Exhibit K - Traffic Impact Analysis — Rialto City Council, May 14, 2024 (part 1 of 2)

Tra!c Engineering # Transporta%on Planning # Parking # Noise & Vibra%on Air Quality # Global Climate Change # Health Risk Assessment

SEC LILAC AND RANDALL

COMMERCIAL PROJECT

TRAFFIC IMPACT ANALYSIS
City of Rialto
October 23, 2023

SEC LILAC AND RANDALL

COMMERCIAL PROJECT

TRAFFIC IMPACT ANALYSIS
City of Rialto

October 23, 2023

prepared by

Po Leung
Giancarlo Ganddini, PE, PTP

GANDDINI GROUP, INC.
555 Parkcenter Drive, Suite 225
Santa Ana, California 92705
(714) 795-3100 | ganddini.com Project No. 19664

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TABLE OF CONTENTS

EXECUTIVE SUMMARY ................................................................................................................................................ IV

1. INTRODUCTION .................................................................................................................................................... 1 Purpose and Objectives................................................................................................ .......................................... 1 Project Description................................................................................................................................ .................. 1 Study Area ................................................................ ................................................................................................ 1 Analysis Scenarios ................................................................................................................................ ................... 2

2. METHODOLOGY ................................................................................................................................................... 6 Level of Service/Operational Analytical Methodology ..................................................................................... 6 Highway Capacity Manual Intersection Delay Methodology ............................................................... 6 Roadway Segment Capacity Analysis Methodology ......................................................................................... 6 Performance Standards ................................................................................................ .......................................... 7

3. EXISTING CONDITIONS ...................................................................................................................................... 8 Existing Roadway System....................................................................................................................................... 8 Existing Bicycle and Pedestrian Facilities ............................................................................................................ 8 Existing Transit Service ........................................................................................................................................... 8 General Plan Context ................................................................................................ .............................................. 8 Existing Roadway Volumes ................................ .................................................................................................... 8 Existing Study Intersection LOS .......................................................................................................................... 16 Existing Study Roadway Segment LOS.............................................................................................................. 16

4. PROJECT TRIP FORECASTS ............................................................................................................................. 19 Project Trip Generation ................................................................................................ ........................................ 19 Project Trip Distribution and Assignment ......................................................................................................... 19

5. FUTURE VOLUME FORECASTS ...................................................................................................................... 25 Method of Projection ................................................................................................ ............................................ 25 Ambient Growth ......................................................................................................................................... 25 Other Developments ................................ ................................................................................................. 25 General Plan Buildout ................................ ................................................................................................ 25 Analysis Scenario Volume Forecasts .................................................................................................................. 25 Existing Plus Project ................................................................................................................................... 25 Project Completion .................................................................................................................................... 25 Cumulative Conditions ................................ .............................................................................................. 26 General Plan Buildout ................................ ................................................................................................ 26

6. FUTURE OPERATIONAL ANALYSIS ............................................................................................................... 39 Intersection LOS and Roadway Segment Capacity ......................................................................................... 39 Existing Plus Project ................................................................................................................................... 39 Project Completion .................................................................................................................................... 39 Cumulative Conditions ................................ .............................................................................................. 39 General Plan Buildout ................................ ................................................................................................ 39 Intersection Queuing Analysis ............................................................................................................................. 48 Traffic Signal Warrant Analysis ........................................................................................................................... 48

7. SITE ACCESS AND CIRCULATION .................................................................................................................. 50 Project Design Features ....................................................................................................................................... 50 Site Access ................................................................................................................................................... 50 Standard Conditions of Approval ................................................................ ............................................ 50 SEC Lilac and Randall Commercial Project
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Sight Distance Analysis ......................................................................................................................................... 52 Project Driveway at Lilac Avenue................................................................ ............................................ 52 Project Driveway at Randall Avenue....................................................................................................... 53 On-Street Parking Restrictions................................................................................................ ................. 53 Delivery Truck Turning Path Analysis ................................................................................................ ................ 53

8. CONCLUSIONS .................................................................................................................................................... 57 Project Trip Generation ................................................................................................ ........................................ 57 LOS Impacts ........................................................................................................................................................... 57 Intersection Queuing Analysis ............................................................................................................................. 57 Traffic Signal Warrant Analysis ........................................................................................................................... 57 Site Access and Circulation ................................ .................................................................................................. 57

APPENDICES
Appendix A Glossary
Appendix B Scoping Agreement
Appendix C Intersection/Roadway Volume Count Worksheets Appendix D Intersection Level of Service Worksheets
Appendix E Average Daily Traffic Volume Calculations
Appendix F SBTAM Plots and Year 2040 Growth Factor Calculations Appendix G Traffic Signal Warrant Worksheets

LIST OF TABLES
Table 1. Existing Intersection LOS .......................................................................................................................... 17 Table 2. Existing Roadway Segment Capacity Analysis ...................................................................................... 18 Table 3. Project Trip Generation ............................................................................................................................. 20 Table 4. Other Development Trip Generation ..................................................................................................... 27 Table 5. Intersection Impact Assessment for Existing Plus Project Conditions .............................................. 40 Table 6. Roadway Segment Capacity Analysis for Existing Plus Project Conditions ..................................... 41 Table 7. Intersection Impact Assessment for Project Completion Conditions ................................ ............... 42 Table 8. Roadway Segment Capacity Analysis for Project Completion Conditions ....................................... 43 Table 9. Intersection Impact Assessment for Cumulative Conditions .............................................................. 44 Table 10. Roadway Segment Capacity Analysis for Cumulative Conditions ..................................................... 45 Table 11. Intersection Impact Assessment for General Plan Buildout Conditions ........................................... 46 Table 12. Roadway Segment Capacity Analysis for General Plan Buildout Conditions .................................. 47 Table 13. Intersection Queuing Analysis.................................................................................................................. 49

LIST OF FIGURES
Figure 1. Regional Vicinity ........................................................................................................................................... 3 Figure 2. Project Location Map & Study Area................................................................ .......................................... 4 Figure 3. Site Plan.......................................................................................................................................................... 5 Figure 4. Existing Lane Geometry and Intersection Traffic Controls ................................................................... 9 Figure 5. Existing Bicycle and Pedestrian Facilities ............................................................................................... 10 Figure 6. Current Omnitrans System Map .............................................................................................................. 11 Figure 7. City of Rialto General Plan Circulation Element ................................................................................... 12 Figure 8. City of Rialto General Plan Roadway Cross-Sections .......................................................................... 13 Figure 9. Existing AM Peak Hour Intersection Turning Movement Volumes ................................................... 14 Figure 10. Existing PM Peak Hour Intersection Turning Movement Volumes ................................................... 15 Figure 11. Project Trip Distribution - Outbound ..................................................................................................... 21 Figure 12. Project Trip Distribution - Inbound ......................................................................................................... 22 Figure 13. Project AM Peak Hour Intersection Turning Movement Volumes .................................................... 23 SEC Lilac and Randall Commercial Project
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Figure 14. Project PM Peak Hour Intersection Turning Movement Volumes .................................................... 24 Figure 15. Other Development Location Map ......................................................................................................... 28 Figure 16. Other Development AM Peak Hour Intersection Turning Movement Volumes ............................ 29 Figure 17. Other Development PM Peak Hour Intersection Turning Movement Volumes ............................. 30 Figure 18. Existing Plus Project AM Peak Hour Intersection Turning Movement Volumes ............................ 31 Figure 19. Existing Plus Project PM Peak Hour Intersection Turning Movement Volumes ............................. 32 Figure 20. Project Completion AM Peak Hour Intersection Turning Movement Volumes .............................. 33 Figure 21. Project Completion PM Peak Hour Intersection Turning Movement Volumes .............................. 34 Figure 22. Cumulative Conditions AM Peak Hour Intersection Turning Movement Volumes ........................ 35 Figure 23. Cumulative Conditions PM Peak Hour Intersection Turning Movement Volumes ........................ 36 Figure 24. General Plan Buildout AM Peak Hour Intersection Turning Movement Volumes ......................... 37 Figure 25. General Plan Buildout PM Peak Hour Intersection Turning Movement Volumes .......................... 38 Figure 26. Circulation Recommendations ................................................................................................ ................. 51 Figure 27. Sight Distance Analysis – Project Driveway at Lilac Avenue ............................................................. 54 Figure 28. Sight Distance Analysis – Project Driveway at Randall Avenue ........................................................ 55 Figure 29. Delivery Truck Turning Path Analysis ..................................................................................................... 56

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EXECUTIVE SUMMARY

The project site is located at the southeast corner of the intersection of Lilac Avenue/Randall Avenue/Bloomington Avenue in the City of Rialto, California. The project site is currently developed with one single-family residence.

The proposed project involves demolition of the existing single -family residence and construction of a new commercial retail development comprised of 8,806 square feet of medical office and 9,966 square feet o f general retail uses [“Project”]. Vehicular access is proposed via one full access driveway on Lilac Avenue and one right in/right out only access driveway on Randall Avenue.

Existing LOS

The study intersections currently operate at LOS C or better. The study roadway segments currently operate within acceptable LOS.

Project Trip Generation

The proposed project is forecast to result in a net increase of approximately 715 daily trips, including 44 net new trips during the AM peak hour and 83 net new trips during the PM peak hour.

LOS Impacts

The study intersections are forecast to continue operating at LOS C or better for all analysis scenarios evaluated and the project-related increase in delay does not exceed the City -established criteria; therefore, no operational improvements are required.

The study roadway segments are forecast to continue operatin g within acceptable LOS for all analysis scenarios evaluated; therefore, no operational improvements are required.

Intersection Queuing Analysis

Existing left turn pockets at the intersection of Lilac Avenue/Randall Avenue/Bloomington Avenue are forecast to provide sufficient storage length to accommodate the 95th -percentile queue lengths for future conditions with the project.

Traffic Signal Warrant Analysis

Installation of a traffic signal at the intersection of Willow Avenue and Randall Avenue is not warranted based on evaluation of the CA MUTCD peak hour warrant for forecast General Plan Buildout With Project conditions.

Site Access and Circulation

The project shall comply with standard conditions of approval and construct improvements nece ssary for project site access as detailed in the Site Access & Circulation section.

Sufficient stopping sight distance and intersection sight distance would be provided for vehicles exiting the project driveways at Lilac Avenue and Randall Avenue. In accordance with Highway Design Manual and CA MUTCD standards, on-street parking on Lilac Avenue and Randall Avenue should be prohibited on each side of the project driveways for a minimum clearance of six feet measured from the curb return. To better facilitate SEC Lilac and Randall Commercial Project
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sight distance, installation of red curb and/or "No Parking" signage on Lilac Avenue and Randall Avenue along the project frontage is recommended.

The project site layout is anticipated to provide adequate on-site circulation to accommodate typical delivery truck turning paths with the recommendation for the driveway aprons on Lilac Avenue to be designed as curb returns with 7-foot radii to better facilitate delivery truck turning movements.

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1. INTRODUCTION

This section describes the purpose of this traffic impact analysis, project location, proposed development, and study area.

PURPOSE AND OBJECTIVES

The purpose of this study is to evaluate the potential for transportation impacts resulting from development of the proposed project in the context of the City of Rialto’s discretionary authority for conformance with locally established operational standards.

This study was prepared in consultation with City of Rialto staff and in accordance with the procedures and methodologies for assessing transportation impacts established by the City of Rialto. To assess the project’s conformance with local operational standards, this study evaluates the project’s effect on traffic operations in accordance with the City’s Traffic Impact Analysis Report Guidelines and Requirements (December 2013) [“TIA Guidelines”] and, if necessary, identifies recommended improvements or corrective measures to alleviate operational deficiencies substantially caused or worsened by the proposed project.

Although this is a technical report, effort has been made to write the report clearly and concisely. A glossary is provided in Appendix A to assist the reader with terms related to transportation engineering.

PROJECT DESCRIPTION

The project site is located at the southeast corner of the intersection of Lilac Avenue /Randall Avenue/Bloomington Avenue in the City of Rialto, California. The project site is currently developed with one single-family residence. Figure 1 shows the regional vicinity and Figure 2 shows the project location map.

The proposed project involves demolition of the existing single -family residence and construction of a new commercial retail development comprised of 8,806 square feet of medical office and 9,966 square feet of general retail uses [“Project”]. Vehicular access is proposed via one full access driveway on Lilac Avenue and one right in/right out only access driveway on Randall Avenue. Figure 3 shows the proposed project site plan.

STUDY AREA

Based on the study intersection s identified in the City-approved scoping agreement (see Appendix B), the study area consists of the following study locations within City of Rialto jurisdiction:

Study Intersections1 Jurisdiction

1. Lilac Avenue (NS) at Randall Avenue (EW) at Bloomington Avenue (NE/SW) City of Rialto

2. Lilac Avenue (NS) at Project Driveway (EW) City of Rialto

3. Project Driveway (NS) at Randall Avenue (EW) City of Rialto

4. Willow Avenue (NS) at Randall Avenue (EW) City of Rialto Notes:

1. (NS) = North-South roadway; (EW) = East -West roadway; NE/SW = Northeast -Southwest roadway

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Study Roadway Segments Jurisdiction

1. Lilac Avenue north of Randall Avenue City of Rialto

2. Lilac Avenue north of Randall Avenue City of Rialto

3. Bloomington Avenue north of Randall Avenue City of Rialto

4. Bloomington Avenue south of Randall Avenue City of Rialto

5. Randall Avenue west of Lilac Avenue City of Rialto

6. Randall Avenue east of Lilac Avenue City of Rialto

ANALYSIS SCENARIOS

In accordance with City of Rialto requirements, the following scenarios are analyzed for typical weekday AM and PM peak hour conditions:

▪ Existing
▪ Existing Plus Project
▪ Project Completion Conditions (Existing Plus Ambient Growth Plus Project) ▪ Cumulative Conditions (Existing Plus Ambient Growth Plus Project Plus Cumulative) ▪ General Plan Buildout (Without and With Project)

2 PROJECT SITE
N
Figure 1
Regional Locaon Map
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3 Figure 2
Project Location Map
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N
Study Intersection
Legend
#
Project Driveway#
14 2
3 Site

RANDALL AVE

BLOOMINGTON AVE

LILAC AVE

WILLOW AVE
4 Figure 3
Site Plan
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N
5 SEC Lilac and Randall Commercial Project
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2. METHODOLOGY

This section d escribes the analytical methodologies used to assess transportation facility performance as adopted by the City of Rialto as outlined in the City’s TIA Guidelines.

LEVEL OF SERVICE/OPERATIONAL ANALYTICAL METHODOLOGY

Level of Service (LOS) analysis is performed to assess conformance with General Plan and operational standards established by the applicable agencies. In accordance with current California Environmental Quality Act (CEQA) provisions, a project’s effect on automobile delay (as measured by Level of Service ) shall not constitute a significant environmental impact.

Highway Capacity Manual Intersection Delay Methodology

Intersections in the City of Rialto are analyzed using the intersection delay methodology based on procedures contained in the Highway Capacity Manual (HCM) (Transportation Research Board, 7th Edition ). The methodology considers the traffic volume and distribution of movements, traffic composition, geometric characteristics, and signalization details to calculate the average control delay per vehicle and corresponding LOS. Control delay is defined as the portion of delay attributed to the intersection traffic control (such as a traffic signal or stop sign) and includes initial deceleration, queue move -up time, stopped delay, and final acceleration delay. The intersection control delay is then correlated to LOS based on the following thresholds:

Level of
Service
Intersection Control Delay (Seconds / Vehicle)
Signalized Intersection Unsignalized Intersection
A ≤ 10.0 ≤ 10.0
B > 10.0 to ≤ 20.0 > 10.0 to ≤ 15.0
C > 20.0 to ≤ 35.0 > 15.0 to ≤ 25.0
D > 35.0 to ≤ 55.0 > 25.0 to ≤ 35.0
E > 55.0 to ≤ 80.0 > 35.0 to ≤ 50.0
F > 80.0 > 50.0
Source: Highway Capacity Manual (Transportation Research Board , 7th Edition).

LOS is used to qualitatively describe the performance of a roadway facility, ranging from LOS A (free-flow conditions) to LOS F (extreme congestion and system failure). At intersections with traffic signal or all way stop control, LOS is determined by the average control delay for the overall intersection. At intersections with cross street stop control (i.e., one- or two-way stop control), LOS is determined by the average control delay for the worst minor street approach or major street left turn movement. Intersection delay and Level of Service calculations were performed using the Vistro software in accordance with the parameters outlined in the City’s TIA Guidelines.

ROADWAY SEGMENT CAPACITY ANALYSIS METHODOLOGY

Roadway segments are analyzed based on the volume-to-capacity analysis of Average Daily Traffic (ADT) volumes compared to the theoretical daily roadway capacities defined by the City of Rialto as follows:

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City of Rialto Roadway Capacity¹

Roadway Classification

Number
of Lanes
Two-Way Traffic Volume (ADT)²
Service Level
C
Service Level
D
Service Level
E
Local 2 2,500-2,799 2,800-3,099 3,100+
Collector (60' or 64') 2 9,900-11,199 11,200-12,499 12,500+ Industrial (45') 2 9,900-11,199 11,200-12,499 12,500+
Arterial³ 2 14,400-16,199 16,200-17,999 18,000+
Secondary Highway 4 16,900-19,399 19,400-21,199 22,000+ Modified Arterial (100') 4 26,200-29,599 29,600-32,999 33,000+ Arterial (120') 6 38,700-44,099 44,100-49,499 49,500+
Source: City of Rialto TIA Guidelines (2013)
Notes:

1. All capacity figures are based on optimum conditions and are intended as guidelines for planning purposes only.

2. Maximum two-way ADT values are based on the 1999 Modified Highway Capacity Manual Level of Service Tables.

3. Two lane roads designated as future arterials that conform to arterial design standards for vertical and horizontal alignment s are analyzed as arterials.

The roadway segment ADT capacity analysis is intended to be used as a high-level planning guide to determine approximate number of travel lanes for a roadway segment. The actual capacity of a roadway is affected by several factors, including street width, alignment, number of travel lanes, number of interse ctions and driveways, presence of on -street parking, and traffic signal cycle length. The number of turn lanes and intersection controls should be determined based on a more -detailed peak hour intersection analysis at the critical ends. For instance, if a roadway segment is carrying average daily traffic volumes that are near or exceed its theoretical daily capacity, the AM and PM peak hours may operate within capacity if the intersections or other constraint points are functioning at acceptable Levels of Service.

PERFORMANCE STANDARDS

The City of Rialto 2010 General Plan Update contains the following policies applicable to Level of Service standards within the City:

▪ Policy 4-1.20: Design City streets so that signalized intersections operate at Level of Service (LOS) D or better during the AM and PM peak hours, and require new development to mitigate traffic impacts that degrade LOS below that level. The one exception will be Riverside Avenue south of the Metrolink tracks all the way to the City’s southern border, which can operate at LOS E.

▪ Policy 4-1.21: Design City streets so that unsignalized intersections operate with no vehicular movement having an average delay greater than 120 seconds during the AM and PM peak hours, and require new development to mitigate traffic impacts that increase delay above that level.

In accordance with Exhibit F of the City’s TIA Guidelines, impacts are deemed significant if the project causes the peak hour delay to fall below LOS D or the peak hour delay increases as follows:

Level of Service Increase in Delay (seconds)
A/B 10.0 seconds
C 8.0 seconds
D 5.0 seconds
E 2.0 seconds
F 1.0 seconds
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3. EXISTING CONDITIONS

This section describes the existing transportation setting in the project vicinity.

EXISTING ROADWAY SYSTEM

Figure 4 identifies the lane geometry and intersection traffic controls for existing conditions based on a field survey of the study area. Regional access to the project area is provided by the Interstate 10 Freeway approximately one mile south of the project site. Key roadways providing local circulation include Lilac Avenue, Willow Avenue, Randall Avenue, and Bloomington Avenue.

EXISTING BICYCLE AND PEDESTRIAN FACILITIES

Existing bicycle and pedestrian facilities in the project vicinity are shown on Figure 5. As shown on Figure 5, sidewalks are currently provided along the project frontage on both Lilac Avenue and Randall Avenue and the immediately adjacent signalized intersection of Lilac Avenue/Randall Avenue/Bloomington Avenue provides marked crosswalks on all legs . Class II (marked, on -street) bicycle lanes are currently provided along both direction on Randall Avenue.

EXISTING TRANSIT SERVICE

There are no existing transit services in the immediate project vicinity. Transit service in the City of Rialto is primarily provided by Omnitrans. Figure 6 shows the current Omnitrans system map in the project vicinity. As shown on Figure 6, the nearest bus services are Route 15 along Merrill Avenue, Route 22 along Riverside Avenue, and Route 19 along San Bernardino Avenue, each approximately one-half mile walking distance from the project site.

GENERAL PLAN CONTEXT

Figure 7 shows the City of Rialto General Plan Circulation Element roadway classifications map. This figure shows the nature and extent of arterial and collector highways that are needed to adequately serve the ultimate development depicted by the Land Use Element of the General Plan. The C ity of Rialto standard roadway cross-sections are illustrated on Figure 8.

EXISTING ROADWAY VOLUMES

Figure 9 and Figure 10 show the existing AM and PM peak hour intersection turning movement volumes based upon AM peak period and PM peak period intersection turning movement counts obtained in April 2023 during typical weekday conditions. The weekday AM peak period was counted between 7:00 AM and 9:00 AM and the weekday PM peak period was counted between 4:00 PM and 6:00 PM; these periods generally capture the peak times for commuter traffic when the roadway system is typically experiencing peak demand. The actual peak hour within each two-hour count period is determined based on the sum of the four consecutive 15 -minute periods with the highest total volume. Thus, the peak hour may vary from one intersection to another depending on the four consecutive 15-minute periods with the highest total volume.

Intersection turning movement count worksheets are provided in Appendix C.

The peak hour intersection turning movement volumes on Figure 9 and Figure 10 are shown in Passenger Car Equivalent (PCE) trips in accordance with the City’s TIA Guidelines (1.5 PCEs for 2‐axle trucks, 2.0 PCEs for 3‐axle trucks, and 3.0 PCEs for trucks with 4 or more axles).

8 Figure 4
Existing Lane Geometry and Intersection Traffic Controls SEC Lilac and Randall Commercial Project
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N
14 2
3 Site

RANDALL AVE

BLOOMINGTON AVE

LILAC AVE

WILLOW AVE
2 Lilac Ave (NS)/
Project Dwy (EW)
3 Project Dwy (NS)/
Randall Ave (EW)
4 North-South St (NS)/
East-West St (EW)
Bloomington Ave (NS)/
Randall Ave (EW)
1 AWS
2D2
D
2D
2D
2U
4D
4D
2U2U
2U 2U
STOP
AWS
#U
#D
Legend
Project Driveway
Existing Lane
#-Lane Undivided Roadway
#-Lane Divided Roadway
Stop Sign
All Way Stop
Traffic Signal
9 Figure 5
Existing Bicycle and Pedestrian Facilities
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N
Site

RANDALL AVE

BLOOMINGTON AVE

LILAC AVE

WILLOW AVE
Sidewalk
Legend
Cross Walk
Class II Bike Lane
10 Figure 6
Current Omnitrans System Map
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Source: Omnitrans
N
Site
11 Figure 7
City of Rialto General Plan Circulation Element
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Source: City of Rialto
N
Site
12 Figure 8
City of Rialto General Plan Roadway Cross-Sections
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Source: City of Rialto
13 Figure 9
Existing AM Peak Hour
Intersection Turning Movement Volumes
N
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1 4
2 3
Site

RANDALL AVE

BLOOMINGTON AVELILAC AVE WILLOW AVE
14 Figure 10
Existing PM Peak Hour
Intersection Turning Movement Volumes
N
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1 4
2 3
Site

RANDALL AVE

BLOOMINGTON AVELILAC AVE WILLOW AVE
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EXISTING STUDY INTERSECTION LOS

Table 1 shows study intersection LOS for Existing conditions . LOS calculation worksheets are provided in Appendix D.

As shown in Table 1, the study intersections currently operate at LOS C or better.

EXISTING STUDY ROADWAY SEGMENT LOS

Table 2 shows the roadway segment capacity analysis for Existing conditions. Existing average daily traffic (ADT) volumes are based on a combination of 24-hour roadway volume counts and factored PM peak hour intersection turning movement volumes using the following formula for each intersection leg:

PM Peak Hour (Approach Volume + Exit Volume) x 12.1 = Leg Volume

The peak hour to daily volume conversion factor of 12.1 was determined based on the average factor observed from 24-hour roadway volume counts conducted on Bloomington Avenue and Randall Avenue in the project vicinity. Average daily volume calculations are provided in Appendix E.

As shown in Table 2, the study roadway segments currently operate within acceptable LOS.

16 Delay2 LOS3 Delay2 LOS3

1. Lilac Ave/Bloomington Ave/Randall Ave TS 22.3 C 18.9 B

4. Willow Ave at Randall Ave AWS 15.9 C 13.2 B
Notes:
(1) TS = Traffic Signal; CSS = Cross Street Stop; AWS = All Way Stop (2) Delay is shown in seconds/vehicle. For intersections with traffic signal or all way stop control, overall average intersection delay and LOS are shown.
(3) LOS = Level of Service
Table 1
Existing Intersection LOS
Traffic
Control1
AM Peak Hour PM Peak Hour
Study Intersection
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17 Segment
No. of
Lanes
General Plan
Roadway
Classification
Maximum
LOS D
Capacity
(Veh/Day)1
Average
Daily
Traffic
(ADT)
Acceptable
LOS?

1. Lilac Ave north of Randall Ave 2 Collector Street 12,499 3,150 Yes

2. Lilac Ave south of Randall Ave 2 Collector Street 12,499 3,150 Yes

3. Bloomington Ave north of Randall Ave 4 Modified Arterial Highway 32,999 6,420 Yes

4. Bloomington Ave south of Randall Ave 4 Modified Arterial Highway 32,999 5,870 Yes

5. Randall Ave west of Lilac Ave 2 Collector Street 12,499 4,090 Yes

6. Randall Ave east of Lilac Ave 2 Collector Street 12,499 4,090 Yes (1)
Existing Roadway Segment Capacity Analysis
Table 2
Notes:

Source: City of Rialto TIA Guidelines (2013).

Roadway
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4. PROJECT TRIP FORECASTS

This section describes how project trip generation, trip distribution, and trip assignment forecasts were developed. The forecast project volumes are illustrated in the figures contained in this section.

PROJECT TRIP GENERATION

Table 3 shows the project trip generation forecast based on rates obtained from the Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition, 2021). Based on review of the ITE land use description, trip generation rates for ITE Land Use Code 210 (Single-Family Detached Housing) were determined to adequately represent the existing use to be displaced and ITE Land Use Codes 720 (Medical/Dental Office) and 822 (Strip Retail Plaza <40k) were determined to adequately represent the proposed uses and were selected for calculation of the project trip generation forecast. The number of trips generated is determined by multiplying the trip generation rates and directional distributions by the land use quantities.

The trip generation shown in Table 3 includes pass-by trip adjustments. Commercial retail land uses are often located next to busy roadways to attract motorists already on the street. Since the trip generation rates contained in the ITE Trip Generation Manual represent vehicles entering and exiting at the site driveway(s), it is appropriate to reduce the initial trip generation forecast by the applicable pass-by trip rate when calculating the net new trips that will be added to the surrounding street system. Although the ITE Trip Generation Manual supports a higher pass-by rate for retail uses, the pass-by rate is limited to a maximum of 25 percent per the City's TIA Guidelines. Pass-by trip credits are shown for informational purposes in this report but were not applied to the forecasts in this analysis to provide a conservative assessment.

As shown in Table 3, the proposed project is forecast to result in a net increase of approximately 715 daily trips, including 44 net new trips during the AM peak hour and 83 net new trips during the PM peak hour.

PROJECT TRIP DISTRIBUTION AND ASSIGNMENT

Figure 11 and Figure 12 show the forecast distribution patterns for project-generated trips. The project trip distribution patterns were developed using engineering judgment in consultation with the City engineering staff based on a review of existing traffic data, surrounding land uses, and the local and regional roadway facilities in the project vicinity.

Based on the identified project trip generation and distributions, the project-generated AM and PM peak hour intersection turning movement volumes are shown on Figure 13 and Figure 14.

19 Land Use Source1
% In % Out Rate % In % Out Rate
Single-Family Detached Housing ITE 210 25% 75% 0.70 63% 37% 0.94 9.43 Medical Office ITE 720 79% 21% 3.10 30% 70% 3.93 36.00
Retail ITE 822 60% 40% 2.36 50% 50% 6.59 54.45
Land Use Source In Out Total In Out Total
Existing Uses To Be Displaced
Single-Family Detached Housing ITE 210 -1 DU 0 -1 -1 -1 0 -1 -9 Proposed Uses
Medical Office ITE 720 8.806 TSF 22 6 28 10 24 34 317
Retail ITE 822 9.966 TSF 14 9 23 33 33 66 543
Pass-by Trips (25%) 3 -4 -2 -6 -8 -8 -16 -136
Subtotal - Retail 10 7 17 25 25 50 407
Subtotal - Proposed Uses 32 13 45 35 49 84 724
NET TRIPS GENERATED 32 12 44 34 49 83 715
Notes:

DailyQuantity

3. Although the ITE Trip Generation Manual supports a higher pass-by rate for retail uses, the pass-by rate is limited to a maximum of 25% per the City's TIA Guidelines.

Project Trip Generation
Table 3
PM Peak Hour
Trip Generation Rates
Land Use
Variable2
AM Peak Hour Daily
Rate
TSF
TSF
DU
Trips Generated

2. TSF = Thousand Square Feet; DU = Dwelling Units

1. ITE = Institute of Transportation Engineers Trip Generation Manual (11th Edition, 2021); ### = Land Use Code.

All rates based on General Urban/Suburban setting unless otherwise noted.

AM Peak Hour PM Peak Hour
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20 Figure 11
Project Trip Distribution - Outbound
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N
Site

RANDALL AVE

BLOOMINGTON AVE

LILAC AVE

WILLOW AVE
10% 25% 5%
5%
5% 10%
25%
15%
15%
15%
85%
75%
Percent From Project
Legend
10%
21 Figure 12
Project Trip Distribution - Inbound
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N
Site

RANDALL AVE

BLOOMINGTON AVE

LILAC AVE

WILLOW AVE
10% 25% 5%
5%
5% 10%
25%
15%
15%
15%
85%
75%
Percent To Project
Legend
10%
22 Figure 13
Project AM Peak Hour
Intersection Turning Movement Volumes
N
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1 4
2 3
Site

RANDALL AVE

BLOOMINGTON AVELILAC AVE WILLOW AVE
23 Figure 14
Project PM Peak Hour
Intersection Turning Movement Volumes
N
SEC Lilac and Randall Commercial Project
Traffic Impact Analysis
19664
1 4
2 3
Site

RANDALL AVE

BLOOMINGTON AVELILAC AVE WILLOW AVE
24 SEC Lilac and Randall Commercial Project
Traffic Impact Analysis
25 19664

5. FUTURE VOLUME FORECASTS

This section describes how future volume forecasts for each analysis scenario were developed. Forecast study area volumes are illustrated on figures contained in this section.

METHOD OF PROJECTION

To assess future conditions, existing volumes were combined with project trips, ambient growth, and other development trips. The project completion date for analysis purposes in this report is 2025.

Ambient Growth

To account for ambient growth, Project Completion roadway volumes were developed by increasing existing (year 2023) volumes by a growth rate of two percent (2.0%) per year over a two (2) year period for a total growth factor of 1.0 404. The ambient growth was conservatively applied to all movements at the study intersections.

Other Developments

To account for traffic volume growth generated by other development projects fur cumulative conditions, trip generation forecasts were developed for other pending, approved, or under construction developments and distributed/assigned to the study area intersections and roadway segments . The other development trip generation summary is shown in Table 4. Figure 15 shows the other development location map . Figure 16 and Figure 17 show intersection turning movement volumes for trips generated by other developments.

General Plan Buildout

General Plan buildout forecasts were developed based on growth factor s derived from the San Bernardino Transportation Analysis Model (SBTAM). Based on the modeled growth between SBTAM year 2016 and 2040 models, AM and PM peak hour roadway volumes are forecast to increase by 1.24 to 1.65 percent per year on Bloomington Avenu e and 0.01 to 0.29 percent per year on Randall Avenue, Lilac Avenue, and Willow Avenue. The modeled annual growth rates were used to calculate growth factors between 2023 and 2040, which were then applied to the respective existing volumes to estimate Gene ral Plan buildout conditions.

SBTAM plots and year 2040 growth factor calculations are provided in Appendix F.

ANALYSIS SCENARIO VOLUME FORECASTS

Existing Plus Project

Existing Plus Project volume forecasts were developed by adding the proj ect generated trips to existing volumes. Existing Plus Project AM and PM peak hour intersection turning movement volumes are shown on Figure 18 and Figure 19.

Project Completion

Project Completion volume forecasts were developed by adding ambient growth to existing volumes. This scenario does not include trips generated by other developments. Project Completion AM and PM peak hour intersection turning movement volumes are shown on Figure 20 and Figure 21.

25 SEC Lilac and Randall Commercial Project
Traffic Impact Analysis
26 19664
Cumulative Conditions

Cumulative conditions volume forecasts were developed by adding ambient growth, other development trips, and project trips to existing volumes. Cumulative Conditions AM and PM peak hour intersection turning movement volumes are shown on Figure 22 and Figure 23.

General Plan Buildout

General Plan buildout volume forecasts were developed by applying growth factors derived from the SBTAM model to existing volumes as described above and adding other development trips and project trips. To ensure growth over Cumulative Conditions, the greater growth factors between Cumulative Conditions and SBTAM were applied. General Plan buildout AM and PM peak hour intersection turning movement volumes are shown on Figure 24 and Figure 25.

26 In Out Total In Out Total
Shopping Plaza (40-150k) 93.023 TSF
General Light Industrial 83.272 TSF
R2 Rialto Village Industrial
(MC2022-0057) Warehousing ITE 150 82.272 TSF 11 3 14 4 11 15 141 R3 Alice and Willow Avenue
Warehouse Project (MC2022-0069) Warehousing ITE 150 131.625 TSF 17 5 22 7 17 24 225 R4 Birtcher Logistics Center
Rialto (MC2020-0013) Warehousing ITE 150 492.410 TSF 64 19 83 25 64 89 842 Warehousing ITE 150 74.736 TSF 10 3 13 4 10 14 128
Warehousing ITE 150 46.579 TSF 6 2 8 2 6 8 80
R6 Sycamore 32 Single-Family Detached Housing ITE 210 30 DU 5 16 21 18 10 28 283 Notes:
(4) Initial trip estimates for the Rialto Village project were based on a different land use mix and ITE rates, resulting in a higher trip generation forecast for this project (424 AM peak hour trips, 650 PM peak hour trips, and 10,906 daily trips). Table 4 shows the actual trip generation generation forecast obtained from the project's traffic impact analysis report; however, the initial trip generation estimate was maintained, resulting in a higher and more conservative estimate of future traffic conditions.
(3) Although the ITE Trip Generation Manual supports a higher pass-by rate for retail uses, the pass-by rate is limited to a maximum of 25% per the City's TIA Guidelines.

Willow and Valley Warehouses
Project (MC2022-0034)
(2) DU = Dwelling Units; TSF = Thousand Square Feet
Land Use Source1Project Name (Case Number)ID DailyQuantity2 AM Peak Hour
(1) [a] = Rialto Phase II Retail and Industrial Traffic Impact Analysis (December 2021); see note (4) below.

ITE = Institute of Transportation Engineers Trip Generation Manual (11th Edition, 2021); ### = Land Use Code R5
6,396628348
Other Development Trip Generation
Table 4
Rialto Village
(MC2021-0071)R1
PM Peak Hour
28029091199[a]
SEC Lilac and Randall Commercial Project
Traffic Impact Analysis
19664
27 PROJECT SITE
Under Construc
on
En
tled
Proposed
Legend
N
Figure 15
Other Development Locaon Map
SEC Lilac and Randall Commercial Project
Traﬃc Impact Analysis
19664
28 Figure 16
Other Development AM Peak Hour
Intersection Turning Movement Volumes
N
SEC Lilac and Randall Commercial Project
Traffic Impact Analysis
19664
1 4
2 3
Site

RANDALL AVE

BLOOMINGTON AVELILAC AVE WILLOW AVE
29 Figure 16
Other Development PM Peak Hour
Intersection Turning Movement Volumes
N
SEC Lilac and Randall Commercial Project
Traffic Impact Analysis
19664
1 4
2 3
Site

RANDALL AVE

BLOOMINGTON AVELILAC AVE WILLOW AVE
30 Figure 18
Existing Plus Project AM Peak Hour
Intersection Turning Movement Volumes
N
SEC Lilac and Randall Commercial Project
Traffic Impact Analysis
19664
1 4
2 3
Site

RANDALL AVE

BLOOMINGTON AVELILAC AVE WILLOW AVE
31 Figure 19
Existing Plus Project PM Peak Hour
Intersection Turning Movement Volumes
N
SEC Lilac and Randall Commercial Project
Traffic Impact Analysis
19664
1 4
2 3
Site

RANDALL AVE

BLOOMINGTON AVELILAC AVE WILLOW AVE
32 Figure 20
Project Completion AM Peak Hour
Intersection Turning Movement Volumes
N
SEC Lilac and Randall Commercial Project
Traffic Impact Analysis
19664
1 4
2 3
Site

RANDALL AVE

BLOOMINGTON AVELILAC AVE WILLOW AVE
33 Figure 21
Project Completion PM Peak Hour
Intersection Turning Movement Volumes
N
SEC Lilac and Randall Commercial Project
Traffic Impact Analysis
19664
1 4
2 3
Site

RANDALL AVE

BLOOMINGTON AVELILAC AVE WILLOW AVE
34 Figure 22
Cumulative Conditions AM Peak Hour
Intersection Turning Movement Volumes
N
SEC Lilac and Randall Commercial Project
Traffic Impact Analysis
19664
1 4
2 3
Site

RANDALL AVE

BLOOMINGTON AVELILAC AVE WILLOW AVE
35 Figure 23
Cumulative Conditions PM Peak Hour
Intersection Turning Movement Volumes
N
SEC Lilac and Randall Commercial Project
Traffic Impact Analysis
19664
1 4
2 3
Site

RANDALL AVE

BLOOMINGTON AVELILAC AVE WILLOW AVE
36 Figure 24
General Plan Buildout (With Project) AM Peak Hour
Intersection Turning Movement Volumes
N
SEC Lilac and Randall Commercial Project
Traffic Impact Analysis
19664
1 4
2 3
Site

RANDALL AVE

BLOOMINGTON AVELILAC AVE WILLOW AVE
37 Figure 25
General Plan Buildout (With Project) PM Peak Hour
Intersection Turning Movement Volumes
N
SEC Lilac and Randall Commercial Project
Traffic Impact Analysis
19664
1 4
2 3
Site

RANDALL AVE

BLOOMINGTON AVELILAC AVE WILLOW AVE
38 SEC Lilac and Randall Commercial Project
Traffic Impact Analysis
39 19664

6. FUTURE OPERATIONAL ANALYSIS

Detailed intersection Level of Service calculation worksheets for each of the following analysis scenarios are provided in Appendix D.

INTERSECTION LOS AND ROADWAY SEGMENT CAPACITY

Existing Plus Project

Table 5 shows the intersection impact assessment for Existing Plus Project conditions. As shown in Table 5, the study intersections are forecast to continue operating at LOS C or better for Existing Plus Project conditions and the project-related increase in delay does not exceed the City-established criteria; therefore, no operational improvements are required.

Table 6 shows roadway segment capacity analysis for Existing Plus Project conditions. As shown in Table 6, the study roadway segments are forecast to continue operating within acceptable LOS for Existing Plus Project conditions; therefore, no operational improvements are required.

Project Completion

Table 7 shows the intersection impact assessment for Project Completion conditions. As shown in Table 7, the study intersections are forecast to continue operating at LOS C or better for Project Completion conditions and the project -related increase in delay does not exceed the City -established criteria; therefore, no operational improvements are required.

Table 8 shows roadway segment capacity analysis for Project Completion conditions. As shown in Table 8, the study roadway segments are forecast to continue operating within acceptable LOS for Project Completion conditions; therefore, no operational improvements are required.

Cumulative Conditions

Table 9 shows the intersection impact assessment for Cumulative conditions. As shown in Table 9, the study intersections are forecast to continue operating at LOS C or better for Cumulative conditions and the project- related increase in delay does not exceed the City-established criteria; therefore, no operational improvements are required.

