00 0.00 0.00 0.00
Growth Factor 1.0000 1.0000 1.0404 F1.0404 1.0404 1.0404 1.0404 1.0404 1.0404 1.0000
In-Process Volume[veh/h] 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips[veh/h] n n 0 0 7 9 6 0 10 n
Diverted Trips[veh/h] 0 0 0 0 0 0 0
Pass-by Trips[veh/h] 0 0 0 0 0 0 0
Existing Site Adjustment Volume[veh/h] 0 0 0 0 0 0 0
Other Volume[veh/h] 0 0 0 0 0 0 0
Total Hourly Volume[veh/h] u u 150 10 306 227 258 19 429 u
Peak Hour Factor 1.0000 1.0000 ' 0.9410 0.9410 0.9410 0.9410 0.9410 0.9410 0.9410 1.0000
Other Adjustment Factor 1.0000 1.0000 1.0000 1. 0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Total 15-Minute Volume[veh/h] 0 0 40 3 81 60 69 5 114 0
Total Analysis Volume[veh/h] 0 0 159 11 325 241 274 20 456 0
Pedestrian Volume[ped/h] 0
4 5/9/2024
Generated with W= Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 4:4 EAP PM
Intersection Settings
Lanes
Capacity per Entry Lane[veh/h] 517 622 746 872 669 737
Degree of Utilization,x 0.33 0.52 0.32 0.31 0.03 0.62
Movement,Approach,&Intersection Results
95th-Percentile Queue Length[veh] 1.42 3.04 1.40 1.35 0.09 4.33
95th-Percentile Queue Length[ft] 35.55 75.91 35.07 33.78 2.31 108.33
Approach Delay[s/veh] 14.09 9.23 14.88
Approach LOS B A B
Intersection Delay[s/veh] 12.66
Intersection LOS B
5 5/9/2024
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 4:4 EAP PM
Intersection Level Of Service Report
Intersection 3: 1-15 NB Ramps/Nichols Rd
Control Type: All-way stop Delay(sec/veh): 10.8
Analysis Method: HCM 6th Edition Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity(v/c): 0.517
Intersection Setup
Name 1-15 NB Ramps 1-15 NB Ramps Nichols Road Nichols Road
Approach Northbound Eastbound Westbound
Lane Configuration .11 F
Turning Movement Left Thru Right Left Thru Right Left7 Thru Right Left Thru TRght
Lane Width[ft] 12.00 12.00 12.00 Z.uu z.uu 12.00 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 0 0 0 1 0 0 0
Entry Pocket Length[ft] 0.00 100.00 10 100.00 10
No.of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0
Exit Pocket Length[ft] 0.00 0.00 0.00
Speed[mph] 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00
Crosswalk No No No No
Volumes
Name 1-15 NB Ramps 1-15 NB Ramps Nichols Road Nichols Road
Base Volume Input[veh/h] 295 4 11 0 150 1 203 1 0 126 28
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1. 0000 1.( 1.0000 1.0000 1.0000 1 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 '.00 1 0.00 0 0.00 0.00 0.00 0.00 0.00
Growth Factor 1.0404 1.0404 1.0404 .0000 1. 0000 1.( 1.0404 1.0404 1.0000 1.u, 1.0404 1.0404
In-Process Volume[veh/h] 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips[veh/h] 7 0 0 - n 6 3 0 3 0
Diverted Trips[veh/h] 0 0 0 0 0 0 0
Pass-by Trips[veh/h] 0 0 0 0 0 0 0
Existing Site Adjustment Volume[veh/h] 0 0 0 0 0 0 0
Other Volume[veh/h] 0 0 0 0 0 0 0 0
Total Hourly Volume[veh/h] 314 4 11 0 u 162 214 u 134 29
Peak Hour Factor 0.9330 0.9330 1 0.9330 0000 1. 0000 1.( 0.9330 0.9330 1.0000 1.Guuu 0.9330 0.9330
Other Adjustment Factor 1.0000 1.0000 1.0000 .0000 1.0000 1.( 1.0000 1.0000 1.0000 1.0nn^ 1.0000 1.0000
Total 15-Minute Volume[veh/h] 84 1 3 0 0 43 57 0 36 8
Total Analysis Volume[veh/h] 337 4 12 0 0 u 174 229 0 144 31
Pedestrian Volume[ped/h] 0
6 5/9/2024
Generated with W= Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 4:4 EAP PM
Intersection Settings
Lanes
Capacity per Entry Lane[veh/h] 682 704 781 844
Degree of Utilization,x 0.52 0.25 0.29 0.21
Movement,Approach,&Intersection Results
95th-Percentile Queue Length[veh] 3.00 0.97 1.22 0.78
95th-Percentile Queue Length[ft] 74.97 24.25 30.57 19.43
Approach Delay[s/veh] 13.80 9.33 8.38
Approach LOS B A A
Intersection Delay[s/veh] 10.84
Intersection LOS B
7 5/9/2024
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 4:4 EAP PM
Intersection Level Of Service Report
Intersection 4:Collier Ave/Project Dwy
Control Type: Two-way stop Delay(sec/veh): 13.1
Analysis Method: HCM 6th Edition Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity(v/c): 0.065
Intersection Setup
Name Collier Avenue Collier Avenue Project Driveway
Approach Northbound Southbound Westbound
Lane Configuration i F -1 1 1 i t
Turning Movement Thru Right Left Thru Left Right
Lane Width[ft] 12.00 12.00 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 1 0 0 1
Entry Pocket Length[ft] 100.00 100.00
No.of Lanes in Exit Pocket 0 0 0 0 0 0
Exit Pocket Length[ft]
Speed[mph] 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00
Crosswalk No No No
Volumes
Name Collier Avenue Collier Avenue Project Driveway
Base Volume Input[veh/h] 247 21 72 265 14 32
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 0.00 0.00 0.00
Growth Factor 1.0404 1.0404 1.0404 1.0404 1.0404 1.0404
In-Process Volume[veh/h] 0 0 0 0 0 0
Site-Generated Trips[veh/h] 0 8 17 0 9 8
Diverted Trips[veh/h] 0 0 0 0 0 0
Pass-by Trips[veh/h] -6 6 12 -12 5 5
Existing Site Adjustment Volume[veh/h] 0 0 0 0 0 0
Other Volume[veh/h] 0 0 0 0 0 0
Total Hourly Volume[veh/h] 251 36 104 264 29 46
Peak Hour Factor 0.9330 0.9330 0.9330 0.9330 0.9330 0.9330
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Total 15-Minute Volume[veh/h] 67 10 28 71 8 12
Total Analysis Volume[veh/h] 269 39 111 283 31 49
Pedestrian Volume[ped/h]
8 5/9/2024
Generated with = Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 4:4 EAP PM
Intersection Settings
Priority Scheme Free Free Stop
Flared Lane
Storage Area[veh]
Two-Stage Gap Acceptance Yes
Number of Storage Spaces in Median 1
Movement,Approach,&Intersection Results
V/C,Movement V/C Ratio 0.09 0.07 0.06
d M,Delay for Movement[s/veh] 8.12 13.13 9.38
Movement LOS A A A A B A
95th-Percentile Queue Length[veh/In] 0.00 0.00 0.29 0.00 0.21 0.18
95th-Percentile Queue Length[ft/In] 0.00 0.00 7.21 0.00 5.23 4.46
d A,Approach Delay[s/veh] 0.00 2.29 10.83
Approach LOS A A B
d I,Intersection Delay[s/veh] 2.26
Intersection LOS B
9 5/9/2024
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 4:4 EAP PM
Intersection Level Of Service Report
Intersection 5:Project Dwy/Nichols Rd
Control Type: Two-way stop Delay(sec/veh): 12.2
Analysis Method: HCM 6th Edition Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity(v/c): 0.182
Intersection Setup
Name Project Driveway Nichols Road Nichols Road
Approach Northbound Eastbound Westbound
Lane Configuration 6 F 1
Turning Movement Left Right Thru Right Left Thru
Lane Width[ft] 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 0 0 0 0
Entry Pocket Length[ft]
No.of Lanes in Exit Pocket 0 0 0 0 0 0
Exit Pocket Length[ft]
Speed[mph] 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00
Crosswalk No No Yes
Volumes
Name Project Driveway Nichols Road Nichols Road
Base Volume Input[veh/h] 73 379 28 690
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 0.00
Growth Factor 1.0404 1.0404 1.0404 1.0404
In-Process Volume[veh/h] 0 0 0 0
Site-Generated Trips[veh/h] 15 0 8 17
Diverted Trips[veh/h] 0 0 0 0
Pass-by Trips[veh/h] 11 -6 6 12
Existing Site Adjustment Volume[veh/h] 0 0 0 0
Other Volume[veh/h] 0 0 0 0
Total Hourly Volume[veh/h] 102 388 43 747
Peak Hour Factor 0.9140 0.9140 0.9140 0.9140
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000
Total 15-Minute Volume[veh/h] 28 106 12 204
Total Analysis Volume[veh/h] 112 425 47 817
Pedestrian Volume[ped/h] 0
10 5/9/2024
Generated with = Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 4:4 EAP PM
Intersection Settings
Priority Scheme Stop Free Free
Flared Lane
Storage Area[veh]
Two-Stage Gap Acceptance No
Number of Storage Spaces in Median
Movement,Approach,&Intersection Results
V/C,Movement V/C Ratio 0.18
d M,Delay for Movement[s/veh] 12.16
Movement LOS B A A A
95th-Percentile Queue Length[veh/In] 0.66 0.00 0.00 0.00
95th-Percentile Queue Length[ft/In] 16.54 0.00 0.00 0.00
d A,Approach Delay[s/veh] 12.16 0.00 0.00
Approach LOS B A A
d I,Intersection Delay[s/veh] 0.97
Intersection LOS B
11 5/9/2024
OPENING YEAR PLUS PROJECT PLUS CUMULATIVE CONDITIONS
Generated with 10= Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 5:5 EAPC AM
Intersection Level Of Service Report
Intersection 1:Collier Ave/Nichols Rd
Control Type: All-way stop Delay(sec/veh): 669.1
Analysis Method: HCM 6th Edition Level Of Service: F
Analysis Period: 15 minutes Volume to Capacity(v/c): 3.509
Intersection Setup
Name Collier Avenue Nichols Road Nichols Road
Approach Northbound Eastbound Westbound
Lane Configuration F -if
Turning Movement Left Right Thru Right Left Thru
Lane Width[ft] 12.00 12.00 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 0 0 1 0
Entry Pocket Length[ft] 100.00
No.of Lanes in Exit Pocket 0 0 0 0 0 0
Exit Pocket Length[ft]
Speed[mph] 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00
Crosswalk No No No
Volumes
Name Collier Avenue Nichols Road Nichols Road
Base Volume Input[veh/h] 57 118 487 89 103 239
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 0.00 0.00 0.00
Growth Factor 1.0404 1.0404 1.0404 1.0404 1.0404 1.0404
In-Process Volume[veh/h] 0 0 0 0 0 0
Site-Generated Trips[veh/h] 519 109 504 475 193 570
Diverted Trips[veh/h] 0 0 0 0 0 0
Pass-by Trips[veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume[veh/h] 0 0 0 0 0 0
Other Volume[veh/h] 0 0 0 0 0 0
Total Hourly Volume[veh/h] 578 232 1011 568 300 819
Peak Hour Factor 0.8900 0.8900 0.8900 0.8900 0.8900 0.8900
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Total 15-Minute Volume[veh/h] 162 65 284 160 84 230
Total Analysis Volume[veh/h] 649 261 1136 638 337 920
Pedestrian Volume[ped/h]
2 8/2/2024
Generated with W= Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 5:5 EAPC AM
Intersection Settings
Lanes
Capacity per Entry Lane[veh/h] 649 512 1774 441 920
Degree of Utilization,x 1.48 0.51 3.51 0.76 1.96
Movement,Approach,&Intersection Results
95th-Percentile Queue Length[veh] 33.60 2.85 162.64 6.49 61.88
95th-Percentile Queue Length[ft] 839.99 71.31 4066.03 162.22 1547.11
Approach Delay[s/veh] 183.35 1148.93 343.45
Approach LOS F F F
Intersection Delay[s/veh] 669.06
Intersection LOS F
3 8/2/2024
Generated with 10= Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 5:5 EAPC AM
Intersection Level Of Service Report
Intersection 2: 1-15 SB Ramps/Nichols Rd
Control Type: All-way stop Delay(sec/veh): 174.3
Analysis Method: HCM 6th Edition Level Of Service: F
Analysis Period: 15 minutes Volume to Capacity(v/c): 1.861
Intersection Setup
Name 1-15 SB Ramps 1-15 SB Ramps Nichols Road Nichols Road
Approach Southbound Eastbound Westbound
Lane Configuration i r -I i
Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Width[ft] J IL.uu 12.00 12.00 12.00 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0
Entry Pocket Length[ft] J0 100.00 100 J.00
No.of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0
Exit Pocket Length[ft] 0.00 0
Speed[mph] 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00
Crosswalk No No No No
Volumes
Name 1-15 SB Ramps 1-15 SB Ramps Nichols Road Nichols Road
Base Volume Input[veh/h] 0 0 0 131 1 10 133 249 380 36 1 211 1 0
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1. 0000 1.0000 1.1 1.0000 1.0000 1.0000 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 1 0.00 0.00 C 0.00 0.00 0.00 0.00 0.00
Growth Factor 1.0000 1.0000 1.0404 F1.0404 1.0404 1.0404 1.0404 1.0404 1.0404 1.0000
In-Process Volume[veh/h] 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips[veh/h] n n 21 0 84 326 293 28 679 n
Diverted Trips[veh/h] 0 0 0 0 0 0 0
Pass-by Trips[veh/h] 0 0 0 0 0 0 0
Existing Site Adjustment Volume[veh/h] 0 0 0 0 0 0 0
Other Volume[veh/h] 0 0 0 0 0 0 0
Total Hourly Volume[veh/h] u u 157 10 222 585 688 65 899 u
Peak Hour Factor 1.0000 1.0000 ' 0.8290 0.8290 0.8290 0.8290 0.8290 0.8290 0.8290 1.0000
Other Adjustment Factor 1.0000 1.0000 1.0000 1. 0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Total 15-Minute Volume[veh/h] 0 0 47 3 67 176 207 20 271 0
Total Analysis Volume[veh/h] 0 0 189 12 268 706 830 78 1084 0
Pedestrian Volume[ped/h] 0
4 8/2/2024
Generated with W= Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 5:5 EAPC AM
Intersection Settings
Lanes
Capacity per Entry Lane[veh/h] 536 706 830 539 1084
Degree of Utilization,x 0.87 1.01 1.02 0.14 1.86
Movement,Approach,&Intersection Results
95th-Percentile Queue Length[veh] 9.69 16.59 18.89 0.50 68.60
95th-Percentile Queue Length[ft] 242.24 414.67 472.13 12.58 1715.05
Approach Delay[s/veh] 40.01 57.88 382.35
Approach LOS E F F
Intersection Delay[s/veh] 174.28
Intersection LOS F
5 8/2/2024
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 5:5 EAPC AM
Intersection Level Of Service Report
Intersection 3: 1-15 NB Ramps/Nichols Rd
Control Type: All-way stop Delay(sec/veh): 131.9
Analysis Method: HCM 6th Edition Level Of Service: F
Analysis Period: 15 minutes Volume to Capacity(v/c): 1.601
Intersection Setup
Name 1-15 NB Ramps 1-15 NB Ramps Nichols Road Nichols Road
Approach Northbound Eastbound Westbound
Lane Configuration .11 F
Turning Movement Left Thru Right Left Thru Right Left7 Thru Right Left Thru TRght
Lane Width[ft] 12.00 12.00 12.00 Z.uu z.uu 12.00 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 0 0 0 1 0 0 0
Entry Pocket Length[ft] 0.00 100.00 10 100.00 10
No.of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0
Exit Pocket Length[ft] 0.00 0.00 0.00
Speed[mph] 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00
Crosswalk No No No No
Volumes
Name 1-15 NB Ramps 1-15 NB Ramps Nichols Road Nichols Road
Base Volume Input[veh/h] 142 6 80 0 76 1 312 1 0 84 71
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1. 0000 1.( 1.0000 1.0000 1.0000 1 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 '.00 1 0.00 0 0.00 0.00 0.00 0.00 0.00
Growth Factor 1.0404 1.0404 1.0404 .0000 1. 0000 1.( 1.0404 1.0404 1.0000 1.u, 1.0404 1.0404
In-Process Volume[veh/h] 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips[veh/h] 368 0 21 - n 87 260 0 339 28
Diverted Trips[veh/h] 0 0 0 0 0 0 0
Pass-by Trips[veh/h] 0 0 0 0 0 0 0
Existing Site Adjustment Volume[veh/h] 0 0 0 0 0 0 0
Other Volume[veh/h] 0 0 0 0 0 0 0 0
Total Hourly Volume[veh/h] 516 6 104 0 u 166 585 u 426 102
Peak Hour Factor 0.7530 0.7530 0.7530 0000 1. 0000 1.( 0.7530 0.7530 1.0000 1 0.7530 0.7530
Other Adjustment Factor 1.0000 1.0000 1.0000 .0000 1.0000 1.( 1.0000 1.0000 1.0000 1 1.0000 1.0000
Total 15-Minute Volume[veh/h] 171 2 35 0 0 55 194 0 141 34
Total Analysis Volume[veh/h] 685 8 138 0 0 220 777 0 566 135
Pedestrian Volume[ped/h] 0
6 8/2/2024
Generated with W= Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 5:5 EAPC AM
Intersection Settings
Lanes
Capacity per Entry Lane[veh/h] 831 657 777 774
Degree of Utilization,x 1.60 0.33 1.07 0.91
Movement,Approach,&Intersection Results
95th-Percentile Queue Length[veh] 45.80 1.47 20.77 12.30
95th-Percentile Queue Length[ft] 1145.06 36.79 519.23 307.41
Approach Delay[s/veh] 297.80 61.88 34.94
Approach LOS F F D
Intersection Delay[s/veh] 131.93
Intersection LOS F
7 8/2/2024
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 5:5 EAPC AM
Intersection Level Of Service Report
Intersection 4:Collier Ave/Project Dwy
Control Type: Two-way stop Delay(sec/veh): 23.0
Analysis Method: HCM 6th Edition Level Of Service: C
Analysis Period: 15 minutes Volume to Capacity(v/c): 0.138
Intersection Setup
Name Collier Avenue Collier Avenue Project Driveway
Approach Northbound Southbound Westbound
Lane Configuration i F -1 1 1 i t
Turning Movement Thru Right Left Thru Left Right
Lane Width[ft] 12.00 12.00 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 1 0 0 1
Entry Pocket Length[ft] 100.00 100.00
No.of Lanes in Exit Pocket 0 0 0 0 0 0
Exit Pocket Length[ft]
Speed[mph] 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00
Crosswalk No No No
Volumes
Name Collier Avenue Collier Avenue Project Driveway
Base Volume Input[veh/h] 147 13 53 148 14 19
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 0.00 0.00 0.00
Growth Factor 1.0404 1.0404 1.0404 1.0404 1.0404 1.0404
In-Process Volume[veh/h] 0 0 0 0 0 0
Site-Generated Trips[veh/h] 620 9 18 650 7 8
Diverted Trips[veh/h] 0 0 0 0 0 0
Pass-by Trips[veh/h] -7 7 14 -14 7 7
Existing Site Adjustment Volume[veh/h] 0 0 0 0 0 0
Other Volume[veh/h] 0 0 0 0 0 0
Total Hourly Volume[veh/h] 766 30 87 790 29 35
Peak Hour Factor 0.9040 0.9040 0.9040 0.9040 0.9040 0.9040
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Total 15-Minute Volume[veh/h] 212 8 24 218 8 10
Total Analysis Volume[veh/h] 847 33 96 874 32 39
Pedestrian Volume[ped/h]
8 8/2/2024
Generated with = Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 5:5 EAPC AM
Intersection Settings
Priority Scheme Free Free Stop
Flared Lane
Storage Area[veh]
Two-Stage Gap Acceptance Yes
Number of Storage Spaces in Median 1
Movement,Approach,&Intersection Results
V/C,Movement V/C Ratio 0.12 0.14 0.07
d M,Delay for Movement[s/veh] 10.29 23.05 11.77
Movement LOS A A B A C B
95th-Percentile Queue Length[veh/In] 0.00 0.00 0.42 0.00 0.47 0.22
95th-Percentile Queue Length[ft/In] 0.00 0.00 10.53 0.00 11.82 5.49
d A,Approach Delay[s/veh] 0.00 1.02 16.85
Approach LOS A A C
d I,Intersection Delay[s/veh] 1.14
Intersection LOS C
9 8/2/2024
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 5:5 EAPC AM
Intersection Level Of Service Report
Intersection 5:Project Dwy/Nichols Rd
Control Type: Two-way stop Delay(sec/veh): 55.1
Analysis Method: HCM 6th Edition Level Of Service: F
Analysis Period: 15 minutes Volume to Capacity(v/c): 0.616
Intersection Setup
Name Project Driveway Nichols Road Nichols Road
Approach Northbound Eastbound Westbound
Lane Configuration 6 F 1
Turning Movement Left Right Thru Right Left Thru
Lane Width[ft] 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 0 0 0 0
Entry Pocket Length[ft]
No.of Lanes in Exit Pocket 0 0 0 0 0 0
Exit Pocket Length[ft]
Speed[mph] 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00
Crosswalk No No No
Volumes
Name Project Driveway Nichols Road Nichols Road
Base Volume Input[veh/h] 60 570 35 343
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 0.00
Growth Factor 1.0404 1.0404 1.0404 1.0404
In-Process Volume[veh/h] 0 0 0 0
Site-Generated Trips[veh/h] 15 604 9 763
Diverted Trips[veh/h] 0 0 0 0
Pass-by Trips[veh/h] 13 -7 7 14
Existing Site Adjustment Volume[veh/h] 0 0 0 0
Other Volume[veh/h] 0 0 0 0
Total Hourly Volume[veh/h] 90 1190 52 1134
Peak Hour Factor 0.8600 0.8600 0.8600 0.8600
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000
Total 15-Minute Volume[veh/h] 26 346 15 330
Total Analysis Volume[veh/h] 105 1384 60 1319
Pedestrian Volume[ped/h]
10 8/2/2024
Generated with = Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 5:5 EAPC AM
Intersection Settings
Priority Scheme Stop Free Free
Flared Lane
Storage Area[veh]
Two-Stage Gap Acceptance No
Number of Storage Spaces in Median
Movement,Approach,&Intersection Results
V/C,Movement V/C Ratio 0.62
d M,Delay for Movement[s/veh] 55.12
Movement LOS F A A A
95th-Percentile Queue Length[veh/In] 3.40 0.00 0.00 0.00
95th-Percentile Queue Length[ft/In] 84.98 0.00 0.00 0.00
d A,Approach Delay[s/veh] 55.12 0.00 0.00
Approach LOS F A A
d I,Intersection Delay[s/veh] 2.02
Intersection LOS F
11 8/2/2024
Generated with 10= Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 6:6 EAPC PM
Intersection Level Of Service Report
Intersection 1:Collier Ave/Nichols Rd
Control Type: All-way stop Delay(sec/veh): 862.5
Analysis Method: HCM 6th Edition Level Of Service: F
Analysis Period: 15 minutes Volume to Capacity(v/c): 4.011
Intersection Setup
Name Collier Avenue Nichols Road Nichols Road
Approach Northbound Eastbound Westbound
Lane Configuration F -if
Turning Movement Left Right Thru Right Left Thru
Lane Width[ft] 12.00 12.00 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 0 0 1 0
Entry Pocket Length[ft] 100.00
No.of Lanes in Exit Pocket 0 0 0 0 0 0
Exit Pocket Length[ft]
Speed[mph] 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00
Crosswalk No No No
Volumes
Name Collier Avenue Nichols Road Nichols Road
Base Volume Input[veh/h] 113 155 251 68 246 441
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 0.00 0.00 0.00
Growth Factor 1.0404 1.0404 1.0404 1.0404 1.0404 1.0404
In-Process Volume[veh/h] 0 0 0 0 0 0
Site-Generated Trips[veh/h] 684 186 848 712 171 767
Diverted Trips[veh/h] 0 0 0 0 0 0
Pass-by Trips[veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume[veh/h] 0 0 0 0 0 0
Other Volume[veh/h] 0 0 0 0 0 0
Total Hourly Volume[veh/h] 802 347 1109 783 427 1226
Peak Hour Factor 0.9330 0.9330 0.9330 0.9330 0.9330 0.9330
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Total 15-Minute Volume[veh/h] 215 93 297 210 114 329
Total Analysis Volume[veh/h] 860 372 1189 839 458 1314
Pedestrian Volume[ped/h]
2 8/2/2024
Generated with W= Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 6:6 EAPC PM
Intersection Settings
Lanes
Capacity per Entry Lane[veh/h] 860 508 2028 458 1314
Degree of Utilization,x 1.98 0.73 4.01 1.04 2.81
Movement,Approach,&Intersection Results
95th-Percentile Queue Length[veh] 58.66 6.05 194.21 14.38 110.36
95th-Percentile Queue Length[ft] 1466.50 151.18 4855.34 359.49 2759.07
Approach Delay[s/veh] 334.35 1374.46 643.71
Approach LOS F F F
Intersection Delay[s/veh] 862.48
Intersection LOS F
3 8/2/2024
Generated with 10= Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 6:6 EAPC PM
Intersection Level Of Service Report
Intersection 2: 1-15 SB Ramps/Nichols Rd
Control Type: All-way stop Delay(sec/veh): 273.5
Analysis Method: HCM 6th Edition Level Of Service: F
Analysis Period: 15 minutes Volume to Capacity(v/c): 2.290
Intersection Setup
Name 1-15 SB Ramps 1-15 SB Ramps Nichols Road Nichols Road
Approach Southbound Eastbound Westbound
Lane Configuration i r -I i
Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Width[ft] J IL.uu 12.00 12.00 12.00 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 0 0 0 0 0 1 0
Entry Pocket Length[ft] J0 100.00 100 100.00 J.00
No.of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0
Exit Pocket Length[ft] 0.00 0
Speed[mph] 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00
Crosswalk No No No No
Volumes
Name 1-15 SB Ramps 1-15 SB Ramps Nichols Road Nichols Road
Base Volume Input[veh/h] 0 0 0 144 1 10 287 210 242 18 403 0
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1. 0000 1.0000 1.1 1.0000 1.0000 1.0000 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 1 0.00 0.00 C 0.00 0.00 0.00 0.00 0.00
Growth Factor 1.0000 1.0000 1.0404 F1.0404 1.0404 1.0404 1.0404 1.0404 1.0404 1.0000
In-Process Volume[veh/h] 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips[veh/h] n n 47 0 95 532 509 39 843 n
Diverted Trips[veh/h] 0 0 0 0 0 0 0
Pass-by Trips[veh/h] 0 0 0 0 0 0 0
Existing Site Adjustment Volume[veh/h] 0 0 0 0 0 0 0
Other Volume[veh/h] 0 0 0 0 0 0 0
Total Hourly Volume[veh/h] u u 0 197 10 394 750 761 58 1262 u
Peak Hour Factor 1.0000 1.0000 1.000- 0.9410 0.9410 1 0.9410 0.9410 0.9410 0.9410 0.9410 1.0000
Other Adjustment Factor 1.0000 1.0000 1.0C 1.0000 1. 0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Total 15-Minute Volume[veh/h] 0 0 52 3 105 199 202 15 335 0
Total Analysis Volume[veh/h] 0 0 209 11 419 797 809 62 1341 0
Pedestrian Volume[ped/h] 0
4 8/2/2024
Generated with W= Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 6:6 EAPC PM
Intersection Settings
Lanes
Capacity per Entry Lane[veh/h] 639 797 817 542 1341
Degree of Utilization,x 1.17 1.13 0.99 0.11 2.29
Movement,Approach,&Intersection Results
95th-Percentile Queue Length[veh] 22.52 23.89 16.90 0.39 99.48
95th-Percentile Queue Length[ft] 562.93 597.32 422.54 9.63 2486.91
Approach Delay[s/veh] 119.92 72.11 573.93
Approach LOS F F F
Intersection Delay[s/veh] 273.48
Intersection LOS F
5 8/2/2024
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 6:6 EAPC PM
Intersection Level Of Service Report
Intersection 3: 1-15 NB Ramps/Nichols Rd
Control Type: All-way stop Delay(sec/veh): 151.7
Analysis Method: HCM 6th Edition Level Of Service: F
Analysis Period: 15 minutes Volume to Capacity(v/c): 1.737
Intersection Setup
Name 1-15 NB Ramps 1-15 NB Ramps Nichols Road Nichols Road
Approach Northbound Eastbound Westbound
Lane Configuration .11 F
Turning Movement Left Thru Right Left Thru Right Left7 Thru Right Left Thru TRght
Lane Width[ft] 12.00 12.00 12.00 Z.uu z.uu 12.00 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 0 0 0 1 0 0 0
Entry Pocket Length[ft] 0.00 100.00 10 100.00 10
No.of Lanes in Exit Pocket 0 0 0 0 0 0 1 0 0
Exit Pocket Length[ft] 0.00 0.00 0.00 49.21
Speed[mph] 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00
Crosswalk No No No No
Volumes
Name 1-15 NB Ramps 1-15 NB Ramps Nichols Road Nichols Road
Base Volume Input[veh/h] 295 4 11 0 150 1 203 1 0 126 28
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1. 0000 1.( 1.0000 1.0000 1.0000 1 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 '.00 1 0.00 0 0.00 0.00 0.00 0.00 0.00
Growth Factor 1.0404 1.0404 1.0404 .0000 1. 0000 1.( 1.0404 1.0404 1.0000 1.u, 1.0404 1.0404
In-Process Volume[veh/h] 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips[veh/h] 469 0 47 - n 92 487 0 413 39
Diverted Trips[veh/h] 0 0 0 0 0 0 0
Pass-by Trips[veh/h] 0 0 0 0 0 0 0
Existing Site Adjustment Volume[veh/h] 0 0 0 0 0 0 0
Other Volume[veh/h] 0 0 0 0 0 0 0 0
Total Hourly Volume[veh/h] 776 4 58 0 u 248 698 u 544 68
Peak Hour Factor 0.9330 0.9330 1 0.9330 0000 1. 0000 1.( 0.9330 0.9330 1.0000 1.Guuu 0.9330 0.9330
Other Adjustment Factor 1.0000 1.0000 1.0000 .0000 1.0000 1.( 1.0000 1.0000 1.0000 1.0nn^ 1.0000 1.0000
Total 15-Minute Volume[veh/h] 208 1 16 0 0 66 187 0 146 18
Total Analysis Volume[veh/h] 832 4 62 0 0 266 748 0 583 73
Pedestrian Volume[ped/h] 0
6 8/2/2024
Generated with W= Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 6:6 EAPC PM
Intersection Settings
Lanes
Capacity per Entry Lane[veh/h] 898 659 748 766
Degree of Utilization,x 1.74 0.40 1.03 0.86
Movement,Approach,&Intersection Results
95th-Percentile Queue Length[veh] 53.86 1.95 18.16 10.26
95th-Percentile Queue Length[ft] 1346.55 48.77 453.88 256.55
Approach Delay[s/veh] 357.08 49.38 28.87
Approach LOS F E D
Intersection Delay[s/veh] 151.74
Intersection LOS F
7 8/2/2024
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 6:6 EAPC PM
Intersection Level Of Service Report
Intersection 4:Collier Ave/Project Dwy
Control Type: Two-way stop Delay(sec/veh): 36.3
Analysis Method: HCM 6th Edition Level Of Service: E
Analysis Period: 15 minutes Volume to Capacity(v/c): 0.213
Intersection Setup
Name Collier Avenue Collier Avenue Project Driveway
Approach Northbound Southbound Westbound
Lane Configuration i F -1 1 1 i t
Turning Movement Thru Right Left Thru Left Right
Lane Width[ft] 12.00 12.00 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 1 0 0 1
Entry Pocket Length[ft] 100.00 100.00
No.of Lanes in Exit Pocket 0 0 0 0 0 0
Exit Pocket Length[ft]
Speed[mph] 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00
Crosswalk No No No
Volumes
Name Collier Avenue Collier Avenue Project Driveway
Base Volume Input[veh/h] 247 21 72 265 14 32
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 0.00 0.00 0.00
Growth Factor 1.0404 1.0404 1.0404 1.0404 1.0404 1.0404
In-Process Volume[veh/h] 0 0 0 0 0 0
Site-Generated Trips[veh/h] 862 8 17 866 9 8
Diverted Trips[veh/h] 0 0 0 0 0 0
Pass-by Trips[veh/h] -6 6 12 -12 5 5
Existing Site Adjustment Volume[veh/h] 0 0 0 0 0 0
Other Volume[veh/h] 0 0 0 0 0 0
Total Hourly Volume[veh/h] 1113 36 104 1130 29 46
Peak Hour Factor 0.9330 0.9330 0.9330 0.9330 0.9330 0.9330
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Total 15-Minute Volume[veh/h] 298 10 28 303 8 12
Total Analysis Volume[veh/h] 1193 39 111 1211 31 49
Pedestrian Volume[ped/h]
8 8/2/2024
Generated with = Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 6:6 EAPC PM
Intersection Settings
Priority Scheme Free Free Stop
Flared Lane
Storage Area[veh]
Two-Stage Gap Acceptance Yes
Number of Storage Spaces in Median 1
Movement,Approach,&Intersection Results
V/C,Movement V/C Ratio 0.19 0.21 0.11
d M,Delay for Movement[s/veh] 12.79 36.34 14.24
Movement LOS A A B A E B
95th-Percentile Queue Length[veh/In] 0.00 0.00 0.71 0.00 0.77 0.37
95th-Percentile Queue Length[ft/In] 0.00 0.00 17.82 0.00 19.28 9.36
d A,Approach Delay[s/veh] 0.00 1.07 22.80
Approach LOS A A C
d I,Intersection Delay[s/veh] 1.23
Intersection LOS E
9 8/2/2024
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 6:6 EAPC PM
Intersection Level Of Service Report
Intersection 5:Project Dwy/Nichols Rd
Control Type: Two-way stop Delay(sec/veh): 95.6
Analysis Method: HCM 6th Edition Level Of Service: F
Analysis Period: 15 minutes Volume to Capacity(v/c): 0.813
Intersection Setup
Name Project Driveway Nichols Road Nichols Road
Approach Northbound Eastbound Westbound
Lane Configuration 6 F 1
Turning Movement Left Right Thru Right Left Thru
Lane Width[ft] 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 0 0 0 0
Entry Pocket Length[ft]
No.of Lanes in Exit Pocket 0 0 0 0 0 0
Exit Pocket Length[ft]
Speed[mph] 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00
Crosswalk No No Yes
Volumes
Name Project Driveway Nichols Road Nichols Road
Base Volume Input[veh/h] 73 379 28 690
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 0.00
Growth Factor 1.0404 1.0404 1.0404 1.0404
In-Process Volume[veh/h] 0 0 0 0
Site-Generated Trips[veh/h] 15 1026 8 938
Diverted Trips[veh/h] 0 0 0 0
Pass-by Trips[veh/h] 11 -6 6 12
Existing Site Adjustment Volume[veh/h] 0 0 0 0
Other Volume[veh/h] 0 0 0 0
Total Hourly Volume[veh/h] 102 1414 43 1668
Peak Hour Factor 0.9140 0.9140 0.9140 0.9140
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000
Total 15-Minute Volume[veh/h] 28 387 12 456
Total Analysis Volume[veh/h] 112 1547 47 1825
Pedestrian Volume[ped/h] 0
10 8/2/2024
Generated with = Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 6:6 EAPC PM
Intersection Settings
Priority Scheme Stop Free Free
Flared Lane
Storage Area[veh]
Two-Stage Gap Acceptance No
Number of Storage Spaces in Median
Movement,Approach,&Intersection Results
V/C,Movement V/C Ratio 0.81
d M,Delay for Movement[s/veh] 95.64
Movement LOS F A A A
95th-Percentile Queue Length[veh/In] 5.07 0.00 0.00 0.00
95th-Percentile Queue Length[ft/In] 126.79 0.00 0.00 0.00
d A,Approach Delay[s/veh] 95.64 0.00 0.00
Approach LOS F A A
d I,Intersection Delay[s/veh] 3.03
Intersection LOS F
11 8/2/2024
ADDITIONAL ANALYSIS
Generated with == Lake Elsinore Retail Shops
Version 2024(SP 0-5) TJW Engineering, Inc. Scenario 9:9 EAP MIT AM
Lake Elsinore Retail Shops
Vistro File: Z:\...\PSR23001 Base 4.0.vistro Scenario 9 EAP MIT AM
Report File: Z:\...\MIT EAP AM.pdf 10/15/2024
Intersection Analysis Summary
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS
1 Collier Ave/Nichols Rd Signalized HCM 7th NB Right 0.455 8.3 A
Edition
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest)delay value. For
all other control types, they are taken for the whole intersection.