Table 10 shows roadway segment capacity analysis for Cumulative conditions. As shown in Table 10, the study roadway segments are forecast to continue operating within acceptable LOS for Cumulative conditions; therefore, no operational improvements are required.

General Plan Buildout

Table 11 shows the intersection impact assessment for General Plan buildout conditions. As shown in Table 11, the study intersections are forecast to continue operating at LOS C or better for General Plan buildout conditions and the project-related increase in delay does not exceed the City-established criteria; therefore, no operational improvements are required.

Table 12 shows roadway segment capacity analysis for General Plan buildout conditions. As shown in Table 12, the study roadway segments are forecast to continue operating within acceptable LOS for General Plan buildout conditions; therefore, no operational improvements are required.

39 Delay2 LOS3 Delay LOS Delay LOS Delay LOS

1. Lilac Ave/Bloomington Ave/Randall Ave TS 22.3 C 23.2 C +0.9 No 18.9 B 19.4 B +0.5 No

2. Lilac Ave at Project Dwy CSS - - 9.8 A n/a No - - 9.5 A n/a No

3. Project Dwy at Randall Ave CSS - - 9.2 A n/a No - - 9.1 A n/a No

4. Willow Ave at Randall Ave AWS 15.9 C 16.1 C +0.2 No 13.2 B 13.4 B +0.2 No Notes:

Improvements
Required?
Table 5
Intersection Impact Assessment for Existing Plus Project Conditions Traffic Control1
AM Peak Hour PM Peak Hour
Existing
Existing
Plus Project
Project-
Related Δ
(2) Delay is shown as seconds/vehicle.
(1) TS = Traffic Signal; CSS = Cross Street Stop; AWS = All Way Stop Study Intersection
Improvements
Required? Existing
Existing
Plus Project
Project-
Related Δ
SEC Lilac and Randall Commercial Project
Traffic Impact Analysis
19664
40 Without
Project
With
Project

1. Lilac Ave north of Randall Ave 2 Collector Street 12,499 3,150 3,230 Yes

2. Lilac Ave south of Randall Ave 2 Collector Street 12,499 3,150 3,230 Yes

3. Bloomington Ave north of Randall Ave 4 Modified Arterial Highway 32,999 6,420 6,600 Yes

4. Bloomington Ave south of Randall Ave 4 Modified Arterial Highway 32,999 5,870 6,050 Yes

5. Randall Ave west of Lilac Ave 2 Collector Street 12,499 4,090 4,200 Yes

6. Randall Ave east of Lilac Ave 2 Collector Street 12,499 4,090 4,200 Yes (1)
(2) ADT = Average Daily Traffic
Notes:

Roadway Segment Capacity Analysis for Existing Plus Project Conditions Table 6
Source: City of Rialto TIA Guidelines (2013).

ADT2Maximum
LOS D
Capacity
(Veh/Day)1
General Plan
Roadway
Classification
No. of
LanesSegmentRoadway
Acceptable
LOS?
SEC Lilac and Randall Commercial Project
Traffic Impact Analysis
19664
41 Delay2 LOS3 Delay LOS Delay LOS Delay LOS

1. Lilac Ave/Bloomington Ave/Randall Ave TS 22.8 C 23.9 C +1.1 No 19.2 B 19.8 B +0.6 No

2. Lilac Ave at Project Dwy CSS - - 9.8 A n/a No - - 9.5 A n/a No

3. Project Dwy at Randall Ave CSS - - 9.3 A n/a No - - 9.2 A n/a No

4. Willow Ave at Randall Ave AWS 17.1 C 17.3 C +0.2 No 13.7 B 14.0 B +0.3 No Notes:

Table 7
Intersection Impact Assessment for Project Completion Conditions Study Intersection
Traffic Control1
AM Peak Hour PM Peak Hour
(1) TS = Traffic Signal; CSS = Cross Street Stop; AWS = All Way Stop (2) Delay is shown as seconds/vehicle.

Existing Plus
Ambient Growth Project Completion
Project-
Related Δ
Improvements
Required? Existing Plus
Ambient Growth Project Completion
Project-
Related Δ
Improvements
Required?
SEC Lilac and Randall Commercial Project
Traffic Impact Analysis
19664
42 Without
Project
With
Project

1. Lilac Ave north of Randall Ave 2 Collector Street 12,499 3,277 3,357 Yes

2. Lilac Ave south of Randall Ave 2 Collector Street 12,499 3,277 3,357 Yes

3. Bloomington Ave north of Randall Ave 4 Modified Arterial Highway 32,999 6,679 6,859 Yes

4. Bloomington Ave south of Randall Ave 4 Modified Arterial Highway 32,999 6,107 6,287 Yes

5. Randall Ave west of Lilac Ave 2 Collector Street 12,499 4,255 4,365 Yes

6. Randall Ave east of Lilac Ave 2 Collector Street 12,499 4,255 4,365 Yes (1)
(2)
Notes:

Source: City of Rialto TIA Guidelines (2013).

ADT = Average Daily Traffic
Table 8
Roadway Segment Capacity Analysis for Project Completion Conditions Roadway Segment
No. of
Lanes
General Plan
Roadway
Classification
Maximum
LOS D
Capacity
(Veh/Day)1
ADT2
Acceptable
LOS?
SEC Lilac and Randall Commercial Project
Traffic Impact Analysis
19664
43 Delay2 LOS3 Delay LOS Delay LOS Delay LOS

1. Lilac Ave/Bloomington Ave/Randall Ave TS 23.7 C 24.8 C +1.1 No 19.7 B 20.3 C +0.6 No

2. Lilac Ave at Project Dwy CSS - - 9.8 A n/a No - - 9.5 A n/a No

3. Project Dwy at Randall Ave CSS - - 9.5 A n/a No - - 9.4 A n/a No

4. Willow Ave at Randall Ave AWS 19.3 C 19.6 C +0.3 No 15.8 C 16.2 C +0.4 No Notes:

Table 9
Impact Assessment for Cumulative Conditions
Traffic Control1
AM Peak Hour PM Peak Hour
Cumulative Without
Project
Cumulative
With Project
Project-
Related Δ
(1) TS = Traffic Signal; CSS = Cross Street Stop; AWS = All Way Stop (2) Delay is shown as seconds/vehicle.

Improvements
Required? Cumulative Without
Project
Cumulative
With Project
Project-
Related Δ
Improvements
Required?
Study Intersection
SEC Lilac and Randall Commercial Project
Traffic Impact Analysis
19664
44 Without
Project
With
Project

1. Lilac Ave north of Randall Ave 2 Collector Street 12,499 3,577 3,657 Yes

2. Lilac Ave south of Randall Ave 2 Collector Street 12,499 3,357 3,437 Yes

3. Bloomington Ave north of Randall Ave 4 Modified Arterial Highway 32,999 6,679 6,859 Yes

4. Bloomington Ave south of Randall Ave 4 Modified Arterial Highway 32,999 6,157 6,337 Yes

5. Randall Ave west of Lilac Ave 2 Collector Street 12,499 5,385 5,495 Yes

6. Randall Ave east of Lilac Ave 2 Collector Street 12,499 5,385 5,495 Yes (1)
(2)
Notes:

Source: City of Rialto TIA Guidelines (2013).

ADT = Average Daily Traffic
Table 10
Roadway Segment Capacity Analysis for Cumulative Conditions Roadway Segment
No. of
Lanes
General Plan
Roadway
Classification
Maximum
LOS D
Capacity
(Veh/Day)1
ADT2
Acceptable
LOS?
SEC Lilac and Randall Commercial Project
Traffic Impact Analysis
19664
45 Delay2 LOS3 Delay LOS Delay LOS Delay LOS

1. Lilac Ave/Bloomington Ave/Randall Ave TS 20.4 C 21.0 C +0.6 No 19.8 B 20.4 C +0.6 No

2. Lilac Ave at Project Dwy CSS - - 9.8 A n/a No - - 9.5 A n/a No

3. Project Dwy at Randall Ave CSS - - 9.4 A n/a No - - 9.4 A n/a No

4. Willow Ave at Randall Ave AWS 15.0 B 15.2 C +0.2 No 14.8 B 15.1 C +0.3 No Notes:

Table 11
Impact Assessment for General Plan Buildout Conditions
Study Intersection
Traffic Control1
AM Peak Hour PM Peak Hour
(1) TS = Traffic Signal; CSS = Cross Street Stop; AWS = All Way Stop (2) Delay is shown as seconds/vehicle.

General Plan
Buildout
Without Project
General Plan
Buildout
With Project
Project-
Related Δ
Improvements
Required?
General Plan
Buildout
Without Project
General Plan
Buildout
With Project
Project-
Related Δ
Improvements
Required?
SEC Lilac and Randall Commercial Project
Traffic Impact Analysis
19664
46 Without
Project
With
Project

1. Lilac Ave north of Randall Ave 2 Collector Street 12,499 3,608 3,688 Yes

2. Lilac Ave south of Randall Ave 2 Collector Street 12,499 3,388 3,468 Yes

3. Bloomington Ave north of Randall Ave 4 Modified Arterial Highway 32,999 8,474 8,654 Yes

4. Bloomington Ave south of Randall Ave 4 Modified Arterial Highway 32,999 7,798 7,978 Yes

5. Randall Ave west of Lilac Ave 2 Collector Street 12,499 5,425 5,535 Yes

6. Randall Ave east of Lilac Ave 2 Collector Street 12,499 5,425 5,535 Yes (1)
(2)
Notes:

Source: City of Rialto TIA Guidelines (2013).

ADT = Average Daily Traffic
Table 12
Roadway Segment Capacity Analysis for General Plan Buildout Conditions Roadway Segment
No. of
Lanes
General Plan
Roadway
Classification
Maximum
LOS D
Capacity
(Veh/Day)1
ADT2
Acceptable
LOS?
SEC Lilac and Randall Commercial Project
Traffic Impact Analysis
19664
47 SEC Lilac and Randall Commercial Project
Traffic Impact Analysis
48 19664

INTERSECTION QUEUING ANALYSIS

Per the City-approved scoping agreement, intersection queuing analysis was performed for left turn lanes at the intersection of Lilac Avenue/Randall Avenue/Bloomington Avenue. Table 13 shows the intersection queuing analysis based on the HCM 95th-percentile back-of-queue methodology obtained from the LOS worksheets provided in Appendix D.

As shown in Table 13, existing left turn pockets at the intersection of Lilac Avenue/Randall Avenue/Bloomington Avenue are forecast to provide sufficient storage length to accommodate the 95th - percentile queue lengths for future conditions with the project.

TRAFFIC SIGNAL WARRANT ANALYSIS

Per the City-approved scoping agreement, a traffic signal warrant analysis was performed for the intersection of Willow Avenue and Randall Avenue. In accordance with the City’s TIA guidelines, the need for installation of a traffic control signal at the currently unsignalized intersection was evaluated based on the California Manual on Uniform Traffic Control Devices (CA MUTCD) Section 4C.04, peak hour warrant (Warrant 3). The peak hour warrant was evaluated for General Plan Buildout With Project conditions, which is the “worst-case” scenario evaluated in this report i n terms of traffic volume entering the study intersection. Traffic signal warrant analysis worksheets are provided in Appendix G.

48 AM Peak Hour PM Peak Hour
Northeastbound Left Turn Lane 200 25 50
Southwestbound Left Turn Lane 200 50 25
Eastbound Left Turn Lane 50 50 25
Westbound Left Turn Lane 50 50 25
Northbound Shared Left/Through/Right Lane 150 125 100
Notes:

Table 13

2. Queue lengths shown are rounded up to the nearest 25-foot increment to represent one whole vehicle length.

1. Queue lengths shown for General Plan Buildout With Project conditions.

Storage
Length
(feet/lane)Roadway/Lane
Randall Avenue
95th-Percentile Queue Length
(feet/lane)
Bloomington Ave
Intersection Queuing Analysis
Lilac Avenue
SEC Lilac and Randall Commercial Project
Traffic Impact Analysis
19664
49 SEC Lilac and Randall Commercial Project
Traffic Impact Analysis
50 19664

7. SITE ACCESS AND CIRCULATION

This section includes a description of project improvements necessary to provide site access. Vehicular access is proposed via one full access driveway on Lilac Avenue and one right in/right out only access drive way on Randall Avenue. Figure 26 summarizes site access/circulation recommendations for the project.

PROJECT DESIGN FEATURES

Site Access

This analysis assumes the project shall construct the following improvements necessary for project site access:

▪ Lilac Avenue (NS) at Project Driveway (EW)
□ Install westbound stop control.
□ Northbound: Maintain existing through lane (to provide shared through/right turn movements). □ Southbound: Maintain existing through lane (to provide shared through/left turn movements). □ Westbound: Construct one shared left/right turn lane for project egress.

▪ Project Driveway (NS) at Randall Avenue (EW)
□ Install northbound stop control with no left turn sign (CA MUTCD R3-2). □ Northbound: Construct one right turn out only lane.
□ Eastbound: Maintain existing through lane (to provide shared through/right turn movements). □ Westbound: Maintain existing through lane.

Standard Conditions of Approval

This analysis also assumes the project shall comply with the following or similar conditions through the standard development review process and conditions of approval for the City of Rialto:

▪ A construction work zone traffic control plan that complies with State/Federal standards as prescribed in the California Manual on Uniform Traffic Control Devices (CA MUTCD) shall be submitted to the City for review and approval prior to the issuance of a grading permit or start of construction . The plan shall identify any roadway, sidewalk, bicycle route, or bus stop closures and detours as well as haul routes and hours of operation. All construction -related trips shall be restricted to off -peak hours to the extent possible.

▪ All on -site and off -site roadway design, traffic signing and striping, and traffic control improvements relating to the proposed project shall be constructed in accordance with applicable State/Federal engineering standards.

▪ Site-adjacent roadways shall be constructed or repaired at their ultimate half -section width, including landscaping and parkway improvements in conjunction with development, or as otherwise required by the City of Rialto. Specifically, the proposed project shall be conditioned to construct adjacent streets at their ultimate right-of-way width along the project frontage.

▪ Adequate emergency vehicle access shall be provided to the satisfaction of the Rialto Fire Department.

▪ The final grading, landscaping, and street improvement plans sh all demonstrate that sight distance requirements are met in accordance with applicable sight distance standards.

50 51
SEC Lilac and Randall Commercial Project
Traffic Impact Analysis
52 19664

SIGHT DISTANCE ANALYSIS

Per the City-approved scoping agreement, intersection sight distance analysis was prepared for the project driveways.

Roadways are designed to provide sufficient stopping sight distance continuously along each roadway so that drivers have a view of the roadway ahead. If the available sight distance equa ls or exceeds the appropriate stopping sight distance for the major road, sufficient sight distance is provided to anticipate and avoid collisions. In some cases, however, vehicles traveling on the major road may need to substantially slow down or stop to accommodate vehicles entering or crossing from the minor road. Therefore, to enhance traffic operations at uncontrolled or minor street stop-controlled intersections, it is desirable to provide intersection sight distances that exceed the stopping sight distances along the major road.

The sight distance analysis was prepared based on the sight distance guidelines specified in the American Association of State Highway and Transportation Officials (AASHTO) A Policy on Geometric Design of Highways and Street (7th Edition, 2018) [“AASHTO Greenbook”]. Both stopping sight distance and intersection sight distance were evaluated. The stopping sight distances are based on passenger car operation and do not explicitly consider design for truck operations. While truck s typically require longer braking distances, they generally travel slower and truck drivers are more experienced than the average passenger car driver; therefore, separate stopping distances for trucks and passenger cars are not generally used in highway design.

For intersection sight distance, AASHTO notes that the minor road design vehicle can usually be assumed to be a passenger car, except in cases where substantial volumes of heavy vehicles enter the major road, such as ramp terminals.

Assuming level major street roadways (less than three percent grade), stopping sight distance is determined by the following formula:

Stopping Sight Distance = 1.47 Vt + 1.075 (V2 / a)
where:

V = design speed (miles per hour)
t = brake reaction time, 2.5 seconds
a = deceleration rate (feet / second2), 11.2 feet/second2

The intersection sight distance was determined based on “Case B – Intersections with stop control on the minor road.” For Case B conditions, the intersection sight distance along the major road is determined by the following formula:

Intersection Sight Distance = 1.47 Vmajor tg
where:

Vmajor = design speed of the major road (miles per hour) tg = time gap for minor road vehicle to enter the major road (seconds)

Time gaps are determined based on the design vehicle, number of lanes crossed, median widths, minor road approach grade, design vehicle, and turning movement from the minor road.

Project Driveway at Lilac Avenue

The design speed along Lilac Avenue was estimated based on five miles p er hour greater than the posted speed limit of 40 miles per hour; thus, a design speed of 45 miles per hour was used for the analysis.

For sight distance looking to the right at approaching southbound traffic (Case B1, left turn from stop), a 7.5- second time gap was used. Based on the sight distance formulas, an intersection sight distance of 500 feet is desirable for left turns from the stop with a minimum stopping sight distance of 360 feet. 52 SEC Lilac and Randall Commercial Project
Traffic Impact Analysis
53 19664

For sight distance looking to the left at approaching northbound traffic (Case B2, right turn from stop), a 6.5- second time gap was used. Based on the sight distance formulas, an intersection sight distance of 430 feet is desirable for right turns from the stop with a minimum stopping sight distance of 360 feet.

Figure 27 shows the sight distance analysis for the project driveway at Lilac Avenue. The restricted use areas shown on Figure 27 should be kept free of objects that could substantially obstruct the line of sight, including parked vehicles and landscaping over two feet in height. As shown on Figure 27, sufficient stopping sight distance and intersection sight distance would be provided for vehicles exiting the project driveway at Lilac Avenue.

Project Driveway at Randall Avenue

The design speed along Randall Avenue was estimated based on five miles per hour greater than the posted speed limit of 40 miles per hour; thus, a design speed of 45 miles per hour was used for the analysis.

Since project egress will be restricted to right turns out only, intersection sight distance at the project driveway was calculated for right turns only. For sight distance looking to the left at approaching eastbound traffic (Case B2, right turn from stop), a 6.5 -second time gap was used. Based on the sight distance formulas, an intersection sight distance of 430 feet is desirable with a minimum stopping sight distance of 360 feet.

Figure 28 shows the sight distance analysis for the project driveway at Randall Avenue. The restricted use areas shown on Figure 28 should be kept free of objects that could substantially obstruct the line of sight, including parked vehicles and landscaping over two feet in height. As shown on Figure 28, sufficient stopping sight distance and intersection sight distance would be provided for vehicles exiting the project driveway at Randall Avenue.

On-Street Parking Restrictions

It is noted that the sight distance standards described above apply to public road intersections and roadways.

As noted in the California Department of Transportation (Caltrans) Highway Design Manual (7th Edition, May 2022), Section 405.1(2)(d): “corner sight distance requirements as desc ribed above are not applied to urban driveways unless signalized. See Index 405.1(2)(b ) underlined standard. If parking is allowed on the major road, parking should be prohibited on both sides of the driveway per the California MUTCD, 3B.19.”

The California Manual on Uniform Traffic Control Devices (CA MUTCD), 3B.19 states: “At all intersections, one stall length on each side measured from the crosswalk or end of curb return should have parking prohibited. A clearance of 6 feet measured from the curb return should be provided at alleys and driveways.”

In accordance with Highway Design Manual and CA MUTCD standards, on-street parking on Lilac Avenue and Randall Avenue should be prohibited on each side of the project driveways for a minimum clearance of six feet measured from the curb return. To better facilitate sight distance, Figure 27 and Figure 28 show recommended installation of red curb and/or "No Parking" signage on Lilac Avenue and Randall Avenue along the project frontage.

DELIVERY TRUCK TURNING PATH ANALYSIS

Figure 29 illustrates the turning path analysis for a typical delivery truck. As shown on Figure 29, the project site layout is anticipated to provide adequate on-site circulation to accommodate typical delivery truck turning paths with the recommendation for the driveway aprons on Lilac Avenue to be designed as curb returns with 7-foot radii to better facilitate delivery truck turning movements. Trash trucks are expected to briefly park in the drive aisle, manually roll out trash bins from the trash bin storage for disposal, and then circulate around the parking lot in the southeast area of the project site. 53 Figure 27
Sight Distance Analysis – Project Driveway at Lilac Avenue SEC Lilac and Randall Commercial Project
Traffic Impact Analysis
19664
N
CSD Left = 500 Feet
CSD Right = 430 Feet
Time Gap (Tg) = 6.5s Right Turn and 7.5s Left Turn
Corner Sight Distance (CSD) = 1.47 x Vm x Tg
Stopping Sight Distance = 360 Feet
Major Road Design Speed (Vm = 45 MPH)
Restricted Use Area
Stopping Sight Distance
Legend
Intersection Sight Distance
Driver's Eye (10 foot setback from curbline
extension and 3 feet right of centerline)

RANDALL AVE

BLOOMINGTON AVE

LILAC AVE
500
430
360
360
150'
Install red curb and/or "No Parking"
signage on Lilac Avenue along the
project frontage.
54 Figure 28
Sight Distance Analysis – Project Driveway at Randall Avenue SEC Lilac and Randall Commercial Project
Traffic Impact Analysis
19664
N
CSD Left = 500 Feet
CSD Right = 430 Feet
Time Gap (Tg) = 6.5s Right Turn and 7.5s Left Turn
Corner Sight Distance (CSD) = 1.47 x Vm x Tg
Stopping Sight Distance = 360 Feet
Major Road Design Speed (Vm = 45 MPH)
Restricted Use Area
Stopping Sight Distance
Legend
Intersection Sight Distance
Driver's Eye (10 foot setback from curbline
extension and 3 feet right of centerline)

RANDALL AVE

BLOOMINGTON AVE LILAC AVE
360
430
Install red curb and/or "No Parking"
signage on Randall Avenue along
the project frontage.
55 Figure 29
Delivery Truck Turning Path Analysis
SEC Lilac and Randall Commercial Project
Traffic Impact Analysis
19664

RANDALL AVE

BLOOMINGTON AVE

LILAC AVE
Vehicle Centerline
Vehicle Overhang
Legend
Vehicle Wheel Path
Scale: 1" = 50'
0 25 50
N
To better facilitate delivery truck vehicle paths, it is recommended that driveway aprons on Lilac Avenue
be designed as curb returns with 7-foot radii.
56 SEC Lilac and Randall Commercial Project
Traffic Impact Analysis
57 19664

8. CONCLUSIONS

This section summarizes the proposed project, operational findings, and identifies recommendations (if any) as specified in previous sections of this study.

PROJECT TRIP GENERATION

The proposed project is forecast to result in a net increase of approximately 715 daily trips, including 44 net new trips during the AM peak hour and 83 net new trips during the PM peak hour.

LOS IMPACTS

The study i ntersections are forecast to continue operating at LOS C or better for all analysis scenarios evaluated and the project-related increase in delay does not exceed the City -established criteria; therefore, no operational improvements are required.

The study roadway segments are forecast to continue operating within acceptable LOS for all analysis scenarios evaluated; therefore, no operational improvements are required.

INTERSECTION QUEUING ANALYSIS

TRAFFIC SIGNAL WARRANT ANALYSIS

SITE ACCESS AND CIRCULATION

The project shall comply with standard con ditions of approval and construct improvements necessary for project site access as detailed in the Site Access & Circulation section.

Sufficient stopping sight distance and intersection sight distance would be provided for vehicles exiting the project driveways at Lilac Avenue and Randall Avenue. In accordance with Highway Design Manual and CA MUTCD standards, on-street parking on Lilac Avenue and Randall Avenue should be prohibited on each side of the project driveways for a minimum clearance of six feet measured from the curb return. To better facilitate sight distance, installation of red curb and/or "No Parking" signage on Lilac Avenue and Randall Avenue along the project frontage is recommended.

57 APPENDICES

Appendix A Glossary
Appendix B Scoping Agreement
Appendix C Intersection/Roadway Volume Count Worksheets Appendix D Intersection Level of Service Worksheets
Appendix E Average Daily Traffic Volume Calculations
Appendix F SBTAM Plots and Year 2040 Growth Factor Calculations Appendix G Traffic Signal Warrant Worksheets
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APPENDIX A

GLOSSARY
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ACRONYMS

AC Acres
ADT Average Daily Traffic
Caltrans California Department of Transportation
DU Dwelling Unit
ICU Intersection Capacity Utilization
GFA Gross Floor Area
LOS Level of Service
PCE Passenger Car Equivalent
SP Service Population
TSF Thousand Square Feet
V/C Volume/Capacity
VMT Vehicle Miles Traveled

TERMS

ACTUATED SIGNAL CONTROL: A type of traffic signal control in which display of each phase depends on whether the corresponding phase detector has registered a service call or the phase is on recall.

ACTUATION: Detection of a roadway user that is forwarded to the signal controller.

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.

BANDWIDTH: The number of seconds of green time available for through traffic in a signal progression.

BOTTLENECK: A point of constriction along a roadway that limits the amount of traffic that can proceed downstream from its location.

CALL: An indication within a signal controller that a particular phase is waiting for service, either through actuation from a roadway user or phase recall.

CAPACITY: The maximum number of vehicles that can be reasonably expected to pass through a roadway facility during a specified period.

CHANNELIZATION: The separation of conflicting traffic movements by use of pavement markings, raise d curbs, or other suitable means to facilitate free flow movement.

CLEARANCE INTERVAL: Equal to the yellow plus all-red time, if any, when a traffic signal changes between phases (i.e., the amount of time between the end of a green light from one movement to the beginning of a green light for the next).

COORDINATED SIGNAL CONTROL : A type of traffic signal control in which non -coordinated phases associated with minor movements are constrained such that the coordinated phases are served at a specific time during the signal cycle, thus maintaining the efficient progression of traffic flow along the major roadway.

CONTROL DELAY: The portion of delay attributed to the intersection traffic control (such as a traffic signal or stop sign). It includes initial deceleration, queue move-up time, stopped delay, and final acceleration delay.

CORDON: An imaginary boundary line around or across a study area across which vehicles, persons, or other information can be collected for survey and analytical purposes.

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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 traveling at a given speed to radically alter their speed or trajectory.

CYCLE: A complete sequence of signal indications for all phases.

CYCLE LENGTH: The total time for a traffic signal to complete one full cycle.

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 total additional travel time experienced by a roadway user (driver, passenger, bicyclist, or pedestrian) beyond that required to travel at a desired speed.

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.

DETECTOR: A device used to count or determine the presence of a roadway user.

DESIGN SPEED: A speed used for purposes of designing horizontal and vertical alignments of a highway.

DIRECTIONAL SPLIT: The percent of two-way traffic traveling in a specified direction.

DIVERSION: The rerouting of traffic from a normal path of travel between two points, such as to avoid congestion or perform a secondary trip.

FREE FLOW: Traffic flow that is unaffected by a traffic control and/or or upstream or downstream conditions.

GAP: Time or distance between two vehicles measured from rear bumper of the front vehicle to front bumper of the second vehicle.

GAP ACCEPTANCE: The method by which a driver accepts an available gap in traffic to enter or cross the road.

HEADWAY: Time or distance between two successive vehicles measured from same point on both vehicles (i.e., front bumper to front bumper).

LEVEL OF SERVICE: A grading scale of quantitative performance measures representing the quality of service of a transportation facility or service from an average traveler’s perspective.

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.

MULTI-MODAL: More than one mode, such as automobile, transit, bicycle, and pedestrian.

OFFSET: The time interval between the beginning of a traffic signal cycle at one intersection and the beginning of signal cycle an adjacent intersection.

PLATOON: A set of vehicles traveling at similar speed and moving as a general group with clear separation between other vehicles ahead and behind.

PASSENGER CAR EQUIVALENT : 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.

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PEDESTRIAN CLEARANCE INTERVAL: Also known as the “Flashing Don’t Walk” interval, it signals the end of pedestrian entry into the crosswalk following the “Walk” indication and provides time for pedestrians who have already entered the crosswalk to finishing crossing.

PEAK HOUR: The hour within a day in which the maximum volume occurs.

PEAK HOUR FACTOR: The peak hour volume divided by the four times the peak 15-minute flow rate.

PHASE: In traffic signals, the green, yellow, and red clearance intervals assigned to a specified traffic movement.

PRETIMED SIGNAL: A traffic signal operation in which the cycle length, phasing sequence, and phasing times are predetermined and fixed, regardless of actual demand for any given traffic movement. Also known as a fixed time signal.

PROGRESSION: The coordinated movement of vehicles through signalized intersections along a corridor.

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.

RECALL: A signal phasing operation in which a specified phase places a call to the signal controller each time a conflicting phase is served, thus ensuring the specified phase will be serviced again.

SEMI-ACTUATED CONTROL: A type of traffic signal control in which only the minor movements are provided detection.

SIGHT DISTANCE: The continuous length of roadway visible to a driver or roadway user.

STACKING DISTANCE: The length of area available behind a service area, such as a traffic signal or gate, for vehicle queuing to occur.

STOPPING SIGHT DISTANCE: The minimum distance required by the driver of a vehicle traveling at a given speed to bring the vehicle to a stop after an object on the road becomes visible, including reaction and response time.

TRIP OR TRIP END: The one-directional movement of a person or v ehicle. Every trip has an origin and a destination at its respective ends (i.e., trip ends). In terms of site trip generation, the same vehicle entering and exiting a site generates two trips: one inbound trip and one outbound trip.

TRIP GENERATION RATE: The rate at which a land use generates trips per the specified land use variable, such per dwelling unit or per thousand square feet.

TRUCK: A heavy motor vehicle generally used for transporting goods.

VEHICLE MILES TRAVEL ED: A measure of the amount and distance of automobile travel essentially calculated as the sum of each trip times the trip length.

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APPENDIX B

SCOPING AGREEMENT

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City of Rialto TIA Guidelines
October 2021

Exhibit A

SCOPING AGREEMENT FOR TRAFFIC IMPACT ANALYSIS
This following form shall be used to acknowledge preliminary approval of the scope for the traffic impact analysis (TIA) of the following project. The TIA must follow the City of Rialto Traffic Impact Analysis – Report Guidelines and Requirements, a dopted by the City Council on ________________.

City of Rialto
Traffic Impact Analysis
Scoping Agreement
Case No.

Related Cases -
SP No.

EIR No.

GPA No.

ZC No.

Project Name:

Project Address:

Project Description:

Consultant Developer
Name:

Address:

Telephone:

Fax:

935SouthLilac AvenueProject
935SouthLilac Avenue
8,806SFMedicalOfficeand9,966SFStripRetailPlaza
KunzmanAssociates
1111WestTown&CountryRoad,Suite34
1-714-904-2821
GevorkConsultingEngineering
285 EastImperialHighway,Suite208
1-714-680-6182
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City of Rialto TIA Guidelines
October 2021

1. Trip Generation Source:

Existing GP Land Use Proposed Land Use
Current Zoning: Proposed Zoning:

Total Daily Project Trips:

Current Trip Generation Proposed Trip Generation
In Out Total In Out Total
A M T r i p s
P M T r i p s
Internal Trip Allowance Yes No ( % Trip Discount)
Pass-By Trip Allowance Yes No ( % Trip Discount)
For appropriate land uses, a pass-by trip discount may be allowed not to exceed 25%. Discount trips shall be indicated on a report figure for intersections and access locations.

2. Trip Geographic Distribution: N % S % E % W %
(Detailed exhibits of trip distribution must be attached with Trucks as a separate exhibit)

3. Background Growth Traffic
Project Completion Year: Annual Background Growth Rate: % Other Phase Years
Other area projects to be considered:
(Contact Planning for Lists. Correlate projects to exhibit map and also indicate which projects have been included in study area forecasts for existing + backg round growth + project + cumulative)
Model/Forecast methodology:

4. Study Intersections: (NOTE: Subject to revision after other projects, trip generati on and distribution are determined, or comments from other agencies received.)

1. 6.

2. 7.

3. 8.

4. 9.

5. 10.

ITE11thEdition(2021)
Residential Commercial
A-1 C-3
715
0 1
1 0
1 1
32 35
12 49
44 83
SeeTable2
2025 2
NA
NA
AmbientGrowth
Lilac/Bloomington/Randall
LilacAvenue/ProjectAccess
ProjectAccess/RandallAvenue
✔
✔
35 35 15 15
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City of Rialto TIA Guidelines
October 2021

5. Study Roadway Segments: (NOTE: Subject to revision after other projects, trip generation and distribution are determined, or comments from other agencies received.)

1. 6.

2. 7.

3. 8.

4. 9.

5. 10.

6. Other Jurisdictional Impacts
Is this project within any other Agency's Sphere of Influence o r within one-mile of another jurisdictional boundary?
YES
NO
If so, name of Jurisdiction:

7. Site Plan (please attach 11" x 17" legible copy)

8. Specific issues to be addressed in the Study (in addition t o the standard analysis described in the Guideline) (to be filled out by the City of Rialto Public Works Departmen t) (NOTE: If the traffic study states that "a traffic signal is warranted" (or "a traffic signal appears to be warranted," or similar statement) at an existing un-signaliz ed intersection under existing conditions, 8-hour approach traffic volume information must be submitted in addition to the peak hourly turning movement counts for that intersection.)

9. Existing Conditions
Traffic count data must be new or within one year. Provide traffic count dates if using other than new counts.

Date of counts:

NOTE Fees are due and must be submitted with, or prior to subm ittal of this form. The City will not process the Scoping Agreement prior to the receipt of the processing fee.

Fees Paid: Date
Lilac NorthofRandall Randal EastofLilac
Lilac SouthofRandal
BloomingtonNorthofRandall
BloomingtonSouthofRandall
Randall WestofLilac
Itis within 1 mile of the Cityof Colton.

CityofColton
New countswillbeconductedonceweare authorizedtoproceed. ✔
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City of Rialto TIA Guidelines
October 2021

Recommended:

Scoping Agreement Submittal date
Scoping Agreement Resubmittal date

Applicant/Engineer Date

Land Use Concurrence:

Development Services Department Date

Approved by:

Public Works Department Date

NOTE:

The Applicant/Engineer acknowledges that the Scoping Agreement is intended to assist in the preparation of any required TIA. It is preliminary in nature a nd the City does not have sufficient data to determine the ultimate conditions that may be imposed for the project. It does not provide nor limit the requirements imposed on the Project but is intend ed only to provide initial input into the parameters for review of the traffic generated by the Proje ct and the initial areas to be considered and studied. Subsequent changes to scope of required analysis to be included in the TIA may be required by the Transportation Commission, Planning Commission, and/or the City Council upon Public Works Director/City Engineer review and approval. 6-27-2022
5-12-2023
RobertKunzman,KunzmanAssociates 5-12-2023
8/1/23
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City of Rialto TIA Guidelines
October 2021

VMT Analysis Project Scoping Form
T h i s s c o p i n g f o r m s h a l l b e s u b m i t t e d t o t h e C i t y o f R i a l t o t o assist in identifying infrastructure improvements that may be required to support traffic from the proposed project.

Project Identification:

Case Number:

Related Cases:

SP No.

EIR No.

GPA No.

CZ No.

Project Name:

Project Address:

Project Opening
Year:

Project
Description:

Consultant: Developer:

Name:

Address:

Telephone:

Fax/Email:

Trip Generation Information:

T r i p G e n e r a t i o n D a t a S o u r c e :

Current General Plan Land Use:

Proposed General Plan Land Use:

Current Zoning:

Proposed Zoning:

935 SouthLilac Project
935 SouthLilac Avenue
2025
8,806SFMedical Officeand 9,966SFStripRetail Plaza
ITE11thEdition(2021)
Residential Commercial
A-1 C-3
KunzmanAssociates GevorkConsultingEngineering
1111 WestTown&CountryRoad, Suite34
1-714-904-2821
285EastImperialHighway, Suite208
1-714-680-6182
Orange,CA92868 Fullerton,CA92853
[email protected] [email protected]
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City of Rialto TIA Guidelines
October 2021

Existing Trip Generation Proposed Trip Generation
In Out Total In Out Total
A M T r i p s
P M T r i p s

Trip Internalization: Yes No ( % Trip Discount)
Pass-By Allowance: Yes No ( % Trip Discount)

Potential Screening Checks
Is the project screened from VMT assessment? Yes No
V M T s c r e e n i n g j u s t i f i c a t i o n

VMT Scoping
For projects that are not screened, identify the following:
x T r a v e l D e m a n d F o r e c a s t i n g M o d e l U s e d x Attach SBCTA Screening VMT Assessment output or describe why it is not appropriate for use
x Attach proposed Model Land Use Inputs and Assumed Conversion Factors (attach)

0 1 13 21 24 4
1 0 13 54 98 3
SeeTable2
Thisproject is a locally serving retailproject thatis less than 50,000 square feet.

NA
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City of Rialto TIA Guidelines
October 2021

Approved by:

Public Works Department Date

NOTE:

The Applicant/Engineer acknowledges that the Scoping Agreement is intended to assist in the preparation of any required TIA. It is preliminary in nature a nd the City does not have sufficient data to determine the ultimate conditions that may be imposed for the project. It does not provide nor limit the requirements imposed on the Project but is intend ed only to provide initial input into the parameters for review of the traffic generated by the Proje ct and the initial areas to be considered and studied. Subsequent changes to scope of required analysis to be included in the TIA may be required by the Transportation Commission, Planning Commission, and/or the City Council upon Public Works Director/City Engineer review and approval 8/1/23
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Inbound Outbound Total Inbound Outbound Total
Trip Generation Rates
Single-Famil Detached Residntial 1.000 DU 0.18 0.52 0.70 0.59 0.35 0.94 9.43 Trips Generated
Single-Famil Detached Residntial 1.000 DU 0 1 1 1 0 1 9

1 Source: Institute of Transportation Engineers, Trip Generation, 11th Edition, 2021, Land Use Category 210. 2 DU = Dwelling Unit
Table 1
Existing Development Trip Generation1
Land Use Quantity Units 2
Peak Hour
Daily
Morning Evening
8 Apx-14
Inbound Outbound Total Inbound Outbound Total
Trip Generation Rates
Medical Office 1.000 TSF 2.50 0.60 3.10 1.18 2.75 3.93 36.00 Strip Retail Plaza 1.000 TSF 1.42 0.94 2.36 3.30 3.29 6.59 54.45 Trips Generated
Medical Office 8.806 TSF 22 5 27 10 24 34 317
Strip Retail Plaza 9.966 TSF 14 9 23 33 33 66 543
- Pass-By (25%, 25%, 25%)3
-4 -2 -6 -8 -8 -16 -136
32 12 44 35 49 84 724

traffic volumes. The PM Data shows a 34% reduction but the City of Rialto only allows up to 25%.

Total
1 Source: Institute of Transportation Engineers, Trip Generation, 11th Edition, 2021, Land Use Categories 2 TSF = Thousand Square Feet
3 Source: Institute of Transportation Engineers, Trip Generation Handbook, 3rd Edition, 2017, Land Use Category 820. Only PM peak hour data is available. PM peak hour data assumed for AM, PM, and Daily 720 and 822.

Table 2
Proposed Project Trip Generation1
Land Use Quantity Units 2
Peak Hour
Daily
Morning Evening
9 Apx-15
Inbound Outbound Total Inbound Outbound Total
Existing Development 0 1 1 1 0 1 9
Proposed Development 32 12 44 35 49 84 724
Total New Trips 32 11 43 34 49 83 715
1 See Tables 1 and 2.