1 10/15/2024
Generated with == Lake Elsinore Retail Shops
Version 2024(SP 0-5) TJW Engineering, Inc. Scenario 9:9 EAP MIT AM
Intersection Level Of Service Report
Intersection 1:Collier Ave/Nichols Rd
Control Type: Signalized Delay(sec/veh): 8.3
Analysis Method: HCM 7th Edition Level Of Service: A
Analysis Period: 15 minutes Volume to Capacity(v/c): 0.455
Intersection Setup
Name Collier Avenue Nichols Road Nichols Road
Approach Northbound Eastbound Westbound
Lane Configuration I r F -if
Turning Movement Left Right Thru Right Left Thru
Lane Width[ft] 12.00 12.00 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 0 0 1 0
Entry Pocket Length[ft] 100.00
No.of Lanes in Exit Pocket 0 0 0 0 0 1
Exit Pocket Length[ft] 100.00
Speed[mph] 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00
Curb Present No No No
Crosswalk No No No
2 10/15/2024
Generated with =J Lake Elsinore Retail Shops
Version 2024(SP 0-5) TJW Engineering, Inc. Scenario 9:9 EAP MIT AM
Volumes
Name Collier Avenue Nichols Road Nichols Road
Base Volume Input[veh/h] 57 118 487 89 103 239
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 0.00 0.00 0.00
Proportion of CAVs[%] 0.00
Growth Factor 1.0404 1.0404 1.0404 1.0404 1.0404 1.0404
In-Process Volume[veh/h] 0 0 0 0 0 0
Site-Generated Trips[veh/h] 8 0 9 0 18 0
Diverted Trips[veh/h] 0 0 0 0 0 0
Pass-by Trips[veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume[veh/h] 0 0 0 0 0 0
Other Volume[veh/h] 0 0 0 0 0 0
Right Turn on Red Volume[veh/h] 0 0
Total Hourly Volume[veh/h] 67 123 516 93 125 249
Peak Hour Factor 0.8900 0.8900 0.8900 0.8900 0.8900 0.8900
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Total 15-Minute Volume[veh/h] 19 35 145 26 35 70
Total Analysis Volume[veh/h] 75 138 580 104 140 280
Presence of On-Street Parking No No No No No No
On-Street Parking Maneuver Rate[/h]
Local Bus Stopping Rate[/h] 0 0 0
do,Outbound Pedestrian Volume crossing
v di, Inbound Pedestrian Volume crossing m
co,Outbound Pedestrian Volume crossing
ci,Inbound Pedestrian Volume crossing mi
v ab,Corner Pedestrian Volume[ped/h] 0 0 0
Bicycle Volume[bicycles/h] 0 0 0
3 10/15/2024
Generated with =J Lake Elsinore Retail Shops
Version 2024(SP 0-5) TJW Engineering, Inc. Scenario 9:9 EAP MIT AM
Intersection Settings
Located in CBD No
Signal Coordination Group -
Cycle Length[s] 60
Active Pattern Pattern 1
Coordination Type Time of Day Pattern Coordinated
Actuation Type Fully actuated
Offset[s] 0.0
Offset Reference Lead Green-Beginning of First Green
Permissive Mode SingleBand
Lost time[s] 0.00
Phasing&Timing(Basic)
Control Type Permissive Permissive Permissive Permissive Permissive Permissive
Signal Group 3 2 6
Auxiliary Signal Groups
Maximum Green[s] 42 10 10
Amber[s] 3.0 3.0 3.0
All red[s] 1.0 1.0 1.0
Walk[s] 5 5 5
Pedestrian Clearance[s] 10 10 10
Delayed Vehicle Green[s] 0.0 0.0 0.0
Rest In Walk No No No
11,Start-Up Lost Time[s] 2.0 2.0 2.0
12,Clearance Lost Time[s] 2.0 2.0 2.0
Detector Location[ft]
Detector Length[ft]
Advanced Detector Location[ft]
Advanced Detector Length[ft]
I,Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00
Phasing&Timing:Pattern 1
Split[s] 46 14 14
Lead/Lag Lead
Minimum Green[s] 5 10 10
Vehicle Extension[s] 3.0 3.0 3.0
Minimum Recall No No No
Maximum Recall No No No
Pedestrian Recall No No No
Exclusive Pedestrian Phase
Pedestrian Signal Group
Pedestrian Walk[s]
Pedestrian Clearance[s]
4 10/15/2024
Generated with Lake Elsinore Retail Shops
Version 2024(SP 0-5) TJW Engineering, Inc. Scenario 9:9 EAP MIT AM
Lane Group Calculations
Lane Group L R C L C
C,Calculated Cycle Length[s] 60 60 60 60 60
L,Total Lost Time per Cycle[s] 4.00 4.00 4.00 4.00 4.00
11p,Permitted Start-Up Lost Time[s] 2.00
12,Clearance Lost Time[s] 2.00 2.00 2.00 2.00 2.00
g_i,Effective Green Time[s] 7 7 45 45 45
g/C,Green/Cycle 0.12 0.12 0.74 0.74 0.74
(v/s)_i Volume/Saturation Flow Rate 0.04 0.09 0.37 0.18 0.15
s,saturation flow rate[veh/h] 1810 1615 1850 769 1900
c,Capacity[veh/h] 223 199 1376 532 1413
d1,Uniform Delay[s] 24.07 25.22 3.13 7.90 2.31
k,delay calibration 0.11 0.11 0.50 0.50 0.50
I,Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00
d2,Incremental Delay[s] 0.88 4.30 1.29 1.20 0.31
d3,Initial Queue Delay[s] 0.00 0.00 0.00 0.00 0.00
Rp,platoon ratio 1.00 1.00 1.00 1.00 1.00
PF,progression factor 1.00 1.00 1.00 1.00 1.00
Lane Group Results
X,volume/capacity 0.34 0.69 0.50 0.26 0.20
d,Delay for Lane Group[s/veh] 24.95 29.53 4.42 9.10 2.63
Lane Group LOS C C A A A
Critical Lane Group Yes
50th-Percentile Queue Length[veh/In] 0.97 2.01 1.98 1.00 0.57
50th-Percentile Queue Length[ft/In] 24.35 50.27 49.41 25.11 14.32
95th-Percentile Queue Length[veh/In] 1.75 3.62 3.56 1.81 1.03
95th-Percentile Queue Length[ft/In] 43.84 90.49 88.94 45.19 25.78
5 10/15/2024
Generated with == Lake Elsinore Retail Shops
Version 2024(SP 0-5) TJW Engineering, Inc. Scenario 9:9 EAP MIT AM
Movement,Approach,&Intersection Results
d_M,Delay for Movement[s/veh] 24.95 29.53 4.42 4.42 9.10 2.63
Movement LOS C C A A A A
d A,Approach Delay[s/veh] 27.91 4.42 4.79
Approach LOS C A A
d I,Intersection Delay[s/veh] 8.33
Intersection LOS A
Intersection V/C 0.455
Emissions
Vehicle Miles Traveled[mph] 6.92 12.73 16.23 3.15 6.30
Stops[stops/h] 58.45 120.66 118.58 60.25 34.37
Fuel consumption[US gal/h] 0.99 2.02 1.94 0.72 0.60
CO[g/h] 69.09 141.18 135.46 50.46 41.87
NOx[g/h] 13.44 27.47 26.36 9.82 8.15
VOC[g/h] 16.01 32.72 31.40 11.69 9.70
Other Modes
g_Walk,mi,Effective Walk Time[s]
M corner,Corner Circulation Area[ft2/ped]
M CW,Crosswalk Circulation Area[ft2/ped]
d_p,Pedestrian Delay[s]
I_p,int,Pedestrian LOS Score for Intersectio
Crosswalk LOS
b,Saturation Flow Rate of the bicycle lane 2000 2000 2000
c b,Capacity of the bicycle lane[bicycles/h] 1400 333 333
d b,Bicycle Delay[s] 2.70 20.83 20.83
I b,int,Bicycle LOS Score for Intersection 1.560 2.688 2.253
Bicycle LOS A B B
Sequence
Ring 1 - 2 3 - - - - - - - - - - - - -
Ring 2 - 6 - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 4 - - - - - - - - - - - - - - - -
6 10/15/2024
Generated with == Lake Elsinore Retail Shops
Version 2024(SP 0-5) TJW Engineering, Inc. Scenario 10: 10 EAP MIT PM
Lake Elsinore Retail Shops
Vistro File: Z:\...\PSR23001 Base 4.0.vistro Scenario 10 EAP MIT PM
Report File: Z:\...\MIT EAP PM.pdf 10/15/2024
Intersection Analysis Summary
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS
1 Collier Ave/Nichols Rd Signalized HCM 7th NB Right 0.391 9.6 A
Edition
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest)delay value. For
all other control types, they are taken for the whole intersection.
1 10/15/2024
Generated with == Lake Elsinore Retail Shops
Version 2024(SP 0-5) TJW Engineering, Inc. Scenario 10: 10 EAP MIT PM
Intersection Level Of Service Report
Intersection 1:Collier Ave/Nichols Rd
Control Type: Signalized Delay(sec/veh): 9.6
Analysis Method: HCM 7th Edition Level Of Service: A
Analysis Period: 15 minutes Volume to Capacity(v/c): 0.391
Intersection Setup
Name Collier Avenue Nichols Road Nichols Road
Approach Northbound Eastbound Westbound
Lane Configuration I r F -if
Turning Movement Left Right Thru Right Left Thru
Lane Width[ft] 12.00 12.00 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 0 0 1 0
Entry Pocket Length[ft] 100.00
No.of Lanes in Exit Pocket 0 0 0 0 0 1
Exit Pocket Length[ft] 100.00
Speed[mph] 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00
Curb Present No No No
Crosswalk No No No
2 10/15/2024
Generated with =J Lake Elsinore Retail Shops
Version 2024(SP 0-5) TJW Engineering, Inc. Scenario 10: 10 EAP MIT PM
Volumes
Name Collier Avenue Nichols Road Nichols Road
Base Volume Input[veh/h] 113 155 251 68 246 441
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 0.00 0.00 0.00
Proportion of CAVs[%] 0.00
Growth Factor 1.0404 1.0404 1.0404 1.0404 1.0404 1.0404
In-Process Volume[veh/h] 0 0 0 0 0 0
Site-Generated Trips[veh/h] 8 0 8 0 17 0
Diverted Trips[veh/h] 0 0 0 0 0 0
Pass-by Trips[veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume[veh/h] 0 0 0 0 0 0
Other Volume[veh/h] 0 0 0 0 0 0
Right Turn on Red Volume[veh/h] 0 0
Total Hourly Volume[veh/h] 126 161 269 71 273 459
Peak Hour Factor 0.9330 0.9330 0.9330 0.9330 0.9330 0.9330
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Total 15-Minute Volume[veh/h] 34 43 72 19 73 123
Total Analysis Volume[veh/h] 135 173 288 76 293 492
Presence of On-Street Parking No No No No No No
On-Street Parking Maneuver Rate[/h]
Local Bus Stopping Rate[/h] 0 0 0
do,Outbound Pedestrian Volume crossing
v di, Inbound Pedestrian Volume crossing m
co,Outbound Pedestrian Volume crossing
ci,Inbound Pedestrian Volume crossing mi
v ab,Corner Pedestrian Volume[ped/h] 0 0 0
Bicycle Volume[bicycles/h] 0 0 0
3 10/15/2024
Generated with =J Lake Elsinore Retail Shops
Version 2024(SP 0-5) TJW Engineering, Inc. Scenario 10: 10 EAP MIT PM
Intersection Settings
Located in CBD No
Signal Coordination Group -
Cycle Length[s] 60
Active Pattern Pattern 1
Coordination Type Time of Day Pattern Coordinated
Actuation Type Fully actuated
Offset[s] 0.0
Offset Reference Lead Green-Beginning of First Green
Permissive Mode SingleBand
Lost time[s] 0.00
Phasing&Timing(Basic)
Control Type Permissive Permissive Permissive Permissive Permissive Permissive
Signal Group 3 2 6
Auxiliary Signal Groups
Maximum Green[s] 33 19 19
Amber[s] 3.0 3.0 3.0
All red[s] 1.0 1.0 1.0
Walk[s] 5 5 5
Pedestrian Clearance[s] 10 10 10
Delayed Vehicle Green[s] 0.0 0.0 0.0
Rest In Walk No No No
11,Start-Up Lost Time[s] 2.0 2.0 2.0
12,Clearance Lost Time[s] 2.0 2.0 2.0
Detector Location[ft]
Detector Length[ft]
Advanced Detector Location[ft]
Advanced Detector Length[ft]
I,Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00
Phasing&Timing:Pattern 1
Split[s] 37 23 23
Lead/Lag Lead
Minimum Green[s] 5 10 10
Vehicle Extension[s] 3.0 3.0 3.0
Minimum Recall No No No
Maximum Recall No No No
Pedestrian Recall No No No
Exclusive Pedestrian Phase
Pedestrian Signal Group
Pedestrian Walk[s]
Pedestrian Clearance[s]
4 10/15/2024
Generated with Lake Elsinore Retail Shops
Version 2024(SP 0-5) TJW Engineering, Inc. Scenario 10: 10 EAP MIT PM
Lane Group Calculations
Lane Group L R C L C
C,Calculated Cycle Length[s] 60 60 60 60 60
L,Total Lost Time per Cycle[s] 4.00 4.00 4.00 4.00 4.00
11p,Permitted Start-Up Lost Time[s] 2.00
12,Clearance Lost Time[s] 2.00 2.00 2.00 2.00 2.00
g_i,Effective Green Time[s] 9 9 43 43 43
g/C,Green/Cycle 0.15 0.15 0.72 0.72 0.72
(v/s)_i Volume/Saturation Flow Rate 0.07 0.11 0.20 0.28 0.26
s,saturation flow rate[veh/h] 1810 1615 1832 1034 1900
c,Capacity[veh/h] 272 243 1313 730 1361
d1,Uniform Delay[s] 23.41 24.26 3.01 7.05 3.25
k,delay calibration 0.11 0.11 0.50 0.50 0.50
I,Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00
d2,Incremental Delay[s] 1.40 3.87 0.53 1.65 0.75
d3,Initial Queue Delay[s] 0.00 0.00 0.00 0.00 0.00
Rp,platoon ratio 1.00 1.00 1.00 1.00 1.00
PF,progression factor 1.00 1.00 1.00 1.00 1.00
Lane Group Results
X,volume/capacity 0.50 0.71 0.28 0.40 0.36
d,Delay for Lane Group[s/veh] 24.81 28.13 3.53 8.69 4.00
Lane Group LOS C C A A A
Critical Lane Group No
50th-Percentile Queue Length[veh/In] 1.76 2.45 1.02 1.94 1.49
50th-Percentile Queue Length[ft/In] 43.89 61.29 25.38 48.48 37.16
95th-Percentile Queue Length[veh/In] 3.16 4.41 1.83 3.49 2.68
95th-Percentile Queue Length[ft/In] 78.99 110.32 45.69 87.27 66.89
5 10/15/2024
Generated with == Lake Elsinore Retail Shops
Version 2024(SP 0-5) TJW Engineering, Inc. Scenario 10: 10 EAP MIT PM
Movement,Approach,&Intersection Results
d_M,Delay for Movement[s/veh] 24.81 28.13 3.53 3.53 8.69 4.00
Movement LOS C C A A A A
d A,Approach Delay[s/veh] 26.68 3.53 5.75
Approach LOS C A A
d I,Intersection Delay[s/veh] 9.62
Intersection LOS A
Intersection V/C 0,391
Emissions
Vehicle Miles Traveled[mph] 12.45 15.95 8.64 6.59 11.06
Stops[stops/h] 105.32 147.09 60.92 116.36 89.19
Fuel consumption[US gal/h] 1.78 2.46 0.95 1.43 1.35
CO[g/h] 124.15 171.95 66.68 100.14 94.29
NOx[g/h] 24.16 33.46 12.97 19.48 18.35
VOC[g/h] 28.77 39.85 15.45 23.21 21.85
Other Modes
g_Walk,mi,Effective Walk Time[s]
M corner,Corner Circulation Area[ft2/ped]
M CW,Crosswalk Circulation Area[ft2/ped]
d_p,Pedestrian Delay[s]
I_p,int,Pedestrian LOS Score for Intersectio
Crosswalk LOS
b,Saturation Flow Rate of the bicycle lane 2000 2000 2000
c b,Capacity of the bicycle lane[bicycles/h] 1100 633 633
d b,Bicycle Delay[s] 6.08 14.01 14.01
I b,int,Bicycle LOS Score for Intersection 1.560 2.160 2.855
Bicycle LOS A B C
Sequence
Ring 1 - 2 3 - - - - - - - - - - - - -
Ring 2 - 6 - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 4 - - - - - - - - - - - - - - - -
6 10/15/2024
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 7:7 EAPC MIT AM
Lake Elsinore Retail Shops
Vistro File: C:\...\PSR23001 Base 2.0.vistro Scenario 7 EAPC MIT AM
Report File: C:\...\MIT AM Coffee.pdf 3/20/2024
Intersection Analysis Summary
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS
1 Collier Ave/Nichols Rd Signalized HCM 7th NB Left 0.673 17.6 B
Edition
2 1-15 SB Ramps/Nichols Rd Signalized HCM 7th WB Thru 0.851 29.2 C
Edition
3 1-15 NB Ramps/Nichols Rd Signalized HCM 7th EB Left 0.601 16.0 B
Edition
4 Collier Ave/Project Dwy Two-way stop HCM 7th WB Left 0.135 23.1 C
Edition
5 Project Dwy/Nichols Rd Two-way stop HCM 7th NB Right 0.319 19.1 C
Edition
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest)delay value. For
all other control types, they are taken for the whole intersection.