Table 3
Trip Generation Comparison1
Project
Peak Hour
Daily
Morning Evening
10 Apx-16
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APPENDIX C

INTERSECTION/ROADWAY VOLUME COUNT WORKSHEETS
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Movement Diagrams for Lilac / Randall / Bloomington Count Apx-22
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DATE: LOCATION: Rialto PROJECT #: SC4183
8/29/23 NORTH & SOUTH: Lilac LOCATION #: 1
TUESDAY EAST & WEST: Randall-Bloomington CONTROL: SIGNAL NOTES: AM ▲
PCE Class 1 2 3 4 5 6 PM N
Adjusted Factor 1 1.5 2 3 2 2 MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NL2 NR2 SL2 SR2 EL2 WL2 EB2 EL3 EL4 ET2 ER2 ER3 WR3 WR2 WT2 WL4 WL3 WB2 ER4 WR4 LANES: 0.3 0.3 0.3 0.3 0.3 0.3 1 0.5 1.5 1 0.5 1.5
7:00 AM 3 5 0 3 19 1 0 24 4 1 17 1 76 0 0 0 0 9 3 1 0 0 5 19 1 0 0 1 32 2 0 0 0 0 7:15 AM 6 11 2 2 13 2 3 17 19 10 21 1 106 0 0 3 0 6 9 3 0 1 2 21 1 2 0 3 19 2 0 0 0 0 7:30 AM 9 30 12 4 27 0 2 26 53 23 32 3 221 0 1 5 1 11 6 4 0 0 2 36 5 19 0 7 25 22 0 0 0 1 7:45 AM 19 25 18 7 20 4 2 31 24 16 23 5 194 0 4 12 1 3 10 1 0 0 8 24 2 11 1 1 22 11 1 0 1 0 8:00 AM 8 19 4 4 18 1 0 30 9 2 28 0 122 0 1 10 0 4 7 2 0 1 2 42 2 4 2 2 28 5 0 0 0 0 8:15 AM 6 23 3 3 14 0 0 27 2 0 19 3 99 0 1 7 0 7 12 2 0 0 2 25 3 0 0 0 20 2 1 1 0 0 8:30 AM 1 5 3 5 18 1 0 33 1 2 32 3 103 0 0 0 0 3 6 9 1 0 2 35 4 1 1 4 28 6 1 0 0 1 8:45 AM 1 9 0 0 19 2 0 23 0 2 23 2 79 0 3 4 0 9 8 6 0 0 4 29 0 1 0 4 22 3 1 1 0 2 VOLUMES 53 125 42 28 146 11 7 210 112 56 193 18 998 0 0 0 0 0 10 41 2 52 60 28 1 2 27 229 18 38 4 22 195 52 4 2 1 4 APPROACH % 24% 57% 19% 15% 79% 6% 2% 64% 34% 21% 72% 7% APP/DEPART 219 / 149 184 / 314 329 / 279 266 / 256 0

BEGIN PEAK HR
VOLUMES 42 84 36 17 78 7 7 104 105 51 104 9 642 APPROACH % 26% 52% 22% 17% 77% 6% 3% 48% 49% 31% 63% 6% PEAK HR FACTOR 0.651 0.815 0.665 0.705 0.727
APP/DEPART 162 / 100 101 / 234 216 / 157 164 / 152 0 4:00 PM 8 26 6 2 14 0 1 37 4 4 27 2 130 0 1 9 1 1 2 4 0 2 7 32 3 1 2 3 30 3 0 0 0 0 4:15 PM 2 23 1 2 19 2 0 26 3 3 26 8 114 0 0 4 0 3 5 4 0 0 7 49 1 1 2 5 22 4 0 0 2 1 4:30 PM 2 14 4 3 9 2 1 30 5 3 36 2 110 0 0 1 0 4 4 5 2 0 16 53 6 1 2 4 27 1 0 0 0 1 4:45 PM 3 25 0 1 20 0 1 27 8 8 33 2 127 0 0 1 1 5 7 5 0 0 14 63 2 5 1 2 32 3 1 0 3 0 5:00 PM 8 14 5 2 14 0 3 32 7 2 34 5 125 0 1 4 1 6 11 6 0 1 7 50 3 1 1 2 28 1 0 0 1 0 5:15 PM 8 23 4 1 16 2 0 41 5 3 35 3 140 0 0 5 0 5 8 5 0 1 15 59 4 2 2 4 37 2 0 0 0 0 5:30 PM 4 30 2 3 11 1 1 29 2 0 29 4 115 0 1 1 0 9 4 6 0 0 12 63 4 1 2 4 29 4 0 1 3 0 5:45 PM 5 8 1 1 12 1 2 36 3 1 30 1 101 0 0 2 0 5 5 5 1 1 10 38 4 2 5 6 16 1 0 1 2 0 VOLUMES 40 161 23 15 115 8 9 256 36 24 249 26 961 0 0 0 0 0 3 27 3 37 46 40 3 5 87 405 27 14 17 29 220 19 1 2 11 2 APPROACH % 18% 72% 10% 11% 83% 6% 3% 85% 12% 8% 83% 9%
APP/DEPART 224 / 196 138 / 175 301 / 294 299 / 297 0

BEGIN PEAK HR
VOLUMES 23 91 11 7 61 3 5 128 22 13 130 14 507 APPROACH % 18% 73% 9% 10% 86% 4% 3% 83% 14% 8% 83% 9%
PEAK HR FACTOR 0.880 0.839 0.849 0.910 0.908
APP/DEPART 125 / 110 71 / 95 155 / 146 157 / 156 0 From
Bloomington
to
Bloomington
From Randall
to
Bloomington
From Randall
to
Bloomington
From
Bloomington
to Lilac
From
Bloomington
to Randall
From
Bloomington
to
Bloomington
From
Bloomington
to Lilac
From
Bloomington
to Randall
Scheme 5 Scheme 3 Scheme 4 Scheme 1
From Lilac to
Bloomington
From Lilac to
Bloomington
From Lilac to
Bloomington
From Lilac to
Bloomington
From Randall
to
Bloomington
From Randall
to
Bloomington
From
Bloomington
to
Bloomington
From
Bloomington
to Randall
From
Bloomington
to Lilac
From
Bloomington
to
Bloomington
From
Bloomington
to Randall
From
Bloomington
to LilacU-TURNS
Lilac Lilac Randall-Bloomington Randall-Bloomington
PM
4:45 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] AM
7:15 AM
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DATE: LOCATION: Rialto PROJECT #: SC4183
8/29/23 NORTH & SOUTH: Lilac LOCATION #: 1
TUESDAY EAST & WEST: Randall-Bloomington CONTROL: SIGNAL CLASS 1: NOTES: AM ▲

PASSENGER PM N
VEHICLES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NL2 NR2 SL2 SR2 EL2 WL2 EB2 EL3 EL4 ET2 ER2 ER3 WR3 WR2 WT2 WL4 WL3 WB2 ER4 WR4 LANES: 0.3 0.3 0.3 0.3 0.3 0.3 1 0.5 1.5 1 0.5 1.5
7:00 AM 3 3 0 1 15 1 0 22 4 1 9 1 60 0 0 0 0 0 0 0 0 9 3 1 0 0 3 15 1 0 0 1 27 2 0 0 0 0 7:15 AM 6 7 2 0 13 2 1 17 19 10 17 1 95 0 0 0 0 0 0 3 0 6 7 1 0 1 0 21 1 0 0 3 19 2 0 0 0 0 7:30 AM 7 28 12 4 25 0 2 26 53 23 32 3 215 0 0 0 0 0 1 5 1 11 4 4 0 0 2 31 5 19 0 5 22 20 0 0 0 1 7:45 AM 19 25 18 7 20 2 2 29 24 16 23 5 190 0 0 0 0 0 4 12 1 3 8 1 0 0 8 21 2 11 1 1 22 11 1 0 1 0 8:00 AM 8 14 4 4 16 1 0 28 9 2 28 0 114 0 0 0 0 0 1 10 0 4 7 2 0 1 2 34 2 1 2 2 28 5 0 0 0 0 8:15 AM 6 21 3 3 9 0 0 27 2 0 17 3 91 0 0 0 0 0 1 5 0 7 7 2 0 0 2 20 3 0 0 0 20 2 1 1 0 0 8:30 AM 1 5 3 3 16 1 0 33 1 2 30 1 96 0 0 0 0 0 0 0 0 3 6 6 1 0 2 29 1 1 1 4 26 6 1 0 0 1 8:45 AM 1 7 0 0 14 2 0 21 0 2 21 0 68 0 0 0 0 0 3 1 0 7 8 4 0 0 4 25 0 1 0 4 17 1 1 1 0 2 VOLUMES 51 110 42 22 128 9 5 203 112 56 177 14 929 0 0 0 0 0 10 36 2 50 50 21 1 2 23 196 15 33 4 20 181 49 4 2 1 4 APPROACH % 25% 54% 21% 14% 81% 6% 2% 63% 35% 23% 72% 6% APP/DEPART 203 / 129 159 / 296 320 / 267 247 / 237 0

BEGIN PEAK HR
VOLUMES 40 74 36 15 74 5 5 100 105 51 100 9 614 APPROACH % 27% 49% 24% 16% 79% 5% 2% 48% 50% 32% 63% 6% PEAK HR FACTOR 0.605 0.810 0.648 0.690 0.714
APP/DEPART 150 / 88 94 / 230 210 / 151 160 / 145 0 4:00 PM 8 21 6 2 14 0 1 37 4 4 25 2 124 0 0 0 0 0 1 7 1 1 2 4 0 2 7 30 3 1 2 3 27 3 0 0 0 0 4:15 PM 2 21 1 2 19 2 0 24 3 3 26 6 109 0 0 0 0 0 0 4 0 3 5 4 0 0 7 43 1 1 2 3 22 1 0 0 2 1 4:30 PM 2 12 4 3 7 2 1 30 3 3 36 2 105 0 0 0 0 0 0 1 0 2 4 5 2 0 14 48 6 1 2 4 24 1 0 0 0 1 4:45 PM 3 20 0 1 17 0 1 22 6 8 28 2 108 0 0 0 0 0 0 1 1 3 7 5 0 0 12 61 2 5 1 2 29 3 1 0 3 0 5:00 PM 8 14 5 2 14 0 3 32 7 2 32 3 122 0 0 0 0 0 1 4 1 6 8 4 0 1 7 44 3 1 1 2 28 1 0 0 1 0 5:15 PM 8 21 4 1 14 2 0 36 5 3 33 3 130 0 0 0 0 0 0 5 0 5 6 5 0 1 13 55 4 2 2 4 34 2 0 0 0 0 5:30 PM 4 28 2 3 11 1 1 26 2 0 27 4 109 0 0 0 0 0 1 1 0 9 4 6 0 0 12 58 4 1 2 4 27 4 0 1 3 0 5:45 PM 5 8 1 1 12 1 2 34 3 1 30 1 99 0 0 0 0 0 0 2 0 5 5 5 1 1 7 38 4 2 5 4 11 1 0 1 2 0 VOLUMES 40 145 23 15 108 8 9 241 33 24 237 23 906 0 0 0 0 0 3 25 3 34 41 38 3 5 79 377 27 14 17 26 202 16 1 2 11 2 APPROACH % 19% 70% 11% 11% 82% 6% 3% 85% 12% 8% 83% 8%
APP/DEPART 208 / 177 131 / 165 283 / 279 284 / 285 0

BEGIN PEAK HR
VOLUMES 23 83 11 7 56 3 5 116 20 13 120 12 469 APPROACH % 20% 71% 9% 11% 85% 5% 4% 82% 14% 9% 83% 8%
PEAK HR FACTOR 0.860 0.917 0.839 0.929 0.902
APP/DEPART 117 / 100 66 / 89 141 / 134 145 / 146 0 Lilac

NORTH SIDE
Randall-Bloomington WEST SIDE EAST SIDE Randall-Bloomington

SOUTH SIDE
Lilac
AM
7:15 AM
PM
4:45 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
Lilac Lilac Randall-Bloomington Randall-Bloomington
Scheme 5 Scheme 3 Scheme 4 Scheme 1
TMC1 MOVEMENTS ON BLOOMINGTON (Class 1 - Passenger Cars) From Lilac to
Bloomington
From Lilac to
Bloomington
From Lilac to
Bloomington
From Lilac to
Bloomington
From Randall
to
Bloomington
From Randall
to
Bloomington
From
Bloomington
to
Bloomington
From
Bloomington
to Randall
From
Bloomington
to Lilac
From
Bloomington
to
Bloomington
From
Bloomington
to Randall
From
Bloomington
to Lilac
From
Bloomington
to Lilac
From
Bloomington
to Randall
From
Bloomington
to
Bloomington
From
Bloomington
to Lilac
From
Bloomington
to Randall
From
Bloomington
to
Bloomington
From Randall
to
Bloomington
From Randall
to
Bloomington
Apx-26
DATE: LOCATION: Rialto PROJECT #: SC4183
8/29/23 NORTH & SOUTH: Lilac LOCATION #: 1
TUESDAY EAST & WEST: Randall-Bloomington CONTROL: SIGNAL CLASS 2: NOTES: AM ▲
2-AXLE PM N
WORK MD ◄ W E ►

VEHICLES/ OTHER S
TRUCKS OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NL2 NR2 SL2 SR2 EL2 WL2 EB2 EL3 EL4 ET2 ER2 ER3 WR3 WR2 WT2 WL4 WL3 WB2 ER4 WR4 LANES: 0.3 0.3 0.3 0.3 0.3 0.3 1 0.5 1.5 1 0.5 1.5
7:00 AM 0 1 0 0 1 0 0 1 0 0 1 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 1 0 0 0 0 0 7:15 AM 0 1 0 0 0 0 0 0 0 0 1 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 1 2 1 0 0 0 0 7:45 AM 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 3 0 0 1 0 0 1 0 0 0 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 1 0 0 3 0 0 0 0 0 1 0 5 0 0 0 0 0 0 0 0 0 3 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 1 1 0 0 0 0 0 1 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 1 0 0 0 0 0 8:45 AM 0 1 0 0 2 0 0 1 0 0 1 1 6 0 0 0 0 0 0 0 0 1 0 1 0 0 0 1 0 0 0 0 3 1 0 0 0 0 VOLUMES 1 7 0 1 8 1 0 3 0 0 5 1 27 0 0 0 0 0 0 0 0 1 4 1 0 0 1 11 0 0 0 1 7 2 0 0 0 0 APPROACH % 13% 88% 0% 10% 80% 10% 0% 100% 0% 0% 83% 17% APP/DEPART 8 / 8 10 / 8 3 / 4 6 / 7 0

BEGIN PEAK HR
VOLUMES 1 4 0 0 1 1 0 1 0 0 1 0 9 APPROACH % 20% 80% 0% 0% 50% 50% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.417 0.500 0.250 0.250 0.450
APP/DEPART 5 / 4 2 / 1 1 / 1 1 / 3 0
4:00 PM 0 1 0 0 0 0 0 0 0 0 1 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 1 0 0 0 0 0 1 0 0 0 1 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 0 0 1 0 0 0 0 0 0 4:30 PM 0 1 0 0 0 0 0 0 1 0 0 0 2 0 0 0 0 0 0 0 0 1 0 0 0 0 1 3 0 0 0 0 2 0 0 0 0 0 4:45 PM 0 2 0 0 2 0 0 3 1 0 2 0 10 0 0 0 0 0 0 0 0 1 0 0 0 0 1 1 0 0 0 0 2 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 1 1 2 0 0 0 0 0 0 0 0 0 2 1 0 0 0 4 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 1 0 0 1 0 0 3 0 0 0 0 5 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1 0 0 0 0 2 0 0 0 0 0 5:30 PM 0 1 0 0 0 0 0 2 0 0 1 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 1 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 1 3 0 0 0 0 0 VOLUMES 0 7 0 0 3 0 0 10 2 0 5 2 29 0 0 0 0 0 0 0 0 2 3 1 0 0 5 17 0 0 0 2 10 0 0 0 0 0 APPROACH % 0% 100% 0% 0% 100% 0% 0% 83% 17% 0% 71% 29%
APP/DEPART 7 / 9 3 / 5 12 / 10 7 / 5 0

BEGIN PEAK HR
VOLUMES 0 4 0 0 3 0 0 8 1 0 4 1 21 APPROACH % 0% 100% 0% 0% 100% 0% 0% 89% 11% 0% 80% 20%
PEAK HR FACTOR 0.500 0.375 0.563 0.625 0.525
APP/DEPART 4 / 5 3 / 4 9 / 8 5 / 4 0
Lilac

NORTH SIDE
Randall-Bloomington WEST SIDE EAST SIDE Randall-Bloomington

SOUTH SIDE
Lilac
AM
7:15 AM
PM
4:45 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
Lilac Lilac Randall-Bloomington Randall-Bloomington
TMC1 MOVEMENTS ON BLOOMINGTON
Scheme 5 Scheme 3 Scheme 4 Scheme 1
From Lilac to
Bloomington
From Lilac to
Bloomington
From Lilac to
Bloomington
From Lilac to
Bloomington
From Randall
to
Bloomington
From Randall
to
Bloomington
From
Bloomington
to
Bloomington
From
Bloomington
to Randall
From
Bloomington
to Lilac
From
Bloomington
to
Bloomington
From
Bloomington
to Randall
From
Bloomington
to Lilac
From
Bloomington
to Lilac
From
Bloomington
to Randall
From
Bloomington
to
Bloomington
From
Bloomington
to Lilac
From
Bloomington
to Randall
From
Bloomington
to
Bloomington
From Randall
to
Bloomington
From Randall
to
Bloomington
Apx-27
DATE: LOCATION: Rialto PROJECT #: SC4183
8/29/23 NORTH & SOUTH: Lilac LOCATION #: 1
TUESDAY EAST & WEST: Randall-Bloomington CONTROL: SIGNAL CLASS 3: NOTES: AM ▲
3-AXLE PM N
TRUCKS MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NL2 NR2 SL2 SR2 EL2 WL2 EB2 EL3 EL4 ET2 ER2 ER3 WR3 WR2 WT2 WL4 WL3 WB2 ER4 WR4 LANES: 0.3 0.3 0.3 0.3 0.3 0.3 1 0.5 1.5 1 0.5 1.5
7:00 AM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 0 1 0 0 1 0 0 0 0 0 0 0 2 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 1 / 1 1 / 1 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 1 0 0 0 0 0 0 0 0 0 0 1 APPROACH % 0% 100% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.250 0.000 0.000 0.000 0.250
APP/DEPART 1 / 1 0 / 0 0 / 0 0 / 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 1 0 0 0 0 0 0 0 0 1 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 0 1 0 0 1 0 0 0 0 0 2 0 4 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 0% 0% 100% 0%
APP/DEPART 1 / 1 1 / 1 0 / 0 2 / 2 0

BEGIN PEAK HR
VOLUMES 0 1 0 0 0 0 0 0 0 0 2 0 3 APPROACH % 0% 100% 0% 0% 0% 0% 0% 0% 0% 0% 100% 0%
PEAK HR FACTOR 0.250 0.000 0.000 0.500 0.375
APP/DEPART 1 / 1 0 / 0 0 / 0 2 / 2 0
Lilac

NORTH SIDE
Randall-Bloomington WEST SIDE EAST SIDE Randall-Bloomington

SOUTH SIDE
Lilac
AM
7:15 AM
PM
4:45 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
Lilac Lilac Randall-Bloomington Randall-Bloomington
TMC1 MOVEMENTS ON BLOOMINGTON
Scheme 5 Scheme 3 Scheme 4 Scheme 1
From Lilac to
Bloomington
From Lilac to
Bloomington
From Lilac to
Bloomington
From Lilac to
Bloomington
From Randall
to
Bloomington
From Randall
to
Bloomington
From
Bloomington
to
Bloomington
From
Bloomington
to Randall
From
Bloomington
to Lilac
From
Bloomington
to
Bloomington
From
Bloomington
to Randall
From
Bloomington
to Lilac
From
Bloomington
to Lilac
From
Bloomington
to Randall
From
Bloomington
to
Bloomington
From
Bloomington
to Lilac
From
Bloomington
to Randall
From
Bloomington
to
Bloomington
From Randall
to
Bloomington
From Randall
to
Bloomington
Apx-28
DATE: LOCATION: Rialto PROJECT #: SC4183
8/29/23 NORTH & SOUTH: Lilac LOCATION #: 1
TUESDAY EAST & WEST: Randall-Bloomington CONTROL: SIGNAL CLASS 4: NOTES: AM ▲
4 OR MORE PM N
AXLE MD ◄ W E ►

TRUCKS OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NL2 NR2 SL2 SR2 EL2 WL2 EB2 EL3 EL4 ET2 ER2 ER3 WR3 WR2 WT2 WL4 WL3 WB2 ER4 WR4 LANES: 0.3 0.3 0.3 0.3 0.3 0.3 1 0.5 1.5 1 0.5 1.5
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 4 1 1 0 0 1 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
4:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 APPROACH % 0% 100% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 1 / 1 0 / 0 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
Lilac

NORTH SIDE
Randall-Bloomington WEST SIDE EAST SIDE Randall-Bloomington

SOUTH SIDE
Lilac
AM
7:15 AM
PM
4:45 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
Lilac Lilac Randall-Bloomington Randall-Bloomington
TMC1 MOVEMENTS ON BLOOMINGTON
Scheme 5 Scheme 3 Scheme 4 Scheme 1
From Lilac to
Bloomington
From Lilac to
Bloomington
From Lilac to
Bloomington
From Lilac to
Bloomington
From Randall
to
Bloomington
From Randall
to
Bloomington
From
Bloomington
to
Bloomington
From
Bloomington
to Randall
From
Bloomington
to Lilac
From
Bloomington
to
Bloomington
From
Bloomington
to Randall
From
Bloomington
to Lilac
From
Bloomington
to Lilac
From
Bloomington
to Randall
From
Bloomington
to
Bloomington
From
Bloomington
to Lilac
From
Bloomington
to Randall
From
Bloomington
to
Bloomington
From Randall
to
Bloomington
From Randall
to
Bloomington
Apx-29
DATE: LOCATION: Rialto PROJECT #: SC4183
8/29/23 NORTH & SOUTH: Lilac LOCATION #: 1
TUESDAY EAST & WEST: Randall-Bloomington CONTROL: SIGNAL CLASS 5: NOTES: AM ▲

RV PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NL2 NR2 SL2 SR2 EL2 WL2 EB2 EL3 EL4 ET2 ER2 ER3 WR3 WR2 WT2 WL4 WL3 WB2 ER4 WR4 LANES: 0.3 0.3 0.3 0.3 0.3 0.3 1 0.5 1.5 1 0.5 1.5
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
Lilac

NORTH SIDE
Randall-Bloomington WEST SIDE EAST SIDE Randall-Bloomington

SOUTH SIDE
Lilac
AM
7:15 AM
PM
4:45 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
Lilac Lilac Randall-Bloomington Randall-Bloomington
TMC1 MOVEMENTS ON BLOOMINGTON
Scheme 5 Scheme 3 Scheme 4 Scheme 1
From Lilac to
Bloomington
From Lilac to
Bloomington
From Lilac to
Bloomington
From Lilac to
Bloomington
From Randall
to
Bloomington
From Randall
to
Bloomington
From
Bloomington
to
Bloomington
From
Bloomington
to Randall
From
Bloomington
to Lilac
From
Bloomington
to
Bloomington
From
Bloomington
to Randall
From
Bloomington
to Lilac
From
Bloomington
to Lilac
From
Bloomington
to Randall
From
Bloomington
to
Bloomington
From
Bloomington
to Lilac
From
Bloomington
to Randall
From
Bloomington
to
Bloomington
From Randall
to
Bloomington
From Randall
to
Bloomington
Apx-30
DATE: LOCATION: Rialto PROJECT #: SC4183
8/29/23 NORTH & SOUTH: Lilac LOCATION #: 1
TUESDAY EAST & WEST: Randall-Bloomington CONTROL: SIGNAL CLASS 6: NOTES: AM ▲
PM N
BUSES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NL2 NR2 SL2 SR2 EL2 WL2 EB2 EL3 EL4 ET2 ER2 ER3 WR3 WR2 WT2 WL4 WL3 WB2 ER4 WR4 LANES: 0.3 0.3 0.3 0.3 0.3 0.3 1 0.5 1.5 1 0.5 1.5
7:00 AM 0 0 0 1 0 0 0 0 0 0 3 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 1 0 1 0 0 1 0 0 0 1 0 4 0 0 0 0 0 0 0 0 0 1 1 0 0 1 0 0 1 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 VOLUMES 0 1 0 2 2 0 1 1 0 0 4 1 12 0 0 0 0 0 0 0 0 0 1 1 0 0 1 2 0 1 0 0 0 0 0 0 0 0 APPROACH % 0% 100% 0% 50% 50% 0% 50% 50% 0% 0% 80% 20%
APP/DEPART 1 / 3 4 / 2 2 / 3 5 / 4 0

BEGIN PEAK HR
VOLUMES 0 1 0 1 1 0 1 1 0 0 1 0 6 APPROACH % 0% 100% 0% 50% 50% 0% 50% 50% 0% 0% 100% 0%
PEAK HR FACTOR 0.250 0.500 0.500 0.250 0.375
APP/DEPART 1 / 2 2 / 1 2 / 2 1 / 1 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
Lilac

NORTH SIDE
Randall-BloomingtonWEST SIDE EAST SIDE Randall-Bloomington

SOUTH SIDE
Lilac
AM
7:15 AM
PM
4:45 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
Lilac Lilac Randall-Bloomington Randall-Bloomington
TMC1 MOVEMENTS ON BLOOMINGTON
Scheme 5 Scheme 3 Scheme 4 Scheme 1
From Lilac to
Bloomington
From Lilac to
Bloomington
From Lilac to
Bloomington
From Lilac to
Bloomington
From Randall
to
Bloomington
From Randall
to
Bloomington
From
Bloomington
to
Bloomington
From
Bloomington
to Randall
From
Bloomington
to Lilac
From
Bloomington
to
Bloomington
From
Bloomington
to Randall
From
Bloomington
to Lilac
From
Bloomington
to Lilac
From
Bloomington
to Randall
From
Bloomington
to
Bloomington
From
Bloomington
to Lilac
From
Bloomington
to Randall
From
Bloomington
to
Bloomington
From Randall
to
Bloomington
From Randall
to
Bloomington
Apx-31
DATE: LOCATION: Rialto PROJECT #: SC4183
8/29/23 NORTH & SOUTH: Willow LOCATION #: 2
TUESDAY EAST & WEST: Randall CONTROL: STOP ALL
NOTES: AM ▲
PCE Class 1 2 3 4 5 6 PM N
Adjusted Factor 1 1.5 2 3 2 2 MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
LANES: 0 1 0 0 1 0 0 1 0 0 1 1
7:00 AM 4 26 1 5 45 3 3 17 6 2 18 5 134 7:15 AM 5 29 2 8 40 1 1 17 4 4 28 7 145 7:30 AM 4 52 15 10 65 6 4 32 6 10 49 16 267 7:45 AM 6 46 15 10 67 5 5 46 12 9 41 11 273 8:00 AM 3 32 17 10 68 0 6 31 9 5 31 8 219 8:15 AM 5 36 22 11 54 0 2 39 4 8 21 8 209 8:30 AM 0 21 17 14 50 6 1 33 8 16 37 13 216 8:45 AM 4 29 6 17 40 2 1 23 5 10 26 5 166 VOLUMES 30 270 95 84 428 23 23 237 54 64 249 71 1,627 APPROACH % 8% 68% 24% 16% 80% 4% 7% 76% 17% 17% 65% 19% APP/DEPART 395 / 364 535 / 545 313 / 416 384 / 302 0

BEGIN PEAK HR
VOLUMES 18 165 69 41 253 11 17 148 31 32 142 42 967 APPROACH % 7% 66% 27% 13% 83% 4% 9% 76% 16% 15% 66% 19% PEAK HR FACTOR 0.892 0.930 0.774 0.728 0.886
APP/DEPART 252 / 224 305 / 316 195 / 258 216 / 170 0 4:00 PM 7 51 4 7 48 3 3 38 6 5 27 9 208 4:15 PM 10 52 6 9 52 2 2 27 2 7 37 5 211 4:30 PM 8 58 6 14 63 0 1 30 6 11 32 8 236 4:45 PM 1 56 3 6 48 4 1 34 9 4 47 8 220 5:00 PM 6 54 8 10 56 2 0 27 4 7 36 8 217 5:15 PM 3 48 8 1 45 2 5 43 5 11 42 7 219 5:30 PM 7 39 6 6 42 0 4 35 6 4 32 10 190 5:45 PM 6 47 5 4 33 1 4 31 2 6 34 6 178 VOLUMES 47 403 46 56 386 14 20 264 40 55 286 60 1,676 APPROACH % 9% 81% 9% 12% 85% 3% 6% 82% 12% 14% 71% 15%
APP/DEPART 496 / 483 456 / 481 324 / 366 401 / 347 0

BEGIN PEAK HR
VOLUMES 18 215 25 31 211 8 7 134 24 33 156 30 891 APPROACH % 7% 83% 10% 12% 84% 3% 4% 81% 15% 15% 71% 14% PEAK HR FACTOR 0.899 0.812 0.783 0.920 0.943
APP/DEPART 257 / 252 250 / 268 165 / 190 219 / 182 0 Willow

NORTH SIDE
Randall WEST SIDE EAST SIDE Randall

SOUTH SIDE
Willow
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Willow Willow Randall Randall
Apx-32
DATE: LOCATION: Rialto PROJECT #: SC4183
8/29/23 NORTH & SOUTH: Willow LOCATION #: 2
TUESDAY EAST & WEST: Randall CONTROL: STOP ALL
CLASS 1: NOTES: AM ▲

PASSENGER PM N
VEHICLES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
LANES: 0 1 0 0 1 0 0 1 0 0 1 1
7:00 AM 4 26 1 3 37 1 1 15 6 2 14 3 113 7:15 AM 3 22 2 6 35 1 1 17 4 4 22 3 120 7:30 AM 4 47 15 5 60 6 4 30 4 10 47 14 246 7:45 AM 6 46 15 10 61 5 5 44 12 9 41 11 265 8:00 AM 3 27 17 8 61 0 6 29 9 5 31 8 204 8:15 AM 3 32 22 11 47 0 2 39 4 8 21 6 195 8:30 AM 0 16 17 14 40 6 1 33 5 16 30 9 187 8:45 AM 2 24 3 15 38 2 1 21 5 8 23 5 147 VOLUMES 25 240 92 72 379 21 21 228 49 62 229 59 1,477 APPROACH % 7% 67% 26% 15% 80% 4% 7% 77% 16% 18% 65% 17% APP/DEPART 357 / 320 472 / 490 298 / 392 350 / 275 0

BEGIN PEAK HR
VOLUMES 16 152 69 34 229 11 17 142 29 32 140 39 910 APPROACH % 7% 64% 29% 12% 84% 4% 9% 76% 15% 15% 66% 18% PEAK HR FACTOR 0.884 0.901 0.770 0.743 0.858
APP/DEPART 237 / 208 274 / 290 188 / 245 211 / 167 0 4:00 PM 7 48 4 7 48 3 3 38 6 5 25 9 203 4:15 PM 8 49 6 9 45 2 2 27 2 5 34 5 194 4:30 PM 8 53 6 12 53 0 1 30 6 11 32 6 218 4:45 PM 1 51 3 6 46 4 1 31 6 4 42 6 201 5:00 PM 4 49 8 7 50 2 0 27 4 7 34 5 197 5:15 PM 3 45 8 1 43 2 5 41 5 11 40 7 211 5:30 PM 5 37 6 4 42 0 2 32 6 4 32 10 180 5:45 PM 6 44 5 2 31 1 4 26 2 6 34 6 167 VOLUMES 42 376 46 48 358 14 18 252 37 53 273 54 1,571 APPROACH % 9% 81% 10% 11% 85% 3% 6% 82% 12% 14% 72% 14% APP/DEPART 464 / 448 420 / 449 307 / 346 380 / 328 0

BEGIN PEAK HR
VOLUMES 16 198 25 26 192 8 7 129 21 33 148 24 827 APPROACH % 7% 83% 10% 12% 85% 4% 4% 82% 13% 16% 72% 12% PEAK HR FACTOR 0.892 0.869 0.770 0.884 0.948
APP/DEPART 239 / 229 226 / 246 157 / 180 205 / 172 0 Willow

NORTH SIDE
Randall WEST SIDE EAST SIDE Randall

SOUTH SIDE
Willow
Willow Willow Randall Randall
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Apx-33
DATE: LOCATION: Rialto PROJECT #: SC4183
8/29/23 NORTH & SOUTH: Willow LOCATION #: 2
TUESDAY EAST & WEST: Randall CONTROL: STOP ALL
CLASS 2: NOTES: AM ▲
2-AXLE PM N
WORK MD ◄ W E ►

VEHICLES/ OTHER S
TRUCKS OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
LANES: 0 1 0 0 1 0 0 1 0 0 1 1
7:00 AM 0 0 0 0 4 0 0 1 0 0 1 1 7 7:15 AM 0 2 0 1 2 0 0 0 0 0 1 1 7 7:30 AM 0 3 0 2 2 0 0 0 1 0 1 1 10 7:45 AM 0 0 0 0 4 0 0 0 0 0 0 0 4 8:00 AM 0 3 0 0 3 0 0 1 0 0 0 0 7 8:15 AM 1 0 0 0 3 0 0 0 0 0 0 1 5 8:30 AM 0 2 0 0 0 0 0 0 0 0 1 0 3 8:45 AM 1 2 0 1 0 0 0 1 0 1 2 0 8 VOLUMES 2 12 0 4 18 0 0 3 1 1 6 4 51 APPROACH % 14% 86% 0% 18% 82% 0% 0% 75% 25% 9% 55% 36%
APP/DEPART 14 / 16 22 / 20 4 / 7 11 / 8 0

BEGIN PEAK HR
VOLUMES 1 6 0 2 12 0 0 1 1 0 1 2 26 APPROACH % 14% 86% 0% 14% 86% 0% 0% 50% 50% 0% 33% 67%
PEAK HR FACTOR 0.583 0.875 0.500 0.375 0.650
APP/DEPART 7 / 8 14 / 13 2 / 3 3 / 2 0
4:00 PM 0 2 0 0 0 0 0 0 0 0 1 0 3 4:15 PM 1 2 0 0 2 0 0 0 0 0 2 0 7 4:30 PM 0 3 0 0 4 0 0 0 0 0 0 1 8 4:45 PM 0 3 0 0 1 0 0 2 2 0 2 1 11 5:00 PM 1 3 0 2 2 0 0 0 0 0 1 2 11 5:15 PM 0 2 0 0 1 0 0 1 0 0 1 0 5 5:30 PM 0 1 0 1 0 0 1 2 0 0 0 0 5 5:45 PM 0 2 0 1 1 0 0 3 0 0 0 0 7 VOLUMES 2 18 0 4 11 0 1 8 2 0 7 4 57 APPROACH % 10% 90% 0% 27% 73% 0% 9% 73% 18% 0% 64% 36%
APP/DEPART 20 / 23 15 / 13 11 / 12 11 / 9 0

BEGIN PEAK HR
VOLUMES 1 11 0 2 8 0 0 3 2 0 4 4 35 APPROACH % 8% 92% 0% 20% 80% 0% 0% 60% 40% 0% 50% 50%
PEAK HR FACTOR 0.750 0.625 0.313 0.667 0.795
APP/DEPART 12 / 15 10 / 10 5 / 5 8 / 5 0 Willow

NORTH SIDE
Randall WEST SIDE EAST SIDE Randall

SOUTH SIDE
Willow
Willow Willow Randall Randall
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Apx-34
DATE: LOCATION: Rialto PROJECT #: SC4183
8/29/23 NORTH & SOUTH: Willow LOCATION #: 2
TUESDAY EAST & WEST: Randall CONTROL: STOP ALL
CLASS 3: NOTES: AM ▲
3-AXLE PM N
TRUCKS MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
LANES: 0 1 0 0 1 0 0 1 0 0 1 1
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 1 0 0 0 0 0 0 0 1 7:30 AM 0 0 0 0 1 0 0 0 0 0 0 0 1 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 1 1 0 0 0 0 0 0 0 2 8:15 AM 0 2 0 0 1 0 0 0 0 0 0 0 3 8:30 AM 0 1 0 0 1 0 0 0 0 0 0 0 2 8:45 AM 0 0 0 0 1 0 0 0 0 0 0 0 1 VOLUMES 0 3 0 1 6 0 0 0 0 0 0 0 10 APPROACH % 0% 100% 0% 14% 86% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 3 / 3 7 / 6 0 / 1 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 2 0 1 3 0 0 0 0 0 0 0 6 APPROACH % 0% 100% 0% 25% 75% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.250 0.500 0.000 0.000 0.500
APP/DEPART 2 / 2 4 / 3 0 / 1 0 / 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 1 0 0 0 0 1 0 0 2 4:30 PM 0 0 0 0 2 0 0 0 0 0 0 0 2 4:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 1 0 0 0 0 0 0 0 0 0 0 0 1 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 1 0 0 0 3 0 0 0 0 1 1 0 6 APPROACH % 100% 0% 0% 0% 100% 0% 0% 0% 0% 50% 50% 0%
APP/DEPART 1 / 0 3 / 4 0 / 0 2 / 2 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 2 0 0 0 0 0 1 0 3 APPROACH % 0% 0% 0% 0% 100% 0% 0% 0% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.250 0.000 0.250 0.375
APP/DEPART 0 / 0 2 / 2 0 / 0 1 / 1 0
Willow

NORTH SIDE
Randall WEST SIDE EAST SIDE Randall

SOUTH SIDE
Willow
Willow Willow Randall Randall
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Apx-35
DATE: LOCATION: Rialto PROJECT #: SC4183
8/29/23 NORTH & SOUTH: Willow LOCATION #: 2
TUESDAY EAST & WEST: Randall CONTROL: STOP ALL
CLASS 4: NOTES: AM ▲
4 OR MORE PM N
AXLE MD ◄ W E ►

TRUCKS OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
LANES: 0 1 0 0 1 0 0 1 0 0 1 1
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 1 0 1 0 2 8:45 AM 0 0 1 0 0 0 0 0 0 0 0 0 1 VOLUMES 0 0 1 0 0 0 0 0 1 0 1 0 3 APPROACH % 0% 0% 100% 0% 0% 0% 0% 0% 100% 0% 100% 0%
APP/DEPART 1 / 0 0 / 1 1 / 1 1 / 1 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 1 0 0 0 0 0 0 0 1 APPROACH % 0% 0% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 1 / 1 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 1 0 0 0 0 0 0 0 1 APPROACH % 0% 0% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.250 0.000 0.000 0.250
APP/DEPART 0 / 0 1 / 1 0 / 0 0 / 0 0
Willow

NORTH SIDE
Randall WEST SIDE EAST SIDE Randall

SOUTH SIDE
Willow
Willow Willow Randall Randall
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Apx-36
DATE: LOCATION: Rialto PROJECT #: SC4183
8/29/23 NORTH & SOUTH: Willow LOCATION #: 2
TUESDAY EAST & WEST: Randall CONTROL: STOP ALL
CLASS 5: NOTES: AM ▲

RV PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
LANES: 0 1 0 0 1 0 0 1 0 0 1 1
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
Willow

NORTH SIDE
Randall WEST SIDE EAST SIDE Randall

SOUTH SIDE
Willow
Willow Willow Randall Randall
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Apx-37
DATE: LOCATION: Rialto PROJECT #: SC4183
8/29/23 NORTH & SOUTH: Willow LOCATION #: 2
TUESDAY EAST & WEST: Randall CONTROL: STOP ALL
CLASS 6: NOTES: AM ▲
PM N
BUSES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
LANES: 0 1 0 0 1 0 0 1 0 0 1 1
7:00 AM 0 0 0 1 1 1 1 0 0 0 1 0 5 7:15 AM 1 2 0 0 0 0 0 0 0 0 2 1 6 7:30 AM 0 0 0 1 0 0 0 1 0 0 0 0 2 7:45 AM 0 0 0 0 0 0 0 1 0 0 0 0 1 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 4 0 0 0 0 0 1 2 7 8:45 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 VOLUMES 1 3 0 2 5 1 1 2 0 0 4 3 22 APPROACH % 25% 75% 0% 25% 63% 13% 33% 67% 0% 0% 57% 43% APP/DEPART 4 / 7 8 / 5 3 / 4 7 / 6 0

BEGIN PEAK HR
VOLUMES 0 0 0 1 0 0 0 2 0 0 0 0 3 APPROACH % 0% 0% 0% 100% 0% 0% 0% 100% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.250 0.500 0.000 0.375
APP/DEPART 0 / 0 1 / 0 2 / 3 0 / 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 4:30 PM 0 0 0 1 0 0 0 0 0 0 0 0 1 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 1 1 0 0 0 0 0 0 0 2 APPROACH % 0% 0% 0% 50% 50% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 2 / 1 0 / 1 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 1 0 0 0 0 0 0 0 0 1 APPROACH % 0% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.250 0.000 0.000 0.250
APP/DEPART 0 / 0 1 / 0 0 / 1 0 / 0 0
Willow

NORTH SIDE
Randall WEST SIDE EAST SIDE Randall

SOUTH SIDE
Willow
Willow Willow Randall Randall
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Apx-38
CITY: Rialto PROJECT:

AM Period EB WB PM Period EB WB
0:00 8 4 12:00 20 12
0:15 4 1 12:15 24 17
0:30 0 1 12:30 33 24
0:45 1 13 1 7 20 12:45 28 105 17 70 175
1:00 3 1 13:00 27 29
1:15 2 2 13:15 23 30
1:30 1 7 13:30 37 41
1:45 2 8 2 12 20 13:45 32 119 43 143 262
2:00 2 2 14:00 57 35
2:15 1 1 14:15 32 36
2:30 3 3 14:30 38 35
2:45 0 6 1 7 13 14:45 26 153 35 141 294
3:00 1 2 15:00 37 36
3:15 2 3 15:15 40 26
3:30 3 2 15:30 32 55
3:45 3 9 1 8 17 15:45 50 159 58 175 334
4:00 1 3 16:00 48 36
4:15 4 6 16:15 29 41
4:30 6 9 16:30 43 47
4:45 5 16 6 24 40 16:45 29 149 46 170 319
5:00 8 8 17:00 42 44
5:15 2 6 17:15 48 45
5:30 6 6 17:30 37 38
5:45 8 24 11 31 55 17:45 41 168 37 164 332
6:00 12 7 18:00 40 33
6:15 14 13 18:15 24 34
6:30 14 17 18:30 37 34
6:45 18 58 18 55 113 18:45 48 149 22 123 272
7:00 26 16 19:00 31 35
7:15 21 32 19:15 18 28
7:30 47 63 19:30 27 29
7:45 58 152 45 156 308 19:45 27 103 24 116 219
8:00 39 32 20:00 30 32
8:15 37 23 20:15 40 23
8:30 43 43 20:30 32 18
8:45 23 142 32 130 272 20:45 25 127 16 89 216
9:00 28 16 21:00 18 10
9:15 10 25 21:15 17 15
9:30 12 21 21:30 10 14
9:45 14 64 21 83 147 21:45 14 59 7 46 105
10:00 23 18 22:00 13 7
10:15 19 24 22:15 7 7
10:30 8 18 22:30 7 4
10:45 20 70 21 81 151 22:45 10 37 8 26 63
11:00 24 25 23:00 7 4
11:15 23 16 23:15 8 5
11:30 17 29 23:30 10 2
11:45 23 87 17 87 174 23:45 8 33 4 15 48
Total Vol. 649 681 1330 1361 1278 2639
EB WB Combined
2010 1959 3969
Split % 48.8% 51.2% 33.5% 51.6% 48.4% 66.5%
Peak Hour 7:30 7:15 7:30 15:15 15:30 15:45
Volume 181 172 344 170 190 352
P.H.F. 0.78 0.68 0.78 0.85 0.82 0.81
Tuesday, August 29, 2023 SC4183
ADT1 Randall east of Lilac. Prepared by AimTD LLC tel. 714 253 7888 Daily Totals
AM PM
[email protected] Tell. 714 253 7888 Apx-39
CITY: Rialto PROJECT:

AM Period NB SB PM Period NB SB
0:00 1 3 12:00 11 13
0:15 3 2 12:15 12 17
0:30 3 3 12:30 11 16
0:45 1 8 2 10 18 12:45 14 48 19 65 113
1:00 0 3 13:00 17 21
1:15 1 1 13:15 17 32
1:30 0 1 13:30 22 40
1:45 3 4 2 7 11 13:45 19 75 59 152 227
2:00 1 1 14:00 72 52
2:15 0 0 14:15 37 17
2:30 0 1 14:30 28 26
2:45 2 3 2 4 7 14:45 27 164 32 127 291
3:00 1 2 15:00 41 34
3:15 2 1 15:15 30 34
3:30 0 2 15:30 33 24
3:45 3 6 1 6 12 15:45 33 137 47 139 276
4:00 1 4 16:00 46 26
4:15 2 9 16:15 29 27
4:30 2 11 16:30 20 17
4:45 3 8 4 28 36 16:45 27 122 42 112 234
5:00 4 8 17:00 32 25
5:15 3 11 17:15 39 27
5:30 3 16 17:30 37 18
5:45 5 15 6 41 56 17:45 16 124 19 89 213
6:00 3 14 18:00 23 14
6:15 6 14 18:15 21 17
6:30 9 13 18:30 35 23
6:45 10 28 19 60 88 18:45 19 98 19 73 171
7:00 7 24 19:00 16 13
7:15 20 45 19:15 12 14
7:30 55 142 19:30 12 9
7:45 78 160 82 293 453 19:45 12 52 14 50 102
8:00 40 35 20:00 11 18
8:15 38 16 20:15 11 10
8:30 9 27 20:30 14 15
8:45 14 101 22 100 201 20:45 9 45 13 56 101
9:00 11 18 21:00 10 10
9:15 10 14 21:15 7 7
9:30 14 11 21:30 9 12
9:45 9 44 15 58 102 21:45 4 30 4 33 63
10:00 11 12 22:00 8 6
10:15 17 15 22:15 3 8
10:30 19 25 22:30 2 4
10:45 24 71 19 71 142 22:45 7 20 2 20 40
11:00 22 31 23:00 5 1
11:15 25 12 23:15 3 4
11:30 20 23 23:30 1 2
11:45 11 78 23 89 167 23:45 2 11 2 9 20
Total Vol. 526 767 1293 926 925 1851
NB SB Combined
1452 1692 3144
Split % 40.7% 59.3% 41.1% 50.0% 50.0% 58.9%
Peak Hour 7:30 7:15 7:15 14:00 13:15 13:30
Volume 211 304 497 164 183 318
P.H.F. 0.68 0.54 0.63 0.57 0.78 0.64
Tuesday, August 29, 2023 SC4183
ADT2 Lilac south of Randall. Prepared by AimTD LLC tel. 714 253 7888 Daily Totals
AM PM
[email protected] Tell. 714 253 7888 Apx-40

APPENDIX D

INTERSECTION LEVEL OF SERVICE WORKSHEETS

Apx-41

EXISTING
Apx-42

0.584
Volume to Capacity (v/c):

C
Level Of Service:

22.3 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Signalized
Control Type:

Intersection 1: Lilac Ave (NS) at Randall Ave (EW) at Bloomington Ave (NE/SW) Intersection Level Of Service Report
Yes
Yes
Crosswalk
No
No
Curb Present

0.00 0.00
Grade [%]

25.00 35.00
Speed [mph]

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00
Lane Width [ft]
Right2
Right
Thru
Left
Left2
Right2
Right
Thru
Left
Left2
Turning Movement
Lane Configuration
Southbound
Northbound
Approach
Lilac Ave
Lilac Ave
Name
Intersection Setup
9/13/2023
AM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-43
0 0
Bicycle Volume [bicycles/h]
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
v_ci, Inbound Pedestrian Volume along the le
0 0
v_co, Outbound Pedestrian Volume along th
0 0
v_di, Inbound Pedestrian Volume crossing th
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
Presence of On-Street Parking
7 34
105
24 3
50 46
129
56 9
Total Analysis Volume [veh/h]
2 8
26 6
1 12
11 32
14 2
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.7450

0.7450
Peak Hour Factor
5 25
78 18
2 37
34 96
42 7
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000
Growth Factor

0.00 Proportion of CAVs [%]

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
5 25
78 18
2 37
34 96
42 7
Base Volume Input [veh/h]
Lilac Ave
Lilac Ave
Name
Volumes
9/13/2023
AM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-44
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
Pedestrian Recall
No
No
Maximum Recall
No
No
Minimum Recall

0.0 0.0

2.0 0.0

0.0 0.0

0.0 2.0

0.0 0.0
l2, Clearance Lost Time [s]

0.0 0.0

2.0 0.0

0.0 0.0

0.0 2.0

0.0 0.0
l1, Start-Up Lost Time [s]
No
No
Rest In Walk

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 0
10 0
0 0
0 10
0 0
Pedestrian Clearance [s]
0 0
7 0
0 0
0 7
0 0
Walk [s]

0.0 0.0

3.0 0.0

0.0 0.0

0.0 3.0

0.0 0.0
Vehicle Extension [s]
0 0
29 0
0 0
0 29
0 0
Split [s]

0.0 0.0

1.0 0.0

0.0 0.0

0.0 1.0

0.0 0.0
All red [s]

0.0 0.0

3.0 0.0

0.0 0.0

0.0 3.0

0.0 0.0
Amber [s]
0 0
30 0
0 0
0 30
0 0
Maximum Green [s]
0 0
7 0
0 0
0 7
0 0
Minimum Green [s]
-
-
-
-
-
-
-
-
-
-
Lead / Lag
Auxiliary Signal Groups
0 0
12 0
0 0
0 10
0 0
Signal Group
Permissiv
Permissiv
Permissiv
Permissiv
Permissiv
Permissiv
Permissiv
Permissiv
Permissiv
Permissiv
Control Type
Phasing & Timing

20.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
130
Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
9/13/2023
AM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-45

80.81 142.31
95th-Percentile Queue Length [ft/ln]

3.23 5.69
95th-Percentile Queue Length [veh/ln]

44.89 79.06
50th-Percentile Queue Length [ft/ln]

1.80 3.16
50th-Percentile Queue Length [veh/ln]
No
Yes
Critical Lane Group
B
C
Lane Group LOS

19.12 21.70
d, Delay for Lane Group [s/veh]

0.39 0.66
X, volume / capacity
Lane Group Results

1.00 1.00
PF, progression factor

1.00 1.00
Rp, platoon ratio

0.00 0.00
d3, Initial Queue Delay [s]

0.56 1.71
d2, Incremental Delay [s]

1.00 1.00
I, Upstream Filtering Factor

0.11 0.11
k, delay calibration

18.56 19.98
d1, Uniform Delay [s]
442
438
c, Capacity [veh/h]
1794
1751
s, saturation flow rate [veh/h]

0.10 0.17
(v / s)_i Volume / Saturation Flow Rate

0.20 0.20
g / C, Green / Cycle
11 11
g_i, Effective Green Time [s]

2.00 2.00
l2, Clearance Lost Time [s]

2.00 2.00
l1_p, Permitted Start-Up Lost Time [s]

4.00 4.00
L, Total Lost Time per Cycle [s]
53 53
C, Cycle Length [s]
C
C
Lane Group
Lane Group Calculations
9/13/2023
AM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-46
A
A
Bicycle LOS

1.794

1.863
I_b,int, Bicycle LOS Score for Intersection

7.30 7.30
d_b, Bicycle Delay [s]
948
948
c_b, Capacity of the bicycle lane [bicycles/h]
2000
2000
s_b, Saturation Flow Rate of the bicycle lane
A
B
Crosswalk LOS

1.844

2.074
I_p,int, Pedestrian LOS Score for Intersection

16.52 16.52
d_p, Pedestrian Delay [s]

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00
M_corner, Corner Circulation Area [ft²/ped]

11.0 11.0
g_Walk,mi, Effective Walk Time [s]
Other Modes

0.584
Intersection V/C
C
Intersection LOS

22.32 d_I, Intersection Delay [s/veh]
B
C
Approach LOS

19.12 21.70
d_A, Approach Delay [s/veh]
B
B
B
B
B
C
C
C
C
C
Movement LOS

19.12 19.12

19.12 21.70

21.70 21.70

21.70 21.70
d_M, Delay for Movement [s/veh]
Movement, Approach, & Intersection Results
9/13/2023
AM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-47
Yes
Yes
Crosswalk
No
No
Curb Present

0.00 0.00
Grade [%]

35.00 40.00
Speed [mph]

0.00 100.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 1
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
112.00
100.00
100.00
100.00

70.00 75.00
100.00
100.00
100.00

75.00 Entry Pocket Length [ft]
0 1
0 0
1 1
0 0
0 1
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Right
Thru
Left2
Left2
Right2
Right
Thru
Left
Left2
Turning Movement
Lane Configuration
Westbound
Eastbound
Approach
Randall Ave
Randall Ave
Name
Intersection Setup
9/13/2023
AM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-48
0 0
Bicycle Volume [bicycles/h]
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
v_ci, Inbound Pedestrian Volume along the le
0 0
v_co, Outbound Pedestrian Volume along th
0 0
v_di, Inbound Pedestrian Volume crossing th
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
Presence of On-Street Parking
15 1
137
67 0
1 118
153
0 51
Total Analysis Volume [veh/h]
4 0
34 17
0 0
30 38
0 13
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.7450

0.9500

0.7450

0.9500

0.7450
Peak Hour Factor
11 1
102
50 0
1 88
114
0 38
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000
Growth Factor

0.00 Proportion of CAVs [%]

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
11 1
102
50 0
1 88
114
0 38
Base Volume Input [veh/h]
Randall Ave
Randall Ave
Name
Volumes
9/13/2023
AM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-49
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
Pedestrian Recall
No
No
No
No
Maximum Recall
No
Yes
No
Yes
Minimum Recall

0.0 0.0

2.0 2.0

0.0 0.0

0.0 2.0

0.0 2.0
l2, Clearance Lost Time [s]

0.0 0.0

2.0 2.0

0.0 0.0

0.0 2.0

0.0 2.0
l1, Start-Up Lost Time [s]
No
No
Rest In Walk

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 0
16 0
0 0
0 19
0 0
Pedestrian Clearance [s]
0 0
7 0
0 0
0 7
0 0
Walk [s]

0.0 0.0

3.0 3.0

0.0 0.0

0.0 3.0

0.0 3.0
Vehicle Extension [s]
0 0
27 14
0 0
0 30
0 17
Split [s]

0.0 0.0

1.0 1.0

0.0 0.0

0.0 1.0

0.0 1.0
All red [s]

0.0 0.0

3.0 3.0

0.0 0.0

0.0 3.0

0.0 3.0
Amber [s]
0 0
30 7
0 0
0 30
0 7
Maximum Green [s]
0 0
7 7
0 0
0 7
0 7
Minimum Green [s]
-
-
-
Lag
-
-
-
-
-
Lag
Lead / Lag
Auxiliary Signal Groups
0 0
8 3
0 0
0 4
0 7
Signal Group
Permissiv
Permissiv
Permissiv
Protected
Permissiv
Permissiv
Permissiv
Permissiv
Permissiv
Protected
Control Type
Phasing & Timing

20.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

7.56 72.45

36.13 60.59

78.14 25.47
95th-Percentile Queue Length [ft/ln]

0.30 2.90

1.45 2.42

3.13 1.02
95th-Percentile Queue Length [veh/ln]

4.20 40.25

20.07 33.66

43.41 14.15
50th-Percentile Queue Length [ft/ln]

0.17 1.61

0.80 1.35

1.74 0.57
50th-Percentile Queue Length [veh/ln]
No
No
Yes
No
Yes
No
Critical Lane Group
C
C
C
C
C
C
Lane Group LOS

20.91 24.72

25.08 23.95

24.24 23.23
d, Delay for Lane Group [s/veh]

0.08 0.61

0.44 0.57

0.62 0.30
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.18 2.61

2.02 2.37

2.50 0.95
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.11 0.11

0.11 0.11
k, delay calibration

20.72 22.11

23.05 21.58

21.74 22.28
d1, Uniform Delay [s]
192
226
151
211
248
172
c, Capacity [veh/h]
1615
1900
1810
1615
1900
1810
s, saturation flow rate [veh/h]

0.01 0.07

0.04 0.07

0.08 0.03
(v / s)_i Volume / Saturation Flow Rate

0.12 0.12

0.08 0.13

0.13 0.09
g / C, Green / Cycle
6 6
4 7
7 5
g_i, Effective Green Time [s]

2.00 2.00

2.00 2.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

4.00 4.00

4.00 4.00
L, Total Lost Time per Cycle [s]
53 53
53 53
53 53
C, Cycle Length [s]
R
C
L
R
C
L
Lane Group
Lane Group Calculations
9/13/2023
AM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-51
A
B
Bicycle LOS

1.921

2.091
I_b,int, Bicycle LOS Score for Intersection

8.38 6.78
d_b, Bicycle Delay [s]
872
986
c_b, Capacity of the bicycle lane [bicycles/h]
2000
2000
s_b, Saturation Flow Rate of the bicycle lane
B
B
Crosswalk LOS

2.413

2.368
I_p,int, Pedestrian LOS Score for Intersection

16.52 16.52
d_p, Pedestrian Delay [s]

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00
M_corner, Corner Circulation Area [ft²/ped]

11.0 11.0
g_Walk,mi, Effective Walk Time [s]
Other Modes

0.584
Intersection V/C
C
Intersection LOS

22.32 d_I, Intersection Delay [s/veh]
C
C
Approach LOS

24.55 23.98
d_A, Approach Delay [s/veh]
C
C
C
C
C
C
C
C
Movement LOS

24.72 20.91

24.72 25.08

0.00 23.95

24.24 24.24

0.00 23.23
d_M, Delay for Movement [s/veh]
Movement, Approach, & Intersection Results
9/13/2023
AM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-52
Yes
Yes
Crosswalk
No
No
Curb Present

0.00 0.00
Grade [%]

50.00 50.00
Speed [mph]

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
195.00
100.00
100.00
100.00
100.00
210.00
Entry Pocket Length [ft]
0 0
0 0
1 0
0 0
0 1
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00
Lane Width [ft]
Right2
Right
Thru
Left
Left
Right2
Right2
Thru
Left
Left2
Turning Movement
Lane Configuration
Southwestbound
Northeastbound
Approach
Bloomington Ave
Bloomington Ave
Name
Intersection Setup
9/13/2023
AM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-53
0 0
Bicycle Volume [bicycles/h]
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
v_ci, Inbound Pedestrian Volume along the le
0 0
v_co, Outbound Pedestrian Volume along th
0 0
v_di, Inbound Pedestrian Volume crossing th
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
Presence of On-Street Parking
4 13
128
58 0
46 16
169
20 0
Total Analysis Volume [veh/h]
1 3
32 14
0 11
4 42
5 0
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.7450

0.9500

0.7450

0.9500
Peak Hour Factor
3 10
95 43
0 34
12 126
15 0
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000
Growth Factor

0.00 Proportion of CAVs [%]

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
3 10
95 43
0 34
12 126
15 0
Base Volume Input [veh/h]
Bloomington Ave
Bloomington Ave
Name
Volumes
9/13/2023
AM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-54
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
Pedestrian Recall
No
No
No
No
Maximum Recall
No
Yes
No
Yes
Minimum Recall

0.0 0.0

2.0 2.0

2.0 0.0

0.0 2.0

2.0 2.0
l2, Clearance Lost Time [s]

0.0 0.0

2.0 2.0

2.0 0.0

0.0 2.0

2.0 2.0
l1, Start-Up Lost Time [s]
No
No
Rest In Walk

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 0
32 0
0 0
0 23
0 0
Pedestrian Clearance [s]
0 0
7 0
0 0
0 7
0 0
Walk [s]

0.0 0.0

3.0 3.0

3.0 0.0

0.0 3.0

3.0 3.0
Vehicle Extension [s]
0 0
43 23
23 0
0 34
14 14
Split [s]

0.0 0.0

1.0 1.0

1.0 0.0

0.0 1.0

1.0 1.0
All red [s]

0.0 0.0

3.0 3.0

3.0 0.0

0.0 3.0

3.0 3.0
Amber [s]
0 0
30 7
7 0
0 30
7 7
Maximum Green [s]
0 0
7 7
7 0
0 7
7 7
Minimum Green [s]
-
-
-
Lag
Lag
-
-
-
Lead
Lead
Lead / Lag
Auxiliary Signal Groups
0 0
6 1
1 0
0 2
5 5
Signal Group
Permissiv
Permissiv
Permissiv
Protected
ProtPerm
Permissiv
Permissiv
Permissiv
Protected
Protected
Control Type
Phasing & Timing

20.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

6.78 32.40

19.92 29.72

28.11 41.03

35.59 11.73
95th-Percentile Queue Length [ft/ln]

0.27 1.30

0.80 1.19

1.12 1.64

1.42 0.47
95th-Percentile Queue Length [veh/ln]

3.77 18.00

11.07 16.51

15.62 22.79

19.77 6.52
50th-Percentile Queue Length [ft/ln]

0.15 0.72

0.44 0.66

0.62 0.91

0.79 0.26
50th-Percentile Queue Length [veh/ln]
No
No
No
Yes
No
Yes
No
No
Critical Lane Group
B
B
B
C
C
C
C
C
Lane Group LOS

18.46 19.35

18.88 25.28

21.69 22.02

21.72 27.91
d, Delay for Lane Group [s/veh]

0.06 0.24

0.15 0.42

0.30 0.37

0.32 0.32
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.09 0.38

0.21 2.00

0.80 0.93

0.76 2.98
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.11 0.11

0.11 0.11
k, delay calibration

18.37 18.96

18.66 23.28

20.89 21.09

20.96 24.93
d1, Uniform Delay [s]
276
324
324
139
207
244
244
62 c, Capacity [veh/h]
1615
1900
1900
1810
1615
1900
1900
1810
s, saturation flow rate [veh/h]

0.01 0.04

0.03 0.03

0.04 0.05

0.04 0.01
(v / s)_i Volume / Saturation Flow Rate

0.17 0.17

0.17 0.08

0.13 0.13

0.13 0.03
g / C, Green / Cycle
9 9
9 4
7 7
7 2
g_i, Effective Green Time [s]

2.00 2.00

2.00 2.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

4.00 4.00

4.00 4.00
L, Total Lost Time per Cycle [s]
53 53
53 53
53 53
53 53
C, Cycle Length [s]
R
C
C
L
R
C
C
L
Lane Group
Lane Group Calculations
9/13/2023
AM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-56
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]

0.00 27.91

21.88 22.02

21.69 0.00

25.28 19.17

19.35 18.46
Movement LOS
C
C
C
C
C
B
B
B
d_A, Approach Delay [s/veh]

22.31 20.85
Approach LOS
C
C
d_I, Intersection Delay [s/veh]

22.32 Intersection LOS
C
Intersection V/C

0.584
Other Modes
g_Walk,mi, Effective Walk Time [s]

11.0 11.0
M_corner, Corner Circulation Area [ft²/ped]

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00
d_p, Pedestrian Delay [s]

16.52 16.52
I_p,int, Pedestrian LOS Score for Intersection

2.754

2.575
Crosswalk LOS
C
B
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
c_b, Capacity of the bicycle lane [bicycles/h]
1138
1479
d_b, Bicycle Delay [s]

4.90 1.79
I_b,int, Bicycle LOS Score for Intersection

1.753

1.724
Bicycle LOS
A
A
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 4
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 3
-
-
-
-
-
-
-
-
-
-
-
12 8
7 6
5 Ring 2
-
-
-
-
-
-
-
-
-
-
-
10 4
3 2
1 Ring 1
Sequence
9/13/2023
AM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-57

0.003
Volume to Capacity (v/c):

A
Level Of Service:

0.0 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 2: Lilac Ave (NS) at Project Dwy (EW)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

25.00 35.00

35.00 Speed [mph]

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Left
Thru
Left
Right
Thru
Turning Movement
Lane Configuration
Westbound
Southbound
Northbound
Approach
Lilac Ave
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
0 0
296
0 0
227
Total Analysis Volume [veh/h]
0 0
74 0
0 57
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9500

0.9500
Peak Hour Factor
0 0
281
0 0
216
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000
Growth Factor

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
0 0
281
0 0
216
Base Volume Input [veh/h]
Lilac Ave
Name
Volumes
9/13/2023
AM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-58
A
Intersection LOS

0.00 d_I, Intersection Delay [s/veh]
B
A
A
Approach LOS

10.68 0.00

0.00 d_A, Approach Delay [s/veh]

0.00 0.00

0.00 0.00
95th-Percentile Queue Length [ft/ln]

0.00 0.00

0.00 0.00
95th-Percentile Queue Length [veh/ln]
A
B
A
A
A
A
Movement LOS

9.40 11.95

0.00 7.66

0.00 0.00
d_M, Delay for Movement [s/veh]

0.00 0.00

0.00 0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
No
Flared Lane
Stop
Free
Free
Priority Scheme
Intersection Settings
9/13/2023
AM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-59

0.002
Volume to Capacity (v/c):

A
Level Of Service:

0.0 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 3: Project Dwy (NS) at Randall Ave (NS)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

30.00 40.00

25.00 Speed [mph]

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00
Lane Width [ft]
Thru
Left
Right
Thru
Right
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Northbound
Approach
Randall Ave
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
173
0 0
193
0 0
Total Analysis Volume [veh/h]
43 0
0 48
0 0
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9500

0.9500
Peak Hour Factor
164
0 0
183
0 0
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000
Growth Factor

0.00 2.00

0.00 0.00

0.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
164
0 0
183
0 0
Base Volume Input [veh/h]
Randall Ave
Name
Volumes
9/13/2023
AM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-60
A
Intersection LOS

0.00 d_I, Intersection Delay [s/veh]
A
A
A
Approach LOS

0.00 0.00

9.22 d_A, Approach Delay [s/veh]

0.00 0.00

0.00 0.00
95th-Percentile Queue Length [ft/ln]

0.00 0.00

0.00 0.00
95th-Percentile Queue Length [veh/ln]
A
A
A
A
Movement LOS

0.00 0.00

9.22 0.00
d_M, Delay for Movement [s/veh]

0.00 0.00

0.00 0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
Flared Lane
Free
Free
Stop
Priority Scheme
Intersection Settings
9/13/2023
AM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-61

0.606
Volume to Capacity (v/c):

C
Level Of Service:

15.9 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

All-way stop
Control Type:

Intersection 4: Willow Ave (NS) at Randall Ave (EW)
Intersection Level Of Service Report
Yes
Yes
Yes
Yes
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

40.00 25.00

40.00 25.00
Speed [mph]

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
160.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
1 0
0 1
0 1
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
47 161
37 34
166
19 13
279
43 79
183
19 Total Analysis Volume [veh/h]
12 40
9 9
41 5
3 70
11 20
46 5
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.8750

0.8750
Peak Hour Factor
41 141
32 30
145
17 11
244
38 69
160
17 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000
Growth Factor

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
41 141
32 30
145
17 11
244
38 69
160
17 Base Volume Input [veh/h]
Name
Volumes
9/13/2023
AM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-62
C
Intersection LOS

15.88 Intersection Delay [s/veh]
B
B
C
C
Approach LOS

14.56 12.50

19.02 15.92
Approach Delay [s/veh]

7.23 50.75

4.83 35.63

3.15 100.50

70.90 95th-Percentile Queue Length [ft]

0.29 2.03

0.19 1.43

0.13 4.02

2.84 95th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results

0.09 0.42

0.06 0.33

0.04 0.61

0.51 Degree of Utilization, x
532
475
560
504
470
553
556
Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
9/13/2023
AM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-63

0.485
Volume to Capacity (v/c):

B
Level Of Service:

18.9 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Signalized
Control Type:

Intersection 1: Lilac Ave (NS) at Randall Ave (EW) at Bloomington Ave (NE/SW) Intersection Level Of Service Report
Yes
Yes
Crosswalk
No
No
Curb Present

0.00 0.00
Grade [%]

25.00 35.00
Speed [mph]

0.00 0.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right2
Right
Thru
Left
Left2
Right2
Right
Thru
Left
Left2
Turning Movement
Lane Configuration
Southbound
Northbound
Approach
Lilac Ave
Lilac Ave
Name
Intersection Setup
9/12/2023
PM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-64
0 0
Bicycle Volume [bicycles/h]
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
v_ci, Inbound Pedestrian Volume along the le
0 0
v_co, Outbound Pedestrian Volume along th
0 0
v_di, Inbound Pedestrian Volume crossing th
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
Presence of On-Street Parking
3 27
66 8
2 12
12 98
25 2
Total Analysis Volume [veh/h]
1 7
16 2
1 3
3 25
6 1
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9270

0.9270
Peak Hour Factor
3 25
61 7
2 11
11 91
23 2
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000
Growth Factor

0.00 Proportion of CAVs [%]

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
3 25
61 7
2 11
11 91
23 2
Base Volume Input [veh/h]
Lilac Ave
Lilac Ave
Name
Volumes
9/12/2023
PM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-65
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
Pedestrian Recall
No
No
Maximum Recall
No
No
Minimum Recall

0.0 0.0

2.0 0.0

0.0 0.0

0.0 2.0

0.0 0.0
l2, Clearance Lost Time [s]

0.0 0.0

2.0 0.0

0.0 0.0

0.0 2.0

0.0 0.0
l1, Start-Up Lost Time [s]
No
No
Rest In Walk

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 0
10 0
0 0
0 10
0 0
Pedestrian Clearance [s]
0 0
7 0
0 0
0 7
0 0
Walk [s]

0.0 0.0

3.0 0.0

0.0 0.0

0.0 3.0

0.0 0.0
Vehicle Extension [s]
0 0
29 0
0 0
0 29
0 0
Split [s]

0.0 0.0

1.0 0.0

0.0 0.0

0.0 1.0

0.0 0.0
All red [s]

0.0 0.0

3.0 0.0

0.0 0.0

0.0 3.0

20.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
130
Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
9/12/2023
PM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-66

42.79 58.81
95th-Percentile Queue Length [ft/ln]

1.71 2.35
95th-Percentile Queue Length [veh/ln]

23.77 32.67
50th-Percentile Queue Length [ft/ln]

0.95 1.31
50th-Percentile Queue Length [veh/ln]
No
Yes
Critical Lane Group
B
B
Lane Group LOS

18.27 19.04
d, Delay for Lane Group [s/veh]

0.32 0.44
X, volume / capacity
Lane Group Results

1.00 1.00
PF, progression factor

1.00 1.00
Rp, platoon ratio

0.00 0.00
d3, Initial Queue Delay [s]

0.53 0.88
d2, Incremental Delay [s]

1.00 1.00
I, Upstream Filtering Factor

0.11 0.11
k, delay calibration

17.74 18.16
d1, Uniform Delay [s]
336
342
c, Capacity [veh/h]
1832
1820
s, saturation flow rate [veh/h]

0.06 0.08
(v / s)_i Volume / Saturation Flow Rate

0.13 0.13
g / C, Green / Cycle
6 6
g_i, Effective Green Time [s]

2.00 2.00
l2, Clearance Lost Time [s]

2.00 2.00
l1_p, Permitted Start-Up Lost Time [s]

4.00 4.00
L, Total Lost Time per Cycle [s]
44 44
C, Cycle Length [s]
C
C
Lane Group
Lane Group Calculations
9/12/2023
PM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-67
A
A
Bicycle LOS

1.716

1.744
I_b,int, Bicycle LOS Score for Intersection

4.22 4.22
d_b, Bicycle Delay [s]
1127
1127
c_b, Capacity of the bicycle lane [bicycles/h]
2000
2000
s_b, Saturation Flow Rate of the bicycle lane
A
A
Crosswalk LOS

1.802

1.844
I_p,int, Pedestrian LOS Score for Intersection

12.54 12.54
d_p, Pedestrian Delay [s]

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00
M_corner, Corner Circulation Area [ft²/ped]

11.0 11.0
g_Walk,mi, Effective Walk Time [s]
Other Modes

0.485
Intersection V/C
B
Intersection LOS

18.93 d_I, Intersection Delay [s/veh]
B
B
Approach LOS

18.27 19.04
d_A, Approach Delay [s/veh]
B
B
B
B
B
B
B
B
B
B
Movement LOS

18.27 18.27

18.27 19.04

19.04 19.04

19.04 19.04
d_M, Delay for Movement [s/veh]
Movement, Approach, & Intersection Results
9/12/2023
PM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-68
Yes
Yes
Crosswalk
No
No
Curb Present

0.00 0.00
Grade [%]

35.00 40.00
Speed [mph]

0.00 100.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 1
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
112.00
100.00
100.00
100.00

70.00 75.00
100.00
100.00
100.00

75.00 Entry Pocket Length [ft]
0 1
0 0
1 1
0 0
0 1
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Right
Thru
Left2
Left2
Right2
Right
Thru
Left
Left2
Turning Movement
Lane Configuration
Westbound
Eastbound
Approach
Randall Ave
Randall Ave
Name
Intersection Setup
9/12/2023
PM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-69
0 0
Bicycle Volume [bicycles/h]
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
v_ci, Inbound Pedestrian Volume along the le
0 0
v_co, Outbound Pedestrian Volume along th
0 0
v_di, Inbound Pedestrian Volume crossing th
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
Presence of On-Street Parking
15 0
140
38 0
8 24
138
0 38
Total Analysis Volume [veh/h]
4 0
35 9
0 2
6 35
0 9
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9270

0.9500

0.9270

0.9500

0.9270
Peak Hour Factor
14 0
130
35 0
7 22
128
0 35
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000
Growth Factor

0.00 Proportion of CAVs [%]

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
14 0
130
35 0
7 22
128
0 35
Base Volume Input [veh/h]
Randall Ave
Randall Ave
Name
Volumes
9/12/2023
PM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-70
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
Pedestrian Recall
No
No
No
No
Maximum Recall
No
Yes
No
Yes
Minimum Recall

0.0 0.0

2.0 2.0

0.0 0.0

0.0 2.0

0.0 2.0
l2, Clearance Lost Time [s]

0.0 0.0

2.0 2.0

0.0 0.0

0.0 2.0

0.0 2.0
l1, Start-Up Lost Time [s]
No
No
Rest In Walk

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 0
16 0
0 0
0 19
0 0
Pedestrian Clearance [s]
0 0
7 0
0 0
0 7
0 0
Walk [s]

0.0 0.0

3.0 3.0

0.0 0.0

0.0 3.0

0.0 3.0
Vehicle Extension [s]
0 0
27 14
0 0
0 30
0 17
Split [s]

0.0 0.0

1.0 1.0

0.0 0.0

0.0 1.0

0.0 1.0
All red [s]

0.0 0.0

3.0 3.0

0.0 0.0

0.0 3.0

20.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
130
Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
9/12/2023
PM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-71

5.49 56.84

17.30 11.46

53.76 16.61
95th-Percentile Queue Length [ft/ln]

0.22 2.27

0.69 0.46

2.15 0.66
95th-Percentile Queue Length [veh/ln]

3.05 31.58

9.61 6.37

29.87 9.23
50th-Percentile Queue Length [ft/ln]

0.12 1.26

0.38 0.25

1.19 0.37
50th-Percentile Queue Length [veh/ln]
No
Yes
No
No
No
Yes
Critical Lane Group
B
B
C
B
B
C
Lane Group LOS

16.93 19.69

21.91 17.12

19.34 21.51
d, Delay for Lane Group [s/veh]

0.07 0.54

0.34 0.14

0.52 0.32
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.13 1.73

1.81 0.28

1.54 1.57
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.11 0.11

0.11 0.11
k, delay calibration

16.80 17.97

20.11 16.84

17.79 19.95
d1, Uniform Delay [s]
221
260
111
227
267
118
c, Capacity [veh/h]
1615
1900
1810
1615
1900
1810
s, saturation flow rate [veh/h]

0.01 0.07

0.02 0.02

0.07 0.02
(v / s)_i Volume / Saturation Flow Rate

0.14 0.14

0.06 0.14

0.14 0.06
g / C, Green / Cycle
6 6
3 6
6 3
g_i, Effective Green Time [s]

2.00 2.00

2.00 2.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

4.00 4.00

4.00 4.00
L, Total Lost Time per Cycle [s]
44 44
44 44
44 44
C, Cycle Length [s]
R
C
L
R
C
L
Lane Group
Lane Group Calculations
9/12/2023
PM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-72
A
A
Bicycle LOS

1.878

1.890
I_b,int, Bicycle LOS Score for Intersection

5.14 3.80
d_b, Bicycle Delay [s]
1037
1172
c_b, Capacity of the bicycle lane [bicycles/h]
2000
2000
s_b, Saturation Flow Rate of the bicycle lane
B
B
Crosswalk LOS

2.356

2.255
I_p,int, Pedestrian LOS Score for Intersection

12.54 12.54
d_p, Pedestrian Delay [s]

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00
M_corner, Corner Circulation Area [ft²/ped]

11.0 11.0
g_Walk,mi, Effective Walk Time [s]
Other Modes

0.485
Intersection V/C
B
Intersection LOS

18.93 d_I, Intersection Delay [s/veh]
B
B
Approach LOS

19.92 19.39
d_A, Approach Delay [s/veh]
B
B
B
C
B
B
B
C
Movement LOS

19.69 16.93

19.69 21.91

0.00 17.12

19.34 19.34

0.00 21.51
d_M, Delay for Movement [s/veh]
Movement, Approach, & Intersection Results
9/12/2023
PM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-73
Yes
Yes
Crosswalk
No
No
Curb Present

0.00 0.00
Grade [%]

50.00 50.00
Speed [mph]

0.00 0.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right2
Right
Thru
Left
Left
Right2
Right2
Thru
Left
Left2
Turning Movement
Lane Configuration
Southwestbound
Northeastbound
Approach
Bloomington Ave
Bloomington Ave
Name
Intersection Setup
9/12/2023
PM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-74
0 0
Bicycle Volume [bicycles/h]
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
v_ci, Inbound Pedestrian Volume along the le
0 0
v_co, Outbound Pedestrian Volume along th
0 0
v_di, Inbound Pedestrian Volume crossing th
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
Presence of On-Street Parking
6 13
136
13 0
10 14
252
53 0
Total Analysis Volume [veh/h]
2 3
34 3
0 2
4 63
13 0
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9270

0.9500

0.9270

0.9500
Peak Hour Factor
6 12
126
12 0
9 13
234
49 0
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000
Growth Factor

0.00 Proportion of CAVs [%]

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
6 12
126
12 0
9 13
234
49 0
Base Volume Input [veh/h]
Bloomington Ave
Bloomington Ave
Name
Volumes
9/12/2023
PM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-75
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
Pedestrian Recall
No
No
No
No
Maximum Recall
No
Yes
No
Yes
Minimum Recall

0.0 0.0

2.0 2.0

2.0 0.0

0.0 2.0

2.0 2.0
l2, Clearance Lost Time [s]

0.0 0.0

2.0 2.0

2.0 0.0

0.0 2.0

2.0 2.0
l1, Start-Up Lost Time [s]
No
No
Rest In Walk

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 0
32 0
0 0
0 23
0 0
Pedestrian Clearance [s]
0 0
7 0
0 0
0 7
0 0
Walk [s]

0.0 0.0

3.0 3.0

3.0 0.0

0.0 3.0

3.0 3.0
Vehicle Extension [s]
0 0
43 23
23 0
0 34
14 14
Split [s]

0.0 0.0

1.0 1.0

1.0 0.0

0.0 1.0

1.0 1.0
All red [s]

0.0 0.0

3.0 3.0

3.0 0.0

0.0 3.0

20.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
130
Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
9/12/2023
PM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-76

6.38 29.19

17.91 5.24

7.79 56.77

32.14 21.50
95th-Percentile Queue Length [ft/ln]

0.26 1.17

0.72 0.21

0.31 2.27

1.29 0.86
95th-Percentile Queue Length [veh/ln]

3.55 16.22

9.95 2.91

4.33 31.54

17.86 11.95
50th-Percentile Queue Length [ft/ln]

0.14 0.65

0.40 0.12

0.17 1.26

0.71 0.48
50th-Percentile Queue Length [veh/ln]
No
No
No
Yes
No
Yes
No
No
Critical Lane Group
B
B
B
C
B
B
B
C
Lane Group LOS

17.01 18.12

17.50 20.30

16.41 18.98

17.48 21.19
d, Delay for Lane Group [s/veh]

0.09 0.32

0.20 0.12

0.10 0.54

0.32 0.37
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.17 0.71

0.38 0.47

0.17 1.54

0.64 1.63
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.11 0.11

0.11 0.11
k, delay calibration

16.85 17.41

17.12 19.83

16.24 17.44

16.84 19.56
d1, Uniform Delay [s]
221
260
260
111
248
292
292
142
c, Capacity [veh/h]
1615
1900
1900
1810
1615
1900
1900
1810
s, saturation flow rate [veh/h]

0.01 0.04

0.03 0.01

0.01 0.08

0.05 0.03
(v / s)_i Volume / Saturation Flow Rate

0.14 0.14

0.14 0.06

0.15 0.15

0.15 0.08
g / C, Green / Cycle
6 6
6 3
7 7
7 3
g_i, Effective Green Time [s]

2.00 2.00

2.00 2.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

4.00 4.00

4.00 4.00
L, Total Lost Time per Cycle [s]
44 44
44 44
44 44
44 44
C, Cycle Length [s]
R
C
C
L
R
C
C
L
Lane Group
Lane Group Calculations
9/12/2023
PM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-77
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]

0.00 21.19

18.42 18.98

16.41 0.00

20.30 17.88

18.12 17.01
Movement LOS
C
B
B
B
C
B
B
B
d_A, Approach Delay [s/veh]

18.72 17.97
Approach LOS
B
B
d_I, Intersection Delay [s/veh]

18.93 Intersection LOS
B
Intersection V/C

0.485
Other Modes
g_Walk,mi, Effective Walk Time [s]

11.0 11.0
M_corner, Corner Circulation Area [ft²/ped]

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00
d_p, Pedestrian Delay [s]