1 3/20/2024
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 7:7 EAPC MIT AM
Intersection Level Of Service Report
Intersection 1:Collier Ave/Nichols Rd
Control Type: Signalized Delay(sec/veh): 17.6
Analysis Method: HCM 7th Edition Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity(v/c): 0.673
Intersection Setup
Name Collier Avenue Nichols Road Nichols Road
Approach Northbound Eastbound Westbound
Lane Configuration i qi 6 1 1 i 1 j
Turning Movement Left Right Thru Right Left Thru
Lane Width[ft] 12.00 12.00 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 0 1 1 0
Entry Pocket Length[ft] 100.00 100.00
No.of Lanes in Exit Pocket 0 0 0 0 0 0
Exit Pocket Length[ft]
Speed[mph] 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00
Curb Present No No No
Crosswalk No No No
2 3/20/2024
Generated with = Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 7:7 EAPC MIT AM
Volumes
Name Collier Avenue Nichols Road Nichols Road
Base Volume Input[veh/h] 57 118 487 89 103 239
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 0.00 0.00 0.00
Proportion of CAVs[%] 0.00
Growth Factor 1.0404 1.0404 1.0404 1.0404 1.0404 1.0404
In-Process Volume[veh/h] 0 0 0 0 0 0
Site-Generated Trips[veh/h] 525 108 509 475 202 567
Diverted Trips[veh/h] 0 0 0 0 0 0
Pass-by Trips[veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume[veh/h] 0 0 0 0 0 0
Other Volume[veh/h] 0 0 0 0 0 0
Right Turn on Red Volume[veh/h] 0 0
Total Hourly Volume[veh/h] 584 231 1016 568 309 816
Peak Hour Factor 0.8900 0.8900 0.8900 0.8900 0.8900 0.8900
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Total 15-Minute Volume[veh/h] 164 65 285 160 87 229
Total Analysis Volume[veh/h] 656 260 1142 638 347 917
Presence of On-Street Parking No No No No No No
On-Street Parking Maneuver Rate[/h]
Local Bus Stopping Rate[/h] 0 0 0
v do,Outbound Pedestrian Volume crossing
v di,Inbound Pedestrian Volume crossing rn
v co,Outbound Pedestrian Volume crossing
v ci, Inbound Pedestrian Volume crossing mi
v ab,Corner Pedestrian Volume[ped/h] 0 0 0
Bicycle Volume[bicycles/h] 0 0 0
3 3/20/2024
Generated with = Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 7:7 EAPC MIT AM
Intersection Settings
Located in CBD No
Signal Coordination Group -
Cycle Length[s] 60
Coordination Type Time of Day Pattern Coordinated
Actuation Type Fully actuated
Offset[s] 0.0
Offset Reference Lead Green-Beginning of First Green
Permissive Mode SingleBand
Lost time[s] 0.00
Phasing&Timing
Control Type Permissive Permissive Permissive Permissive ProtPerm Permissive
Signal Group 3 2 1 6
Auxiliary Signal Groups
Lead/Lag Lead Lead
Minimum Green[s] 5 10 5 10
Maximum Green[s] 30 30 30 30
Amber[s] 3.0 3.0 3.0 3.0
All red[s] 1.0 1.0 1.0 1.0
Split[s] 19 32 9 41
Vehicle Extension[s] 3.0 3.0 3.0 3.0
Walk[s] 5 5 5
Pedestrian Clearance[s] 10 10 10
Delayed Vehicle Green[s] 0.0 0.0 0.0 0.0
Rest In Walk No No No
11,Start-Up Lost Time[s] 2.0 2.0 2.0 2.0
12,Clearance Lost Time[s] 2.0 2.0 2.0 2.0
Minimum Recall No No No No
Maximum Recall No No No No
Pedestrian Recall No No No No
Detector Location[ft]
Detector Length[ft]
I,Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00
Exclusive Pedestrian Phase
Pedestrian Signal Group
Pedestrian Walk[s]
Pedestrian Clearance[s]
4 3/20/2024
Generated with M= Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 7:7 EAPC MIT AM
Lane Group Calculations
Lane Group L R C R L C
C,Cycle Length[s] 60 60 60 60 60 60
L,Total Lost Time per Cycle[s] 4.00 4.00 4.00 4.00 4.00 4.00
11p,Permitted Start-Up Lost Time[s] 0.00
12,Clearance Lost Time[s] 2.00 2.00 2.00 2.00 0.00 2.00
g_i,Effective Green Time[s] 14 14 29 29 39 39
g/C,Green/Cycle 0.23 0.23 0.49 0.49 0.64 0.64
(v/s)_i Volume/Saturation Flow Rate 0.19 0.16 0.32 0.40 0.63 0.48
s,saturation flow rate[veh/h] 3514 1615 3618 1615 555 1900
c,Capacity[veh/h] 796 366 1770 790 468 1217
d1,Uniform Delay[s] 22.12 21.45 11.47 12.97 11.22 7.52
k,delay calibration 0.11 0.11 0.50 0.50 0.50 0.50
1,Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00
d2, Incremental Delay[s] 2.22 2.56 1.83 8.69 10.12 4.35
d3, Initial Queue Delay[s] 0.00 0.00 0.00 0.00 0.00 0.00
Rp,platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
PF,progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Lane Group Results
X,volume/capacity 0.82 0.71 0.65 0.81 0.74 0.75
d,Delay for Lane Group[s/veh] 24.34 24.00 13.30 21.66 21.34 11.87
Lane Group LOS C C B C C B
Critical Lane Group
50th-Percentile Queue Length[veh/In] 4.29 3.37 5.14 7.83 2.65 6.98
50th-Percentile Queue Length[ft/In] 107.32 84.25 128.50 195.87 66.26 174.49
95th-Percentile Queue Length[veh/In] 7.69 6.07 8.86 12.43 4.77 11.31
95th-Percentile Queue Length[ft/In] 192.27 151.64 221.45 310.63 119.26 282.81
5 3/20/2024
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 7:7 EAPC MIT AM
Movement,Approach,&Intersection Results
d_M,Delay for Movement[s/veh] 24.34 24.00 13.30 21.66 21.34 11.87
Movement LOS C C B C C B
d A,Approach Delay[s/veh] 24.25 16.30 14.47
Approach LOS C B B
d I,Intersection Delay[s/veh] 17.55
Intersection LOS B
Intersection V/C 0.673
Other Modes
g_Walk,mi,Effective Walk Time[s]
M corner,Corner Circulation Area[ft2/ped
M CW,Crosswalk Circulation Area[ft2/ped
d_p,Pedestrian Delay[s]
I_p,int,Pedestrian LOS Score for Intersectic n
Crosswalk LOS
s b,Saturation Flow Rate of the bicycle lane 2000 2000 2000
c b,Capacity of the bicycle lane[bicycles/ ] 499 932 1232
d b,Bicycle Delay[s] 16.91 8.57 4.43
I b,int,Bicycle LOS Score for Intersection 1.560 3.028 3.645
Bicycle LOS A C D
Sequence
Ring 1 1 2 3 - - - - - - - - - - - - -
Ring 2 - 6 - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 4 - - - - - - - - - - - - - - - -
5
6 3/20/2024
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 7:7 EAPC MIT AM
Intersection Level Of Service Report
Intersection 2: 1-15 SB Ramps/Nichols Rd
Control Type: Signalized Delay(sec/veh): 29.2
Analysis Method: HCM 7th Edition Level Of Service: C
Analysis Period: 15 minutes Volume to Capacity(v/c): 0.851
Intersection Setup
Name 1-15 SB Ramps 1-15 SB Ramps Nichols Road Nichols Road
Approach Southbound Eastbound Westbound
Lane Configuration i r -I i
Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Width[ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0
Entry Pocket Length[ft] D 100.00 10C )0
No.of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0
Exit Pocket Length[ft] '1 nn 0.00
Speed[mph] 30.00 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00 0.00
Curb Present No No No
Crosswalk No No No No
7 3/20/2024
Generated with = Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 7:7 EAPC MIT AM
Volumes
Name 1-15 SB Ramps 1-15 SB Ramps Nichols Road Nichols Road
Base Volume Input[veh/h] 0 0 131 1 10 1 133 249 380 36 211 0
Base Volume Adjustment Factor .0000 1.0000 1.0000 1. 0000 1.0000 1 1.0000 1.0000 1.0000 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Proportion of CAVs[%] 0.00
Growth Factor 1.0404 1.0404 1.0404 1.0404 1.0404 1.0404 1.0404
In-Process Volume[veh/h] 0 0 0 0 0 0 0
Site-Generated Trips[veh/h] 20 0 89 331 298 25 680
Diverted Trips[veh/h] 0 0 0 0 0 0 0
Pass-by Trips[veh/h] 0 0 0 0 0 0 0
Existing Site Adjustment Volume[veh/h] 0 0 0 0 0 0 0
Other Volume[veh/h] 0 0 0 0 0 0 0
Right Turn on Red Volume[veh/h] 0 0
Total Hourly Volume[veh/h] 156 10 227 590 693 62 900
Peak Hour Factor 0.8290 FO.8290 1 0.8290 0.8290 0.8290 0.8290 0.8290
Other Adjustment Factor .0000 1.0000 1.0000 1.0000 1.0000 1. 1.0000 1.0000 1.0000 1.0000 1.0000
Total 15-Minute Volume[veh/h] 47 3 68 178 209 19 271 0
Total Analysis Volume[veh/h] 188 12 274 712 836 75 1086
Presence of On-Street Parking No No No No No No
On-Street Parking Maneuver Rate[/h]
Local Bus Stopping Rate[/h] 0 0
v do,Outbound Pedestrian Volume crossing
v di,Inbound Pedestrian Volume crossing rn
v co,Outbound Pedestrian Volume crossing
v ci, Inbound Pedestrian Volume crossing mi
v ab,Corner Pedestrian Volume[ped/h] 0 0 0 0
Bicycle Volume[bicycles/h] 0 0 0
8 3/20/2024
Generated with = Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 7:7 EAPC MIT AM
Intersection Settings
Located in CBD No
Signal Coordination Group -
Cycle Length[s] 70
Coordination Type Time of Day Pattern Coordinated
Actuation Type Fully actuated
Offset[s] 0.0
Offset Reference Lead Green-Beginning of First Green
Permissive Mode SingleBand
Lost time[s] 0.00
Phasing&Timing
Control Type �rmiss Permiss r Permiss Permiss Permiss Permiss Permiss Permiss Permiss 'ermiss
Signal Group 4 2 6
Auxiliary Signal Groups
Lead/Lag
Minimum Green[s] 10 10 10
Maximum Green[s] 30 30 30
Amber[s] u.0 u.0 3.0 3.0 3.0
All red[s] 0.0 0 1.0 1.0 1.0
Split[s] 0 0 56 14 14
Vehicle Extension[s] 6.6 0., 3.0 3.0 3.0
Walk[s] 5 5 5
Pedestrian Clearance[s] 10 10 10
Delayed Vehicle Green[s] 0.0 0.0 0.0
Rest In Walk No No No
11,Start-Up Lost Time[s] 0.0 2.0 2.0 2.0
12,Clearance Lost Time[s] 6.6 2.0 2.0 2.0
Minimum Recall No No No
Maximum Recall No No No
Pedestrian Recall No No No
Detector Location[ft] 0.0
Detector Length[ft] 0.0
I,Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Exclusive Pedestrian Phase
Pedestrian Signal Group
Pedestrian Walk[s]
Pedestrian Clearance[s]
9 3/20/2024
Generated with M= Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 7:7 EAPC MIT AM
Lane Group Calculations
Lane Group C C R L C
C,Cycle Length[s] 70 70 70 70 70
L,Total Lost Time per Cycle[s] 4.00 4.00 4.00 4.00 4.00
11p,Permitted Start-Up Lost Time[s] 2.00
12,Clearance Lost Time[s] 2.00 2.00 2.00 2.00 2.00
g_i,Effective Green Time[s] 22 40 40 40 40
g/C,Green/Cycle 0.31 0.57 0.57 0.57 0.57
(v/s)_i Volume/Saturation Flow Rate 0.28 0.37 0.52 0.22 0.57
s,saturation flow rate[veh/h] 1694 1900 1615 339 1900
c,Capacity[veh/h] 529 1089 925 199 1089
d1,Uniform Delay[s] 22.93 10.19 13.21 23.08 14.87
k,delay calibration 0.11 0.50 0.50 0.50 0.50
1,Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00
d2, Incremental Delay[s] 5.62 3.07 13.82 5.37 26.72
d3, Initial Queue Delay[s] 0.00 0.00 0.00 0.00 0.00
Rp,platoon ratio 1.00 1.00 1.00 1.00 1.00
PF,progression factor 1.00 1.00 1.00 1.00 1.00
Lane Group Results
X,volume/capacity 0.90 0.65 0.90 0.38 1.00
d,Delay for Lane Group[s/veh] 28.54 13.26 27.03 28.46 41.59
Lane Group LOS C B C C D
Critical Lane Group Yes
50th-Percentile Queue Length[veh/In] 7.71 7.11 12.96 1.36 21.84
50th-Percentile Queue Length[ft/In] 192.67 177.67 323.93 34.05 545.90
95th-Percentile Queue Length[veh/In] 12.26 11.48 18.86 2.45 29.50
95th-Percentile Queue Length[ft/In] 306.49 286.97 471.52 61.29 737.49
10 3/20/2024
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 7:7 EAPC MIT AM
Movement,Approach,&Intersection Results
d_M,Delay for Movement[s/veh] 28.54 28.54 28.54 13.26 27.03 28.46 41.59
Movement LOS C C C B C C D
d A,Approach Delay[s/veh] 28.54 20.69 40.74
Approach LOS C C D
d I,Intersection Delay[s/veh] 29.18
Intersection LOS C
Intersection V/C 0,851
Other Modes
g_Walk,mi,Effective Walk Time[s]
M corner,Corner Circulation Area[ft2/ped
M CW,Crosswalk Circulation Area[ft2/ped
d_p,Pedestrian Delay[s]
I_p,int,Pedestrian LOS Score for Intersectic n
Crosswalk LOS
s b,Saturation Flow Rate of the bicycle lane 2000 2000 2000
c b,Capacity of the bicycle lane[bicycles/ ] 1487 286 286
d b,Bicycle Delay[s] 2.30 25.68 25.68
I b,int,Bicycle LOS Score for Intersection 2.342 4.114 3.475