12.54 12.54
I_p,int, Pedestrian LOS Score for Intersection

2.708

2.543
Crosswalk LOS
B
B
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
c_b, Capacity of the bicycle lane [bicycles/h]
1353
1758
d_b, Bicycle Delay [s]

2.32 0.32
I_b,int, Bicycle LOS Score for Intersection

1.819

1.693
Bicycle LOS
A
A
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 4
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 3
-
-
-
-
-
-
-
-
-
-
-
12 8
7 6
5 Ring 2
-
-
-
-
-
-
-
-
-
-
-
10 4
3 2
1 Ring 1
Sequence
9/12/2023
PM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-78

0.001
Volume to Capacity (v/c):

A
Level Of Service:

0.0 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 2: Lilac Ave (NS) at Project Dwy (EW)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

25.00 35.00

35.00 Speed [mph]

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Left
Thru
Left
Right
Thru
Turning Movement
Lane Configuration
Westbound
Southbound
Northbound
Approach
Lilac Ave
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
0 0
143
0 0
145
Total Analysis Volume [veh/h]
0 0
36 0
0 36
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9500

0.9500
Peak Hour Factor
0 0
136
0 0
138
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000
Growth Factor

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
0 0
136
0 0
138
Base Volume Input [veh/h]
Lilac Ave
Name
Volumes
9/12/2023
PM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-79
A
Intersection LOS

0.00 d_I, Intersection Delay [s/veh]
A
A
A
Approach LOS

9.53 0.00

0.00 d_A, Approach Delay [s/veh]

0.00 0.00

0.00 0.00
95th-Percentile Queue Length [ft/ln]

0.00 0.00

0.00 0.00
95th-Percentile Queue Length [veh/ln]
A
B
A
A
A
A
Movement LOS

8.97 10.09

0.00 7.48

0.00 0.00
d_M, Delay for Movement [s/veh]

0.00 0.00

0.00 0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
No
Flared Lane
Stop
Free
Free
Priority Scheme
Intersection Settings
9/12/2023
PM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-80

0.002
Volume to Capacity (v/c):

A
Level Of Service:

0.0 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 3: Project Dwy (NS) at Randall Ave (NS)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

30.00 40.00

25.00 Speed [mph]

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00
Lane Width [ft]
Thru
Left
Right
Thru
Right
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Northbound
Approach
Randall Ave
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
187
0 0
168
0 0
Total Analysis Volume [veh/h]
47 0
0 42
0 0
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9500

0.9500
Peak Hour Factor
178
0 0
160
0 0
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000
Growth Factor

0.00 2.00

0.00 0.00

0.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
178
0 0
160
0 0
Base Volume Input [veh/h]
Randall Ave
Name
Volumes
9/12/2023
PM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-81
A
Intersection LOS

0.00 d_I, Intersection Delay [s/veh]
A
A
A
Approach LOS

0.00 0.00

9.08 d_A, Approach Delay [s/veh]

0.00 0.00

0.00 0.00
95th-Percentile Queue Length [ft/ln]

0.00 0.00

0.00 0.00
95th-Percentile Queue Length [veh/ln]
A
A
A
A
Movement LOS

0.00 0.00

9.08 0.00
d_M, Delay for Movement [s/veh]

0.00 0.00

0.00 0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
Flared Lane
Free
Free
Stop
Priority Scheme
Intersection Settings
9/12/2023
PM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-82

0.448
Volume to Capacity (v/c):

B
Level Of Service:

13.2 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

All-way stop
Control Type:

Intersection 4: Willow Ave (NS) at Randall Ave (EW)
Intersection Level Of Service Report
Yes
Yes
Yes
Yes
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

40.00 25.00

40.00 25.00
Speed [mph]

0.00 0.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
30 162
35 24
139
7 8
214
31 26
221
18 Total Analysis Volume [veh/h]
7 40
9 6
35 2
2 54
8 7
55 4
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9470

0.9470
Peak Hour Factor
28 153
33 23
132
7 8
203
29 25
209
17 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000
Growth Factor

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
28 153
33 23
132
7 8
203
29 25
209
17 Base Volume Input [veh/h]
Name
Volumes
9/12/2023
PM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-83
B
Intersection LOS

13.18 Intersection Delay [s/veh]
B
B
B
B
Approach LOS

13.18 11.08

13.78 13.95
Approach Delay [s/veh]

4.02 43.88

3.05 25.11

1.05 54.39

57.70 95th-Percentile Queue Length [ft]

0.16 1.76

0.12 1.00

0.04 2.18

2.31 95th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results

0.05 0.38

0.04 0.25

0.01 0.43

0.45 Degree of Utilization, x
589
520
613
546
507
585
591
Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
9/12/2023
PM Peak Hour
Scenario 1: 1 Existing
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-84

EXISTING PLUS PROJECT
Apx-85

0.607
Volume to Capacity (v/c):

C
Level Of Service:

23.2 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Signalized
Control Type:

Intersection 1: Lilac Ave (NS) at Randall Ave (EW) at Bloomington Ave (NE/SW) Intersection Level Of Service Report
Yes
Yes
Crosswalk
No
No
Curb Present

0.00 0.00
Grade [%]

25.00 35.00
Speed [mph]

0.00 0.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right2
Right
Thru
Left
Left2
Right2
Right
Thru
Left
Left2
Turning Movement
Lane Configuration
Southbound
Northbound
Approach
Lilac Ave
Lilac Ave
Name
Intersection Setup
9/12/2023
AM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-86
0 0
Bicycle Volume [bicycles/h]
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
v_ci, Inbound Pedestrian Volume along the le
0 0
v_co, Outbound Pedestrian Volume along th
0 0
v_di, Inbound Pedestrian Volume crossing th
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
Presence of On-Street Parking
7 34
110
24 3
50 51
130
59 15
Total Analysis Volume [veh/h]
2 8
28 6
1 12
13 33
15 4
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.7450

0.7450
Peak Hour Factor
5 25
82 18
2 37
38 97
44 11
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
4 0
0 0
4 1
2 4
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000
Growth Factor

0.00 Proportion of CAVs [%]

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
5 25
78 18
2 37
34 96
42 7
Base Volume Input [veh/h]
Lilac Ave
Lilac Ave
Name
Volumes
9/12/2023
AM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-87
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
Pedestrian Recall
No
No
Maximum Recall
No
No
Minimum Recall

0.0 0.0

2.0 0.0

0.0 0.0

0.0 2.0

0.0 0.0
l2, Clearance Lost Time [s]

0.0 0.0

2.0 0.0

0.0 0.0

0.0 2.0

0.0 0.0
l1, Start-Up Lost Time [s]
No
No
Rest In Walk

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 0
10 0
0 0
0 10
0 0
Pedestrian Clearance [s]
0 0
7 0
0 0
0 7
0 0
Walk [s]

0.0 0.0

3.0 0.0

0.0 0.0

0.0 3.0

0.0 0.0
Vehicle Extension [s]
0 0
29 0
0 0
0 29
0 0
Split [s]

0.0 0.0

1.0 0.0

0.0 0.0

0.0 1.0

0.0 0.0
All red [s]

0.0 0.0

3.0 0.0

0.0 0.0

0.0 3.0

20.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
130
Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
9/12/2023
AM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-88

85.94 156.28
95th-Percentile Queue Length [ft/ln]

3.44 6.25
95th-Percentile Queue Length [veh/ln]

47.74 86.82
50th-Percentile Queue Length [ft/ln]

1.91 3.47
50th-Percentile Queue Length [veh/ln]
No
Yes
Critical Lane Group
B
C
Lane Group LOS

19.43 22.30
d, Delay for Lane Group [s/veh]

0.39 0.68
X, volume / capacity
Lane Group Results

1.00 1.00
PF, progression factor

1.00 1.00
Rp, platoon ratio

0.00 0.00
d3, Initial Queue Delay [s]

0.55 1.81
d2, Incremental Delay [s]

1.00 1.00
I, Upstream Filtering Factor

0.11 0.11
k, delay calibration

18.88 20.49
d1, Uniform Delay [s]
455
449
c, Capacity [veh/h]
1788
1735
s, saturation flow rate [veh/h]

0.10 0.18
(v / s)_i Volume / Saturation Flow Rate

0.21 0.21
g / C, Green / Cycle
12 12
g_i, Effective Green Time [s]

2.00 2.00
l2, Clearance Lost Time [s]

2.00 2.00
l1_p, Permitted Start-Up Lost Time [s]

4.00 4.00
L, Total Lost Time per Cycle [s]
55 55
C, Cycle Length [s]
C
C
Lane Group
Lane Group Calculations
9/12/2023
AM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-89
A
A
Bicycle LOS

1.802

1.883
I_b,int, Bicycle LOS Score for Intersection

8.07 8.07
d_b, Bicycle Delay [s]
914
914
c_b, Capacity of the bicycle lane [bicycles/h]
2000
2000
s_b, Saturation Flow Rate of the bicycle lane
A
B
Crosswalk LOS

1.849

2.105
I_p,int, Pedestrian LOS Score for Intersection

17.47 17.47
d_p, Pedestrian Delay [s]

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00
M_corner, Corner Circulation Area [ft²/ped]

11.0 11.0
g_Walk,mi, Effective Walk Time [s]
Other Modes

0.607
Intersection V/C
C
Intersection LOS

23.23 d_I, Intersection Delay [s/veh]
B
C
Approach LOS

19.43 22.30
d_A, Approach Delay [s/veh]
B
B
B
B
B
C
C
C
C
C
Movement LOS

19.43 19.43

19.43 22.30

22.30 22.30

22.30 22.30
d_M, Delay for Movement [s/veh]
Movement, Approach, & Intersection Results
9/12/2023
AM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-90
Yes
Yes
Crosswalk
No
No
Curb Present

0.00 0.00
Grade [%]

35.00 40.00
Speed [mph]

0.00 100.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 1
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
112.00
100.00
100.00
100.00

70.00 75.00
100.00
100.00
100.00

75.00 Entry Pocket Length [ft]
0 1
0 0
1 1
0 0
0 1
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Right
Thru
Left2
Left2
Right2
Right
Thru
Left
Left2
Turning Movement
Lane Configuration
Westbound
Eastbound
Approach
Randall Ave
Randall Ave
Name
Intersection Setup
9/12/2023
AM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-91
0 0
Bicycle Volume [bicycles/h]
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
v_ci, Inbound Pedestrian Volume along the le
0 0
v_co, Outbound Pedestrian Volume along th
0 0
v_di, Inbound Pedestrian Volume crossing th
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
Presence of On-Street Parking
15 1
137
74 0
1 118
160
0 51
Total Analysis Volume [veh/h]
4 0
34 18
0 0
30 40
0 13
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.7450

0.9500

0.7450

0.9500

0.7450
Peak Hour Factor
11 1
102
55 0
1 88
119
0 38
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 5
0 0
0 5
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000
Growth Factor

0.00 Proportion of CAVs [%]

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
11 1
102
50 0
1 88
114
0 38
Base Volume Input [veh/h]
Randall Ave
Randall Ave
Name
Volumes
9/12/2023
AM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-92
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
Pedestrian Recall
No
No
No
No
Maximum Recall
No
Yes
No
Yes
Minimum Recall

0.0 0.0

2.0 2.0

0.0 0.0

0.0 2.0

0.0 2.0
l2, Clearance Lost Time [s]

0.0 0.0

2.0 2.0

0.0 0.0

0.0 2.0

0.0 2.0
l1, Start-Up Lost Time [s]
No
No
Rest In Walk

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 0
16 0
0 0
0 19
0 0
Pedestrian Clearance [s]
0 0
7 0
0 0
0 7
0 0
Walk [s]

0.0 0.0

3.0 3.0

0.0 0.0

0.0 3.0

0.0 3.0
Vehicle Extension [s]
0 0
27 14
0 0
0 30
0 17
Split [s]

0.0 0.0

1.0 1.0

0.0 0.0

0.0 1.0

0.0 1.0
All red [s]

0.0 0.0

3.0 3.0

0.0 0.0

0.0 3.0

20.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
130
Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
9/12/2023
AM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-93

7.97 76.53

41.66 63.99

87.37 26.43
95th-Percentile Queue Length [ft/ln]

0.32 3.06

1.67 2.56

3.49 1.06
95th-Percentile Queue Length [veh/ln]

4.43 42.52

23.15 35.55

48.54 14.68
50th-Percentile Queue Length [ft/ln]

0.18 1.70

0.93 1.42

1.94 0.59
50th-Percentile Queue Length [veh/ln]
No
No
Yes
No
Yes
No
Critical Lane Group
C
C
C
C
C
C
Lane Group LOS

21.86 25.99

26.02 25.11

25.88 23.81
d, Delay for Lane Group [s/veh]

0.09 0.62

0.47 0.58

0.66 0.29
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.19 2.87

2.17 2.56

3.07 0.87
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.11 0.11

0.11 0.11
k, delay calibration

21.67 23.12

23.85 22.55

22.81 22.94
d1, Uniform Delay [s]
187
220
158
206
242
179
c, Capacity [veh/h]
1615
1900
1810
1615
1900
1810
s, saturation flow rate [veh/h]

0.01 0.07

0.04 0.07

0.08 0.03
(v / s)_i Volume / Saturation Flow Rate

0.12 0.12

0.09 0.13

0.13 0.10
g / C, Green / Cycle
6 6
5 7
7 5
g_i, Effective Green Time [s]

2.00 2.00

2.00 2.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

4.00 4.00

4.00 4.00
L, Total Lost Time per Cycle [s]
55 55
55 55
55 55
C, Cycle Length [s]
R
C
L
R
C
L
Lane Group
Lane Group Calculations
9/12/2023
AM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-94
A
B
Bicycle LOS

1.933

2.102
I_b,int, Bicycle LOS Score for Intersection

9.20 7.54
d_b, Bicycle Delay [s]
841
950
c_b, Capacity of the bicycle lane [bicycles/h]
2000
2000
s_b, Saturation Flow Rate of the bicycle lane
B
B
Crosswalk LOS

2.419

2.386
I_p,int, Pedestrian LOS Score for Intersection

17.47 17.47
d_p, Pedestrian Delay [s]

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00
M_corner, Corner Circulation Area [ft²/ped]

11.0 11.0
g_Walk,mi, Effective Walk Time [s]
Other Modes

0.607
Intersection V/C
C
Intersection LOS

23.23 d_I, Intersection Delay [s/veh]
C
C
Approach LOS

25.71 25.28
d_A, Approach Delay [s/veh]
C
C
C
C
C
C
C
C
Movement LOS

25.99 21.86

25.99 26.02

0.00 25.11

25.88 25.88

0.00 23.81
d_M, Delay for Movement [s/veh]
Movement, Approach, & Intersection Results
9/12/2023
AM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-95
Yes
Yes
Crosswalk
No
No
Curb Present

0.00 0.00
Grade [%]

50.00 50.00
Speed [mph]

0.00 0.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right2
Right
Thru
Left
Left
Right2
Right2
Thru
Left
Left2
Turning Movement
Lane Configuration
Southwestbound
Northeastbound
Approach
Bloomington Ave
Bloomington Ave
Name
Intersection Setup
9/12/2023
AM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-96
0 0
Bicycle Volume [bicycles/h]
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
v_ci, Inbound Pedestrian Volume along the le
0 0
v_co, Outbound Pedestrian Volume along th
0 0
v_di, Inbound Pedestrian Volume crossing th
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
Presence of On-Street Parking
4 13
128
70 0
58 16
169
20 0
Total Analysis Volume [veh/h]
1 3
32 17
0 14
4 42
5 0
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.7450

0.9500

0.7450

0.9500
Peak Hour Factor
3 10
95 52
0 43
12 126
15 0
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 9
0 9
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000
Growth Factor

0.00 Proportion of CAVs [%]

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
3 10
95 43
0 34
12 126
15 0
Base Volume Input [veh/h]
Bloomington Ave
Bloomington Ave
Name
Volumes
9/12/2023
AM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-97
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
Pedestrian Recall
No
No
No
No
Maximum Recall
No
Yes
No
Yes
Minimum Recall

0.0 0.0

2.0 2.0

2.0 0.0

0.0 2.0

2.0 2.0
l2, Clearance Lost Time [s]

0.0 0.0

2.0 2.0

2.0 0.0

0.0 2.0

2.0 2.0
l1, Start-Up Lost Time [s]
No
No
Rest In Walk

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 0
32 0
0 0
0 23
0 0
Pedestrian Clearance [s]
0 0
7 0
0 0
0 7
0 0
Walk [s]

0.0 0.0

3.0 3.0

3.0 0.0

0.0 3.0

3.0 3.0
Vehicle Extension [s]
0 0
43 23
23 0
0 34
14 14
Split [s]

0.0 0.0

1.0 1.0

1.0 0.0

0.0 1.0

1.0 1.0
All red [s]

0.0 0.0

3.0 3.0

3.0 0.0

0.0 3.0

20.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
130
Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
9/12/2023
AM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-98

7.07 33.76

20.80 37.26

36.00 41.25

39.82 12.23
95th-Percentile Queue Length [ft/ln]

0.28 1.35

0.83 1.49

1.44 1.65

1.59 0.49
95th-Percentile Queue Length [veh/ln]

3.93 18.76

11.56 20.70

20.00 22.92

22.12 6.79
50th-Percentile Queue Length [ft/ln]

0.16 0.75

0.46 0.83

0.80 0.92

0.88 0.27
50th-Percentile Queue Length [veh/ln]
No
No
No
Yes
Yes
No
No
No
Critical Lane Group
B
B
B
C
C
C
C
C
Lane Group LOS

18.96 19.84

19.38 26.06

23.15 22.95

22.87 28.90
d, Delay for Lane Group [s/veh]

0.06 0.24

0.15 0.46

0.37 0.36

0.35 0.32
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.09 0.36

0.20 2.13

1.12 0.93

0.88 3.01
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.11 0.11

0.11 0.11
k, delay calibration

18.87 19.48

19.17 23.93

22.03 22.02

21.99 25.89
d1, Uniform Delay [s]
283
333
333
153
201
237
237
62 c, Capacity [veh/h]
1615
1900
1900
1810
1615
1900
1900
1810
s, saturation flow rate [veh/h]

0.01 0.04

0.03 0.04

0.05 0.05

0.04 0.01
(v / s)_i Volume / Saturation Flow Rate

0.18 0.18

0.18 0.08

0.12 0.12

0.12 0.03
g / C, Green / Cycle
10 10
10 5
7 7
7 2
g_i, Effective Green Time [s]

2.00 2.00

2.00 2.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

4.00 4.00

4.00 4.00
L, Total Lost Time per Cycle [s]
55 55
55 55
55 55
55 55
C, Cycle Length [s]
R
C
C
L
R
C
C
L
Lane Group
Lane Group Calculations
9/12/2023
AM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-99
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]

0.00 28.90

22.91 22.95

23.15 0.00

26.06 19.66

19.84 18.96
Movement LOS
C
C
C
C
C
B
B
B
d_A, Approach Delay [s/veh]

23.44 21.69
Approach LOS
C
C
d_I, Intersection Delay [s/veh]

23.23 Intersection LOS
C
Intersection V/C

0.607
Other Modes
g_Walk,mi, Effective Walk Time [s]

11.0 11.0
M_corner, Corner Circulation Area [ft²/ped]

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00
d_p, Pedestrian Delay [s]

17.47 17.47
I_p,int, Pedestrian LOS Score for Intersection

2.774

2.582
Crosswalk LOS
C
B
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
c_b, Capacity of the bicycle lane [bicycles/h]
1096
1425
d_b, Bicycle Delay [s]

5.59 2.26
I_b,int, Bicycle LOS Score for Intersection

1.763

1.734
Bicycle LOS
A
A
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 4
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 3
-
-
-
-
-
-
-
-
-
-
-
12 8
7 6
5 Ring 2
-
-
-
-
-
-
-
-
-
-
-
10 4
3 2
1 Ring 1
Sequence
9/12/2023
AM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-100

0.002
Volume to Capacity (v/c):

B
Level Of Service:

12.8 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 2: Lilac Ave (NS) at Project Dwy (EW)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

25.00 35.00

35.00 Speed [mph]

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Left
Thru
Left
Right
Thru
Turning Movement
Lane Configuration
Westbound
Southbound
Northbound
Approach
Lilac Ave
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
12 1
296
28 4
227
Total Analysis Volume [veh/h]
3 0
74 7
1 57
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9500

0.9500
Peak Hour Factor
11 1
281
27 4
216
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
11 1
0 27
4 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000
Growth Factor

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
0 0
281
0 0
216
Base Volume Input [veh/h]
Lilac Ave
Name
Volumes
9/12/2023
AM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-101
B
Intersection LOS

0.60 d_I, Intersection Delay [s/veh]
A
A
A
Approach LOS

9.75 0.67

0.00 d_A, Approach Delay [s/veh]

1.29 1.29

1.18 1.18

0.00 0.00
95th-Percentile Queue Length [ft/ln]

0.05 0.05

0.00 0.00
95th-Percentile Queue Length [veh/ln]
A
B
A
A
A
A
Movement LOS

9.50 12.78

0.00 7.70

0.00 0.00
d_M, Delay for Movement [s/veh]

0.01 0.00

0.00 0.02

0.00 0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
No
Flared Lane
Stop
Free
Free
Priority Scheme
Intersection Settings
9/12/2023
AM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-102

0.002
Volume to Capacity (v/c):

A
Level Of Service:

9.2 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 3: Project Dwy (NS) at Randall Ave (NS)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

30.00 40.00

25.00 Speed [mph]

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00
Lane Width [ft]
Thru
Left
Right
Thru
Right
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Northbound
Approach
Randall Ave
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
178
0 5
193
2 0
Total Analysis Volume [veh/h]
44 0
1 48
1 0
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9500

0.9500
Peak Hour Factor
169
0 5
183
2 0
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
5 0
5 0
2 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000
Growth Factor

0.00 2.00

0.00 0.00

0.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
164
0 0
183
0 0
Base Volume Input [veh/h]
Randall Ave
Name
Volumes
9/12/2023
AM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-103
A
Intersection LOS

0.05 d_I, Intersection Delay [s/veh]
A
A
A
Approach LOS

0.00 0.00

9.24 d_A, Approach Delay [s/veh]

0.00 0.00

0.18 0.00
95th-Percentile Queue Length [ft/ln]

0.00 0.00

0.01 0.00
95th-Percentile Queue Length [veh/ln]
A
A
A
A
Movement LOS

0.00 0.00

9.24 0.00
d_M, Delay for Movement [s/veh]

0.00 0.00

0.00 0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
Flared Lane
Free
Free
Stop
Priority Scheme
Intersection Settings
9/12/2023
AM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-104

0.610
Volume to Capacity (v/c):

C
Level Of Service:

16.1 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

All-way stop
Control Type:

Intersection 4: Willow Ave (NS) at Randall Ave (EW)
Intersection Level Of Service Report
Yes
Yes
Yes
Yes
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

40.00 25.00

40.00 25.00
Speed [mph]

0.00 0.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
47 167
37 34
168
19 13
279
43 79
183
19 Total Analysis Volume [veh/h]
12 42
9 9
42 5
3 70
11 20
46 5
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.8750

0.8750
Peak Hour Factor
41 146
32 30
147
17 11
244
38 69
160
17 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 5
0 0
2 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000
Growth Factor

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
41 141
32 30
145
17 11
244
38 69
160
17 Base Volume Input [veh/h]
Name
Volumes
9/12/2023
AM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-105
C
Intersection LOS

16.07 Intersection Delay [s/veh]
B
B
C
C
Approach LOS

14.86 12.61

19.24 16.08
Approach Delay [s/veh]

7.25 53.45

4.85 36.47

3.16 101.66

71.66 95th-Percentile Queue Length [ft]

0.29 2.14

0.19 1.46

0.13 4.07

2.87 95th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results

0.09 0.43

0.06 0.33

0.04 0.61

0.51 Degree of Utilization, x
531
473
558
502
469
550
553
Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
9/12/2023
AM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-106

0.545
Volume to Capacity (v/c):

B
Level Of Service:

19.4 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Signalized
Control Type:

Intersection 1: Lilac Ave (NS) at Randall Ave (EW) at Bloomington Ave (NE/SW) Intersection Level Of Service Report
Yes
Yes
Crosswalk
No
No
Curb Present

0.00 0.00
Grade [%]

25.00 35.00
Speed [mph]

0.00 0.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right2
Right
Thru
Left
Left2
Right2
Right
Thru
Left
Left2
Turning Movement
Lane Configuration
Southbound
Northbound
Approach
Lilac Ave
Lilac Ave
Name
Intersection Setup
9/12/2023
PM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-107
0 0
Bicycle Volume [bicycles/h]
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
v_ci, Inbound Pedestrian Volume along the le
0 0
v_co, Outbound Pedestrian Volume along th
0 0
v_di, Inbound Pedestrian Volume crossing th
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
Presence of On-Street Parking
3 27
70 8
2 12
26 105
35 17
Total Analysis Volume [veh/h]
1 7
18 2
1 3
6 26
9 4
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9270

0.9270
Peak Hour Factor
3 25
65 7
2 11
24 97
32 16
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
4 0
0 0
13 6
9 14
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000
Growth Factor

0.00 Proportion of CAVs [%]

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
3 25
61 7
2 11
11 91
23 2
Base Volume Input [veh/h]
Lilac Ave
Lilac Ave
Name
Volumes
9/12/2023
PM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-108
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
Pedestrian Recall
No
No
Maximum Recall
No
No
Minimum Recall

0.0 0.0

2.0 0.0

0.0 0.0

0.0 2.0

0.0 0.0
l2, Clearance Lost Time [s]

0.0 0.0

2.0 0.0

0.0 0.0

0.0 2.0

0.0 0.0
l1, Start-Up Lost Time [s]
No
No
Rest In Walk

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 0
10 0
0 0
0 10
0 0
Pedestrian Clearance [s]
0 0
7 0
0 0
0 7
0 0
Walk [s]

0.0 0.0

3.0 0.0

0.0 0.0

0.0 3.0

0.0 0.0
Vehicle Extension [s]
0 0
29 0
0 0
0 29
0 0
Split [s]

0.0 0.0

1.0 0.0

0.0 0.0

0.0 1.0

0.0 0.0
All red [s]

0.0 0.0

3.0 0.0

0.0 0.0

0.0 3.0

20.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
130
Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
9/12/2023
PM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-109

44.96 80.90
95th-Percentile Queue Length [ft/ln]

1.80 3.24
95th-Percentile Queue Length [veh/ln]

24.98 44.94
50th-Percentile Queue Length [ft/ln]

1.00 1.80
50th-Percentile Queue Length [veh/ln]
No
Yes
Critical Lane Group
B
B
Lane Group LOS

18.23 19.90
d, Delay for Lane Group [s/veh]

0.31 0.54
X, volume / capacity
Lane Group Results

1.00 1.00
PF, progression factor

1.00 1.00
Rp, platoon ratio

0.00 0.00
d3, Initial Queue Delay [s]

0.50 1.29
d2, Incremental Delay [s]

1.00 1.00
I, Upstream Filtering Factor

0.11 0.11
k, delay calibration

17.73 18.61
d1, Uniform Delay [s]
353
358
c, Capacity [veh/h]
1851
1789
s, saturation flow rate [veh/h]

0.06 0.11
(v / s)_i Volume / Saturation Flow Rate

0.14 0.14
g / C, Green / Cycle
6 6
g_i, Effective Green Time [s]

2.00 2.00
l2, Clearance Lost Time [s]

2.00 2.00
l1_p, Permitted Start-Up Lost Time [s]

4.00 4.00
L, Total Lost Time per Cycle [s]
45 45
C, Cycle Length [s]
C
C
Lane Group
Lane Group Calculations
9/12/2023
PM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-110
A
A
Bicycle LOS

1.723

1.804
I_b,int, Bicycle LOS Score for Intersection

4.53 4.53
d_b, Bicycle Delay [s]
1105
1105
c_b, Capacity of the bicycle lane [bicycles/h]
2000
2000
s_b, Saturation Flow Rate of the bicycle lane
A
A
Crosswalk LOS

1.808

1.891
I_p,int, Pedestrian LOS Score for Intersection

12.97 12.97
d_p, Pedestrian Delay [s]

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00
M_corner, Corner Circulation Area [ft²/ped]

11.0 11.0
g_Walk,mi, Effective Walk Time [s]
Other Modes

0.545
Intersection V/C
B
Intersection LOS

19.44 d_I, Intersection Delay [s/veh]
B
B
Approach LOS

18.23 19.90
d_A, Approach Delay [s/veh]
B
B
B
B
B
B
B
B
B
B
Movement LOS

18.23 18.23

18.23 19.90

19.90 19.90

19.90 19.90
d_M, Delay for Movement [s/veh]
Movement, Approach, & Intersection Results
9/12/2023
PM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-111
Yes
Yes
Crosswalk
No
No
Curb Present

0.00 0.00
Grade [%]

35.00 40.00
Speed [mph]

0.00 100.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 1
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
112.00
100.00
100.00
100.00

70.00 75.00
100.00
100.00
100.00

75.00 Entry Pocket Length [ft]
0 1
0 0
1 1
0 0
0 1
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Right
Thru
Left2
Left2
Right2
Right
Thru
Left
Left2
Turning Movement
Lane Configuration
Westbound
Eastbound
Approach
Randall Ave
Randall Ave
Name
Intersection Setup
9/12/2023
PM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-112
0 0
Bicycle Volume [bicycles/h]
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
v_ci, Inbound Pedestrian Volume along the le
0 0
v_co, Outbound Pedestrian Volume along th
0 0
v_di, Inbound Pedestrian Volume crossing th
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
Presence of On-Street Parking
15 0
140
44 0
8 24
145
0 38
Total Analysis Volume [veh/h]
4 0
35 11
0 2
6 36
0 9
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9270

0.9500

0.9270

0.9500

0.9270
Peak Hour Factor
14 0
130
41 0
7 22
134
0 35
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 6
0 0
0 6
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000
Growth Factor

0.00 Proportion of CAVs [%]

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
14 0
130
35 0
7 22
128
0 35
Base Volume Input [veh/h]
Randall Ave
Randall Ave
Name
Volumes
9/12/2023
PM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-113
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
Pedestrian Recall
No
No
No
No
Maximum Recall
No
Yes
No
Yes
Minimum Recall

0.0 0.0

2.0 2.0

0.0 0.0

0.0 2.0

0.0 2.0
l2, Clearance Lost Time [s]

0.0 0.0

2.0 2.0

0.0 0.0

0.0 2.0

0.0 2.0
l1, Start-Up Lost Time [s]
No
No
Rest In Walk

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 0
16 0
0 0
0 19
0 0
Pedestrian Clearance [s]
0 0
7 0
0 0
0 7
0 0
Walk [s]

0.0 0.0

3.0 3.0

0.0 0.0

0.0 3.0

0.0 3.0
Vehicle Extension [s]
0 0
27 14
0 0
0 30
0 17
Split [s]

0.0 0.0

1.0 1.0

0.0 0.0

0.0 1.0

0.0 1.0
All red [s]

0.0 0.0

3.0 3.0

0.0 0.0

0.0 3.0

20.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
130
Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
9/12/2023
PM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-114

5.67 58.85

20.25 11.81

58.80 16.54
95th-Percentile Queue Length [ft/ln]

0.23 2.35

0.81 0.47

2.35 0.66
95th-Percentile Queue Length [veh/ln]

3.15 32.69

11.25 6.56

32.66 9.19
50th-Percentile Queue Length [ft/ln]

0.13 1.31

0.45 0.26

1.31 0.37
50th-Percentile Queue Length [veh/ln]
No
No
Yes
No
Yes
No
Critical Lane Group
B
C
C
B
C
C
Lane Group LOS

17.35 20.28

22.09 17.49

20.04 21.20
d, Delay for Lane Group [s/veh]

0.07 0.55

0.36 0.14

0.55 0.29
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.13 1.87

1.81 0.29

1.79 1.22
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.11 0.11

0.11 0.11
k, delay calibration

17.22 18.41

20.28 17.20

18.25 19.98
d1, Uniform Delay [s]
216
254
121
224
264
131
c, Capacity [veh/h]
1615
1900
1810
1615
1900
1810
s, saturation flow rate [veh/h]

0.01 0.07

0.02 0.02

0.08 0.02
(v / s)_i Volume / Saturation Flow Rate

0.13 0.13

0.07 0.14

0.14 0.07
g / C, Green / Cycle
6 6
3 6
6 3
g_i, Effective Green Time [s]

2.00 2.00

2.00 2.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

4.00 4.00

4.00 4.00
L, Total Lost Time per Cycle [s]
45 45
45 45
45 45
C, Cycle Length [s]
R
C
L
R
C
L
Lane Group
Lane Group Calculations
9/12/2023
PM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-115
A
A
Bicycle LOS

1.888

1.901
I_b,int, Bicycle LOS Score for Intersection

5.47 4.10
d_b, Bicycle Delay [s]
1016
1149
c_b, Capacity of the bicycle lane [bicycles/h]
2000
2000
s_b, Saturation Flow Rate of the bicycle lane
B
B
Crosswalk LOS

2.360

2.297
I_p,int, Pedestrian LOS Score for Intersection

12.97 12.97
d_p, Pedestrian Delay [s]

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00
M_corner, Corner Circulation Area [ft²/ped]

11.0 11.0
g_Walk,mi, Effective Walk Time [s]
Other Modes

0.545
Intersection V/C
B
Intersection LOS

19.44 d_I, Intersection Delay [s/veh]
C
B
Approach LOS

20.46 19.86
d_A, Approach Delay [s/veh]
C
B
C
C
B
C
C
C
Movement LOS

20.28 17.35

20.28 22.09

0.00 17.49

20.04 20.04

0.00 21.20
d_M, Delay for Movement [s/veh]
Movement, Approach, & Intersection Results
9/12/2023
PM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-116
Yes
Yes
Crosswalk
No
No
Curb Present

0.00 0.00
Grade [%]

50.00 50.00
Speed [mph]

0.00 0.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right2
Right
Thru
Left
Left
Right2
Right2
Thru
Left
Left2
Turning Movement
Lane Configuration
Southwestbound
Northeastbound
Approach
Bloomington Ave
Bloomington Ave
Name
Intersection Setup
9/12/2023
PM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-117
0 0
Bicycle Volume [bicycles/h]
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
v_ci, Inbound Pedestrian Volume along the le
0 0
v_co, Outbound Pedestrian Volume along th
0 0
v_di, Inbound Pedestrian Volume crossing th
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
Presence of On-Street Parking
6 13
136
25 0
22 14
252
53 0
Total Analysis Volume [veh/h]
2 3
34 6
0 5
4 63
13 0
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9270

0.9500

0.9270

0.9500
Peak Hour Factor
6 12
126
23 0
20 13
234
49 0
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 11
0 11
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000
Growth Factor

0.00 Proportion of CAVs [%]

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
6 12
126
12 0
9 13
234
49 0
Base Volume Input [veh/h]
Bloomington Ave
Bloomington Ave
Name
Volumes
9/12/2023
PM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-118
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
Pedestrian Recall
No
No
No
No
Maximum Recall
No
Yes
No
Yes
Minimum Recall

0.0 0.0

2.0 2.0

2.0 0.0

0.0 2.0

2.0 2.0
l2, Clearance Lost Time [s]

0.0 0.0

2.0 2.0

2.0 0.0

0.0 2.0

2.0 2.0
l1, Start-Up Lost Time [s]
No
No
Rest In Walk

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 0
32 0
0 0
0 23
0 0
Pedestrian Clearance [s]
0 0
7 0
0 0
0 7
0 0
Walk [s]

0.0 0.0

3.0 3.0

3.0 0.0

0.0 3.0

3.0 3.0
Vehicle Extension [s]
0 0
43 23
23 0
0 34
14 14
Split [s]

0.0 0.0

1.0 1.0

1.0 0.0

0.0 1.0

1.0 1.0
All red [s]

0.0 0.0

3.0 3.0

3.0 0.0

0.0 3.0

20.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
130
Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
9/12/2023
PM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-119

6.61 30.23

18.57 10.64

12.24 57.04

34.92 22.21
95th-Percentile Queue Length [ft/ln]

0.26 1.21

0.74 0.43

0.49 2.28

1.40 0.89
95th-Percentile Queue Length [veh/ln]

3.67 16.79

10.32 5.91

6.80 31.69

19.40 12.34
50th-Percentile Queue Length [ft/ln]

0.15 0.67

0.41 0.24

0.27 1.27

0.78 0.49
50th-Percentile Queue Length [veh/ln]
No
No
No
Yes
No
Yes
No
No
Critical Lane Group
B
B
B
C
B
B
B
C
Lane Group LOS

17.44 18.59

17.95 21.47

17.04 19.37

18.01 21.69
d, Delay for Lane Group [s/veh]

0.09 0.33

0.21 0.23

0.15 0.53

0.35 0.38
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.17 0.75

0.40 1.09

0.28 1.55

0.72 1.73
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.11 0.11

0.11 0.11
k, delay calibration

17.26 17.84

17.55 20.38

16.77 17.83

17.29 19.96
d1, Uniform Delay [s]
216
254
254
108
243
286
286
139
c, Capacity [veh/h]
1615
1900
1900
1810
1615
1900
1900
1810
s, saturation flow rate [veh/h]

0.01 0.04

0.03 0.01

0.02 0.08

0.05 0.03
(v / s)_i Volume / Saturation Flow Rate

0.13 0.13

0.13 0.06

0.15 0.15

0.15 0.08
g / C, Green / Cycle
6 6
6 3
7 7
7 3
g_i, Effective Green Time [s]

2.00 2.00

2.00 2.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

4.00 4.00

4.00 4.00
L, Total Lost Time per Cycle [s]
45 45
45 45
45 45
45 45
C, Cycle Length [s]
R
C
C
L
R
C
C
L
Lane Group
Lane Group Calculations
9/12/2023
PM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-120
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]

0.00 21.69

18.84 19.37

17.04 0.00

21.47 18.34

18.59 17.44
Movement LOS
C
B
B
B
C
B
B
B
d_A, Approach Delay [s/veh]

19.09 18.68
Approach LOS
B
B
d_I, Intersection Delay [s/veh]

19.44 Intersection LOS
B
Intersection V/C

0.545
Other Modes
g_Walk,mi, Effective Walk Time [s]

11.0 11.0
M_corner, Corner Circulation Area [ft²/ped]

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00
d_p, Pedestrian Delay [s]

12.97 12.97
I_p,int, Pedestrian LOS Score for Intersection

2.751

2.552
Crosswalk LOS
C
B
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
c_b, Capacity of the bicycle lane [bicycles/h]
1326
1723
d_b, Bicycle Delay [s]

2.57 0.43
I_b,int, Bicycle LOS Score for Intersection

1.829

1.703
Bicycle LOS
A
A
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 4
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 3
-
-
-
-
-
-
-
-
-
-
-
12 8
7 6
5 Ring 2
-
-
-
-
-
-
-
-
-
-
-
10 4
3 2
1 Ring 1
Sequence
9/12/2023
PM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-121

0.010
Volume to Capacity (v/c):

B
Level Of Service:

11.0 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 2: Lilac Ave (NS) at Project Dwy (EW)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

25.00 35.00

35.00 Speed [mph]

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Left
Thru
Left
Right
Thru
Turning Movement
Lane Configuration
Westbound
Southbound
Northbound
Approach
Lilac Ave
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
44 6
143
34 4
145
Total Analysis Volume [veh/h]
11 2
36 8
1 36
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9500

0.9500
Peak Hour Factor
42 6
136
32 4
138
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
42 6
0 32
4 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000
Growth Factor

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
0 0
136
0 0
138
Base Volume Input [veh/h]
Lilac Ave
Name
Volumes
9/12/2023
PM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-122
B
Intersection LOS

1.94 d_I, Intersection Delay [s/veh]
A
A
A
Approach LOS

9.45 1.45

0.00 d_A, Approach Delay [s/veh]

4.62 4.62

1.44 1.44

0.00 0.00
95th-Percentile Queue Length [ft/ln]

0.18 0.18

0.06 0.06

0.00 0.00
95th-Percentile Queue Length [veh/ln]
A
B
A
A
A
A
Movement LOS

9.24 10.99

0.00 7.53

0.00 0.00
d_M, Delay for Movement [s/veh]

0.05 0.01

0.00 0.02

0.00 0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
No
Flared Lane
Stop
Free
Free
Priority Scheme
Intersection Settings
9/12/2023
PM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-123

0.010
Volume to Capacity (v/c):

A
Level Of Service:

9.1 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 3: Project Dwy (NS) at Randall Ave (NS)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

30.00 40.00

25.00 Speed [mph]

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00
Lane Width [ft]
Thru
Left
Right
Thru
Right
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Northbound
Approach
Randall Ave
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
194
0 6
168
9 0
Total Analysis Volume [veh/h]
48 0
2 42
2 0
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9500

0.9500
Peak Hour Factor
184
0 6
160
9 0
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
6 0
6 0
9 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000
Growth Factor

0.00 2.00

0.00 0.00

0.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
178
0 0
160
0 0
Base Volume Input [veh/h]
Randall Ave
Name
Volumes
9/12/2023
PM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-124
A
Intersection LOS

0.22 d_I, Intersection Delay [s/veh]
A
A
A
Approach LOS

0.00 0.00

9.14 d_A, Approach Delay [s/veh]

0.00 0.00

0.78 0.00
95th-Percentile Queue Length [ft/ln]

0.00 0.00

0.03 0.00
95th-Percentile Queue Length [veh/ln]
A
A
A
A
Movement LOS

0.00 0.00

9.14 0.00
d_M, Delay for Movement [s/veh]

0.00 0.00

0.01 0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
Flared Lane
Free
Free
Stop
Priority Scheme
Intersection Settings
9/12/2023
PM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-125

0.453
Volume to Capacity (v/c):

B
Level Of Service:

13.4 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

All-way stop
Control Type:

Intersection 4: Willow Ave (NS) at Randall Ave (EW)
Intersection Level Of Service Report
Yes
Yes
Yes
Yes
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

40.00 25.00

40.00 25.00
Speed [mph]

0.00 0.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
30 168
35 24
149
7 8
214
31 26
221
18 Total Analysis Volume [veh/h]
7 42
9 6
37 2
2 54
8 7
55 4
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9470

0.9470
Peak Hour Factor
28 159
33 23
141
7 8
203
29 25
209
17 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 6
0 0
9 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000
Growth Factor

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
28 153
33 23
132
7 8
203
29 25
209
17 Base Volume Input [veh/h]
Name
Volumes
9/12/2023
PM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-126
B
Intersection LOS

13.40 Intersection Delay [s/veh]
B
B
B
B
Approach LOS

13.49 11.34

13.98 14.17
Approach Delay [s/veh]

4.05 46.41

3.07 27.72

1.05 55.35

58.75 95th-Percentile Queue Length [ft]

0.16 1.86

0.12 1.11

0.04 2.21

2.35 95th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results

0.05 0.39

0.04 0.27

0.01 0.44

0.45 Degree of Utilization, x
585
516
609
543
504
578
585
Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
9/12/2023
PM Peak Hour
Scenario 2: 2 Existing Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-127

EXISTING PLUS AMBIENT GROWTH
Apx-128

0.602
Volume to Capacity (v/c):

C
Level Of Service:

22.8 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Signalized
Control Type:

Intersection 1: Lilac Ave (NS) at Randall Ave (EW) at Bloomington Ave (NE/SW) Intersection Level Of Service Report
Yes
Yes
Crosswalk
No
No
Curb Present

0.00 0.00
Grade [%]

25.00 35.00
Speed [mph]

0.00 0.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right2
Right
Thru
Left
Left2
Right2
Right
Thru
Left
Left2
Turning Movement
Lane Configuration
Southbound
Northbound
Approach
Lilac Ave
Lilac Ave
Name
Intersection Setup
9/12/2023
AM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-129
0 0
Bicycle Volume [bicycles/h]
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
v_ci, Inbound Pedestrian Volume along the le
0 0
v_co, Outbound Pedestrian Volume along th
0 0
v_di, Inbound Pedestrian Volume crossing th
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
Presence of On-Street Parking
7 35
109
26 3
51 47
134
59 9
Total Analysis Volume [veh/h]
2 9
27 6
1 13
12 34
15 2
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.7450

0.7450
Peak Hour Factor
5 26
81 19
2 38
35 100
44 7
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0404
Growth Factor

0.00 Proportion of CAVs [%]

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
5 25
78 18
2 37
34 96
42 7
Base Volume Input [veh/h]
Lilac Ave
Lilac Ave
Name
Volumes
9/12/2023
AM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-130
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
Pedestrian Recall
No
No
Maximum Recall
No
No
Minimum Recall

0.0 0.0

2.0 0.0

0.0 0.0

0.0 2.0

0.0 0.0
l2, Clearance Lost Time [s]

0.0 0.0

2.0 0.0

0.0 0.0

0.0 2.0

0.0 0.0
l1, Start-Up Lost Time [s]
No
No
Rest In Walk

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 0
10 0
0 0
0 10
0 0
Pedestrian Clearance [s]
0 0
7 0
0 0
0 7
0 0
Walk [s]

0.0 0.0

3.0 0.0

0.0 0.0

0.0 3.0

0.0 0.0
Vehicle Extension [s]
0 0
29 0
0 0
0 29
0 0
Split [s]

0.0 0.0

1.0 0.0

0.0 0.0

0.0 1.0

0.0 0.0
All red [s]

0.0 0.0

3.0 0.0

0.0 0.0

0.0 3.0

20.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
130
Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
9/12/2023
AM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-131

85.32 149.80
95th-Percentile Queue Length [ft/ln]

3.41 5.99
95th-Percentile Queue Length [veh/ln]

47.40 83.22
50th-Percentile Queue Length [ft/ln]

1.90 3.33
50th-Percentile Queue Length [veh/ln]
No
Yes
Critical Lane Group
B
C
Lane Group LOS

19.24 21.90
d, Delay for Lane Group [s/veh]

0.40 0.67
X, volume / capacity
Lane Group Results

1.00 1.00
PF, progression factor

1.00 1.00
Rp, platoon ratio

0.00 0.00
d3, Initial Queue Delay [s]

0.58 1.75
d2, Incremental Delay [s]

1.00 1.00
I, Upstream Filtering Factor

0.11 0.11
k, delay calibration

18.67 20.15
d1, Uniform Delay [s]
450
447
c, Capacity [veh/h]
1782
1749
s, saturation flow rate [veh/h]

0.10 0.17
(v / s)_i Volume / Saturation Flow Rate

0.21 0.21
g / C, Green / Cycle
11 11
g_i, Effective Green Time [s]

2.00 2.00
l2, Clearance Lost Time [s]

2.00 2.00
l1_p, Permitted Start-Up Lost Time [s]

4.00 4.00
L, Total Lost Time per Cycle [s]
54 54
C, Cycle Length [s]
C
C
Lane Group
Lane Group Calculations
9/12/2023
AM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-132
A
A
Bicycle LOS

1.802

1.873
I_b,int, Bicycle LOS Score for Intersection

7.63 7.63
d_b, Bicycle Delay [s]
933
933
c_b, Capacity of the bicycle lane [bicycles/h]
2000
2000
s_b, Saturation Flow Rate of the bicycle lane
A
B
Crosswalk LOS

1.851

2.089
I_p,int, Pedestrian LOS Score for Intersection

16.92 16.92
d_p, Pedestrian Delay [s]

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00
M_corner, Corner Circulation Area [ft²/ped]

11.0 11.0
g_Walk,mi, Effective Walk Time [s]
Other Modes

0.602
Intersection V/C
C
Intersection LOS

22.79 d_I, Intersection Delay [s/veh]
B
C
Approach LOS

19.24 21.90
d_A, Approach Delay [s/veh]
B
B
B
B
B
C
C
C
C
C
Movement LOS

19.24 19.24

19.24 21.90

21.90 21.90

21.90 21.90
d_M, Delay for Movement [s/veh]
Movement, Approach, & Intersection Results
9/12/2023
AM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-133
Yes
Yes
Crosswalk
No
No
Curb Present

0.00 0.00
Grade [%]

35.00 40.00
Speed [mph]

0.00 100.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 1
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
112.00
100.00
100.00
100.00

70.00 75.00
100.00
100.00
100.00

75.00 Entry Pocket Length [ft]
0 1
0 0
1 1
0 0
0 1
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Right
Thru
Left2
Left2
Right2
Right
Thru
Left
Left2
Turning Movement
Lane Configuration
Westbound
Eastbound
Approach
Randall Ave
Randall Ave
Name
Intersection Setup
9/12/2023
AM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-134
0 0
Bicycle Volume [bicycles/h]
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
v_ci, Inbound Pedestrian Volume along the le
0 0
v_co, Outbound Pedestrian Volume along th
0 0
v_di, Inbound Pedestrian Volume crossing th
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
Presence of On-Street Parking
15 1
142
70 0
1 123
160
0 54
Total Analysis Volume [veh/h]
4 0
36 17
0 0
31 40
0 13
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.7450

0.9500

0.7450

0.9500

0.7450
Peak Hour Factor
11 1
106
52 0
1 92
119
0 40
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0000

1.0404
Growth Factor

0.00 Proportion of CAVs [%]

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
11 1
102
50 0
1 88
114
0 38
Base Volume Input [veh/h]
Randall Ave
Randall Ave
Name
Volumes
9/12/2023
AM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-135
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
Pedestrian Recall
No
No
No
No
Maximum Recall
No
Yes
No
Yes
Minimum Recall

0.0 0.0

2.0 2.0

0.0 0.0

0.0 2.0

0.0 2.0
l2, Clearance Lost Time [s]

0.0 0.0

2.0 2.0

0.0 0.0

0.0 2.0

0.0 2.0
l1, Start-Up Lost Time [s]
No
No
Rest In Walk

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 0
16 0
0 0
0 19
0 0
Pedestrian Clearance [s]
0 0
7 0
0 0
0 7
0 0
Walk [s]

0.0 0.0

3.0 3.0

0.0 0.0

0.0 3.0

0.0 3.0
Vehicle Extension [s]
0 0
27 14
0 0
0 30
0 17
Split [s]

0.0 0.0

1.0 1.0

0.0 0.0

0.0 1.0

0.0 1.0
All red [s]

0.0 0.0

3.0 3.0

0.0 0.0

0.0 3.0

20.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
130
Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
9/12/2023
AM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-136

7.72 77.27

38.44 65.20

84.62 27.55
95th-Percentile Queue Length [ft/ln]

0.31 3.09

1.54 2.61

3.38 1.10
95th-Percentile Queue Length [veh/ln]

4.29 42.93

21.35 36.22

47.01 15.31
50th-Percentile Queue Length [ft/ln]

0.17 1.72

0.85 1.45

1.88 0.61
50th-Percentile Queue Length [veh/ln]
No
No
Yes
No
Yes
No
Critical Lane Group
C
C
C
C
C
C
Lane Group LOS

21.27 25.46

25.47 24.77

25.17 23.65
d, Delay for Lane Group [s/veh]

0.08 0.63

0.45 0.59

0.65 0.31
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.19 2.89

2.08 2.69

2.92 1.01
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.11 0.11

0.11 0.11
k, delay calibration

21.09 22.56

23.39 22.07

22.25 22.64
d1, Uniform Delay [s]
191
225
154
209
245
173
c, Capacity [veh/h]
1615
1900
1810
1615
1900
1810
s, saturation flow rate [veh/h]

0.01 0.07

0.04 0.08

0.08 0.03
(v / s)_i Volume / Saturation Flow Rate

0.12 0.12

0.09 0.13

0.13 0.10
g / C, Green / Cycle
6 6
5 7
7 5
g_i, Effective Green Time [s]

2.00 2.00

2.00 2.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

4.00 4.00

4.00 4.00
L, Total Lost Time per Cycle [s]
54 54
54 54
54 54
C, Cycle Length [s]
R
C
L
R
C
L
Lane Group
Lane Group Calculations
9/12/2023
AM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-137
A
B
Bicycle LOS

1.934

2.116
I_b,int, Bicycle LOS Score for Intersection

8.73 7.10
d_b, Bicycle Delay [s]
858
970
c_b, Capacity of the bicycle lane [bicycles/h]
2000
2000
s_b, Saturation Flow Rate of the bicycle lane
B
B
Crosswalk LOS

2.421

2.380
I_p,int, Pedestrian LOS Score for Intersection

16.92 16.92
d_p, Pedestrian Delay [s]

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00
M_corner, Corner Circulation Area [ft²/ped]

11.0 11.0
g_Walk,mi, Effective Walk Time [s]
Other Modes

0.602
Intersection V/C
C
Intersection LOS

22.79 d_I, Intersection Delay [s/veh]
C
C
Approach LOS

25.17 24.78
d_A, Approach Delay [s/veh]
C
C
C
C
C
C
C
C
Movement LOS

25.46 21.27

25.46 25.47

0.00 24.77

25.17 25.17

0.00 23.65
d_M, Delay for Movement [s/veh]
Movement, Approach, & Intersection Results
9/12/2023
AM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-138
Yes
Yes
Crosswalk
No
No
Curb Present

0.00 0.00
Grade [%]

50.00 50.00
Speed [mph]

0.00 0.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right2
Right
Thru
Left
Left
Right2
Right2
Thru
Left
Left2
Turning Movement
Lane Configuration
Southwestbound
Northeastbound
Approach
Bloomington Ave
Bloomington Ave
Name
Intersection Setup
9/12/2023
AM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-139
0 0
Bicycle Volume [bicycles/h]
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
v_ci, Inbound Pedestrian Volume along the le
0 0
v_co, Outbound Pedestrian Volume along th
0 0
v_di, Inbound Pedestrian Volume crossing th
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
Presence of On-Street Parking
4 13
133
60 0
47 16
176
21 0
Total Analysis Volume [veh/h]
1 3
33 15
0 12
4 44
5 0
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.7450

0.9500

0.7450

0.9500
Peak Hour Factor
3 10
99 45
0 35
12 131
16 0
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0000
Growth Factor

0.00 Proportion of CAVs [%]

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
3 10
95 43
0 34
12 126
15 0
Base Volume Input [veh/h]
Bloomington Ave
Bloomington Ave
Name
Volumes
9/12/2023
AM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-140
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
Pedestrian Recall
No
No
No
No
Maximum Recall
No
Yes
No
Yes
Minimum Recall

0.0 0.0

2.0 2.0

2.0 0.0

0.0 2.0

2.0 2.0
l2, Clearance Lost Time [s]

0.0 0.0

2.0 2.0

2.0 0.0

0.0 2.0

2.0 2.0
l1, Start-Up Lost Time [s]
No
No
Rest In Walk

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 0
32 0
0 0
0 23
0 0
Pedestrian Clearance [s]
0 0
7 0
0 0
0 7
0 0
Walk [s]

0.0 0.0

3.0 3.0

3.0 0.0

0.0 3.0

3.0 3.0
Vehicle Extension [s]
0 0
43 23
23 0
0 34
14 14
Split [s]

0.0 0.0

1.0 1.0

1.0 0.0

0.0 1.0

1.0 1.0
All red [s]

0.0 0.0

3.0 3.0

3.0 0.0

0.0 3.0

20.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
130
Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
9/12/2023
AM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-141

6.95 34.68

21.17 31.32

29.29 44.18

37.84 12.43
95th-Percentile Queue Length [ft/ln]

0.28 1.39

0.85 1.25

1.17 1.77

1.51 0.50
95th-Percentile Queue Length [veh/ln]

3.86 19.27

11.76 17.40

16.27 24.54

21.02 6.91
50th-Percentile Queue Length [ft/ln]

0.15 0.77

0.47 0.70

0.65 0.98

0.84 0.28
50th-Percentile Queue Length [veh/ln]
No
No
No
Yes
No
Yes
No
No
Critical Lane Group
B
B
B
C
C
C
C
C
Lane Group LOS

18.84 19.80

19.29 25.66

22.16 22.59

22.23 28.18
d, Delay for Lane Group [s/veh]

0.06 0.25

0.16 0.43

0.31 0.39

0.34 0.33
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.09 0.41

0.23 2.03

0.84 1.03

0.82 2.89
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.11 0.11

0.11 0.11
k, delay calibration

18.75 19.38

19.06 23.63

21.32 21.55

21.40 25.29
d1, Uniform Delay [s]
273
321
321
141
205
241
241
64 c, Capacity [veh/h]
1615
1900
1900
1810
1615
1900
1900
1810
s, saturation flow rate [veh/h]

0.01 0.04

0.03 0.03

0.04 0.05

0.04 0.01
(v / s)_i Volume / Saturation Flow Rate

0.17 0.17

0.17 0.08

0.13 0.13

0.13 0.04
g / C, Green / Cycle
9 9
9 4
7 7
7 2
g_i, Effective Green Time [s]

2.00 2.00

2.00 2.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

4.00 4.00

4.00 4.00
L, Total Lost Time per Cycle [s]
54 54
54 54
54 54
54 54
C, Cycle Length [s]
R
C
C
L
R
C
C
L
Lane Group
Lane Group Calculations
9/12/2023
AM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-142
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]

0.00 28.18

22.42 22.59

22.16 0.00

25.66 19.60

19.80 18.84
Movement LOS
C
C
C
C
C
B
B
B
d_A, Approach Delay [s/veh]

22.82 21.27
Approach LOS
C
C
d_I, Intersection Delay [s/veh]

22.79 Intersection LOS
C
Intersection V/C

0.602
Other Modes
g_Walk,mi, Effective Walk Time [s]

11.0 11.0
M_corner, Corner Circulation Area [ft²/ped]

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00
d_p, Pedestrian Delay [s]

16.92 16.92
I_p,int, Pedestrian LOS Score for Intersection

2.763

2.583
Crosswalk LOS
C
B
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
c_b, Capacity of the bicycle lane [bicycles/h]
1120
1456
d_b, Bicycle Delay [s]

5.19 1.99
I_b,int, Bicycle LOS Score for Intersection

1.761

1.730
Bicycle LOS
A
A
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 4
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 3
-
-
-
-
-
-
-
-
-
-
-
12 8
7 6
5 Ring 2
-
-
-
-
-
-
-
-
-
-
-
10 4
3 2
1 Ring 1
Sequence
9/12/2023
AM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-143

0.003
Volume to Capacity (v/c):

A
Level Of Service:

0.0 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 2: Lilac Ave (NS) at Project Dwy (EW)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

25.00 35.00

35.00 Speed [mph]

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Left
Thru
Left
Right
Thru
Turning Movement
Lane Configuration
Westbound
Southbound
Northbound
Approach
Lilac Ave
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
0 0
307
0 0
237
Total Analysis Volume [veh/h]
0 0
77 0
0 59
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9500

0.9500
Peak Hour Factor
0 0
292
0 0
225
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0404
Growth Factor

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
0 0
281
0 0
216
Base Volume Input [veh/h]
Lilac Ave
Name
Volumes
9/12/2023
AM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-144
A
Intersection LOS

0.00 d_I, Intersection Delay [s/veh]
B
A
A
Approach LOS

10.81 0.00

0.00 d_A, Approach Delay [s/veh]

0.00 0.00

0.00 0.00
95th-Percentile Queue Length [ft/ln]

0.00 0.00

0.00 0.00
95th-Percentile Queue Length [veh/ln]
A
B
A
A
A
A
Movement LOS

9.46 12.15

0.00 7.68

0.00 0.00
d_M, Delay for Movement [s/veh]

0.00 0.00

0.00 0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
No
Flared Lane
Stop
Free
Free
Priority Scheme
Intersection Settings
9/12/2023
AM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-145

0.002
Volume to Capacity (v/c):

A
Level Of Service:

0.0 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 3: Project Dwy (NS) at Randall Ave (NS)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

30.00 40.00

25.00 Speed [mph]

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00
Lane Width [ft]
Thru
Left
Right
Thru
Right
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Northbound
Approach
Randall Ave
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
180
0 0
200
0 0
Total Analysis Volume [veh/h]
45 0
0 50
0 0
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9500

0.9500
Peak Hour Factor
171
0 0
190
0 0
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0000

1.0404

1.0000
Growth Factor

0.00 2.00

0.00 0.00

0.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
164
0 0
183
0 0
Base Volume Input [veh/h]
Randall Ave
Name
Volumes
9/12/2023
AM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-146
A
Intersection LOS

0.00 d_I, Intersection Delay [s/veh]
A
A
A
Approach LOS

0.00 0.00

9.26 d_A, Approach Delay [s/veh]

0.00 0.00

0.00 0.00
95th-Percentile Queue Length [ft/ln]

0.00 0.00

0.00 0.00
95th-Percentile Queue Length [veh/ln]
A
A
A
A
Movement LOS

0.00 0.00

9.26 0.00
d_M, Delay for Movement [s/veh]

0.00 0.00

0.00 0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
Flared Lane
Free
Free
Stop
Priority Scheme
Intersection Settings
9/12/2023
AM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-147

0.645
Volume to Capacity (v/c):

C
Level Of Service:

17.1 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

All-way stop
Control Type:

Intersection 4: Willow Ave (NS) at Randall Ave (EW)
Intersection Level Of Service Report
Yes
Yes
Yes
Yes
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

40.00 25.00

40.00 25.00
Speed [mph]

0.00 0.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
49 168
38 35
173
21 13
290
46 82
190
21 Total Analysis Volume [veh/h]
12 42
9 9
43 5
3 73
11 21
47 5
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.8750

0.8750
Peak Hour Factor
43 147
33 31
151
18 11
254
40 72
166
18 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0404
Growth Factor

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
41 141
32 30
145
17 11
244
38 69
160
17 Base Volume Input [veh/h]
Name
Volumes
9/12/2023
AM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-148
C
Intersection LOS

17.09 Intersection Delay [s/veh]
C
B
C
C
Approach LOS

15.38 13.04

20.96 17.15
Approach Delay [s/veh]

7.80 56.24

5.13 39.21

3.59 114.51

79.88 95th-Percentile Queue Length [ft]

0.31 2.25

0.21 1.57

0.14 4.58

3.20 95th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results

0.09 0.45

0.06 0.35

0.05 0.65

0.54 Degree of Utilization, x
518
463
545
492
459
541
543
Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
9/12/2023
AM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-149

0.499
Volume to Capacity (v/c):

B
Level Of Service:

19.2 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Signalized
Control Type:

Intersection 1: Lilac Ave (NS) at Randall Ave (EW) at Bloomington Ave (NE/SW) Intersection Level Of Service Report
Yes
Yes
Crosswalk
No
No
Curb Present

0.00 0.00
Grade [%]

25.00 35.00
Speed [mph]

0.00 0.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right2
Right
Thru
Left
Left2
Right2
Right
Thru
Left
Left2
Turning Movement
Lane Configuration
Southbound
Northbound
Approach
Lilac Ave
Lilac Ave
Name
Intersection Setup
9/12/2023
PM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-150
0 0
Bicycle Volume [bicycles/h]
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
v_ci, Inbound Pedestrian Volume along the le
0 0
v_co, Outbound Pedestrian Volume along th
0 0
v_di, Inbound Pedestrian Volume crossing th
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
Presence of On-Street Parking
3 28
68 8
2 12
12 102
26 2
Total Analysis Volume [veh/h]
1 7
17 2
1 3
3 26
6 1
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9270

0.9270
Peak Hour Factor
3 26
63 7
2 11
11 95
24 2
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0404
Growth Factor

0.00 Proportion of CAVs [%]

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
3 25
61 7
2 11
11 91
23 2
Base Volume Input [veh/h]
Lilac Ave
Lilac Ave
Name
Volumes
9/12/2023
PM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-151
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
Pedestrian Recall
No
No
Maximum Recall
No
No
Minimum Recall

0.0 0.0

2.0 0.0

0.0 0.0

0.0 2.0

0.0 0.0
l2, Clearance Lost Time [s]

0.0 0.0

2.0 0.0

0.0 0.0

0.0 2.0

0.0 0.0
l1, Start-Up Lost Time [s]
No
No
Rest In Walk

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 0
10 0
0 0
0 10
0 0
Pedestrian Clearance [s]
0 0
7 0
0 0
0 7
0 0
Walk [s]

0.0 0.0

3.0 0.0

0.0 0.0

0.0 3.0

0.0 0.0
Vehicle Extension [s]
0 0
29 0
0 0
0 29
0 0
Split [s]

0.0 0.0

1.0 0.0

0.0 0.0

0.0 1.0

0.0 0.0
All red [s]

0.0 0.0

3.0 0.0

0.0 0.0

0.0 3.0

20.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
130
Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
9/12/2023
PM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-152

44.60 61.75
95th-Percentile Queue Length [ft/ln]

1.78 2.47
95th-Percentile Queue Length [veh/ln]

24.78 34.31
50th-Percentile Queue Length [ft/ln]

0.99 1.37
50th-Percentile Queue Length [veh/ln]
No
Yes
Critical Lane Group
B
B
Lane Group LOS

18.47 19.29
d, Delay for Lane Group [s/veh]

0.32 0.45
X, volume / capacity
Lane Group Results

1.00 1.00
PF, progression factor

1.00 1.00
Rp, platoon ratio

0.00 0.00
d3, Initial Queue Delay [s]

0.55 0.93
d2, Incremental Delay [s]

1.00 1.00
I, Upstream Filtering Factor

0.11 0.11
k, delay calibration

17.92 18.36
d1, Uniform Delay [s]
337
342
c, Capacity [veh/h]
1834
1821
s, saturation flow rate [veh/h]

0.06 0.08
(v / s)_i Volume / Saturation Flow Rate

0.14 0.14
g / C, Green / Cycle
6 6
g_i, Effective Green Time [s]

2.00 2.00
l2, Clearance Lost Time [s]

2.00 2.00
l1_p, Permitted Start-Up Lost Time [s]

4.00 4.00
L, Total Lost Time per Cycle [s]
45 45
C, Cycle Length [s]
C
C
Lane Group
Lane Group Calculations
9/12/2023
PM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-153
A
A
Bicycle LOS

1.721

1.751
I_b,int, Bicycle LOS Score for Intersection

4.37 4.37
d_b, Bicycle Delay [s]
1116
1116
c_b, Capacity of the bicycle lane [bicycles/h]
2000
2000
s_b, Saturation Flow Rate of the bicycle lane
A
A
Crosswalk LOS

1.807

1.850
I_p,int, Pedestrian LOS Score for Intersection

12.74 12.74
d_p, Pedestrian Delay [s]

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00
M_corner, Corner Circulation Area [ft²/ped]

11.0 11.0
g_Walk,mi, Effective Walk Time [s]
Other Modes

0.499
Intersection V/C
B
Intersection LOS

19.19 d_I, Intersection Delay [s/veh]
B
B
Approach LOS

18.47 19.29
d_A, Approach Delay [s/veh]
B
B
B
B
B
B
B
B
B
B
Movement LOS

18.47 18.47

18.47 19.29

19.29 19.29

19.29 19.29
d_M, Delay for Movement [s/veh]
Movement, Approach, & Intersection Results
9/12/2023
PM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-154
Yes
Yes
Crosswalk
No
No
Curb Present

0.00 0.00
Grade [%]

35.00 40.00
Speed [mph]

0.00 100.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 1
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
112.00
100.00
100.00
100.00

70.00 75.00
100.00
100.00
100.00

75.00 Entry Pocket Length [ft]
0 1
0 0
1 1
0 0
0 1
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Right
Thru
Left2
Left2
Right2
Right
Thru
Left
Left2
Turning Movement
Lane Configuration
Westbound
Eastbound
Approach
Randall Ave
Randall Ave
Name
Intersection Setup
9/12/2023
PM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-155
0 0
Bicycle Volume [bicycles/h]
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
v_ci, Inbound Pedestrian Volume along the le
0 0
v_co, Outbound Pedestrian Volume along th
0 0
v_di, Inbound Pedestrian Volume crossing th
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
Presence of On-Street Parking
16 0
146
39 0
8 25
143
0 39
Total Analysis Volume [veh/h]
4 0
36 10
0 2
6 36
0 10
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9270

0.9500

0.9270

0.9500

0.9270
Peak Hour Factor
15 0
135
36 0
7 23
133
0 36
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0000

1.0404
Growth Factor

0.00 Proportion of CAVs [%]

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
14 0
130
35 0
7 22
128
0 35
Base Volume Input [veh/h]
Randall Ave
Randall Ave
Name
Volumes
9/12/2023
PM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-156
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
Pedestrian Recall
No
No
No
No
Maximum Recall
No
Yes
No
Yes
Minimum Recall

0.0 0.0

2.0 2.0

0.0 0.0

0.0 2.0

0.0 2.0
l2, Clearance Lost Time [s]

0.0 0.0

2.0 2.0

0.0 0.0

0.0 2.0

0.0 2.0
l1, Start-Up Lost Time [s]
No
No
Rest In Walk

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 0
16 0
0 0
0 19
0 0
Pedestrian Clearance [s]
0 0
7 0
0 0
0 7
0 0
Walk [s]

0.0 0.0

3.0 3.0

0.0 0.0

0.0 3.0

0.0 3.0
Vehicle Extension [s]
0 0
27 14
0 0
0 30
0 17
Split [s]

0.0 0.0

1.0 1.0

0.0 0.0

0.0 1.0

0.0 1.0
All red [s]

0.0 0.0

3.0 3.0

0.0 0.0

0.0 3.0

20.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
130
Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
9/12/2023
PM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-157

5.92 60.30

17.90 11.97

56.70 17.25
95th-Percentile Queue Length [ft/ln]

0.24 2.41

0.72 0.48

2.27 0.69
95th-Percentile Queue Length [veh/ln]

3.29 33.50

9.94 6.65

31.50 9.58
50th-Percentile Queue Length [ft/ln]

0.13 1.34

0.40 0.27

1.26 0.38
50th-Percentile Queue Length [veh/ln]
No
Yes
No
No
No
Yes
Critical Lane Group
B
C
C
B
B
C
Lane Group LOS

17.07 20.01

22.06 17.28

19.65 21.72
d, Delay for Lane Group [s/veh]

0.07 0.56

0.34 0.14

0.53 0.33
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.14 1.85

1.80 0.29

1.65 1.60
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.11 0.11

0.11 0.11
k, delay calibration

16.93 18.16

20.26 16.99

18.00 20.13
d1, Uniform Delay [s]
223
262
113
228
268
119
c, Capacity [veh/h]
1615
1900
1810
1615
1900
1810
s, saturation flow rate [veh/h]

0.01 0.08

0.02 0.02

0.08 0.02
(v / s)_i Volume / Saturation Flow Rate

0.14 0.14

0.06 0.14

0.14 0.06
g / C, Green / Cycle
6 6
3 6
6 3
g_i, Effective Green Time [s]

2.00 2.00

2.00 2.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

4.00 4.00

4.00 4.00
L, Total Lost Time per Cycle [s]
45 45
45 45
45 45
C, Cycle Length [s]
R
C
L
R
C
L
Lane Group
Lane Group Calculations
9/12/2023
PM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-158
A
A
Bicycle LOS

1.891

1.901
I_b,int, Bicycle LOS Score for Intersection

5.30 3.94
d_b, Bicycle Delay [s]
1027
1161
c_b, Capacity of the bicycle lane [bicycles/h]
2000
2000
s_b, Saturation Flow Rate of the bicycle lane
B
B
Crosswalk LOS

2.360

2.261
I_p,int, Pedestrian LOS Score for Intersection

12.74 12.74
d_p, Pedestrian Delay [s]

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00
M_corner, Corner Circulation Area [ft²/ped]

11.0 11.0
g_Walk,mi, Effective Walk Time [s]
Other Modes

0.499
Intersection V/C
B
Intersection LOS

19.19 d_I, Intersection Delay [s/veh]
C
B
Approach LOS

20.17 19.66
d_A, Approach Delay [s/veh]
C
B
C
C
B
B
B
C
Movement LOS

20.01 17.07

20.01 22.06

0.00 17.28

19.65 19.65

0.00 21.72
d_M, Delay for Movement [s/veh]
Movement, Approach, & Intersection Results
9/12/2023
PM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-159
Yes
Yes
Crosswalk
No
No
Curb Present

0.00 0.00
Grade [%]

50.00 50.00
Speed [mph]

0.00 0.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right2
Right
Thru
Left
Left
Right2
Right2
Thru
Left
Left2
Turning Movement
Lane Configuration
Southwestbound
Northeastbound
Approach
Bloomington Ave
Bloomington Ave
Name
Intersection Setup
9/12/2023
PM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-160
0 0
Bicycle Volume [bicycles/h]
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
v_ci, Inbound Pedestrian Volume along the le
0 0
v_co, Outbound Pedestrian Volume along th
0 0
v_di, Inbound Pedestrian Volume crossing th
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
Presence of On-Street Parking
6 13
141
13 0
10 15
262
55 0
Total Analysis Volume [veh/h]
2 3
35 3
0 2
4 66
14 0
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9270

0.9500

0.9270

0.9500
Peak Hour Factor
6 12
131
12 0
9 14
243
51 0
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0000
Growth Factor

0.00 Proportion of CAVs [%]

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
6 12
126
12 0
9 13
234
49 0
Base Volume Input [veh/h]
Bloomington Ave
Bloomington Ave
Name
Volumes
9/12/2023
PM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-161
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
Pedestrian Recall
No
No
No
No
Maximum Recall
No
Yes
No
Yes
Minimum Recall

0.0 0.0

2.0 2.0

2.0 0.0

0.0 2.0

2.0 2.0
l2, Clearance Lost Time [s]

0.0 0.0

2.0 2.0

2.0 0.0

0.0 2.0

2.0 2.0
l1, Start-Up Lost Time [s]
No
No
Rest In Walk

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 0
32 0
0 0
0 23
0 0
Pedestrian Clearance [s]
0 0
7 0
0 0
0 7
0 0
Walk [s]

0.0 0.0

3.0 3.0

3.0 0.0

0.0 3.0

3.0 3.0
Vehicle Extension [s]
0 0
43 23
23 0
0 34
14 14
Split [s]

0.0 0.0

1.0 1.0

1.0 0.0

0.0 1.0

1.0 1.0
All red [s]

0.0 0.0

3.0 3.0

3.0 0.0

0.0 3.0

20.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
130
Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
9/12/2023
PM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-162

6.47 30.81

18.76 5.25

8.25 60.36

34.08 22.52
95th-Percentile Queue Length [ft/ln]

0.26 1.23

0.75 0.21

0.33 2.41

1.36 0.90
95th-Percentile Queue Length [veh/ln]

3.59 17.12

10.42 2.92

4.58 33.53

18.94 12.51
50th-Percentile Queue Length [ft/ln]

0.14 0.68

0.42 0.12

0.18 1.34

0.76 0.50
50th-Percentile Queue Length [veh/ln]
No
No
No
Yes
No
Yes
No
No
Critical Lane Group
B
B
B
C
B
B
B
C
Lane Group LOS

17.16 18.34

17.68 20.33

16.60 19.39

17.74 21.32
d, Delay for Lane Group [s/veh]

0.09 0.33

0.21 0.11

0.10 0.56

0.34 0.38
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.16 0.74

0.39 0.42

0.18 1.69

0.68 1.64
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.11 0.11

0.11 0.11
k, delay calibration

16.99 17.60

17.29 19.90

16.43 17.69

17.06 19.69
d1, Uniform Delay [s]
221
261
261
116
247
291
291
145
c, Capacity [veh/h]
1615
1900
1900
1810
1615
1900
1900
1810
s, saturation flow rate [veh/h]

0.01 0.05

0.03 0.01

0.02 0.09

0.05 0.03
(v / s)_i Volume / Saturation Flow Rate

0.14 0.14

0.14 0.06

0.15 0.15

0.15 0.08
g / C, Green / Cycle
6 6
6 3
7 7
7 4
g_i, Effective Green Time [s]

2.00 2.00

2.00 2.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

4.00 4.00

4.00 4.00
L, Total Lost Time per Cycle [s]
45 45
45 45
45 45
45 45
C, Cycle Length [s]
R
C
C
L
R
C
C
L
Lane Group
Lane Group Calculations
9/12/2023
PM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-163
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]

0.00 21.32

18.77 19.39

16.60 0.00

20.33 18.08

18.34 17.16
Movement LOS
C
B
B
B
C
B
B
B
d_A, Approach Delay [s/veh]

19.02 18.15
Approach LOS
B
B
d_I, Intersection Delay [s/veh]

19.19 Intersection LOS
B
Intersection V/C

0.499
Other Modes
g_Walk,mi, Effective Walk Time [s]

11.0 11.0
M_corner, Corner Circulation Area [ft²/ped]

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00
d_p, Pedestrian Delay [s]

12.74 12.74
I_p,int, Pedestrian LOS Score for Intersection

2.714

2.548
Crosswalk LOS
B
B
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
c_b, Capacity of the bicycle lane [bicycles/h]
1340
1742
d_b, Bicycle Delay [s]

2.44 0.37
I_b,int, Bicycle LOS Score for Intersection

1.829

1.697
Bicycle LOS
A
A
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 4
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 3
-
-
-
-
-
-
-
-
-
-
-
12 8
7 6
5 Ring 2
-
-
-
-
-
-
-
-
-
-
-
10 4
3 2
1 Ring 1
Sequence
9/12/2023
PM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-164

0.002
Volume to Capacity (v/c):

A
Level Of Service:

0.0 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 2: Lilac Ave (NS) at Project Dwy (EW)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

25.00 35.00

35.00 Speed [mph]

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Left
Thru
Left
Right
Thru
Turning Movement
Lane Configuration
Westbound
Southbound
Northbound
Approach
Lilac Ave
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
0 0
148
0 0
152
Total Analysis Volume [veh/h]
0 0
37 0
0 38
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9500

0.9500
Peak Hour Factor
0 0
141
0 0
144
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0404
Growth Factor

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
0 0
136
0 0
138
Base Volume Input [veh/h]
Lilac Ave
Name
Volumes
9/12/2023
PM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-165
A
Intersection LOS

0.00 d_I, Intersection Delay [s/veh]
A
A
A
Approach LOS

9.59 0.00

0.00 d_A, Approach Delay [s/veh]

0.00 0.00

0.00 0.00
95th-Percentile Queue Length [ft/ln]

0.00 0.00

0.00 0.00
95th-Percentile Queue Length [veh/ln]
A
B
A
A
A
A
Movement LOS

9.00 10.17

0.00 7.50

0.00 0.00
d_M, Delay for Movement [s/veh]

0.00 0.00

0.00 0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
No
Flared Lane
Stop
Free
Free
Priority Scheme
Intersection Settings
9/12/2023
PM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-166

0.002
Volume to Capacity (v/c):

A
Level Of Service:

0.0 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 3: Project Dwy (NS) at Randall Ave (NS)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

30.00 40.00

25.00 Speed [mph]

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00
Lane Width [ft]
Thru
Left
Right
Thru
Right
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Northbound
Approach
Randall Ave
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
195
0 0
175
0 0
Total Analysis Volume [veh/h]
49 0
0 44
0 0
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9500

0.9500
Peak Hour Factor
185
0 0
166
0 0
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0000

1.0404

1.0000
Growth Factor

0.00 2.00

0.00 0.00

0.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
178
0 0
160
0 0
Base Volume Input [veh/h]
Randall Ave
Name
Volumes
9/12/2023
PM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-167
A
Intersection LOS

0.00 d_I, Intersection Delay [s/veh]
A
A
A
Approach LOS

0.00 0.00

9.12 d_A, Approach Delay [s/veh]

0.00 0.00

0.00 0.00
95th-Percentile Queue Length [ft/ln]

0.00 0.00

0.00 0.00
95th-Percentile Queue Length [veh/ln]
A
A
A
A
Movement LOS

0.00 0.00

9.12 0.00
d_M, Delay for Movement [s/veh]

0.00 0.00

0.00 0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
Flared Lane
Free
Free
Stop
Priority Scheme
Intersection Settings
9/12/2023
PM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-168

0.473
Volume to Capacity (v/c):

B
Level Of Service:

13.7 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

All-way stop
Control Type:

Intersection 4: Willow Ave (NS) at Randall Ave (EW)
Intersection Level Of Service Report
Yes
Yes
Yes
Yes
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

40.00 25.00

40.00 25.00
Speed [mph]

0.00 0.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
31 168
36 25
145
7 8
223
32 27
229
19 Total Analysis Volume [veh/h]
8 42
9 6
36 2
2 56
8 7
57 5
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9470

0.9470
Peak Hour Factor
29 159
34 24
137
7 8
211
30 26
217
18 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0404
Growth Factor

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
28 153
33 23
132
7 8
203
29 25
209
17 Base Volume Input [veh/h]
Name
Volumes
9/12/2023
PM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-169
B
Intersection LOS

13.73 Intersection Delay [s/veh]
B
B
B
B
Approach LOS

13.70 11.39

14.42 14.62
Approach Delay [s/veh]

4.25 47.55

3.25 27.18

1.07 59.54

63.11 95th-Percentile Queue Length [ft]

0.17 1.90

0.13 1.09

0.04 2.38

2.52 95th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results

0.05 0.40

0.04 0.27

0.01 0.46

0.47 Degree of Utilization, x
577
510
601
536
498
576
582
Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
9/12/2023
PM Peak Hour
Scenario 3: 3 Existing Plus Ambient Growth
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-170