Bicycle LOS B D C
Sequence
Ring 1 - 2 -
Ring 2 - 6 - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 4 - - - - - - - - - - - - - - - -
-2 2 its rEa
11 3/20/2024
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 7:7 EAPC MIT AM
Intersection Level Of Service Report
Intersection 3: 1-15 NB Ramps/Nichols Rd
Control Type: Signalized Delay(sec/veh): 16.0
Analysis Method: HCM 7th Edition Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity(v/c): 0.601
Intersection Setup
Name 1-15 NB Ramps 1-15 NB Ramps Nichols Road Nichols Road
Approach Northbound Eastbound Westbound
Lane Configuration 6 -I-III i F
Turning Movement Left Thru Right Left Thru Right Left7 Thru Right Left Thru Right
Lane Width[ft] 12.00 12.00 12.00 12.00 12.00 2.00 12.00 12.00
No.of Lanes in Entry Pocket 0 1 0 0 0 1 0 0 0
Entry Pocket Length[ft] 100.00 —0.00 100.00 1 C 100.00
No.of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0
Exit Pocket Length[ft] 0.00 0.00
Speed[mph] 30.00 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00 0.00
Curb Present No No No
Crosswalk No No No No
12 3/20/2024
Generated with = Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 7:7 EAPC MIT AM
Volumes
Name 1-15 NB Ramps 1-15 NB Ramps Nichols Road Nichols Road
Base Volume Input[veh/h] 142 6 80 0 76 312 84 71
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1. 1.0000 1.0000 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 0.00 0.00 C 0.00 0.00 0.00 0.00
Proportion of CAVs[%] 0.00
Growth Factor 1.0404 1.0404 1.0404 1.0404 1.0404 1.0404 1.0404
In-Process Volume[veh/h] 0 0 0 0 0 0 0
Site-Generated Trips[veh/h] 373 0 20 92 259 332 25
Diverted Trips[veh/h] 0 0 0 0 0 0 0
Pass-by Trips[veh/h] 0 0 0 0 0 0 0
Existing Site Adjustment Volume[veh/h] 0 0 0 0 0 0 0
Other Volume[veh/h] 0 0 0 0 0 0 0
Right Turn on Red Volume[veh/h] 0 0
Total Hourly Volume[veh/h] 521 6 103 171 584 419 99
Peak Hour Factor 0.7530 0.7530 0.7530 a 0.7530 0.7530 --- 0.7530 0.7530
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1. 1.0000 1.0000 1.0000 1.0000 1.0000
Total 15-Minute Volume[veh/h] 173 2 34 F 57 194 139 33
Total Analysis Volume[veh/h] 692 8 137 227 776 556 131
Presence of On-Street Parking No No No No No No
On-Street Parking Maneuver Rate[/h]
Local Bus Stopping Rate[/h] 0 0
v do,Outbound Pedestrian Volume crossing
v di,Inbound Pedestrian Volume crossing rn
v co,Outbound Pedestrian Volume crossing
v ci, Inbound Pedestrian Volume crossing mi
v ab,Corner Pedestrian Volume[ped/h] 0 0 0 0
Bicycle Volume[bicycles/h] 0 0 0
13 3/20/2024
Generated with = Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 7:7 EAPC MIT AM
Intersection Settings
Located in CBD No
Signal Coordination Group -
Cycle Length[s] 60
Coordination Type Time of Day Pattern Coordinated
Actuation Type Fully actuated
Offset[s] 0.0
Offset Reference Lead Green-Beginning of First Green
Permissive Mode SingleBand
Lost time[s] 0.00
Phasing&Timing
Control Type Permiss Permiss Permiss Permiss Permiss Pe Permiss Permiss rmiss I Permiss Permiss
Signal Group 8 2 6
Auxiliary Signal Groups
Lead/Lag
Minimum Green[s] 10 10 10
Maximum Green[s] 30 30 30
Amber[s] 3.0 u.0 u.0 3.0 3.0
All red[s] 1.0 0.0 0.0 1.0 1.0
Split[s] 46 0 0 14 14
Vehicle Extension[s] 3.0 0.0 0.0 3.0 3.0
Walk[s] 5 0 0 5 5
Pedestrian Clearance[s] 10 0 0 10 10
Delayed Vehicle Green[s] 0.0 0.0 0.0 0.0 0.0 0.0
Rest In Walk No No No
11,Start-Up Lost Time[s] 2.0 0.0 0.0 0.0 2.0 2.0
12,Clearance Lost Time[s] 2.0 9 0.0 0.0 2.0 2.0
Minimum Recall No No No
Maximum Recall No No No
Pedestrian Recall No No No
Detector Location[ft] 0.0 0.0
Detector Length[ft] n n 0.0 0.0
I,Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1 1.00 1.00 1.00 1.00
Exclusive Pedestrian Phase
Pedestrian Signal Group
Pedestrian Walk[s]
Pedestrian Clearance[s]
14 3/20/2024
Generated with M= Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 7:7 EAPC MIT AM
Lane Group Calculations
Lane Group C R L C C C
C,Cycle Length[s] 60 60 60 60 60 60
L,Total Lost Time per Cycle[s] 4.00 4.00 4.00 4.00 4.00 4.00
11p,Permitted Start-Up Lost Time[s] 2.00
12,Clearance Lost Time[s] 2.00 2.00 2.00 2.00 2.00 2.00
g_i,Effective Green Time[s] 26 26 26 26 26 26
g/C,Green/Cycle 0.43 0.43 0.44 0.44 0.44 0.44
(v/s)_i Volume/Saturation Flow Rate 0.39 0.08 0.15 0.21 0.18 0.19
s,saturation flow rate[veh/h] 1811 1615 1490 3618 1900 1780
c,Capacity[veh/h] 781 697 517 1575 827 775
d1,Uniform Delay[s] 15.84 10.61 19.08 12.20 11.70 11.88
k,delay calibration 0.13 0.11 0.50 0.50 0.50 0.50
1,Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00
d2, Incremental Delay[s] 4.69 0.14 2.70 1.10 1.54 1.84
d3, Initial Queue Delay[s] 0.00 0.00 0.00 0.00 0.00 0.00
Rp,platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
PF,progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Lane Group Results
X,volume/capacity 0.90 0.20 0.44 0.49 0.42 0.44
d,Delay for Lane Group[s/veh] 20.53 10.75 21.78 13.31 13.23 13.71
Lane Group LOS C B C B B B
Critical Lane Group
50th-Percentile Queue Length[veh/In] 8.56 1.02 1.45 3.47 3.09 3.17
50th-Percentile Queue Length[ft/In] 214.02 25.39 36.14 86.67 77.27 79.35
95th-Percentile Queue Length[veh/In] 13.36 1.83 2.60 6.24 5.56 5.71
95th-Percentile Queue Length[ft/In] 333.98 45.71 65.05 156.01 139.08 142.83
15 3/20/2024
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 7:7 EAPC MIT AM
Movement,Approach,&Intersection Results
d_M,Delay for Movement[s/veh] 20.53 20.53 10.75 21.78 13.31 13.42 13.71
Movement LOS C C B C B B B
d A,Approach Delay[s/veh] 18.93 15.22 13.47
Approach LOS B B B
d I,Intersection Delay[s/veh] 15.97
Intersection LOS B
Intersection V/C 0.601
Other Modes
g_Walk,mi,Effective Walk Time[s]
M corner,Corner Circulation Area[ft2/ped
M CW,Crosswalk Circulation Area[ft2/ped
d_p,Pedestrian Delay[s]
I_p,int,Pedestrian LOS Score for Intersectic n
Crosswalk LOS
s b,Saturation Flow Rate of the bicycle lane 2000 2000 2000
c b,Capacity of the bicycle lane[bicycles/ ] 1399 333 333
d b,Bicycle Delay[s] 2.72 20.86 20.86
I b,int,Bicycle LOS Score for Intersection 2.941 2.387 2.126
Bicycle LOS C B B
Sequence
Ring 1 - 2 - - - - - - - - - - - - - -
Ring 2 - 6 - 8 - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 4 - - - - - - - - - - - - - - - -
NEA i
3 :Eo
16 3/20/2024
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 7:7 EAPC MIT AM
Intersection Level Of Service Report
Intersection 4:Collier Ave/Project Dwy
Control Type: Two-way stop Delay(sec/veh): 23.1
Analysis Method: HCM 7th Edition Level Of Service: C
Analysis Period: 15 minutes Volume to Capacity(v/c): 0.135
Intersection Setup
Name Collier Avenue Collier Avenue Project Driveway
Approach Northbound Southbound Westbound
Lane Configuration i F -1 1 1 i t
Turning Movement Thru Right Left Thru Left Right
Lane Width[ft] 12.00 12.00 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 1 0 0 1
Entry Pocket Length[ft] 100.00 100.00
No.of Lanes in Exit Pocket 0 0 0 0 0 0
Exit Pocket Length[ft]
Speed[mph] 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00
Crosswalk No No No
Volumes
Name Collier Avenue Collier Avenue Project Driveway
Base Volume Input[veh/h] 147 13 53 148 14 19
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 0.00 0.00 0.00
Growth Factor 1.0404 1.0404 1.0404 1.0404 1.0404 1.0404
In-Process Volume[veh/h] 0 0 0 0 0 0
Site-Generated Trips[veh/h] 619 15 30 647 13 14
Diverted Trips[veh/h] 0 0 0 0 0 0
Pass-by Trips[veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume[veh/h] 0 0 0 0 0 0
Other Volume[veh/h] 0 0 0 0 0 0
Total Hourly Volume[veh/h] 772 29 85 801 28 34
Peak Hour Factor 0.9040 0.9040 0.9040 0.9040 0.9040 0.9040
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Total 15-Minute Volume[veh/h] 213 8 24 222 8 9
Total Analysis Volume[veh/h] 854 32 94 886 31 38
Pedestrian Volume[ped/h]
17 3/20/2024
Generated with = Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 7:7 EAPC MIT AM
Intersection Settings
Priority Scheme Free Free Stop
Flared Lane
Storage Area[veh]
Two-Stage Gap Acceptance Yes
Number of Storage Spaces in Median 1
Movement,Approach,&Intersection Results
V/C,Movement V/C Ratio 0.12 0.13 0.07
d M,Delay for Movement[s/veh] 10.30 23.08 11.79
Movement LOS A A B A C B
95th-Percentile Queue Length[veh/In] 0.00 0.00 0.41 0.00 0.46 0.21
95th-Percentile Queue Length[ft/In] 0.00 0.00 10.34 0.00 11.47 5.36
d A,Approach Delay[s/veh] 0.00 0.99 16.86
Approach LOS A A C
d I,Intersection Delay[s/veh] 1.10
Intersection LOS C
18 3/20/2024
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 7:7 EAPC MIT AM
Intersection Level Of Service Report
Intersection 5:Project Dwy/Nichols Rd
Control Type: Two-way stop Delay(sec/veh): 19.1
Analysis Method: HCM 7th Edition Level Of Service: C
Analysis Period: 15 minutes Volume to Capacity(v/c): 0.319
Intersection Setup
Name Project Driveway Nichols Road Nichols Road
Approach Northbound Eastbound Westbound
Lane Configuration 6 i F 1
Turning Movement Left Right Thru Right Left Thru
Lane Width[ft] 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 0 0 0 0
Entry Pocket Length[ft]
No.of Lanes in Exit Pocket 0 0 0 0 0 0
Exit Pocket Length[ft]
Speed[mph] 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00
Crosswalk No No No
Volumes
Name Project Driveway Nichols Road Nichols Road
Base Volume Input[veh/h] 60 570 35 343
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 0.00
Growth Factor 1.0404 1.0404 1.0404 1.0404
In-Process Volume[veh/h] 0 0 0 0
Site-Generated Trips[veh/h] 27 602 15 769
Diverted Trips[veh/h] 0 0 0 0
Pass-by Trips[veh/h] 13 -7 7 14
Existing Site Adjustment Volume[veh/h] 0 0 0 0
Other Volume[veh/h] 0 0 0 0
Total Hourly Volume[veh/h] 102 1188 58 1140
Peak Hour Factor 0.8600 0.8600 0.8600 0.8600
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000
Total 15-Minute Volume[veh/h] 30 345 17 331
Total Analysis Volume[veh/h] 119 1381 67 1326
Pedestrian Volume[ped/h]
19 3/20/2024
Generated with = Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 7:7 EAPC MIT AM
Intersection Settings
Priority Scheme Stop Free Free
Flared Lane
Storage Area[veh]
Two-Stage Gap Acceptance No
Number of Storage Spaces in Median
Movement,Approach,&Intersection Results
V/C,Movement V/C Ratio 0.32
d M,Delay for Movement[s/veh] 19.13
Movement LOS C A A A
95th-Percentile Queue Length[veh/In] 1.35 0.00 0.00 0.00
95th-Percentile Queue Length[ft/In] 33.75 0.00 0.00 0.00
d A,Approach Delay[s/veh] 19.13 0.00 0.00
Approach LOS C A A
d I,Intersection Delay[s/veh] 0.79
Intersection LOS C
20 3/20/2024
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 8:8 EAPC MIT PM
Lake Elsinore Retail Shops
Vistro File: C:\...\PSR23001 Base 2.0.vistro Scenario 8 EAPC MIT PM
Report File: C:\...\MIT PM Coffee.pdf 3/20/2024
Intersection Analysis Summary
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS
1 Collier Ave/Nichols Rd Signalized HCM 7th WB Left 0.936 47.6 D
Edition
2 1-15 SB Ramps/Nichols Rd Signalized HCM 7th WB Thru 0.964 42.9 D
Edition
3 1-15 NB Ramps/Nichols Rd Signalized HCM 7th NB Left 0.666 20.2 C
Edition
4 Collier Ave/Project Dwy Two-way stop HCM 7th WB Left 0.175 34.2 D
Edition
5 Project Dwy/Nichols Rd Two-way stop HCM 7th NB Right 0.343 21.2 C
Edition
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest)delay value. For
all other control types, they are taken for the whole intersection.
1 3/20/2024
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 8:8 EAPC MIT PM
Intersection Level Of Service Report
Intersection 1:Collier Ave/Nichols Rd
Control Type: Signalized Delay(sec/veh): 47.6
Analysis Method: HCM 7th Edition Level Of Service: D
Analysis Period: 15 minutes Volume to Capacity(v/c): 0.936
Intersection Setup
Name Collier Avenue Nichols Road Nichols Road
Approach Northbound Eastbound Westbound
Lane Configuration i qi 6 1 1 i 1 i
Turning Movement Left Right Thru Right Left Thru
Lane Width[ft] 12.00 12.00 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 0 1 1 0
Entry Pocket Length[ft] 100.00 100.00
No.of Lanes in Exit Pocket 0 0 0 0 0 1
Exit Pocket Length[ft] 100.00
Speed[mph] 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00
Curb Present No No No
Crosswalk No No No
2 3/20/2024
Generated with = Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 8:8 EAPC MIT PM
Volumes
Name Collier Avenue Nichols Road Nichols Road
Base Volume Input[veh/h] 113 155 251 68 246 441
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 0.00 0.00 0.00
Proportion of CAVs[%] 0.00
Growth Factor 1.0404 1.0404 1.0404 1.0404 1.0404 1.0404
In-Process Volume[veh/h] 0 0 0 0 0 0
Site-Generated Trips[veh/h] 685 182 845 712 170 765
Diverted Trips[veh/h] 0 0 0 0 0 0
Pass-by Trips[veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume[veh/h] 0 0 0 0 0 0
Other Volume[veh/h] 0 0 0 0 0 0
Right Turn on Red Volume[veh/h] 0 0
Total Hourly Volume[veh/h] 803 343 1106 783 426 1224
Peak Hour Factor 0.9330 0.9330 0.9330 0.9330 0.9330 0.9330
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Total 15-Minute Volume[veh/h] 215 92 296 210 114 328
Total Analysis Volume[veh/h] 861 368 1185 839 457 1312
Presence of On-Street Parking No No No No No No
On-Street Parking Maneuver Rate[/h]
Local Bus Stopping Rate[/h] 0 0 0
v do,Outbound Pedestrian Volume crossing
v di,Inbound Pedestrian Volume crossing rn
v co,Outbound Pedestrian Volume crossing
v ci, Inbound Pedestrian Volume crossing mi
v ab,Corner Pedestrian Volume[ped/h] 0 0 0
Bicycle Volume[bicycles/h] 0 0 0
3 3/20/2024
Generated with = Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 8:8 EAPC MIT PM
Intersection Settings
Located in CBD No
Signal Coordination Group -
Cycle Length[s] 80
Coordination Type Time of Day Pattern Coordinated
Actuation Type Fully actuated
Offset[s] 0.0
Offset Reference Lead Green-Beginning of First Green
Permissive Mode SingleBand
Lost time[s] 0.00
Phasing&Timing
Control Type Permissive Permissive Permissive Permissive ProtPerm Permissive
Signal Group 3 2 1 6
Auxiliary Signal Groups
Lead/Lag Lead Lead
Minimum Green[s] 5 10 5 10
Maximum Green[s] 30 30 30 30
Amber[s] 3.0 3.0 3.0 3.0
All red[s] 1.0 1.0 1.0 1.0
Split[s] 23 44 13 57
Vehicle Extension[s] 3.0 3.0 3.0 3.0
Walk[s] 5 5 5
Pedestrian Clearance[s] 10 10 10
Delayed Vehicle Green[s] 0.0 0.0 0.0 0.0
Rest In Walk No No No
11,Start-Up Lost Time[s] 2.0 2.0 2.0 2.0
12,Clearance Lost Time[s] 2.0 2.0 2.0 2.0
Minimum Recall No No No No
Maximum Recall No No No No
Pedestrian Recall No No No No
Detector Location[ft]
Detector Length[ft]
I,Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00
Exclusive Pedestrian Phase
Pedestrian Signal Group
Pedestrian Walk[s]
Pedestrian Clearance[s]
4 3/20/2024
Generated with M= Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 8:8 EAPC MIT PM
Lane Group Calculations
Lane Group L R C R L C
C,Cycle Length[s] 80 80 80 80 80 80
L,Total Lost Time per Cycle[s] 4.00 4.00 4.00 4.00 4.00 4.00
11p,Permitted Start-Up Lost Time[s] 0.00
12,Clearance Lost Time[s] 2.00 2.00 2.00 2.00 0.00 2.00
g_i,Effective Green Time[s] 19 19 40 40 53 53
g/C,Green/Cycle 0.24 0.24 0.50 0.50 0.66 0.66
(v/s)_i Volume/Saturation Flow Rate 0.25 0.23 0.33 0.52 0.83 0.69
s,saturation flow rate[veh/h] 3514 1615 3618 1615 549 1900
c,Capacity[veh/h] 837 384 1801 804 444 1258
d1,Uniform Delay[s] 30.54 30.14 15.03 20.13 27.12 13.54
k,delay calibration 0.11 0.16 0.50 0.50 0.50 0.50
1,Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00
d2, Incremental Delay[s] 22.65 17.80 1.90 43.59 50.24 37.29
d3, Initial Queue Delay[s] 0.00 0.00 0.00 0.00 0.00 0.00
Rp,platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
PF,progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Lane Group Results
X,volume/capacity 1.03 0.96 0.66 1.04 1.03 1.04
d,Delay for Lane Group[s/veh] 53.19 47.94 16.92 63.71 77.36 50.83
Lane Group LOS F D B F F F
Critical Lane Group No Y
50th-Percentile Queue Length[veh/In] 10.36 8.61 7.75 22.97 8.92 30.26
50th-Percentile Queue Length[ft/In] 258.91 215.19 193.86 574.25 223.12 756.61
95th-Percentile Queue Length[veh/In] 15.88 13.42 12.32 31.85 14.12 40.75
95th-Percentile Queue Length[ft/In] 397.04 335.47 308.03 796.33 352.94 1018.81
5 3/20/2024
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 8:8 EAPC MIT PM
Movement,Approach,&Intersection Results
d_M,Delay for Movement[s/veh] 53.19 47.94 16.92 63.71 77.36 50.83
Movement LOS F D B F F F
d A,Approach Delay[s/veh] 51.62 36.32 57.69
Approach LOS D D E
d I,Intersection Delay[s/veh] 47.59
Intersection LOS D
Intersection V/C 0.936
Other Modes
g_Walk,mi,Effective Walk Time[s]
M corner,Corner Circulation Area[ft2/ped
M CW,Crosswalk Circulation Area[ft2/ped
d_p,Pedestrian Delay[s]
I_p,int,Pedestrian LOS Score for Intersectic n
Crosswalk LOS
s b,Saturation Flow Rate of the bicycle lane 2000 2000 2000
c b,Capacity of the bicycle lane[bicycles/ ] 474 999 1324
d b,Bicycle Delay[s] 23.30 10.03 4.58
I b,int,Bicycle LOS Score for Intersection 1.560 3.229 4.478
Bicycle LOS A C E
Sequence
Ring 1 1 2 3 - - - - - - - - - - - - -
Ring 2 - 6 - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 4 - - - - - - - - - - - - - - - -
6 3/20/2024
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 8:8 EAPC MIT PM
Intersection Level Of Service Report
Intersection 2: 1-15 SB Ramps/Nichols Rd
Control Type: Signalized Delay(sec/veh): 42.9
Analysis Method: HCM 7th Edition Level Of Service: D
Analysis Period: 15 minutes Volume to Capacity(v/c): 0.964
Intersection Setup
Name 1-15 SB Ramps 1-15 SB Ramps Nichols Road Nichols Road
Approach Southbound Eastbound Westbound
Lane Configuration -i i r i r -I i
Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Width[ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 0 1 1 0 0 1 0
Entry Pocket Length[ft] D 100.00 100.00 100.00 100.00 )0
No.of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0
Exit Pocket Length[ft] 1 nn 0.00
Speed[mph] 30.00 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00 0.00
Curb Present No No No
Crosswalk No No No No
7 3/20/2024
Generated with = Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 8:8 EAPC MIT PM
Volumes
Name 1-15 SB Ramps 1-15 SB Ramps Nichols Road Nichols Road
Base Volume Input[veh/h] 0 0 144 1 10 1 287 210 242 18 403 0
Base Volume Adjustment Factor .0000 1.0000 1.0000 1. 0000 1.0000 1 1.0000 1.0000 1.0000 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Proportion of CAVs[%] 0.00
Growth Factor 1.0404 1.0404 1.0404 1.0404 1.0404 1.0404 1.0404
In-Process Volume[veh/h] 0 0 0 0 0 0 0
Site-Generated Trips[veh/h] 44 0 95 526 510 37 840
Diverted Trips[veh/h] 0 0 0 0 0 0 0
Pass-by Trips[veh/h] 0 0 0 0 0 0 0
Existing Site Adjustment Volume[veh/h] 0 0 0 0 0 0 0
Other Volume[veh/h] 0 0 0 0 0 0 0
Right Turn on Red Volume[veh/h] 0 0
Total Hourly Volume[veh/h] 194 F0 394 744 762 56 1259
Peak Hour Factor 0.9410 0.9410 1 0.9410 0.9410 1 0.9410 0.9410 0.9410 u�
Other Adjustment Factor .0000 1.0000 1.01 1.0000 1 1.0000 1.0000 1. 1.0000 1.0000 1.0000 1.0000 1.0000
Total 15-Minute Volume[veh/h] 52 3 105 198 202 15 334 0
Total Analysis Volume[veh/h] 206 11 419 791 810 60 1338 ^
Presence of On-Street Parking No No No No No No
On-Street Parking Maneuver Rate[/h]
Local Bus Stopping Rate[/h] 0 0
v do,Outbound Pedestrian Volume crossing
v di,Inbound Pedestrian Volume crossing rn
v co,Outbound Pedestrian Volume crossing
v ci, Inbound Pedestrian Volume crossing mi
v ab,Corner Pedestrian Volume[ped/h] 0 0 0 0
Bicycle Volume[bicycles/h] 0 0 0
8 3/20/2024
Generated with = Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 8:8 EAPC MIT PM
Intersection Settings
Located in CBD No
Signal Coordination Group -
Cycle Length[s] 100
Coordination Type Time of Day Pattern Coordinated
Actuation Type Fully actuated
Offset[s] 0.0
Offset Reference Lead Green-Beginning of First Green
Permissive Mode SingleBand
Lost time[s] 0.00
Phasing&Timing
Control Type �rmiss Permiss r Permiss Permiss Permiss Permiss Permiss Permiss Permiss 'ermiss
Signal Group 2 8 4
Auxiliary Signal Groups
Lead/Lag
Minimum Green[s] 10 10 10
Maximum Green[s] 30 30 30
Amber[s] u.0 u.0 3.0 3.0 3.0
All red[s] 0.0 0 1.0 1.0 1.0
Split[s] 0 0 31 69 69
Vehicle Extension[s] 6.6 0., 3.0 3.0 3.0
Walk[s] 5 5 5
Pedestrian Clearance[s] 10 10 10
Delayed Vehicle Green[s] 0.0 0.0 0.0
Rest In Walk No No No
11,Start-Up Lost Time[s] 0.0 2.0 2.0 2.0
12,Clearance Lost Time[s] 6.6 2.0 2.0 2.0
Minimum Recall No No No
Maximum Recall No No No
Pedestrian Recall No No No
Detector Location[ft] 0.0
Detector Length[ft] 0.0
I,Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Exclusive Pedestrian Phase
Pedestrian Signal Group
Pedestrian Walk[s]
Pedestrian Clearance[s]
9 3/20/2024
Generated with M= Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 8:8 EAPC MIT PM
Lane Group Calculations
Lane Group L C R C R L C
C,Cycle Length[s] 100 100 100 100 100 100 100
L,Total Lost Time per Cycle[s] 4.00 F00 4.00 4.00 4.00 4.00 4.00
11p,Permitted Start-Up Lost Time[s] 2.00
12,Clearance Lost Time[s] 2.00 F00 2.00 2.00 2.00 2.00 2.00
g_i,Effective Green Time[s] 27 27 27 65 65 65 65
g/C,Green/Cycle 0.27 0.27 0.27 0.65 0.65 0.65 0.65
(v/s)_i Volume/Saturation Flow Rate 0.11 0.01 0.26 0.42 0.50 0.19 0.70
s,saturation flow rate[veh/h] 1810 1900 1615 1900 1615 322 1900
c,Capacity[veh/h] 491 516 438 1232 1047 191 1232
d1,Uniform Delay[s] 29.94 26.68 35.82 10.58 12.39 24.49 17.57
k,delay calibration 0.50 0.50 0.50 0.50 0.50 0.11 0.50
1,Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
d2, Incremental Delay[s] 2.62 F08 33.19 2.58 5.56 0.93 52.32
d3, Initial Queue Delay[s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Rp,platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PF,progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Group Results
X,volume/capacity 0.42 1 0.02 0.96 0.64 0.77 0.31 1.09
d,Delay for Lane Group[s/veh] 32.55 26.76 69.01 13.16 17.96 25.43 69.89
Lane Group LOS C C E B B C F
Critical Lane Group No Yes
50th-Percentile Queue Length[veh/In] 4.40 0.20 13.87 10.18 12.76 1.13 41.94
50th-Percentile Queue Length[ft/In] 109.88 5.08 346.76 254.40 319.06 28.20 1048.59
95th-Percentile Queue Length[veh/In] 7.83 0.37 19.98 15.41 18.62 2.03 56.45
95th-Percentile Queue Length[ft/In] 195.84 9.14 499.46 385.19 465.53 50.77 1411.15
10 3/20/2024
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 8:8 EAPC MIT PM
Movement,Approach,&Intersection Results
d_M,Delay for Movement[s/veh] 32.55 26.76 69.01 13.16 17.96 25.43 69.89
Movement LOS C C E B B C F
d A,Approach Delay[s/veh] 56.47 15.59 67.98
Approach LOS E B E
d I,Intersection Delay[s/veh] 42.89
Intersection LOS D
Intersection V/C 0.964
Other Modes
g_Walk,mi,Effective Walk Time[s]
M corner,Corner Circulation Area[ft2/ped
M CW,Crosswalk Circulation Area[ft2/ped
d_p,Pedestrian Delay[s]
I_p,int,Pedestrian LOS Score for Intersectic n
Crosswalk LOS
s b,Saturation Flow Rate of the bicycle lane 2000 2000 2000
c b,Capacity of the bicycle lane[bicycles/ ] 540 1300 1300
d b,Bicycle Delay[s] 26.64 6.12 6.12
I b,int,Bicycle LOS Score for Intersection 2.609 4.201 3.866
Bicycle LOS B D D
Sequence
Ring 1 - 2 - 4 - - - - - - - - - - - -
Ring 2 - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 4 - - - - - - - - - - - - - - - -
2 2 - s 6�
11 3/20/2024
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 8:8 EAPC MIT PM
Intersection Level Of Service Report
Intersection 3: 1-15 NB Ramps/Nichols Rd
Control Type: Signalized Delay(sec/veh): 20.2
Analysis Method: HCM 7th Edition Level Of Service: C
Analysis Period: 15 minutes Volume to Capacity(v/c): 0.666
Intersection Setup
Name 1-15 NB Ramps 1-15 NB Ramps Nichols Road Nichols Road
Approach Northbound Eastbound Westbound
Lane Configuration 6 -I-III i F
Turning Movement Left Thru Right Left Thru Right Left7 Thru Right Left Thru Right
Lane Width[ft] 12.00 12.00 12.00 12.00 12.00 2.00 12.00 12.00
No.of Lanes in Entry Pocket 0 1 0 0 0 1 0 0 0
Entry Pocket Length[ft] 100.00 —0.00 100.00 1 C 100.00
No.of Lanes in Exit Pocket 0 0 0 0 0 0 1 0 0 0
Exit Pocket Length[ft] 0.00 0.00 49.21
Speed[mph] 30.00 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00 0.00
Curb Present No No No
Crosswalk No No No No
12 3/20/2024
Generated with = Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 8:8 EAPC MIT PM
Volumes
Name 1-15 NB Ramps 1-15 NB Ramps Nichols Road Nichols Road
Base Volume Input[veh/h] 295 4 11 0 150 203 126 28
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1. 1.0000 1.0000 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 0.00 0.00 C 0.00 0.00 0.00 0.00
Proportion of CAVs[%] 0.00