PROJECT COMPLETION
(EXISTING PLUS AMBIENT GROWTH PLUS PROJECT)
Apx-171

0.621
Volume to Capacity (v/c):

C
Level Of Service:

23.9 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Signalized
Control Type:

Intersection 1: Lilac Ave (NS) at Randall Ave (EW) at Bloomington Ave (NE/SW) Intersection Level Of Service Report
Yes
Yes
Crosswalk
No
No
Curb Present

0.00 0.00
Grade [%]

25.00 35.00
Speed [mph]

0.00 0.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right2
Right
Thru
Left
Left2
Right2
Right
Thru
Left
Left2
Turning Movement
Lane Configuration
Southbound
Northbound
Approach
Lilac Ave
Lilac Ave
Name
Intersection Setup
9/12/2023
AM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-172
0 0
Bicycle Volume [bicycles/h]
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
v_ci, Inbound Pedestrian Volume along the le
0 0
v_co, Outbound Pedestrian Volume along th
0 0
v_di, Inbound Pedestrian Volume crossing th
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
Presence of On-Street Parking
7 35
114
26 3
51 52
136
62 15
Total Analysis Volume [veh/h]
2 9
29 6
1 13
13 34
15 4
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.7450

0.7450
Peak Hour Factor
5 26
85 19
2 38
39 101
46 11
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
4 0
0 0
4 1
2 4
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0404
Growth Factor

0.00 Proportion of CAVs [%]

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
5 25
78 18
2 37
34 96
42 7
Base Volume Input [veh/h]
Lilac Ave
Lilac Ave
Name
Volumes
9/12/2023
AM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-173
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
Pedestrian Recall
No
No
Maximum Recall
No
No
Minimum Recall

0.0 0.0

2.0 0.0

0.0 0.0

0.0 2.0

0.0 0.0
l2, Clearance Lost Time [s]

0.0 0.0

2.0 0.0

0.0 0.0

0.0 2.0

0.0 0.0
l1, Start-Up Lost Time [s]
No
No
Rest In Walk

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 0
10 0
0 0
0 10
0 0
Pedestrian Clearance [s]
0 0
7 0
0 0
0 7
0 0
Walk [s]

0.0 0.0

3.0 0.0

0.0 0.0

0.0 3.0

0.0 0.0
Vehicle Extension [s]
0 0
29 0
0 0
0 29
0 0
Split [s]

0.0 0.0

1.0 0.0

0.0 0.0

0.0 1.0

0.0 0.0
All red [s]

0.0 0.0

3.0 0.0

0.0 0.0

0.0 3.0

20.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
130
Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
9/12/2023
AM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-174

91.51 166.79
95th-Percentile Queue Length [ft/ln]

3.66 6.67
95th-Percentile Queue Length [veh/ln]

50.84 92.66
50th-Percentile Queue Length [ft/ln]

2.03 3.71
50th-Percentile Queue Length [veh/ln]
No
Yes
Critical Lane Group
B
C
Lane Group LOS

19.67 22.69
d, Delay for Lane Group [s/veh]

0.40 0.69
X, volume / capacity
Lane Group Results

1.00 1.00
PF, progression factor

1.00 1.00
Rp, platoon ratio

0.00 0.00
d3, Initial Queue Delay [s]

0.56 1.86
d2, Incremental Delay [s]

1.00 1.00
I, Upstream Filtering Factor

0.11 0.11
k, delay calibration

19.11 20.83
d1, Uniform Delay [s]
463
458
c, Capacity [veh/h]
1776
1727
s, saturation flow rate [veh/h]

0.10 0.18
(v / s)_i Volume / Saturation Flow Rate

0.22 0.22
g / C, Green / Cycle
12 12
g_i, Effective Green Time [s]

2.00 2.00
l2, Clearance Lost Time [s]

2.00 2.00
l1_p, Permitted Start-Up Lost Time [s]

4.00 4.00
L, Total Lost Time per Cycle [s]
56 56
C, Cycle Length [s]
C
C
Lane Group
Lane Group Calculations
9/12/2023
AM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-175
A
A
Bicycle LOS

1.810

1.895
I_b,int, Bicycle LOS Score for Intersection

8.64 8.64
d_b, Bicycle Delay [s]
890
890
c_b, Capacity of the bicycle lane [bicycles/h]
2000
2000
s_b, Saturation Flow Rate of the bicycle lane
A
B
Crosswalk LOS

1.857

2.121
I_p,int, Pedestrian LOS Score for Intersection

18.16 18.16
d_p, Pedestrian Delay [s]

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00
M_corner, Corner Circulation Area [ft²/ped]

11.0 11.0
g_Walk,mi, Effective Walk Time [s]
Other Modes

0.621
Intersection V/C
C
Intersection LOS

23.85 d_I, Intersection Delay [s/veh]
B
C
Approach LOS

19.67 22.69
d_A, Approach Delay [s/veh]
B
B
B
B
B
C
C
C
C
C
Movement LOS

19.67 19.67

19.67 22.69

22.69 22.69

22.69 22.69
d_M, Delay for Movement [s/veh]
Movement, Approach, & Intersection Results
9/12/2023
AM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-176
Yes
Yes
Crosswalk
No
No
Curb Present

0.00 0.00
Grade [%]

35.00 40.00
Speed [mph]

0.00 100.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 1
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
112.00
100.00
100.00
100.00

70.00 75.00
100.00
100.00
100.00

75.00 Entry Pocket Length [ft]
0 1
0 0
1 1
0 0
0 1
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Right
Thru
Left2
Left2
Right2
Right
Thru
Left
Left2
Turning Movement
Lane Configuration
Westbound
Eastbound
Approach
Randall Ave
Randall Ave
Name
Intersection Setup
9/12/2023
AM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-177
0 0
Bicycle Volume [bicycles/h]
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
v_ci, Inbound Pedestrian Volume along the le
0 0
v_co, Outbound Pedestrian Volume along th
0 0
v_di, Inbound Pedestrian Volume crossing th
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
Presence of On-Street Parking
15 1
142
77 0
1 123
166
0 54
Total Analysis Volume [veh/h]
4 0
36 19
0 0
31 42
0 13
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.7450

0.9500

0.7450

0.9500

0.7450
Peak Hour Factor
11 1
106
57 0
1 92
124
0 40
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 5
0 0
0 5
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0000

1.0404
Growth Factor

0.00 Proportion of CAVs [%]

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
11 1
102
50 0
1 88
114
0 38
Base Volume Input [veh/h]
Randall Ave
Randall Ave
Name
Volumes
9/12/2023
AM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-178
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
Pedestrian Recall
No
No
No
No
Maximum Recall
No
Yes
No
Yes
Minimum Recall

0.0 0.0

2.0 2.0

0.0 0.0

0.0 2.0

0.0 2.0
l2, Clearance Lost Time [s]

0.0 0.0

2.0 2.0

0.0 0.0

0.0 2.0

0.0 2.0
l1, Start-Up Lost Time [s]
No
No
Rest In Walk

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 0
16 0
0 0
0 19
0 0
Pedestrian Clearance [s]
0 0
7 0
0 0
0 7
0 0
Walk [s]

0.0 0.0

3.0 3.0

0.0 0.0

0.0 3.0

0.0 3.0
Vehicle Extension [s]
0 0
27 14
0 0
0 30
0 17
Split [s]

0.0 0.0

1.0 1.0

0.0 0.0

0.0 1.0

0.0 1.0
All red [s]

0.0 0.0

3.0 3.0

0.0 0.0

0.0 3.0

20.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
130
Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
9/12/2023
AM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-179

8.24 82.82

44.74 68.66

93.34 28.62
95th-Percentile Queue Length [ft/ln]

0.33 3.31

1.79 2.75

3.73 1.14
95th-Percentile Queue Length [veh/ln]

4.58 46.01

24.86 38.14

51.85 15.90
50th-Percentile Queue Length [ft/ln]

0.18 1.84

0.99 1.53

2.07 0.64
50th-Percentile Queue Length [veh/ln]
No
No
Yes
No
Yes
No
Critical Lane Group
C
C
C
C
C
C
Lane Group LOS

22.52 27.16

26.75 25.66

26.43 24.15
d, Delay for Lane Group [s/veh]

0.09 0.65

0.48 0.59

0.67 0.29
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.20 3.28

2.26 2.59

3.09 0.83
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.11 0.11

0.11 0.11
k, delay calibration

22.32 23.88

24.49 23.07

23.34 23.32
d1, Uniform Delay [s]
185
218
159
211
248
188
c, Capacity [veh/h]
1615
1900
1810
1615
1900
1810
s, saturation flow rate [veh/h]

0.01 0.07

0.04 0.08

0.09 0.03
(v / s)_i Volume / Saturation Flow Rate

0.11 0.11

0.09 0.13

0.13 0.10
g / C, Green / Cycle
6 6
5 7
7 6
g_i, Effective Green Time [s]

2.00 2.00

2.00 2.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

4.00 4.00

4.00 4.00
L, Total Lost Time per Cycle [s]
56 56
56 56
56 56
C, Cycle Length [s]
R
C
L
R
C
L
Lane Group
Lane Group Calculations
9/12/2023
AM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-180
A
B
Bicycle LOS

1.946

2.126
I_b,int, Bicycle LOS Score for Intersection

9.79 8.10
d_b, Bicycle Delay [s]
819
926
c_b, Capacity of the bicycle lane [bicycles/h]
2000
2000
s_b, Saturation Flow Rate of the bicycle lane
B
B
Crosswalk LOS

2.427

2.399
I_p,int, Pedestrian LOS Score for Intersection

18.16 18.16
d_p, Pedestrian Delay [s]

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00
M_corner, Corner Circulation Area [ft²/ped]

11.0 11.0
g_Walk,mi, Effective Walk Time [s]
Other Modes

0.621
Intersection V/C
C
Intersection LOS

23.85 d_I, Intersection Delay [s/veh]
C
C
Approach LOS

26.71 25.80
d_A, Approach Delay [s/veh]
C
C
C
C
C
C
C
C
Movement LOS

27.16 22.52

27.16 26.75

0.00 25.66

26.43 26.43

0.00 24.15
d_M, Delay for Movement [s/veh]
Movement, Approach, & Intersection Results
9/12/2023
AM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-181
Yes
Yes
Crosswalk
No
No
Curb Present

0.00 0.00
Grade [%]

50.00 50.00
Speed [mph]

0.00 0.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right2
Right
Thru
Left
Left
Right2
Right2
Thru
Left
Left2
Turning Movement
Lane Configuration
Southwestbound
Northeastbound
Approach
Bloomington Ave
Bloomington Ave
Name
Intersection Setup
9/12/2023
AM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-182
0 0
Bicycle Volume [bicycles/h]
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
v_ci, Inbound Pedestrian Volume along the le
0 0
v_co, Outbound Pedestrian Volume along th
0 0
v_di, Inbound Pedestrian Volume crossing th
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
Presence of On-Street Parking
4 13
133
72 0
59 16
176
21 0
Total Analysis Volume [veh/h]
1 3
33 18
0 15
4 44
5 0
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.7450

0.9500

0.7450

0.9500
Peak Hour Factor
3 10
99 54
0 44
12 131
16 0
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 9
0 9
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0000
Growth Factor

0.00 Proportion of CAVs [%]

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
3 10
95 43
0 34
12 126
15 0
Base Volume Input [veh/h]
Bloomington Ave
Bloomington Ave
Name
Volumes
9/12/2023
AM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-183
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
Pedestrian Recall
No
No
No
No
Maximum Recall
No
Yes
No
Yes
Minimum Recall

0.0 0.0

2.0 2.0

2.0 0.0

0.0 2.0

2.0 2.0
l2, Clearance Lost Time [s]

0.0 0.0

2.0 2.0

2.0 0.0

0.0 2.0

2.0 2.0
l1, Start-Up Lost Time [s]
No
No
Rest In Walk

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 0
32 0
0 0
0 23
0 0
Pedestrian Clearance [s]
0 0
7 0
0 0
0 7
0 0
Walk [s]

0.0 0.0

3.0 3.0

3.0 0.0

0.0 3.0

3.0 3.0
Vehicle Extension [s]
0 0
43 23
23 0
0 34
14 14
Split [s]

0.0 0.0

1.0 1.0

1.0 0.0

0.0 1.0

1.0 1.0
All red [s]

0.0 0.0

3.0 3.0

3.0 0.0

0.0 3.0

20.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
130
Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
9/12/2023
AM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-184

7.37 36.76

22.48 39.61

38.00 45.19

42.92 13.09
95th-Percentile Queue Length [ft/ln]

0.29 1.47

0.90 1.58

1.52 1.81

1.72 0.52
95th-Percentile Queue Length [veh/ln]

4.10 20.42

12.49 22.01

21.11 25.11

23.84 7.27
50th-Percentile Queue Length [ft/ln]

0.16 0.82

0.50 0.88

0.84 1.00

0.95 0.29
50th-Percentile Queue Length [veh/ln]
No
No
No
Yes
No
Yes
No
No
Critical Lane Group
B
C
C
C
C
C
C
C
Lane Group LOS

19.64 20.62

20.10 26.78

23.99 23.87

23.74 29.43
d, Delay for Lane Group [s/veh]

0.06 0.25

0.16 0.47

0.38 0.39

0.37 0.33
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.09 0.40

0.22 2.20

1.20 1.06

0.98 2.90
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.11 0.11

0.11 0.11
k, delay calibration

19.55 20.22

19.88 24.58

22.78 22.81

22.75 26.53
d1, Uniform Delay [s]
277
326
326
154
197
232
232
64 c, Capacity [veh/h]
1615
1900
1900
1810
1615
1900
1900
1810
s, saturation flow rate [veh/h]

0.01 0.04

0.03 0.04

0.05 0.05

0.05 0.01
(v / s)_i Volume / Saturation Flow Rate

0.17 0.17

0.17 0.08

0.12 0.12

0.12 0.04
g / C, Green / Cycle
10 10
10 5
7 7
7 2
g_i, Effective Green Time [s]

2.00 2.00

2.00 2.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

4.00 4.00

4.00 4.00
L, Total Lost Time per Cycle [s]
56 56
56 56
56 56
56 56
C, Cycle Length [s]
R
C
C
L
R
C
C
L
Lane Group
Lane Group Calculations
9/12/2023
AM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-185
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]

0.00 29.43

23.80 23.87

23.99 0.00

26.78 20.42

20.62 19.64
Movement LOS
C
C
C
C
C
C
C
B
d_A, Approach Delay [s/veh]

24.29 22.42
Approach LOS
C
C
d_I, Intersection Delay [s/veh]

23.85 Intersection LOS
C
Intersection V/C

0.621
Other Modes
g_Walk,mi, Effective Walk Time [s]

11.0 11.0
M_corner, Corner Circulation Area [ft²/ped]

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00
d_p, Pedestrian Delay [s]

18.16 18.16
I_p,int, Pedestrian LOS Score for Intersection

2.783

2.591
Crosswalk LOS
C
B
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
c_b, Capacity of the bicycle lane [bicycles/h]
1068
1389
d_b, Bicycle Delay [s]

6.09 2.62
I_b,int, Bicycle LOS Score for Intersection

1.771

1.739
Bicycle LOS
A
A
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 4
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 3
-
-
-
-
-
-
-
-
-
-
-
12 8
7 6
5 Ring 2
-
-
-
-
-
-
-
-
-
-
-
10 4
3 2
1 Ring 1
Sequence
9/12/2023
AM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-186

0.002
Volume to Capacity (v/c):

B
Level Of Service:

13.0 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 2: Lilac Ave (NS) at Project Dwy (EW)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

25.00 35.00

35.00 Speed [mph]

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Left
Thru
Left
Right
Thru
Turning Movement
Lane Configuration
Westbound
Southbound
Northbound
Approach
Lilac Ave
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
12 1
307
28 4
237
Total Analysis Volume [veh/h]
3 0
77 7
1 59
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9500

0.9500
Peak Hour Factor
11 1
292
27 4
225
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
11 1
0 27
4 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0404
Growth Factor

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
0 0
281
0 0
216
Base Volume Input [veh/h]
Lilac Ave
Name
Volumes
9/12/2023
AM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-187
B
Intersection LOS

0.58 d_I, Intersection Delay [s/veh]
A
A
A
Approach LOS

9.82 0.65

0.00 d_A, Approach Delay [s/veh]

1.30 1.30

1.18 1.18

0.00 0.00
95th-Percentile Queue Length [ft/ln]

0.05 0.05

0.00 0.00
95th-Percentile Queue Length [veh/ln]
A
B
A
A
A
A
Movement LOS

9.56 13.01

0.00 7.72

0.00 0.00
d_M, Delay for Movement [s/veh]

0.01 0.00

0.00 0.02

0.00 0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
No
Flared Lane
Stop
Free
Free
Priority Scheme
Intersection Settings
9/12/2023
AM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-188

0.002
Volume to Capacity (v/c):

A
Level Of Service:

9.3 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 3: Project Dwy (NS) at Randall Ave (NS)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

30.00 40.00

25.00 Speed [mph]

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00
Lane Width [ft]
Thru
Left
Right
Thru
Right
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Northbound
Approach
Randall Ave
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
185
0 5
200
2 0
Total Analysis Volume [veh/h]
46 0
1 50
1 0
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9500

0.9500
Peak Hour Factor
176
0 5
190
2 0
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
5 0
5 0
2 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0000

1.0404

1.0000
Growth Factor

0.00 2.00

0.00 0.00

0.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
164
0 0
183
0 0
Base Volume Input [veh/h]
Randall Ave
Name
Volumes
9/12/2023
AM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-189
A
Intersection LOS

0.05 d_I, Intersection Delay [s/veh]
A
A
A
Approach LOS

0.00 0.00

9.28 d_A, Approach Delay [s/veh]

0.00 0.00

0.18 0.00
95th-Percentile Queue Length [ft/ln]

0.00 0.00

0.01 0.00
95th-Percentile Queue Length [veh/ln]
A
A
A
A
Movement LOS

0.00 0.00

9.28 0.00
d_M, Delay for Movement [s/veh]

0.00 0.00

0.00 0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
Flared Lane
Free
Free
Stop
Priority Scheme
Intersection Settings
9/12/2023
AM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-190

0.649
Volume to Capacity (v/c):

C
Level Of Service:

17.3 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

All-way stop
Control Type:

Intersection 4: Willow Ave (NS) at Randall Ave (EW)
Intersection Level Of Service Report
Yes
Yes
Yes
Yes
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

40.00 25.00

40.00 25.00
Speed [mph]

0.00 0.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
49 174
38 35
175
21 13
290
46 82
190
21 Total Analysis Volume [veh/h]
12 43
9 9
44 5
3 73
11 21
47 5
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.8750

0.8750
Peak Hour Factor
43 152
33 31
153
18 11
254
40 72
166
18 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 5
0 0
2 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0404
Growth Factor

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
41 141
32 30
145
17 11
244
38 69
160
17 Base Volume Input [veh/h]
Name
Volumes
9/12/2023
AM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-191
C
Intersection LOS

17.32 Intersection Delay [s/veh]
C
B
C
C
Approach LOS

15.73 13.16

21.23 17.34
Approach Delay [s/veh]

7.83 59.23

5.16 40.14

3.60 115.92

80.80 95th-Percentile Queue Length [ft]

0.31 2.37

0.21 1.61

0.14 4.64

3.23 95th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results

0.09 0.46

0.06 0.36

0.05 0.65

0.54 Degree of Utilization, x
516
462
542
489
457
538
540
Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
9/12/2023
AM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-192

0.556
Volume to Capacity (v/c):

B
Level Of Service:

19.8 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Signalized
Control Type:

Intersection 1: Lilac Ave (NS) at Randall Ave (EW) at Bloomington Ave (NE/SW) Intersection Level Of Service Report
Yes
Yes
Crosswalk
No
No
Curb Present

0.00 0.00
Grade [%]

25.00 35.00
Speed [mph]

0.00 0.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right2
Right
Thru
Left
Left2
Right2
Right
Thru
Left
Left2
Turning Movement
Lane Configuration
Southbound
Northbound
Approach
Lilac Ave
Lilac Ave
Name
Intersection Setup
9/12/2023
PM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-193
0 0
Bicycle Volume [bicycles/h]
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
v_ci, Inbound Pedestrian Volume along the le
0 0
v_co, Outbound Pedestrian Volume along th
0 0
v_di, Inbound Pedestrian Volume crossing th
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
Presence of On-Street Parking
3 28
72 8
2 12
26 109
36 17
Total Analysis Volume [veh/h]
1 7
18 2
1 3
6 27
9 4
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9270

0.9270
Peak Hour Factor
3 26
67 7
2 11
24 101
33 16
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
4 0
0 0
13 6
9 14
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0404
Growth Factor

0.00 Proportion of CAVs [%]

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
3 25
61 7
2 11
11 91
23 2
Base Volume Input [veh/h]
Lilac Ave
Lilac Ave
Name
Volumes
9/12/2023
PM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-194
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
Pedestrian Recall
No
No
Maximum Recall
No
No
Minimum Recall

0.0 0.0

2.0 0.0

0.0 0.0

0.0 2.0

0.0 0.0
l2, Clearance Lost Time [s]

0.0 0.0

2.0 0.0

0.0 0.0

0.0 2.0

0.0 0.0
l1, Start-Up Lost Time [s]
No
No
Rest In Walk

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 0
10 0
0 0
0 10
0 0
Pedestrian Clearance [s]
0 0
7 0
0 0
0 7
0 0
Walk [s]

0.0 0.0

3.0 0.0

0.0 0.0

0.0 3.0

0.0 0.0
Vehicle Extension [s]
0 0
29 0
0 0
0 29
0 0
Split [s]

0.0 0.0

1.0 0.0

0.0 0.0

0.0 1.0

0.0 0.0
All red [s]

0.0 0.0

3.0 0.0

0.0 0.0

0.0 3.0

20.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
130
Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
9/12/2023
PM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-195

46.79 84.24
95th-Percentile Queue Length [ft/ln]

1.87 3.37
95th-Percentile Queue Length [veh/ln]

26.00 46.80
50th-Percentile Queue Length [ft/ln]

1.04 1.87
50th-Percentile Queue Length [veh/ln]
No
Yes
Critical Lane Group
B
C
Lane Group LOS

18.36 20.08
d, Delay for Lane Group [s/veh]

0.32 0.55
X, volume / capacity
Lane Group Results

1.00 1.00
PF, progression factor

1.00 1.00
Rp, platoon ratio

0.00 0.00
d3, Initial Queue Delay [s]

0.50 1.32
d2, Incremental Delay [s]

1.00 1.00
I, Upstream Filtering Factor

0.11 0.11
k, delay calibration

17.86 18.77
d1, Uniform Delay [s]
357
362
c, Capacity [veh/h]
1849
1788
s, saturation flow rate [veh/h]

0.06 0.11
(v / s)_i Volume / Saturation Flow Rate

0.15 0.15
g / C, Green / Cycle
7 7
g_i, Effective Green Time [s]

2.00 2.00
l2, Clearance Lost Time [s]

2.00 2.00
l1_p, Permitted Start-Up Lost Time [s]

4.00 4.00
L, Total Lost Time per Cycle [s]
46 46
C, Cycle Length [s]
C
C
Lane Group
Lane Group Calculations
9/12/2023
PM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-196
A
A
Bicycle LOS

1.728

1.810
I_b,int, Bicycle LOS Score for Intersection

4.73 4.73
d_b, Bicycle Delay [s]
1091
1091
c_b, Capacity of the bicycle lane [bicycles/h]
2000
2000
s_b, Saturation Flow Rate of the bicycle lane
A
A
Crosswalk LOS

1.813

1.897
I_p,int, Pedestrian LOS Score for Intersection

13.23 13.23
d_p, Pedestrian Delay [s]

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00
M_corner, Corner Circulation Area [ft²/ped]

11.0 11.0
g_Walk,mi, Effective Walk Time [s]
Other Modes

0.556
Intersection V/C
B
Intersection LOS

19.75 d_I, Intersection Delay [s/veh]
B
C
Approach LOS

18.36 20.08
d_A, Approach Delay [s/veh]
B
B
B
B
B
C
C
C
C
C
Movement LOS

18.36 18.36

18.36 20.08

20.08 20.08

20.08 20.08
d_M, Delay for Movement [s/veh]
Movement, Approach, & Intersection Results
9/12/2023
PM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-197
Yes
Yes
Crosswalk
No
No
Curb Present

0.00 0.00
Grade [%]

35.00 40.00
Speed [mph]

0.00 100.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 1
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
112.00
100.00
100.00
100.00

70.00 75.00
100.00
100.00
100.00

75.00 Entry Pocket Length [ft]
0 1
0 0
1 1
0 0
0 1
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Right
Thru
Left2
Left2
Right2
Right
Thru
Left
Left2
Turning Movement
Lane Configuration
Westbound
Eastbound
Approach
Randall Ave
Randall Ave
Name
Intersection Setup
9/12/2023
PM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-198
0 0
Bicycle Volume [bicycles/h]
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
v_ci, Inbound Pedestrian Volume along the le
0 0
v_co, Outbound Pedestrian Volume along th
0 0
v_di, Inbound Pedestrian Volume crossing th
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
Presence of On-Street Parking
16 0
146
45 0
8 25
150
0 39
Total Analysis Volume [veh/h]
4 0
36 11
0 2
6 37
0 10
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9270

0.9500

0.9270

0.9500

0.9270
Peak Hour Factor
15 0
135
42 0
7 23
139
0 36
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 6
0 0
0 6
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0000

1.0404
Growth Factor

0.00 Proportion of CAVs [%]

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
14 0
130
35 0
7 22
128
0 35
Base Volume Input [veh/h]
Randall Ave
Randall Ave
Name
Volumes
9/12/2023
PM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-199
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
Pedestrian Recall
No
No
No
No
Maximum Recall
No
Yes
No
Yes
Minimum Recall

0.0 0.0

2.0 2.0

0.0 0.0

0.0 2.0

0.0 2.0
l2, Clearance Lost Time [s]

0.0 0.0

2.0 2.0

0.0 0.0

0.0 2.0

0.0 2.0
l1, Start-Up Lost Time [s]
No
No
Rest In Walk

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 0
16 0
0 0
0 19
0 0
Pedestrian Clearance [s]
0 0
7 0
0 0
0 7
0 0
Walk [s]

0.0 0.0

3.0 3.0

0.0 0.0

0.0 3.0

0.0 3.0
Vehicle Extension [s]
0 0
27 14
0 0
0 30
0 17
Split [s]

0.0 0.0

1.0 1.0

0.0 0.0

0.0 1.0

0.0 1.0
All red [s]

0.0 0.0

3.0 3.0

0.0 0.0

0.0 3.0

20.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
130
Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
9/12/2023
PM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-200

6.14 62.74

20.98 12.40

62.26 17.26
95th-Percentile Queue Length [ft/ln]

0.25 2.51

0.84 0.50

2.49 0.69
95th-Percentile Queue Length [veh/ln]

3.41 34.86

11.66 6.89

34.59 9.59
50th-Percentile Queue Length [ft/ln]

0.14 1.39

0.47 0.28

1.38 0.38
50th-Percentile Queue Length [veh/ln]
No
No
Yes
No
Yes
No
Critical Lane Group
B
C
C
B
C
C
Lane Group LOS

17.57 20.71

22.33 17.74

20.48 21.51
d, Delay for Lane Group [s/veh]

0.07 0.57

0.37 0.15

0.57 0.30
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.14 2.02

1.82 0.30

1.94 1.26
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.11 0.11

0.11 0.11
k, delay calibration

17.43 18.69

20.51 17.44

18.54 20.25
d1, Uniform Delay [s]
217
255
123
224
263
131
c, Capacity [veh/h]
1615
1900
1810
1615
1900
1810
s, saturation flow rate [veh/h]

0.01 0.08

0.02 0.02

0.08 0.02
(v / s)_i Volume / Saturation Flow Rate

0.13 0.13

0.07 0.14

0.14 0.07
g / C, Green / Cycle
6 6
3 6
6 3
g_i, Effective Green Time [s]

2.00 2.00

2.00 2.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

4.00 4.00

4.00 4.00
L, Total Lost Time per Cycle [s]
46 46
46 46
46 46
C, Cycle Length [s]
R
C
L
R
C
L
Lane Group
Lane Group Calculations
9/12/2023
PM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-201
A
A
Bicycle LOS

1.901

1.913
I_b,int, Bicycle LOS Score for Intersection

5.68 4.29
d_b, Bicycle Delay [s]
1004
1135
c_b, Capacity of the bicycle lane [bicycles/h]
2000
2000
s_b, Saturation Flow Rate of the bicycle lane
B
B
Crosswalk LOS

2.364

2.304
I_p,int, Pedestrian LOS Score for Intersection

13.23 13.23
d_p, Pedestrian Delay [s]

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00
M_corner, Corner Circulation Area [ft²/ped]

11.0 11.0
g_Walk,mi, Effective Walk Time [s]
Other Modes

0.556
Intersection V/C
B
Intersection LOS

19.75 d_I, Intersection Delay [s/veh]
C
C
Approach LOS

20.82 20.25
d_A, Approach Delay [s/veh]
C
B
C
C
B
C
C
C
Movement LOS

20.71 17.57

20.71 22.33

0.00 17.74

20.48 20.48

0.00 21.51
d_M, Delay for Movement [s/veh]
Movement, Approach, & Intersection Results
9/12/2023
PM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-202
Yes
Yes
Crosswalk
No
No
Curb Present

0.00 0.00
Grade [%]

50.00 50.00
Speed [mph]

0.00 0.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right2
Right
Thru
Left
Left
Right2
Right2
Thru
Left
Left2
Turning Movement
Lane Configuration
Southwestbound
Northeastbound
Approach
Bloomington Ave
Bloomington Ave
Name
Intersection Setup
9/12/2023
PM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-203
0 0
Bicycle Volume [bicycles/h]
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
v_ci, Inbound Pedestrian Volume along the le
0 0
v_co, Outbound Pedestrian Volume along th
0 0
v_di, Inbound Pedestrian Volume crossing th
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
Presence of On-Street Parking
6 13
141
25 0
22 15
262
55 0
Total Analysis Volume [veh/h]
2 3
35 6
0 5
4 66
14 0
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9270

0.9500

0.9270

0.9500
Peak Hour Factor
6 12
131
23 0
20 14
243
51 0
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 11
0 11
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0000
Growth Factor

0.00 Proportion of CAVs [%]

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
6 12
126
12 0
9 13
234
49 0
Base Volume Input [veh/h]
Bloomington Ave
Bloomington Ave
Name
Volumes
9/12/2023
PM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-204
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
Pedestrian Recall
No
No
No
No
Maximum Recall
No
Yes
No
Yes
Minimum Recall

0.0 0.0

2.0 2.0

2.0 0.0

0.0 2.0

2.0 2.0
l2, Clearance Lost Time [s]

0.0 0.0

2.0 2.0

2.0 0.0

0.0 2.0

2.0 2.0
l1, Start-Up Lost Time [s]
No
No
Rest In Walk

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 0
32 0
0 0
0 23
0 0
Pedestrian Clearance [s]
0 0
7 0
0 0
0 7
0 0
Walk [s]

0.0 0.0

3.0 3.0

3.0 0.0

0.0 3.0

3.0 3.0
Vehicle Extension [s]
0 0
43 23
23 0
0 34
14 14
Split [s]

0.0 0.0

1.0 1.0

1.0 0.0

0.0 1.0

1.0 1.0
All red [s]

0.0 0.0

3.0 3.0

3.0 0.0

0.0 3.0

20.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
130
Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
9/12/2023
PM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-205

6.73 32.06

19.55 10.67

12.86 61.06

37.18 23.35
95th-Percentile Queue Length [ft/ln]

0.27 1.28

0.78 0.43

0.51 2.44

1.49 0.93
95th-Percentile Queue Length [veh/ln]

3.74 17.81

10.86 5.93

7.14 33.92

20.66 12.97
50th-Percentile Queue Length [ft/ln]

0.15 0.71

0.43 0.24

0.29 1.36

0.83 0.52
50th-Percentile Queue Length [veh/ln]
No
No
No
Yes
No
Yes
No
No
Critical Lane Group
B
B
B
C
B
B
B
C
Lane Group LOS

17.66 18.89

18.20 21.49

17.33 19.90

18.38 21.91
d, Delay for Lane Group [s/veh]

0.09 0.34

0.21 0.22

0.15 0.56

0.36 0.39
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.17 0.79

0.42 0.97

0.29 1.73

0.78 1.73
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.11 0.11

0.11 0.11
k, delay calibration

17.48 18.10

17.79 20.52

17.04 18.17

17.61 20.17
d1, Uniform Delay [s]
216
254
254
113
241
284
284
142
c, Capacity [veh/h]
1615
1900
1900
1810
1615
1900
1900
1810
s, saturation flow rate [veh/h]

0.01 0.05

0.03 0.01

0.02 0.08

0.05 0.03
(v / s)_i Volume / Saturation Flow Rate

0.13 0.13

0.13 0.06

0.15 0.15

0.15 0.08
g / C, Green / Cycle
6 6
6 3
7 7
7 4
g_i, Effective Green Time [s]

2.00 2.00

2.00 2.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

4.00 4.00

4.00 4.00
L, Total Lost Time per Cycle [s]
46 46
46 46
46 46
46 46
C, Cycle Length [s]
R
C
C
L
R
C
C
L
Lane Group
Lane Group Calculations
9/12/2023
PM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-206
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]

0.00 21.91

19.31 19.90

17.33 0.00

21.49 18.63

18.89 17.66
Movement LOS
C
B
B
B
C
B
B
B
d_A, Approach Delay [s/veh]

19.50 18.91
Approach LOS
B
B
d_I, Intersection Delay [s/veh]

19.75 Intersection LOS
B
Intersection V/C

0.556
Other Modes
g_Walk,mi, Effective Walk Time [s]

11.0 11.0
M_corner, Corner Circulation Area [ft²/ped]

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00
d_p, Pedestrian Delay [s]

13.23 13.23
I_p,int, Pedestrian LOS Score for Intersection

2.757

2.557
Crosswalk LOS
C
B
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
c_b, Capacity of the bicycle lane [bicycles/h]
1309
1702
d_b, Bicycle Delay [s]

2.73 0.51
I_b,int, Bicycle LOS Score for Intersection

1.839

1.707
Bicycle LOS
A
A
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 4
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 3
-
-
-
-
-
-
-
-
-
-
-
12 8
7 6
5 Ring 2
-
-
-
-
-
-
-
-
-
-
-
10 4
3 2
1 Ring 1
Sequence
9/12/2023
PM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-207

0.010
Volume to Capacity (v/c):

B
Level Of Service:

11.1 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 2: Lilac Ave (NS) at Project Dwy (EW)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

25.00 35.00

35.00 Speed [mph]

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Left
Thru
Left
Right
Thru
Turning Movement
Lane Configuration
Westbound
Southbound
Northbound
Approach
Lilac Ave
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
44 6
148
34 4
152
Total Analysis Volume [veh/h]
11 2
37 8
1 38
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9500

0.9500
Peak Hour Factor
42 6
141
32 4
144
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
42 6
0 32
4 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0404
Growth Factor

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
0 0
136
0 0
138
Base Volume Input [veh/h]
Lilac Ave
Name
Volumes
9/12/2023
PM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-208
B
Intersection LOS

1.88 d_I, Intersection Delay [s/veh]
A
A
A
Approach LOS

9.49 1.41

0.00 d_A, Approach Delay [s/veh]

4.67 4.67

1.44 1.44

0.00 0.00
95th-Percentile Queue Length [ft/ln]

0.19 0.19

0.06 0.06

0.00 0.00
95th-Percentile Queue Length [veh/ln]
A
B
A
A
A
A
Movement LOS

9.28 11.09

0.00 7.54

0.00 0.00
d_M, Delay for Movement [s/veh]

0.05 0.01

0.00 0.02

0.00 0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
No
Flared Lane
Stop
Free
Free
Priority Scheme
Intersection Settings
9/12/2023
PM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-209

0.010
Volume to Capacity (v/c):

A
Level Of Service:

9.2 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 3: Project Dwy (NS) at Randall Ave (NS)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

30.00 40.00

25.00 Speed [mph]

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00
Lane Width [ft]
Thru
Left
Right
Thru
Right
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Northbound
Approach
Randall Ave
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
201
0 6
175
9 0
Total Analysis Volume [veh/h]
50 0
2 44
2 0
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9500

0.9500
Peak Hour Factor
191
0 6
166
9 0
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
6 0
6 0
9 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0000

1.0404

1.0000
Growth Factor

0.00 2.00

0.00 0.00

0.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
178
0 0
160
0 0
Base Volume Input [veh/h]
Randall Ave
Name
Volumes
9/12/2023
PM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-210
A
Intersection LOS

0.21 d_I, Intersection Delay [s/veh]
A
A
A
Approach LOS

0.00 0.00

9.18 d_A, Approach Delay [s/veh]

0.00 0.00

0.78 0.00
95th-Percentile Queue Length [ft/ln]

0.00 0.00

0.03 0.00
95th-Percentile Queue Length [veh/ln]
A
A
A
A
Movement LOS

0.00 0.00

9.18 0.00
d_M, Delay for Movement [s/veh]

0.00 0.00

0.01 0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
Flared Lane
Free
Free
Stop
Priority Scheme
Intersection Settings
9/12/2023
PM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-211

0.478
Volume to Capacity (v/c):

B
Level Of Service:

14.0 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

All-way stop
Control Type:

Intersection 4: Willow Ave (NS) at Randall Ave (EW)
Intersection Level Of Service Report
Yes
Yes
Yes
Yes
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

40.00 25.00

40.00 25.00
Speed [mph]

0.00 0.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
31 174
36 25
154
7 8
223
32 27
229
19 Total Analysis Volume [veh/h]
8 44
9 6
39 2
2 56
8 7
57 5
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9470

0.9470
Peak Hour Factor
29 165
34 24
146
7 8
211
30 26
217
18 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 6
0 0
9 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0404
Growth Factor

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
28 153
33 23
132
7 8
203
29 25
209
17 Base Volume Input [veh/h]
Name
Volumes
9/12/2023
PM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-212
B
Intersection LOS

13.97 Intersection Delay [s/veh]
B
B
B
B
Approach LOS

14.03 11.66

14.64 14.85
Approach Delay [s/veh]

4.28 50.26

3.27 29.68

1.07 60.58

64.23 95th-Percentile Queue Length [ft]

0.17 2.01

0.13 1.19

0.04 2.42

2.57 95th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results

0.05 0.41

0.04 0.29

0.01 0.46

0.48 Degree of Utilization, x
573
508
597
533
496
569
576
Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
9/12/2023
PM Peak Hour
Scenario 4: 4 Existing Plus Ambient Growth Plus Project SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-213

CUMULATIVE WITHOUT PROJECT
Apx-214

0.618
Volume to Capacity (v/c):

C
Level Of Service:

23.6 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Signalized
Control Type:

Intersection 1: Lilac Ave (NS) at Randall Ave (EW) at Bloomington Ave (NE/SW) Intersection Level Of Service Report
Yes
Yes
Crosswalk
No
No
Curb Present

0.00 0.00
Grade [%]

25.00 35.00
Speed [mph]

0.00 0.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right2
Right
Thru
Left
Left2
Right2
Right
Thru
Left
Left2
Turning Movement
Lane Configuration
Southbound
Northbound
Approach
Lilac Ave
Lilac Ave
Name
Intersection Setup
10/18/2023
AM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-215
0 0
Bicycle Volume [bicycles/h]
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
v_ci, Inbound Pedestrian Volume along the le
0 0
v_co, Outbound Pedestrian Volume along th
0 0
v_di, Inbound Pedestrian Volume crossing th
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
Presence of On-Street Parking
7 35
115
31 3
51 47
137
59 9
Total Analysis Volume [veh/h]
2 9
29 8
1 13
12 34
15 2
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.7450

0.7450
Peak Hour Factor
5 26
86 23
2 38
35 102
44 7
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
5 4
0 0
0 2
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0404
Growth Factor

0.00 Proportion of CAVs [%]

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
5 25
78 18
2 37
34 96
42 7
Base Volume Input [veh/h]
Lilac Ave
Lilac Ave
Name
Volumes
10/18/2023
AM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-216
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
Pedestrian Recall
No
No
Maximum Recall
No
No
Minimum Recall

0.0 0.0

2.0 0.0

0.0 0.0

0.0 2.0

0.0 0.0
l2, Clearance Lost Time [s]