Growth Factor 1.0404 1.0404 1.0404 1.0404 1.0404 1.0404 1.0404
In-Process Volume[veh/h] 0 0 0 0 0 0 0
Site-Generated Trips[veh/h] 469 0 44 93 477 408 37
Diverted Trips[veh/h] 0 0 0 0 0 0 0
Pass-by Trips[veh/h] 0 0 0 0 0 0 0
Existing Site Adjustment Volume[veh/h] 0 0 0 0 0 0 0
Other Volume[veh/h] 0 0 0 0 0 0 0
Right Turn on Red Volume[veh/h] 0 0
Total Hourly Volume[veh/h] 776 4 55 249 688 539 66
Peak Hour Factor 0.9330 0.9330 0.9330 0.9330 0.9330 --- 0.9330 0.9330
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1. 1.0000 1.0000 1.0000 1.0000 1.0000
Total 15-Minute Volume[veh/h] 208 1 15 67 184 144 18
Total Analysis Volume[veh/h] 832 4 59 267 737 578 71
Presence of On-Street Parking No No No No No No
On-Street Parking Maneuver Rate[/h]
Local Bus Stopping Rate[/h] 0 0
v do,Outbound Pedestrian Volume crossing
v di,Inbound Pedestrian Volume crossing rn
v co,Outbound Pedestrian Volume crossing
v ci, Inbound Pedestrian Volume crossing mi
v ab,Corner Pedestrian Volume[ped/h] 0 0 0 0
Bicycle Volume[bicycles/h] 0 0 0
13 3/20/2024
Generated with = Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 8:8 EAPC MIT PM
Intersection Settings
Located in CBD No
Signal Coordination Group -
Cycle Length[s] 60
Coordination Type Time of Day Pattern Coordinated
Actuation Type Fully actuated
Offset[s] 0.0
Offset Reference Lead Green-Beginning of First Green
Permissive Mode SingleBand
Lost time[s] 0.00
Phasing&Timing
Control Type Permiss Permiss Permiss Permiss Permiss Pe Permiss Permiss rmiss I Permiss Permiss
Signal Group 6 8 4
Auxiliary Signal Groups
Lead/Lag
Minimum Green[s] 10 10 10
Maximum Green[s] 30 30 30
Amber[s] 3.0 u.0 u.0 3.0 3.0
All red[s] 1.0 u.0 0.0 0.0 1.0 1.0
Split[s] 35 0 0 25 25
Vehicle Extension[s] 3.0 .0 0.0 0.0 3.0 3.0
Walk[s] 5 0 0 0 5 5
Pedestrian Clearance[s] 10 0 0 10 10
Delayed Vehicle Green[s] 0.0 0.0 0.0 0.0 0.0 0.0
Rest In Walk No F No No
11,Start-Up Lost Time[s] 2.0 0.0 0.0 0.0 2.0 2.0
12,Clearance Lost Time[s] 2.0 9 0.0 0.0 2.0 2.0
Minimum Recall No No No
Maximum Recall No No No
Pedestrian Recall No No No
Detector Location[ft] 0.0 0.0
Detector Length[ft] n n 0.0 0.0
I,Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1 1.00 1.00 1.00 1.00
Exclusive Pedestrian Phase
Pedestrian Signal Group
Pedestrian Walk[s]
Pedestrian Clearance[s]
14 3/20/2024
Generated with M= Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 8:8 EAPC MIT PM
Lane Group Calculations
Lane Group C R L C C C
C,Cycle Length[s] 60 60 60 60 60 60
L,Total Lost Time per Cycle[s] 4.00 4.00 4.00 4.00 4.00 4.00
11p,Permitted Start-Up Lost Time[s] 2.00
12,Clearance Lost Time[s] 2.00 2.00 2.00 2.00 2.00 2.00
g_i,Effective Green Time[s] 31 31 21 21 21 21
g/C,Green/Cycle 0.52 0.52 0.35 0.35 0.35 0.35
(v/s)_i Volume/Saturation Flow Rate 0.46 0.04 0.17 0.20 0.17 0.18
s,saturation flow rate[veh/h] 1810 1615 1543 3618 1900 1829
c,Capacity[veh/h] 933 832 403 1272 668 643
d1,Uniform Delay[s] 13.12 7.33 24.23 15.87 15.24 15.36
k,delay calibration 0.50 0.50 0.11 0.11 0.11 0.11
1,Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00
d2, Incremental Delay[s] 13.04 0.16 1.87 0.42 0.55 0.61
d3, Initial Queue Delay[s] 0.00 0.00 0.00 0.00 0.00 0.00
Rp,platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
PF,progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Lane Group Results
X,volume/capacity 0.90 0.07 0.66 0.58 0.49 0.50
d,Delay for Lane Group[s/veh] 26.16 7.49 26.10 16.29 15.79 15.98
Lane Group LOS C A C B B B
Critical Lane Group
50th-Percentile Queue Length[veh/In] 11.44 0.36 1.84 3.75 3.21 3.24
50th-Percentile Queue Length[ft/In] 286.06 8.90 46.01 93.80 80.29 81.11
95th-Percentile Queue Length[veh/In] 16.99 0.64 3.31 6.75 5.78 5.84
95th-Percentile Queue Length[ft/In] 424.75 16.02 82.82 168.84 144.53 146.00
15 3/20/2024
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 8:8 EAPC MIT PM
Movement,Approach,&Intersection Results
d_M,Delay for Movement[s/veh] 26.16 26.16 7.49 26.10 16.29 15.87 15.98
Movement LOS C C A C B B B
d A,Approach Delay[s/veh] 24.93 18.90 15.88
Approach LOS C B B
d I,Intersection Delay[s/veh] 20.25
Intersection LOS C
Intersection V/C 0.666
Other Modes
g_Walk,mi,Effective Walk Time[s]
M corner,Corner Circulation Area[ft2/ped
M CW,Crosswalk Circulation Area[ft2/ped
d_p,Pedestrian Delay[s]
I_p,int,Pedestrian LOS Score for Intersectic n
Crosswalk LOS
s b,Saturation Flow Rate of the bicycle lane 2000 2000 2000
c b,Capacity of the bicycle lane[bicycles/ ] 1032 699 699
d b,Bicycle Delay[s] 7.03 12.70 12.70
I b,int,Bicycle LOS Score for Intersection 3.036 2.388 2.095
Bicycle LOS C B B
Sequence
Ring 1 - - - 4 - - - - - - - - - - - -
Ring 2 - 6 - 8 - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 4 - - - - - - - - - - - - - - - -
7 J�7 �.'� �' ♦Ji
16 3/20/2024
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 8:8 EAPC MIT PM
Intersection Level Of Service Report
Intersection 4:Collier Ave/Project Dwy
Control Type: Two-way stop Delay(sec/veh): 34.2
Analysis Method: HCM 7th Edition Level Of Service: D
Analysis Period: 15 minutes Volume to Capacity(v/c): 0.175
Intersection Setup
Name Collier Avenue Collier Avenue Project Driveway
Approach Northbound Southbound Westbound
Lane Configuration i F -1 1 1 i t
Turning Movement Thru Right Left Thru Left Right
Lane Width[ft] 12.00 12.00 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 1 0 0 1
Entry Pocket Length[ft] 100.00 100.00
No.of Lanes in Exit Pocket 0 0 0 0 0 0
Exit Pocket Length[ft]
Speed[mph] 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00
Crosswalk No No No
Volumes
Name Collier Avenue Collier Avenue Project Driveway
Base Volume Input[veh/h] 247 21 72 265 14 32
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 0.00 0.00 0.00
Growth Factor 1.0404 1.0404 1.0404 1.0404 1.0404 1.0404
In-Process Volume[veh/h] 0 0 0 0 0 0
Site-Generated Trips[veh/h] 858 9 18 864 9 9
Diverted Trips[veh/h] 0 0 0 0 0 0
Pass-by Trips[veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume[veh/h] 0 0 0 0 0 0
Other Volume[veh/h] 0 0 0 0 0 0
Total Hourly Volume[veh/h] 1115 31 93 1140 24 42
Peak Hour Factor 0.9330 0.9330 0.9330 0.9330 0.9330 0.9330
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Total 15-Minute Volume[veh/h] 299 8 25 305 6 11
Total Analysis Volume[veh/h] 1195 33 100 1222 26 45
Pedestrian Volume[ped/h]
17 3/20/2024
Generated with = Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 8:8 EAPC MIT PM
Intersection Settings
Priority Scheme Free Free Stop
Flared Lane
Storage Area[veh]
Two-Stage Gap Acceptance Yes
Number of Storage Spaces in Median 1
Movement,Approach,&Intersection Results
V/C,Movement V/C Ratio 0.17 0.17 0.10
d M,Delay for Movement[s/veh] 12.58 34.25 14.12
Movement LOS A A B A D B
95th-Percentile Queue Length[veh/In] 0.00 0.00 0.63 0.00 0.61 0.34
95th-Percentile Queue Length[ft/In] 0.00 0.00 15.64 0.00 15.27 8.49
d A,Approach Delay[s/veh] 0.00 0.95 21.49
Approach LOS A A C
d I,Intersection Delay[s/veh] 1.06
Intersection LOS D
18 3/20/2024
Generated with == Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 8:8 EAPC MIT PM
Intersection Level Of Service Report
Intersection 5:Project Dwy/Nichols Rd
Control Type: Two-way stop Delay(sec/veh): 21.2
Analysis Method: HCM 7th Edition Level Of Service: C
Analysis Period: 15 minutes Volume to Capacity(v/c): 0.343
Intersection Setup
Name Project Driveway Nichols Road Nichols Road
Approach Northbound Eastbound Westbound
Lane Configuration 6 i F 1
Turning Movement Left Right Thru Right Left Thru
Lane Width[ft] 12.00 12.00 12.00 12.00
No.of Lanes in Entry Pocket 0 0 0 0 0 0
Entry Pocket Length[ft]
No.of Lanes in Exit Pocket 0 0 0 0 0 0
Exit Pocket Length[ft]
Speed[mph] 30.00 30.00 30.00
Grade[%] 0.00 0.00 0.00
Crosswalk No No Yes
Volumes
Name Project Driveway Nichols Road Nichols Road
Base Volume Input[veh/h] 73 379 28 690
Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000
Heavy Vehicles Percentage[%] 0.00 0.00 0.00 0.00
Growth Factor 1.0404 1.0404 1.0404 1.0404
In-Process Volume[veh/h] 0 0 0 0
Site-Generated Trips[veh/h] 18 1018 9 935
Diverted Trips[veh/h] 0 0 0 0
Pass-by Trips[veh/h] 11 -6 6 12
Existing Site Adjustment Volume[veh/h] 0 0 0 0
Other Volume[veh/h] 0 0 0 0
Total Hourly Volume[veh/h] 105 1406 44 1665
Peak Hour Factor 0.9140 0.9140 0.9140 0.9140
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000
Total 15-Minute Volume[veh/h] 29 385 12 455
Total Analysis Volume[veh/h] 115 1538 48 1822
Pedestrian Volume[ped/h] 0
19 3/20/2024
Generated with = Lake Elsinore Retail Shops
Version 2022(SP 0-11) TJW Engineering, Inc. Scenario 8:8 EAPC MIT PM
Intersection Settings
Priority Scheme Stop Free Free
Flared Lane
Storage Area[veh]
Two-Stage Gap Acceptance No
Number of Storage Spaces in Median
Movement,Approach,&Intersection Results
V/C,Movement V/C Ratio 0.34
d M,Delay for Movement[s/veh] 21.21
Movement LOS C A A A
95th-Percentile Queue Length[veh/In] 1.48 0.00 0.00 0.00
95th-Percentile Queue Length[ft/In] 37.08 0.00 0.00 0.00
d A,Approach Delay[s/veh] 21.21 0.00 0.00
Approach LOS C A A
d I,Intersection Delay[s/veh] 0.69
Intersection LOS C
20 3/20/2024
CARLS JR-LAGUNA HILLS
5/13/2022 FRIDAY
Parking Occupancy Vehicles Parking Inventory
TIME Zone A Zone B in Queue Zone A Zone B
Regular ADA Regular ADA Total Occupancy Regular I ADA Regular I ADA
11:30 AM 6 0 2 0 8 2 15 3 531 0
11:40AM 6 0 2 0 8 4
11:50 AM 5 0 3 0 8 1
12:00PM 7 0 2 0 9 4
12:10PM 5 0 3 0 8 3
12:20 PM 4 0 3 0 7 3
12:30 PM 5 0 4 0 9 3
12:40PM 5 0 4 0 9 2
12:50 PM 7 0 5 0 12 4
1:00PM 6 0 4 0 10 3
1:10PM 5 0 5 0 10 3
1:20 PM 6 0 3 0 9 8
1:30 PM 6 0 3 0 9 8
Parking Occupancy
Vehicles
TIME Zone A Zone B
in Queue
Regular ADA Regular ADA Total Occupancy
4:00 PM 5 0 3 0 8 3
4:10PM 4 0 3 0 7 1
4:20 PM 4 0 2 0 6 1
4:30 PM 5 0 3 0 8 1
4:40 PM 3 0 2 0 5 2
4:50 PM 4 0 3 0 7 3
5:00PM 3 0 2 0 5 2
5:10PM 5 0 2 0 7 6
5:20 PM 6 0 1 0 7 5
5:30 PM 6 0 3 0 9 4
5:40PM 4 0 3 0 7 3
5:50 PM 2 0 2 0 4 2
6:00PM 3 0 0 0 3 2
6:10PM 2 0 1 0 3 2
6:20 PM 3 0 1 0 4 0
6:30 PM 2 0 1 0 3 3
6:40PM 2 0 1 0 3 1
6:50 PM 3 0 1 0 4 2
7:00PM 3 0 1 0 4 1
CARLS JR-LAGUNA HILLS
5/14/2022 SATURDAY
Parking Occupancy Vehicles Parking Inventory
TIME Zone A Zone B in Queue Zone A Zone B
Regular ADA Regular ADA Total Occupancy Regular I ADA Regular I ADA
11:30 AM 2 0 0 0 2 1 15 3 531 0
11:40AM 5 0 0 0 5 2
11:50 AM 6 0 0 0 6 2
12:00PM 3 1 0 0 4 1
12:10PM 4 1 0 0 5 3
12:20 PM 8 0 0 0 8 6
12:30 PM 7 0 1 0 8 5
12:40PM 7 0 1 0 8 2
12:50 PM 6 1 0 0 7 3
1:00PM 5 1 0 0 6 2
1:10 PM 6 1 1 0 8 4
1:20 PM 4 1 0 0 5 2
1:30 PM 5 1 0 0 6 1
Parking Occupancy
Vehicles
TIME Zone A Zone B
in Queue
Regular ADA Regular ADA Total Occupancy
4:00 PM 7 0 1 0 8 2
4:10 PM 5 0 1 0 6 1
4:20 PM 3 0 0 0 3 1
4:30 PM 5 0 0 0 5 1
4:40 PM 5 0 1 0 6 2
4:50 PM 4 0 0 0 4 3
5:00PM 5 0 0 0 5 3
5:10PM 3 0 1 0 4 3
5:20 PM 3 0 0 0 3 1
5:30 PM 2 0 0 0 2 1
5:40PM 2 0 0 0 2 1
5:50 PM 1 0 0 0 1 0
6:00PM 1 0 0 0 1 1
6:10PM 2 0 0 0 2 1
6:20 PM 1 0 0 0 1 1
6:30 PM 1 0 0 0 1 2
6:40PM 0 0 0 0 0 2
6:50 PM 1 0 1 0 2 1
7:00 PM 0 0 1 0 1 0
McDonalds
2481 San Ramon Valley Road
San Ramon, CA
4/11/2019
Time Queue Pick-up Line
to Order Board Queue Order Total Queue
Board Back
6:00 AM 1 0 1
6:05 AM 1 1 2
6:10 AM 1 1 2
6:15 AM 3 2 5
6:20 AM 4 0 4
6:25 AM 3 5 8
6:30 AM 5 6 11
6:35 AM 3 3 6
6:40 AM 2 1 3
6:45 AM 2 1 3
6:50 AM 5 2 7
6:55 AM 4 4 8
7:00 AM 3 3 6
7:05 AM 3 3 6
7:10 AM 3 1 4
7:15 AM 3 5 8
7:20 AM 3 3 6
7:25 AM 2 2 4
7:30 AM 1 0 1
7:35 AM 2 0 2
7:40 AM 3 2 5
7:45 AM 2 2 4
7:50 AM 4 3 7
7:55 AM 2 2 4
8:00 AM 3 1 4
8:05 AM 2 5 7
8:10 AM 4 2 6
8:15 AM 3 1 4
8:20 AM 0 0 0
8:25 AM 1 1 2
8:30 AM 3 3 6
8:35 AM 3 3 6
8:40 AM 3 0 3
8:45 AM 2 1 3
8:50 AM 1 0 1
8:55 AM 1 1 1 1 2
McDonalds
2481 San Ramon Valley Road
San Ramon, CA
4/11/2019
Time Queue Pick-up Line
to Order Board Queue Order Total Queue
Board Back
11:00 AM 1 6 7
11:05 AM 1 7 8
11:10 AM 4 6 10
11:15 AM 3 10 13
11:20 AM 4 7 11
11:25 AM 3 5 8
11:30 AM 2 7 9
11:35 AM 3 6 9
11:40 AM 2 6 8
11:45 AM 4 7 11
11:50 AM 2 5 7
11:55 AM 3 3 6
12:00 PM 3 6 9
12:05 PM 4 5 9
12:10 PM 2 7 9
12:15 PM 3 5 8
12:20 PM 4 1 5
12:25 PM 2 2 4
12:30 PM 1 0 1
12:35 PM 3 3 6
12:40 PM 3 5 8
12:45 PM 5 3 8
12:50 PM 4 3 7
12:55 PM 2 1 3
1:00 PM 1 3 4
1:05 PM 4 2 6
1:10 PM 3 7 10
1:15 PM 4 0 4
1:20 PM 3 0 3
1:25 PM 3 1 4
1:30 PM 2 0 2
1:35 PM 2 0 2
1:40 PM 3 1 4
1:45 PM 4 2 6
1:50 PM 4 6 10
1:55 PM 3 1 5 1 8
McDonalds
2481 San Ramon Valley Road
San Ramon, CA
4/11/2019
Time Queue Pick-up Line
to Order Board Queue Order Total Queue
Board Back
4:30 PM 4 5 9
4:35 PM 4 1 5
4:40 PM 4 1 5
4:45 PM 4 1 5
4:50 PM 3 4 7
4:55 PM 3 1 4
5:00 PM 1 0 1
5:05 PM 3 1 4
5:10 PM 4 0 4
5:15 PM 2 4 6
5:20 PM 4 4 8
5:25 PM 4 2 6
5:30 PM 3 2 5
5:35 PM 4 1 5
5:40 PM 3 1 4
5:45 PM 3 4 7
5:50 PM 4 4 8
5:55 PM 4 1 5
6:00 PM 3 2 5
6:05 PM 3 2 5
6:10 PM 2 3 5
6:15 PM 4 1 5
6:20 PM 1 2 3
6:25 PM 3 3 6
6:30 PM 3 3 6
6:35 PM 4 4 8
6:40 PM 2 2 4
6:45 PM 4 3 7
6:50 PM 3 2 5
6:55 PM 2 3 5
7:00 PM 2 3 5
7:05 PM 4 3 7
7:10 PM 3 4 7
7:15 PM 4 3 7
7:20 PM 4 3 7
7:25 PM 3 1 2 1 5
DRIVE THRU SURVEY
LOCATION: Starbucks,41195 Winchester Road DAY: Saturday
CITY: Temecula DATE: 9/24/2022
Pickup Window Order Board DT Entrance Number
TIME TOTAL TIME of
To Order Board to DT Entrance into Street
Arrivals
6:00 2 0 0 2 6:00 3
6:10 1 0 0 1 6:10 4
6:20 1 0 0 1 6:20 2
6:30 5 0 0 5 6:30 9
6:40 1 0 0 1 6:40 5
6:50 1 0 0 1 6:50 4
7:00 3 0 0 3 7:00 6
7:10 4 2 0 6 7:10 9
7:20 6 2 0 8 7:20 10
7:30 5 1 0 6 7:30 7
7:40 5 4 1 10 7:40 9
7:50 4 3 0 7 7:50 10
8:00 3 0 0 3 8:00 11
8:10 2 3 0 5 8:10 10
8:20 4 4 1 9 8:20 12
8:30 4 3 4 11 8:30 7
8:40 5 3 3 11 8:40 10
8:50 3 3 4 10 8:50 12
9:00 3 3 4 10 TOTAL 140
Counts Unlimited,Inc.PO Box 1178 Corona,CA 92878 951-268-6268
DRIVE THRU SURVEY
LOCATION: Starbucks,41195 Winchester Road DAY: Saturday
CITY: Temecula DATE: 9/24/2022
PickUp Window Order Board DT Entrance Number
TIME TOTAL TIME of
To Order Board to DT Entrance into Street
Arrivals
11:00 5 4 3 12 11:00 7
11:10 4 4 2 10 11:10 7
11:20 5 3 3 11 11:20 6
11:30 6 3 2 11 11:30 9
11:40 4 3 2 9 11:40 6
11:50 6 4 2 12 11:50 7
12:00 6 3 1 10 12:00 5
12:10 5 3 2 10 12:10 6
12:20 4 4 2 10 12:20 4
12:30 6 4 3 13 12:30 8
12:40 4 2 0 6 12:40 9
12:50 5 3 1 9 12:50 4
13:00 5 3 2 10 13:00 7
13:10 5 3 0 8 13:10 7
13:20 5 3 0 8 13:20 7
13:30 5 2 0 7 13:30 9
13:40 5 0 0 5 13:40 8
13:50 4 1 0 5 13:50 7
14:00 6 3 1 10 TOTAL 123
Counts Unlimited,Inc.PO Box 1178 Corona,CA 92878 951-268-6268
DRIVE THRU SURVEY
LOCATION: Starbucks,41195 Winchester Road DAY: Saturday
CITY: Temecula DATE: 9/24/2022
PickUp Window Order Board DT Entrance Number
TIME TOTAL TIME of
To Order Board to DT Entrance into Street
Arrivals
16:00 5 3 1 9 16:00 8
16:10 4 1 0 5 16:10 3
16:20 5 1 0 6 16:20 10
16:30 5 0 0 5 16:30 8
16:40 2 0 0 2 16:40 4
16:50 3 0 0 3 16:50 7
17:00 0 0 0 0 17:00 4
17:10 3 0 0 3 17:10 3
17:20 3 0 0 3 17:20 4
17:30 3 0 0 3 17:30 6
17:40 0 0 0 0 17:40 3
17:50 2 1 0 3 17:50 7
18:00 2 1 0 3 18:00 5
18:10 3 0 0 3 18:10 6
18:20 1 0 0 1 18:20 3
18:30 0 0 0 0 18:30 2
18:40 5 1 1 7 18:40 5
18:50 5 1 0 6 18:50 5
19:00 5 1 0 6 TOTAL 93
Counts Unlimited,Inc.PO Box 1178 Corona,CA 92878 951-268-6268
DRIVE THRU SURVEY
LOCATION: Starbucks,41195 Winchester Road DAY: Thursday
CITY: Temecula DATE: 9/22/2022
PickUp Window Order Board DT Entrance Number
TIME TOTAL TIME of
To Order Board to DT Entrance into Street
Arrivals
6:00 4 1 0 5 6:00 12
6:10 2 0 0 2 6:10 3
6:20 1 0 0 1 6:20 9
6:30 1 0 0 1 6:30 10
6:40 5 3 1 9 6:40 8
6:50 2 0 0 2 6:50 11
7:00 4 0 0 4 7:00 12
7:10 2 3 0 5 7:10 12
7:20 5 2 0 7 7:20 9
7:30 2 1 0 3 7:30 9
7:40 2 2 1 5 7:40 13
7:50 2 0 0 2 7:50 10
8:00 4 2 0 6 8:00 10
8:10 3 1 0 4 8:10 11
8:20 3 4 4 11 8:20 14
8:30 2 1 0 3 8:30 11
8:40 6 1 1 8 8:40 16
8:50 3 2 0 5 8:50 14
9:00 2 0 0 2 TOTAL 194
Counts Unlimited,Inc.PO Box 1178 Corona,CA 92878 951-268-6268
DRIVE THRU SURVEY
LOCATION: Starbucks,41195 Winchester Road DAY: Thursday
CITY: Temecula DATE: 9/22/2022
PickUp Window Order Board DT Entrance Number
TIME TOTAL TIME of
To Order Board to DT Entrance into Street
Arrivals
11:00 2 0 0 2 11:00 7
11:10 3 0 0 3 11:10 11
11:20 3 0 0 3 11:20 7
11:30 2 0 0 2 11:30 8
11:40 3 1 0 4 11:40 9
11:50 4 0 0 4 11:50 7
12:00 3 1 0 4 12:00 8
12:10 0 1 0 1 12:10 3
12:20 1 0 0 1 12:20 6
12:30 2 0 0 2 12:30 6
12:40 4 1 1 6 12:40 8
12:50 3 0 0 3 12:50 5
13:00 2 0 0 2 13:00 10
13:10 0 0 0 0 13:10 2
13:20 3 1 0 4 13:20 7
13:30 1 0 0 1 13:30 5
13:40 2 1 0 3 13:40 8
13:50 2 0 0 2 13:50 5
14:00 2 2 0 4 TOTAL 122
Counts Unlimited,Inc.PO Box 1178 Corona,CA 92878 951-268-6268
DRIVE THRU SURVEY
LOCATION: Starbucks,41195 Winchester Road DAY: Thursday
CITY: Temecula DATE: 9/22/2022
PickUp Window Order Board DT Entrance Number
TIME TOTAL TIME of
To Order Board to DT Entrance into Street
Arrivals
16:00 1 0 0 1 16:00 4
16:10 0 0 0 0 16:10 4
16:20 3 0 1 4 16:20 11
16:30 4 1 0 5 16:30 7
16:40 1 0 1 2 16:40 4
16:50 3 0 0 3 16:50 4
17:00 1 0 0 1 17:00 4
17:10 2 0 0 2 17:10 5
17:20 0 0 0 0 17:20 3
17:30 3 0 0 3 17:30 7
17:40 0 0 0 0 17:40 3
17:50 1 0 0 1 17:50 3
18:00 0 0 0 0 18:00 0
18:10 0 0 0 0 18:10 3
18:20 3 0 0 3 18:20 5
18:30 0 0 0 0 18:30 0
18:40 2 0 0 2 18:40 6
18:50 2 0 0 2 18:50 4
19:00 2 0 0 2 TOTAL 77
Counts Unlimited,Inc.PO Box 1178 Corona,CA 92878 951-268-6268
DRIVE THRU SURVEY
LOCATION: Starbucks,27375 Jefferson Avenue DAY: Saturday
CITY: Temecula DATE: 9/24/2022
PickUp Window Order Board DT Entrance Number
TIME TOTAL TIME of
To Order Board to DT Entrance into Street
Arrivals
6:00 0 0 0 0 6:00 1
6:10 1 0 0 1 6:10 0
6:20 0 0 0 0 6:20 0
6:30 0 0 0 0 6:30 7
6:40 3 0 0 3 6:40 10
6:50 2 0 0 2 6:50 5
7:00 1 0 0 1 7:00 3
7:10 0 0 0 0 7:10 6
7:20 4 0 0 4 7:20 3
7:30 0 0 0 0 7:30 8
7:40 4 2 0 6 7:40 8
7:50 3 0 0 3 7:50 6
8:00 0 0 0 0 8:00 5
8:10 3 1 0 4 8:10 8
8:20 2 1 0 3 8:20 6
8:30 1 0 0 1 8:30 11
8:40 3 0 0 3 8:40 8
8:50 2 1 0 3 8:50 3
9:00 4 0 0 4 TOTAL 98
Counts Unlimited,Inc.PO Box 1178 Corona,CA 92878 951-268-6268
DRIVE THRU SURVEY
LOCATION: Starbucks,27375 Jefferson Avenue DAY: Saturday
CITY: Temecula DATE: 9/24/2022
PickUp Window Order Board DT Entrance Number
TIME TOTAL TIME of
To Order Board to DT Entrance into Street
Arrivals
11:00 3 2 0 5 11:00 10
11:10 3 2 0 5 11:10 8
11:20 3 1 0 4 11:20 8
11:30 2 0 0 2 11:30 9
11:40 6 4 0 10 11:40 9
11:50 3 0 0 3 11:50 7
12:00 3 0 0 3 12:00 10
12:10 4 3 0 7 12:10 6
12:20 3 0 0 3 12:20 6
12:30 4 0 0 4 12:30 2
12:40 0 0 0 0 12:40 3
12:50 3 0 0 3 12:50 7
13:00 5 0 0 5 13:00 4
13:10 2 0 0 2 13:10 3
13:20 2 0 0 2 13:20 9
13:30 4 0 0 4 13:30 2
13:40 1 0 0 1 13:40 6
13:50 1 0 0 1 13:50 4
14:00 1 0 0 1 TOTAL 113
Counts Unlimited,Inc.PO Box 1178 Corona,CA 92878 951-268-6268
DRIVE THRU SURVEY
LOCATION: Starbucks,27375 Jefferson Avenue DAY: Saturday
CITY: Temecula DATE: 9/24/2022
PickUp Window Order Board DT Entrance Number
TIME TOTAL TIME of
To Order Board to DT Entrance into Street
Arrivals
16:00 1 0 0 1 16:00 2
16:10 0 0 0 0 16:10 4
16:20 0 0 0 0 16:20 7
16:30 3 0 0 3 16:30 4
16:40 2 0 0 2 16:40 1
16:50 2 0 0 2 16:50 2
17:00 0 0 0 0 17:00 2
17:10 0 0 0 0 17:10 3
17:20 0 0 0 0 17:20 4
17:30 2 0 0 2 17:30 3
17:40 2 0 0 2 17:40 3
17:50 3 0 0 3 17:50 3
18:00 0 0 0 0 18:00 3
18:10 0 0 0 0 18:10 1
18:20 1 0 0 1 18:20 1
18:30 0 0 0 0 18:30 1
18:40 0 0 0 0 18:40 2
18:50 1 0 0 1 18:50 1
19:00 0 0 0 0 TOTAL 47
Counts Unlimited,Inc.PO Box 1178 Corona,CA 92878 951-268-6268
DRIVE THRU SURVEY
LOCATION: Starbucks,27375 Jefferson Avenue DAY: Thursday
CITY: Temecula DATE: 9/22/2022
PickUp Window Order Board DT Entrance Number
TIME TOTAL TIME of
To Order Board to DT Entrance into Street
Arrivals
6:00 2 0 0 2 6:00 2
6:10 2 0 0 2 6:10 5
6:20 3 0 0 3 6:20 8
6:30 2 0 0 2 6:30 7
6:40 2 0 0 2 6:40 6
6:50 4 4 0 8 6:50 11
7:00 5 3 0 8 7:00 6
7:10 1 0 0 1 7:10 5
7:20 2 0 0 2 7:20 8
7:30 4 0 0 4 7:30 14
7:40 2 0 0 2 7:40 11
7:50 4 0 0 4 7:50 5
8:00 5 0 0 5 8:00 14
8:10 6 3 0 9 8:10 12
8:20 3 0 0 3 8:20 11
8:30 4 0 0 4 8:30 8
8:40 6 4 0 10 8:40 17
8:50 5 4 0 9 8:50 13
9:00 4 3 0 7 TOTAL 163
Counts Unlimited,Inc.PO Box 1178 Corona,CA 92878 951-268-6268
DRIVE THRU SURVEY
LOCATION: Starbucks,27375 Jefferson Avenue DAY: Thursday
CITY: Temecula DATE: 9/22/2022
PickUp Window Order Board DT Entrance Number
TIME TOTAL TIME of
To Order Board to DT Entrance into Street
Arrivals
11:00 5 1 0 6 11:00 8
11:10 6 5 0 11 11:10 14
11:20 4 0 0 4 11:20 7
11:30 5 2 0 7 11:30 10
11:40 1 0 0 1 11:40 2
11:50 2 1 0 3 11:50 5
12:00 4 2 0 6 12:00 5
12:10 6 4 0 10 12:10 7
12:20 5 3 0 8 12:20 8
12:30 5 0 0 5 12:30 5
12:40 3 0 0 3 12:40 4
12:50 3 0 0 3 12:50 6
13:00 0 0 0 0 13:00 2
13:10 5 0 0 5 13:10 11
13:20 5 3 0 8 13:20 8
13:30 4 0 0 4 13:30 5
13:40 4 0 0 4 13:40 9
13:50 1 0 0 1 13:50 4
14:00 0 0 0 0 TOTAL 120
Counts Unlimited,Inc.PO Box 1178 Corona,CA 92878 951-268-6268
DRIVE THRU SURVEY
LOCATION: Starbucks,27375 Jefferson Avenue DAY: Thursday
CITY: Temecula DATE: 9/22/2022
PickUp Window Order Board DT Entrance Number
TIME TOTAL TIME of
To Order Board to DT Entrance into Street
Arrivals
16:00 2 1 0 3 16:00 7
16:10 0 1 0 1 16:10 2
16:20 1 0 0 1 16:20 5
16:30 2 0 0 2 16:30 7
16:40 0 1 0 1 16:40 2
16:50 4 3 0 7 16:50 8
17:00 4 0 0 4 17:00 7
17:10 0 0 0 0 17:10 3
17:20 0 0 0 0 17:20 4
17:30 2 0 0 2 17:30 3
17:40 5 3 0 8 17:40 9
17:50 3 0 0 3 17:50 4
18:00 3 1 0 4 18:00 6
18:10 0 1 0 1 18:10 1
18:20 0 0 0 0 18:20 2
18:30 3 0 0 3 18:30 4
18:40 1 0 0 1 18:40 2
18:50 0 0 0 0 18:50 1
19:00 1 0 0 1 TOTAL 77
Counts Unlimited,Inc.PO Box 1178 Corona,CA 92878 951-268-6268
10/16/2024
PEAK HOUR VOLUME WARRANT
URBAN CONDITIONS
Peak Hour: PM Scenario: EAP
Major Street: Collier Avenue Minor Street: Nichols Road
Total of Both Approaches (VPH): 1072 Higher Volume Approach (VPH): 287
Number of Approach Lanes: 1 Number of Approach Lanes: 1
SIGNAL WARRANT SATISFIED
Figure 4C-3.Peak Hour Warrant(Urban)
600
2
> 500
t
m
0
0. 400
a
Q
d
300
.2
0
2 200
2 �
N �
N 100
0
0
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street-Total of Both Approaches(VPH)
1 Lane Major&1 Lane Minor
—0-2 or More Lanes Major&1 Lane Minor
a-2 or More Lanes Major&2 or More Lanes Minor
*Note:
150 vph Applies as the Lower Threshold Volume for a Minor Street Approach with Two or More Lanes and 100 vph Applies as the
Lower Threshold Volume for a Minor Street Approach with One Lane.
Source:MUTCD 2014 California Supplement Including Revision 3(March 9,2018)
EAP Conditions
PM Peak Hour Volume Warrant
Collier Avenue / Nichols Road
Prepared by TJW Engineering, Inc.
10/16/2024
PEAK HOUR VOLUME WARRANT
URBAN CONDITIONS
Peak Hour: AM Scenario: EAPC
Major Street: Nichols Road Minor Street: 1-15 SB Ramps
Total of Both Approaches (VPH): 2237 Higher Volume Approach (VPH): 389
Number of Approach Lanes: 1 Number of Approach Lanes: 1
SIGNAL WARRANT SATISFIED
Figure 4C-3.Peak Hour Warrant(Urban)
600
2
> 500
t
m
0
a400 --_ -- ---- — --- -- ---- --- --- ---- --- --- --- ---
a
Q
d
300
0
m
2 200
2
d
m
N 100
0
0
c
0
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street-Total of Both Approaches(VPH)
1 Lane Major&1 Lane Minor
—0-2 or More Lanes Major&1 Lane Minor
a-2 or More Lanes Major&2 or More Lanes Minor
*Note:
150 vph Applies as the Lower Threshold Volume for a Minor Street Approach with Two or More Lanes and 100 vph Applies as the
Lower Threshold Volume for a Minor Street Approach with One Lane.
Source:MUTCD 2014 California Supplement Including Revision 3(March 9,2018)
EAPC Conditions
AM Peak Hour Volume Warrant
Nichols Road / 1-15 SB Ramps
Prepared by TJW Engineering, Inc.
10/16/2024
PEAK HOUR VOLUME WARRANT
URBAN CONDITIONS
Peak Hour: PM Scenario: EAPC
Major Street: Nichols Road Minor Street: 1-15 SB Ramps
Total of Both Approaches (VPH): 2831 Higher Volume Approach (VPH): 601
Number of Approach Lanes: 1 Number of Approach Lanes: 1
SIGNAL WARRANT SATISFIED
Figure 4C-3.Peak Hour Warrant(Urban)
600 Ak
2
j 500ri
t
m
0
a 400
a
Q
d
E 300
0
m
2 200
2
d
m
N 100
0
0
c
0
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street-Total of Both Approaches(VPH)
1 Lane Major&1 Lane Minor
—0-2 or More Lanes Major&1 Lane Minor
a-2 or More Lanes Major&2 or More Lanes Minor
*Note:
150 vph Applies as the Lower Threshold Volume for a Minor Street Approach with Two or More Lanes and 100 vph Applies as the
Lower Threshold Volume for a Minor Street Approach with One Lane.
Source:MUTCD 2014 California Supplement Including Revision 3(March 9,2018)
EAPC Conditions
PM Peak Hour Volume Warrant
Nichols Road / 1-15 SB Ramps
Prepared by TJW Engineering, Inc.
10/16/2024
PEAK HOUR VOLUME WARRANT
URBAN CONDITIONS
Peak Hour: AM Scenario: EAPC
Major Street: Nichols Road Minor Street: 1-15 NB Ramps
Total of Both Approaches (VPH): 1279 Higher Volume Approach (VPH): 626
Number of Approach Lanes: 1 Number of Approach Lanes: 1
SIGNAL WARRANT SATISFIED
Figure 4C-3.Peak Hour Warrant(Urban)
600
1
1
= 1
0. ri
500
�• 1
t 1
m 1
a 400
Q 1
� 1
E 300 1
0 1
`m 1
2 200
2 1
1
d
i I
N 100 1
0 1
c 1
1
0
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street-Total of Both Approaches(VPH)
1 Lane Major&1 Lane Minor
—0-2 or More Lanes Major&1 Lane Minor
a-2 or More Lanes Major&2 or More Lanes Minor
*Note:
150 vph Applies as the Lower Threshold Volume for a Minor Street Approach with Two or More Lanes and 100 vph Applies as the
Lower Threshold Volume for a Minor Street Approach with One Lane.
Source:MUTCD 2014 California Supplement Including Revision 3(March 9,2018)
EAPC Conditions
AM Peak Hour Volume Warrant
Nichols Road / 1-15 NB Ramps
Prepared by TJW Engineering, Inc.
10/16/2024
PEAK HOUR VOLUME WARRANT
URBAN CONDITIONS
Peak Hour: PM Scenario: EAPC
Major Street: Nichols Road Minor Street: 1-15 NB Ramps
Total of Both Approaches (VPH): 1558 Higher Volume Approach (VPH): 838
Number of Approach Lanes: 1 Number of Approach Lanes: 1
SIGNAL WARRANT SATISFIED
Figure 4C-3.Peak Hour Warrant(Urban)
600 Ak
I
I
= I
j 500
t I
m I
a 400
Q I
� I
E 300
0 I
I
m I
2 200
2
d
m
N 100
o I
c I
1
0
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street-Total of Both Approaches(VPH)
1 Lane Major&1 Lane Minor
—0-2 or More Lanes Major&1 Lane Minor
a-2 or More Lanes Major&2 or More Lanes Minor
*Note:
150 vph Applies as the Lower Threshold Volume for a Minor Street Approach with Two or More Lanes and 100 vph Applies as the
Lower Threshold Volume for a Minor Street Approach with One Lane.
Source:MUTCD 2014 California Supplement Including Revision 3(March 9,2018)
EAPC Conditions
PM Peak Hour Volume Warrant
Nichols Road / 1-15 NB Ramps
Prepared by TJW Engineering, Inc.