0.0 0.0

2.0 0.0

0.0 0.0

0.0 2.0

0.0 0.0
l1, Start-Up Lost Time [s]
No
No
Rest In Walk

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 0
10 0
0 0
0 10
0 0
Pedestrian Clearance [s]
0 0
7 0
0 0
0 7
0 0
Walk [s]

0.0 0.0

3.0 0.0

0.0 0.0

0.0 3.0

0.0 0.0
Vehicle Extension [s]
0 0
29 0
0 0
0 29
0 0
Split [s]

0.0 0.0

1.0 0.0

0.0 0.0

0.0 1.0

0.0 0.0
All red [s]

0.0 0.0

3.0 0.0

0.0 0.0

0.0 3.0

20.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
130
Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
10/18/2023
AM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-217

94.48 157.52
95th-Percentile Queue Length [ft/ln]

3.78 6.30
95th-Percentile Queue Length [veh/ln]

52.49 87.51
50th-Percentile Queue Length [ft/ln]

2.10 3.50
50th-Percentile Queue Length [veh/ln]
No
Yes
Critical Lane Group
B
C
Lane Group LOS

19.95 22.58
d, Delay for Lane Group [s/veh]

0.43 0.68
X, volume / capacity
Lane Group Results

1.00 1.00
PF, progression factor

1.00 1.00
Rp, platoon ratio

0.00 0.00
d3, Initial Queue Delay [s]

0.65 1.82
d2, Incremental Delay [s]

1.00 1.00
I, Upstream Filtering Factor

0.11 0.11
k, delay calibration

19.30 20.76
d1, Uniform Delay [s]
447
446
c, Capacity [veh/h]
1757
1742
s, saturation flow rate [veh/h]

0.11 0.17
(v / s)_i Volume / Saturation Flow Rate

0.21 0.21
g / C, Green / Cycle
12 12
g_i, Effective Green Time [s]

2.00 2.00
l2, Clearance Lost Time [s]

2.00 2.00
l1_p, Permitted Start-Up Lost Time [s]

4.00 4.00
L, Total Lost Time per Cycle [s]
55 55
C, Cycle Length [s]
C
C
Lane Group
Lane Group Calculations
10/18/2023
AM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-218
A
A
Bicycle LOS

1.812

1.878
I_b,int, Bicycle LOS Score for Intersection

8.28 8.28
d_b, Bicycle Delay [s]
905
905
c_b, Capacity of the bicycle lane [bicycles/h]
2000
2000
s_b, Saturation Flow Rate of the bicycle lane
A
B
Crosswalk LOS

1.860

2.096
I_p,int, Pedestrian LOS Score for Intersection

17.72 17.72
d_p, Pedestrian Delay [s]

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00
M_corner, Corner Circulation Area [ft²/ped]

11.0 11.0
g_Walk,mi, Effective Walk Time [s]
Other Modes

0.618
Intersection V/C
C
Intersection LOS

23.56 d_I, Intersection Delay [s/veh]
B
C
Approach LOS

19.95 22.58
d_A, Approach Delay [s/veh]
B
B
B
B
B
C
C
C
C
C
Movement LOS

19.95 19.95

19.95 22.58

22.58 22.58

22.58 22.58
d_M, Delay for Movement [s/veh]
Movement, Approach, & Intersection Results
10/18/2023
AM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-219
Yes
Yes
Crosswalk
No
No
Curb Present

0.00 0.00
Grade [%]

35.00 40.00
Speed [mph]

0.00 100.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 1
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
112.00
100.00
100.00
100.00

70.00 75.00
100.00
100.00
100.00

75.00 Entry Pocket Length [ft]
0 1
0 0
1 1
0 0
0 1
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Right
Thru
Left2
Left2
Right2
Right
Thru
Left
Left2
Turning Movement
Lane Configuration
Westbound
Eastbound
Approach
Randall Ave
Randall Ave
Name
Intersection Setup
10/18/2023
AM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-220
0 0
Bicycle Volume [bicycles/h]
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
v_ci, Inbound Pedestrian Volume along the le
0 0
v_co, Outbound Pedestrian Volume along th
0 0
v_di, Inbound Pedestrian Volume crossing th
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
Presence of On-Street Parking
17 1
161
70 2
1 123
188
0 54
Total Analysis Volume [veh/h]
4 0
40 17
1 0
31 47
0 13
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.7450

0.9500

0.7450

0.9500

0.7450
Peak Hour Factor
13 1
120
52 2
1 92
140
0 40
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
2 0
14 0
2 0
0 21
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0000

1.0404
Growth Factor

0.00 Proportion of CAVs [%]

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
11 1
102
50 0
1 88
114
0 38
Base Volume Input [veh/h]
Randall Ave
Randall Ave
Name
Volumes
10/18/2023
AM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-221
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
Pedestrian Recall
No
No
No
No
Maximum Recall
No
Yes
No
Yes
Minimum Recall

0.0 0.0

2.0 2.0

0.0 0.0

0.0 2.0

0.0 2.0
l2, Clearance Lost Time [s]

0.0 0.0

2.0 2.0

0.0 0.0

0.0 2.0

0.0 2.0
l1, Start-Up Lost Time [s]
No
No
Rest In Walk

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 0
16 0
0 0
0 19
0 0
Pedestrian Clearance [s]
0 0
7 0
0 0
0 7
0 0
Walk [s]

0.0 0.0

3.0 3.0

0.0 0.0

0.0 3.0

0.0 3.0
Vehicle Extension [s]
0 0
27 14
0 0
0 30
0 17
Split [s]

0.0 0.0

1.0 1.0

0.0 0.0

0.0 1.0

0.0 1.0
All red [s]

0.0 0.0

3.0 3.0

0.0 0.0

0.0 3.0

20.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
130
Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
10/18/2023
AM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-222

9.02 93.83

39.93 64.83
102.65

27.77 95th-Percentile Queue Length [ft/ln]

0.36 3.75

1.60 2.59

4.11 1.11
95th-Percentile Queue Length [veh/ln]

5.01 52.13

22.19 36.02

57.03 15.43
50th-Percentile Queue Length [ft/ln]

0.20 2.09

0.89 1.44

2.28 0.62
50th-Percentile Queue Length [veh/ln]
No
No
Yes
No
Yes
No
Critical Lane Group
C
C
C
C
C
C
Lane Group LOS

21.95 27.54

26.33 23.94

25.66 23.47
d, Delay for Lane Group [s/veh]

0.09 0.71

0.46 0.53

0.69 0.27
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.21 4.04

2.14 1.91

3.08 0.75
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.11 0.11

0.11 0.11
k, delay calibration

21.75 23.49

24.19 22.03

22.58 22.72
d1, Uniform Delay [s]
193
227
153
232
273
196
c, Capacity [veh/h]
1615
1900
1810
1615
1900
1810
s, saturation flow rate [veh/h]

0.01 0.08

0.04 0.08

0.10 0.03
(v / s)_i Volume / Saturation Flow Rate

0.12 0.12

0.08 0.14

0.14 0.11
g / C, Green / Cycle
7 7
5 8
8 6
g_i, Effective Green Time [s]

2.00 2.00

2.00 2.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

4.00 4.00

4.00 4.00
L, Total Lost Time per Cycle [s]
55 55
55 55
55 55
C, Cycle Length [s]
R
C
L
R
C
L
Lane Group
Lane Group Calculations
10/18/2023
AM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-223
A
B
Bicycle LOS

1.969

2.162
I_b,int, Bicycle LOS Score for Intersection

9.41 7.74
d_b, Bicycle Delay [s]
833
941
c_b, Capacity of the bicycle lane [bicycles/h]
2000
2000
s_b, Saturation Flow Rate of the bicycle lane
B
B
Crosswalk LOS

2.443

2.397
I_p,int, Pedestrian LOS Score for Intersection

17.72 17.72
d_p, Pedestrian Delay [s]

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00
M_corner, Corner Circulation Area [ft²/ped]

11.0 11.0
g_Walk,mi, Effective Walk Time [s]
Other Modes

0.618
Intersection V/C
C
Intersection LOS

23.56 d_I, Intersection Delay [s/veh]
C
C
Approach LOS

26.79 24.75
d_A, Approach Delay [s/veh]
C
C
C
C
C
C
C
C
Movement LOS

27.54 21.95

27.54 26.33

0.00 23.94

25.66 25.66

0.00 23.47
d_M, Delay for Movement [s/veh]
Movement, Approach, & Intersection Results
10/18/2023
AM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-224
Yes
Yes
Crosswalk
No
No
Curb Present

0.00 0.00
Grade [%]

50.00 50.00
Speed [mph]

0.00 0.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right2
Right
Thru
Left
Left
Right2
Right2
Thru
Left
Left2
Turning Movement
Lane Configuration
Southwestbound
Northeastbound
Approach
Bloomington Ave
Bloomington Ave
Name
Intersection Setup
10/18/2023
AM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-225
0 0
Bicycle Volume [bicycles/h]
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
v_ci, Inbound Pedestrian Volume along the le
0 0
v_co, Outbound Pedestrian Volume along th
0 0
v_di, Inbound Pedestrian Volume crossing th
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
Presence of On-Street Parking
4 13
133
60 0
47 17
176
21 0
Total Analysis Volume [veh/h]
1 3
33 15
0 12
4 44
5 0
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.7450

0.9500

0.7450

0.9500
Peak Hour Factor
3 10
99 45
0 35
13 131
16 0
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
1 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0000
Growth Factor

0.00 Proportion of CAVs [%]

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
3 10
95 43
0 34
12 126
15 0
Base Volume Input [veh/h]
Bloomington Ave
Bloomington Ave
Name
Volumes
10/18/2023
AM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-226
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
Pedestrian Recall
No
No
No
No
Maximum Recall
No
Yes
No
Yes
Minimum Recall

0.0 0.0

2.0 2.0

2.0 0.0

0.0 2.0

2.0 2.0
l2, Clearance Lost Time [s]

0.0 0.0

2.0 2.0

2.0 0.0

0.0 2.0

2.0 2.0
l1, Start-Up Lost Time [s]
No
No
Rest In Walk

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 0
32 0
0 0
0 23
0 0
Pedestrian Clearance [s]
0 0
7 0
0 0
0 7
0 0
Walk [s]

0.0 0.0

3.0 3.0

3.0 0.0

0.0 3.0

3.0 3.0
Vehicle Extension [s]
0 0
43 23
23 0
0 34
14 14
Split [s]

0.0 0.0

1.0 1.0

1.0 0.0

0.0 1.0

1.0 1.0
All red [s]

0.0 0.0

3.0 3.0

3.0 0.0

0.0 3.0

20.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
130
Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
10/18/2023
AM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-227

7.30 36.44

22.24 32.59

31.24 46.15

39.87 12.85
95th-Percentile Queue Length [ft/ln]

0.29 1.46

0.89 1.30

1.25 1.85

1.59 0.51
95th-Percentile Queue Length [veh/ln]

4.06 20.25

12.36 18.10

17.35 25.64

22.15 7.14
50th-Percentile Queue Length [ft/ln]

0.16 0.81

0.49 0.72

0.69 1.03

0.89 0.29
50th-Percentile Queue Length [veh/ln]
No
No
No
Yes
No
Yes
No
No
Critical Lane Group
B
C
C
C
C
C
C
C
Lane Group LOS

19.64 20.64

20.11 26.50

23.11 23.52

23.16 28.97
d, Delay for Lane Group [s/veh]

0.06 0.26

0.16 0.43

0.32 0.40

0.35 0.33
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.10 0.44

0.24 2.07

0.92 1.10

0.89 2.88
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.11 0.11

0.11 0.11
k, delay calibration

19.54 20.21

19.87 24.43

22.19 22.42

22.27 26.10
d1, Uniform Delay [s]
267
314
314
140
199
235
235
65 c, Capacity [veh/h]
1615
1900
1900
1810
1615
1900
1900
1810
s, saturation flow rate [veh/h]

0.01 0.04

0.03 0.03

0.04 0.05

0.04 0.01
(v / s)_i Volume / Saturation Flow Rate

0.17 0.17

0.17 0.08

0.12 0.12

0.12 0.04
g / C, Green / Cycle
9 9
9 4
7 7
7 2
g_i, Effective Green Time [s]

2.00 2.00

2.00 2.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

4.00 4.00

4.00 4.00
L, Total Lost Time per Cycle [s]
55 55
55 55
55 55
55 55
C, Cycle Length [s]
R
C
C
L
R
C
C
L
Lane Group
Lane Group Calculations
10/18/2023
AM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-228
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]

0.00 28.97

23.35 23.52

23.11 0.00

26.50 20.44

20.64 19.64
Movement LOS
C
C
C
C
C
C
C
B
d_A, Approach Delay [s/veh]

23.75 22.11
Approach LOS
C
C
d_I, Intersection Delay [s/veh]

23.56 Intersection LOS
C
Intersection V/C

0.618
Other Modes
g_Walk,mi, Effective Walk Time [s]

11.0 11.0
M_corner, Corner Circulation Area [ft²/ped]

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00
d_p, Pedestrian Delay [s]

17.72 17.72
I_p,int, Pedestrian LOS Score for Intersection

2.765

2.592
Crosswalk LOS
C
B
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
c_b, Capacity of the bicycle lane [bicycles/h]
1086
1412
d_b, Bicycle Delay [s]

5.77 2.39
I_b,int, Bicycle LOS Score for Intersection

1.761

1.730
Bicycle LOS
A
A
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 4
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 3
-
-
-
-
-
-
-
-
-
-
-
12 8
7 6
5 Ring 2
-
-
-
-
-
-
-
-
-
-
-
10 4
3 2
1 Ring 1
Sequence
10/18/2023
AM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-229

0.003
Volume to Capacity (v/c):

A
Level Of Service:

0.0 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 2: Lilac Ave (NS) at Project Dwy (EW)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

25.00 35.00

35.00 Speed [mph]

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Left
Thru
Left
Right
Thru
Turning Movement
Lane Configuration
Westbound
Southbound
Northbound
Approach
Lilac Ave
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
0 0
313
0 0
239
Total Analysis Volume [veh/h]
0 0
78 0
0 60
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9500

0.9500
Peak Hour Factor
0 0
297
0 0
227
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
5 0
0 2
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0404
Growth Factor

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
0 0
281
0 0
216
Base Volume Input [veh/h]
Lilac Ave
Name
Volumes
10/18/2023
AM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-230
A
Intersection LOS

0.00 d_I, Intersection Delay [s/veh]
B
A
A
Approach LOS

10.85 0.00

0.00 d_A, Approach Delay [s/veh]

0.00 0.00

0.00 0.00
95th-Percentile Queue Length [ft/ln]

0.00 0.00

0.00 0.00
95th-Percentile Queue Length [veh/ln]
A
B
A
A
A
A
Movement LOS

9.47 12.23

0.00 7.69

0.00 0.00
d_M, Delay for Movement [s/veh]

0.00 0.00

0.00 0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
No
Flared Lane
Stop
Free
Free
Priority Scheme
Intersection Settings
10/18/2023
AM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-231

0.002
Volume to Capacity (v/c):

A
Level Of Service:

0.0 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 3: Project Dwy (NS) at Randall Ave (NS)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

30.00 40.00

25.00 Speed [mph]

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00
Lane Width [ft]
Thru
Left
Right
Thru
Right
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Northbound
Approach
Randall Ave
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
199
0 0
227
0 0
Total Analysis Volume [veh/h]
50 0
0 57
0 0
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9500

0.9500
Peak Hour Factor
189
0 0
216
0 0
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
18 0
0 26
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0000

1.0404

1.0000
Growth Factor

0.00 2.00

0.00 0.00

0.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
164
0 0
183
0 0
Base Volume Input [veh/h]
Randall Ave
Name
Volumes
10/18/2023
AM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-232
A
Intersection LOS

0.00 d_I, Intersection Delay [s/veh]
A
A
A
Approach LOS

0.00 0.00

9.40 d_A, Approach Delay [s/veh]

0.00 0.00

0.00 0.00
95th-Percentile Queue Length [ft/ln]

0.00 0.00

0.00 0.00
95th-Percentile Queue Length [veh/ln]
A
A
A
A
Movement LOS

0.00 0.00

9.40 0.00
d_M, Delay for Movement [s/veh]

0.00 0.00

0.00 0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
Flared Lane
Free
Free
Stop
Priority Scheme
Intersection Settings
10/18/2023
AM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-233

0.683
Volume to Capacity (v/c):

C
Level Of Service:

18.9 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

All-way stop
Control Type:

Intersection 4: Willow Ave (NS) at Randall Ave (EW)
Intersection Level Of Service Report
Yes
Yes
Yes
Yes
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

40.00 25.00

40.00 25.00
Speed [mph]

0.00 0.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
49 189
38 35
202
21 13
296
46 82
192
21 Total Analysis Volume [veh/h]
12 47
9 9
51 5
3 74
11 21
48 5
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.8750

0.8750
Peak Hour Factor
43 165
33 31
177
18 11
259
40 72
168
18 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 18
0 0
26 0
0 5
0 0
2 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0404
Growth Factor

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
41 141
32 30
145
17 11
244
38 69
160
17 Base Volume Input [veh/h]
Name
Volumes
10/18/2023
AM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-234
C
Intersection LOS

18.87 Intersection Delay [s/veh]
C
B
C
C
Approach LOS

17.21 14.51

23.52 18.64
Approach Delay [s/veh]

8.10 69.65

5.30 51.83

3.69 129.07

87.59 95th-Percentile Queue Length [ft]

0.32 2.79

0.21 2.07

0.15 5.16

3.50 95th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results

0.10 0.51

0.07 0.42

0.05 0.68

0.57 Degree of Utilization, x
500
449
529
478
447
520
520
Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
10/18/2023
AM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-235

0.543
Volume to Capacity (v/c):

B
Level Of Service:

19.8 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Signalized
Control Type:

Intersection 1: Lilac Ave (NS) at Randall Ave (EW) at Bloomington Ave (NE/SW) Intersection Level Of Service Report
Yes
Yes
Crosswalk
No
No
Curb Present

0.00 0.00
Grade [%]

25.00 35.00
Speed [mph]

0.00 0.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right2
Right
Thru
Left
Left2
Right2
Right
Thru
Left
Left2
Turning Movement
Lane Configuration
Southbound
Northbound
Approach
Lilac Ave
Lilac Ave
Name
Intersection Setup
10/18/2023
PM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-236
0 0
Bicycle Volume [bicycles/h]
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
v_ci, Inbound Pedestrian Volume along the le
0 0
v_co, Outbound Pedestrian Volume along th
0 0
v_di, Inbound Pedestrian Volume crossing th
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
Presence of On-Street Parking
3 28
70 16
2 12
12 108
26 2
Total Analysis Volume [veh/h]
1 7
18 4
1 3
3 27
6 1
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9270

0.9270
Peak Hour Factor
3 26
65 15
2 11
11 100
24 2
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
2 8
0 0
0 5
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0404
Growth Factor

0.00 Proportion of CAVs [%]

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
3 25
61 7
2 11
11 91
23 2
Base Volume Input [veh/h]
Lilac Ave
Lilac Ave
Name
Volumes
10/18/2023
PM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-237
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
Pedestrian Recall
No
No
Maximum Recall
No
No
Minimum Recall

0.0 0.0

2.0 0.0

0.0 0.0

0.0 2.0

0.0 0.0
l2, Clearance Lost Time [s]

0.0 0.0

2.0 0.0

0.0 0.0

0.0 2.0

0.0 0.0
l1, Start-Up Lost Time [s]
No
No
Rest In Walk

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 0
10 0
0 0
0 10
0 0
Pedestrian Clearance [s]
0 0
7 0
0 0
0 7
0 0
Walk [s]

0.0 0.0

3.0 0.0

0.0 0.0

0.0 3.0

0.0 0.0
Vehicle Extension [s]
0 0
29 0
0 0
0 29
0 0
Split [s]

0.0 0.0

1.0 0.0

0.0 0.0

0.0 1.0

0.0 0.0
All red [s]

0.0 0.0

3.0 0.0

0.0 0.0

0.0 3.0

20.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
130
Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
10/18/2023
PM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-238

49.52 65.19
95th-Percentile Queue Length [ft/ln]

1.98 2.61
95th-Percentile Queue Length [veh/ln]

27.51 36.22
50th-Percentile Queue Length [ft/ln]

1.10 1.45
50th-Percentile Queue Length [veh/ln]
No
Yes
Critical Lane Group
B
B
Lane Group LOS

18.75 19.54
d, Delay for Lane Group [s/veh]

0.35 0.47
X, volume / capacity
Lane Group Results

1.00 1.00
PF, progression factor

1.00 1.00
Rp, platoon ratio

0.00 0.00
d3, Initial Queue Delay [s]

0.61 0.99
d2, Incremental Delay [s]

1.00 1.00
I, Upstream Filtering Factor

0.11 0.11
k, delay calibration

18.14 18.55
d1, Uniform Delay [s]
341
342
c, Capacity [veh/h]
1841
1832
s, saturation flow rate [veh/h]

0.06 0.09
(v / s)_i Volume / Saturation Flow Rate

0.14 0.14
g / C, Green / Cycle
6 6
g_i, Effective Green Time [s]

2.00 2.00
l2, Clearance Lost Time [s]

2.00 2.00
l1_p, Permitted Start-Up Lost Time [s]

4.00 4.00
L, Total Lost Time per Cycle [s]
45 45
C, Cycle Length [s]
C
C
Lane Group
Lane Group Calculations
10/18/2023
PM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-239
A
A
Bicycle LOS

1.725

1.761
I_b,int, Bicycle LOS Score for Intersection

4.50 4.50
d_b, Bicycle Delay [s]
1107
1107
c_b, Capacity of the bicycle lane [bicycles/h]
2000
2000
s_b, Saturation Flow Rate of the bicycle lane
A
A
Crosswalk LOS

1.818

1.855
I_p,int, Pedestrian LOS Score for Intersection

12.92 12.92
d_p, Pedestrian Delay [s]

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00
M_corner, Corner Circulation Area [ft²/ped]

11.0 11.0
g_Walk,mi, Effective Walk Time [s]
Other Modes

0.543
Intersection V/C
B
Intersection LOS

19.78 d_I, Intersection Delay [s/veh]
B
B
Approach LOS

18.75 19.54
d_A, Approach Delay [s/veh]
B
B
B
B
B
B
B
B
B
B
Movement LOS

18.75 18.75

18.75 19.54

19.54 19.54

19.54 19.54
d_M, Delay for Movement [s/veh]
Movement, Approach, & Intersection Results
10/18/2023
PM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-240
Yes
Yes
Crosswalk
No
No
Curb Present

0.00 0.00
Grade [%]

35.00 40.00
Speed [mph]

0.00 100.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 1
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
112.00
100.00
100.00
100.00

70.00 75.00
100.00
100.00
100.00

75.00 Entry Pocket Length [ft]
0 1
0 0
1 1
0 0
0 1
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Right
Thru
Left2
Left2
Right2
Right
Thru
Left
Left2
Turning Movement
Lane Configuration
Westbound
Eastbound
Approach
Randall Ave
Randall Ave
Name
Intersection Setup
10/18/2023
PM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-241
0 0
Bicycle Volume [bicycles/h]
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
v_ci, Inbound Pedestrian Volume along the le
0 0
v_co, Outbound Pedestrian Volume along th
0 0
v_di, Inbound Pedestrian Volume crossing th
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
Presence of On-Street Parking
25 0
192
39 2
8 25
188
0 39
Total Analysis Volume [veh/h]
6 0
48 10
1 2
6 47
0 10
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9270

0.9500

0.9270

0.9500

0.9270
Peak Hour Factor
23 0
178
36 2
7 23
174
0 36
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
8 0
43 0
2 0
0 41
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0000

1.0404
Growth Factor

0.00 Proportion of CAVs [%]

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
14 0
130
35 0
7 22
128
0 35
Base Volume Input [veh/h]
Randall Ave
Randall Ave
Name
Volumes
10/18/2023
PM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-242
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
Pedestrian Recall
No
No
No
No
Maximum Recall
No
Yes
No
Yes
Minimum Recall

0.0 0.0

2.0 2.0

0.0 0.0

0.0 2.0

0.0 2.0
l2, Clearance Lost Time [s]

0.0 0.0

2.0 2.0

0.0 0.0

0.0 2.0

0.0 2.0
l1, Start-Up Lost Time [s]
No
No
Rest In Walk

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 0
16 0
0 0
0 19
0 0
Pedestrian Clearance [s]
0 0
7 0
0 0
0 7
0 0
Walk [s]

0.0 0.0

3.0 3.0

0.0 0.0

0.0 3.0

0.0 3.0
Vehicle Extension [s]
0 0
27 14
0 0
0 30
0 17
Split [s]

0.0 0.0

1.0 1.0

0.0 0.0

0.0 1.0

0.0 1.0
All red [s]

0.0 0.0

3.0 3.0

0.0 0.0

0.0 3.0

20.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
130
Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
10/18/2023
PM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-243

9.26 83.57

18.12 11.96

79.02 17.70
95th-Percentile Queue Length [ft/ln]

0.37 3.34

0.72 0.48

3.16 0.71
95th-Percentile Queue Length [veh/ln]

5.14 46.43

10.07 6.64

43.90 9.83
50th-Percentile Queue Length [ft/ln]

0.21 1.86

0.40 0.27

1.76 0.39
50th-Percentile Queue Length [veh/ln]
No
Yes
No
No
No
Yes
Critical Lane Group
B
C
C
B
C
C
Lane Group LOS

16.98 21.40

22.26 17.13

21.15 22.23
d, Delay for Lane Group [s/veh]

0.11 0.69

0.35 0.14

0.67 0.35
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.19 3.02

1.84 0.26

2.82 1.83
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.11 0.11

0.11 0.11
k, delay calibration

16.79 18.38

20.42 16.86

18.33 20.41
d1, Uniform Delay [s]
237
279
112
237
279
112
c, Capacity [veh/h]
1615
1900
1810
1615
1900
1810
s, saturation flow rate [veh/h]

0.02 0.10

0.02 0.02

0.10 0.02
(v / s)_i Volume / Saturation Flow Rate

0.15 0.15

0.06 0.15

0.15 0.06
g / C, Green / Cycle
7 7
3 7
7 3
g_i, Effective Green Time [s]

2.00 2.00

2.00 2.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

4.00 4.00

4.00 4.00
L, Total Lost Time per Cycle [s]
45 45
45 45
45 45
C, Cycle Length [s]
R
C
L
R
C
L
Lane Group
Lane Group Calculations
10/18/2023
PM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-244
A
A
Bicycle LOS

1.982

1.975
I_b,int, Bicycle LOS Score for Intersection

5.44 4.07
d_b, Bicycle Delay [s]
1018
1151
c_b, Capacity of the bicycle lane [bicycles/h]
2000
2000
s_b, Saturation Flow Rate of the bicycle lane
B
B
Crosswalk LOS

2.397

2.291
I_p,int, Pedestrian LOS Score for Intersection

12.92 12.92
d_p, Pedestrian Delay [s]

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00
M_corner, Corner Circulation Area [ft²/ped]

11.0 11.0
g_Walk,mi, Effective Walk Time [s]
Other Modes

0.543
Intersection V/C
B
Intersection LOS

19.78 d_I, Intersection Delay [s/veh]
C
C
Approach LOS

21.10 20.80
d_A, Approach Delay [s/veh]
C
B
C
C
B
C
C
C
Movement LOS

21.40 16.98

21.40 22.26

0.00 17.13

21.15 21.15

0.00 22.23
d_M, Delay for Movement [s/veh]
Movement, Approach, & Intersection Results
10/18/2023
PM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-245
Yes
Yes
Crosswalk
No
No
Curb Present

0.00 0.00
Grade [%]

50.00 50.00
Speed [mph]

0.00 0.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right2
Right
Thru
Left
Left
Right2
Right2
Thru
Left
Left2
Turning Movement
Lane Configuration
Southwestbound
Northeastbound
Approach
Bloomington Ave
Bloomington Ave
Name
Intersection Setup
10/18/2023
PM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-246
0 0
Bicycle Volume [bicycles/h]
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
v_ci, Inbound Pedestrian Volume along the le
0 0
v_co, Outbound Pedestrian Volume along th
0 0
v_di, Inbound Pedestrian Volume crossing th
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
Presence of On-Street Parking
6 13
141
13 0
10 18
262
55 0
Total Analysis Volume [veh/h]
2 3
35 3
0 2
5 66
14 0
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9270

0.9500

0.9270

0.9500
Peak Hour Factor
6 12
131
12 0
9 17
243
51 0
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
3 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0000
Growth Factor

0.00 Proportion of CAVs [%]

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
6 12
126
12 0
9 13
234
49 0
Base Volume Input [veh/h]
Bloomington Ave
Bloomington Ave
Name
Volumes
10/18/2023
PM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-247
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
Pedestrian Recall
No
No
No
No
Maximum Recall
No
Yes
No
Yes
Minimum Recall

0.0 0.0

2.0 2.0

2.0 0.0

0.0 2.0

2.0 2.0
l2, Clearance Lost Time [s]

0.0 0.0

2.0 2.0

2.0 0.0

0.0 2.0

2.0 2.0
l1, Start-Up Lost Time [s]
No
No
Rest In Walk

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 0
32 0
0 0
0 23
0 0
Pedestrian Clearance [s]
0 0
7 0
0 0
0 7
0 0
Walk [s]

0.0 0.0

3.0 3.0

3.0 0.0

0.0 3.0

3.0 3.0
Vehicle Extension [s]
0 0
43 23
23 0
0 34
14 14
Split [s]

0.0 0.0

1.0 1.0

1.0 0.0

0.0 1.0

1.0 1.0
All red [s]

0.0 0.0

3.0 3.0

3.0 0.0

0.0 3.0

20.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
130
Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
10/18/2023
PM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-248

6.57 31.30

19.05 5.32

9.41 60.90

35.03 22.84
95th-Percentile Queue Length [ft/ln]

0.26 1.25

0.76 0.21

0.38 2.44

1.40 0.91
95th-Percentile Queue Length [veh/ln]

3.65 17.39

10.58 2.96

5.23 33.84

19.46 12.69
50th-Percentile Queue Length [ft/ln]

0.15 0.70

0.42 0.12

0.21 1.35

0.78 0.51
50th-Percentile Queue Length [veh/ln]
No
No
No
Yes
No
Yes
No
No
Critical Lane Group
B
B
B
C
B
B
B
C
Lane Group LOS

17.33 18.54

17.87 20.50

16.84 19.60

17.96 21.54
d, Delay for Lane Group [s/veh]

0.09 0.34

0.21 0.11

0.11 0.56

0.35 0.38
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.17 0.76

0.40 0.44

0.21 1.73

0.71 1.68
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.11 0.11

0.11 0.11
k, delay calibration

17.17 17.77

17.46 20.07

16.63 17.87

17.25 19.85
d1, Uniform Delay [s]
219
258
258
114
245
288
288
143
c, Capacity [veh/h]
1615
1900
1900
1810
1615
1900
1900
1810
s, saturation flow rate [veh/h]

0.01 0.05

0.03 0.01

0.02 0.09

0.05 0.03
(v / s)_i Volume / Saturation Flow Rate

0.14 0.14

0.14 0.06

0.15 0.15

0.15 0.08
g / C, Green / Cycle
6 6
6 3
7 7
7 4
g_i, Effective Green Time [s]

2.00 2.00

2.00 2.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

4.00 4.00

4.00 4.00
L, Total Lost Time per Cycle [s]
45 45
45 45
45 45
45 45
C, Cycle Length [s]
R
C
C
L
R
C
C
L
Lane Group
Lane Group Calculations
10/18/2023
PM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-249
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]

0.00 21.54

18.98 19.60

16.84 0.00

20.50 18.28

18.54 17.33
Movement LOS
C
B
B
B
C
B
B
B
d_A, Approach Delay [s/veh]

19.21 18.34
Approach LOS
B
B
d_I, Intersection Delay [s/veh]

19.78 Intersection LOS
B
Intersection V/C

0.543
Other Modes
g_Walk,mi, Effective Walk Time [s]

11.0 11.0
M_corner, Corner Circulation Area [ft²/ped]

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00
d_p, Pedestrian Delay [s]

12.92 12.92
I_p,int, Pedestrian LOS Score for Intersection

2.715

2.560
Crosswalk LOS
B
B
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
c_b, Capacity of the bicycle lane [bicycles/h]
1328
1727
d_b, Bicycle Delay [s]

2.55 0.42
I_b,int, Bicycle LOS Score for Intersection

1.829

1.697
Bicycle LOS
A
A
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 4
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 3
-
-
-
-
-
-
-
-
-
-
-
12 8
7 6
5 Ring 2
-
-
-
-
-
-
-
-
-
-
-
10 4
3 2
1 Ring 1
Sequence
10/18/2023
PM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-250

0.002
Volume to Capacity (v/c):

A
Level Of Service:

0.0 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 2: Lilac Ave (NS) at Project Dwy (EW)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

25.00 35.00

35.00 Speed [mph]

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Left
Thru
Left
Right
Thru
Turning Movement
Lane Configuration
Westbound
Southbound
Northbound
Approach
Lilac Ave
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
0 0
151
0 0
157
Total Analysis Volume [veh/h]
0 0
38 0
0 39
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9500

0.9500
Peak Hour Factor
0 0
143
0 0
149
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
2 0
0 5
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0404
Growth Factor

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
0 0
136
0 0
138
Base Volume Input [veh/h]
Lilac Ave
Name
Volumes
10/18/2023
PM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-251
A
Intersection LOS

0.00 d_I, Intersection Delay [s/veh]
A
A
A
Approach LOS

9.63 0.00

0.00 d_A, Approach Delay [s/veh]

0.00 0.00

0.00 0.00
95th-Percentile Queue Length [ft/ln]

0.00 0.00

0.00 0.00
95th-Percentile Queue Length [veh/ln]
A
B
A
A
A
A
Movement LOS

9.03 10.23

0.00 7.51

0.00 0.00
d_M, Delay for Movement [s/veh]

0.00 0.00

0.00 0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
No
Flared Lane
Stop
Free
Free
Priority Scheme
Intersection Settings
10/18/2023
PM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-252

0.003
Volume to Capacity (v/c):

A
Level Of Service:

0.0 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 3: Project Dwy (NS) at Randall Ave (NS)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

30.00 40.00

25.00 Speed [mph]

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00
Lane Width [ft]
Thru
Left
Right
Thru
Right
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Northbound
Approach
Randall Ave
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
251
0 0
229
0 0
Total Analysis Volume [veh/h]
63 0
0 57
0 0
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9500

0.9500
Peak Hour Factor
238
0 0
218
0 0
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
53 0
0 52
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0000

1.0404

1.0000
Growth Factor

0.00 2.00

0.00 0.00

0.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
178
0 0
160
0 0
Base Volume Input [veh/h]
Randall Ave
Name
Volumes
10/18/2023
PM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-253
A
Intersection LOS

0.00 d_I, Intersection Delay [s/veh]
A
A
A
Approach LOS

0.00 0.00

9.42 d_A, Approach Delay [s/veh]

0.00 0.00

0.00 0.00
95th-Percentile Queue Length [ft/ln]

0.00 0.00

0.00 0.00
95th-Percentile Queue Length [veh/ln]
A
A
A
A
Movement LOS

0.00 0.00

9.42 0.00
d_M, Delay for Movement [s/veh]

0.00 0.00

0.00 0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
Flared Lane
Free
Free
Stop
Priority Scheme
Intersection Settings
10/18/2023
PM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-254

0.538
Volume to Capacity (v/c):

C
Level Of Service:

16.3 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

All-way stop
Control Type:

Intersection 4: Willow Ave (NS) at Randall Ave (EW)
Intersection Level Of Service Report
Yes
Yes
Yes
Yes
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

40.00 25.00

40.00 25.00
Speed [mph]

0.00 0.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
31 224
36 25
200
7 8
225
32 27
234
19 Total Analysis Volume [veh/h]
8 56
9 6
50 2
2 56
8 7
59 5
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9470

0.9470
Peak Hour Factor
29 212
34 24
189
7 8
213
30 26
222
18 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 53
0 0
52 0
0 2
0 0
5 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0404
Growth Factor

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
28 153
33 23
132
7 8
203
29 25
209
17 Base Volume Input [veh/h]
Name
Volumes
10/18/2023
PM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-255
C
Intersection LOS

16.31 Intersection Delay [s/veh]
C
B
C
C
Approach LOS

17.56 13.69

16.55 16.98
Approach Delay [s/veh]

4.54 78.51

3.47 46.56

1.13 69.92

75.71 95th-Percentile Queue Length [ft]

0.18 3.14

0.14 1.86

0.05 2.80

3.03 95th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results

0.06 0.54

0.04 0.39

0.01 0.50

0.53 Degree of Utilization, x
541
483
564
508
473
526
533
Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
10/18/2023
PM Peak Hour
Scenario 5: 5 Cumulative
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-256

CUMULATIVE WITH PROJECT

Apx-257

0.638
Volume to Capacity (v/c):

C
Level Of Service:

24.6 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Signalized
Control Type:

Intersection 1: Lilac Ave (NS) at Randall Ave (EW) at Bloomington Ave (NE/SW) Intersection Level Of Service Report
Yes
Yes
Crosswalk
No
No
Curb Present

0.00 0.00
Grade [%]

25.00 35.00
Speed [mph]

0.00 0.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right2
Right
Thru
Left
Left2
Right2
Right
Thru
Left
Left2
Turning Movement
Lane Configuration
Southbound
Northbound
Approach
Lilac Ave
Lilac Ave
Name
Intersection Setup
10/18/2023
AM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-258
0 0
Bicycle Volume [bicycles/h]
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
v_ci, Inbound Pedestrian Volume along the le
0 0
v_co, Outbound Pedestrian Volume along th
0 0
v_di, Inbound Pedestrian Volume crossing th
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
Presence of On-Street Parking
7 35
121
31 3
51 52
138
62 15
Total Analysis Volume [veh/h]
2 9
30 8
1 13
13 35
15 4
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.7450

0.7450
Peak Hour Factor
5 26
90 23
2 38
39 103
46 11
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
9 4
0 0
4 3
2 4
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0404
Growth Factor

0.00 Proportion of CAVs [%]

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
5 25
78 18
2 37
34 96
42 7
Base Volume Input [veh/h]
Lilac Ave
Lilac Ave
Name
Volumes
10/18/2023
AM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-259
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
Pedestrian Recall
No
No
Maximum Recall
No
No
Minimum Recall

0.0 0.0

2.0 0.0

0.0 0.0

0.0 2.0

0.0 0.0
l2, Clearance Lost Time [s]

0.0 0.0

2.0 0.0

0.0 0.0

0.0 2.0

0.0 0.0
l1, Start-Up Lost Time [s]
No
No
Rest In Walk

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 0
10 0
0 0
0 10
0 0
Pedestrian Clearance [s]
0 0
7 0
0 0
0 7
0 0
Walk [s]

0.0 0.0

3.0 0.0

0.0 0.0

0.0 3.0

0.0 0.0
Vehicle Extension [s]
0 0
29 0
0 0
0 29
0 0
Split [s]

0.0 0.0

1.0 0.0

0.0 0.0

0.0 1.0

0.0 0.0
All red [s]

0.0 0.0

3.0 0.0

0.0 0.0

0.0 3.0

20.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
130
Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
10/18/2023
AM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-260
101.75
174.86
95th-Percentile Queue Length [ft/ln]

4.07 6.99
95th-Percentile Queue Length [veh/ln]

56.53 97.14
50th-Percentile Queue Length [ft/ln]

2.26 3.89
50th-Percentile Queue Length [veh/ln]
No
Yes
Critical Lane Group
C
C
Lane Group LOS

20.40 23.40
d, Delay for Lane Group [s/veh]

0.43 0.70
X, volume / capacity
Lane Group Results

1.00 1.00
PF, progression factor

1.00 1.00
Rp, platoon ratio

0.00 0.00
d3, Initial Queue Delay [s]

0.64 1.95
d2, Incremental Delay [s]

1.00 1.00
I, Upstream Filtering Factor

0.11 0.11
k, delay calibration

19.76 21.45
d1, Uniform Delay [s]
458
455
c, Capacity [veh/h]
1748
1715
s, saturation flow rate [veh/h]

0.11 0.19
(v / s)_i Volume / Saturation Flow Rate

0.22 0.22
g / C, Green / Cycle
13 13
g_i, Effective Green Time [s]

2.00 2.00
l2, Clearance Lost Time [s]

2.00 2.00
l1_p, Permitted Start-Up Lost Time [s]

4.00 4.00
L, Total Lost Time per Cycle [s]
58 58
C, Cycle Length [s]
C
C
Lane Group
Lane Group Calculations
10/18/2023
AM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-261
A
A
Bicycle LOS

1.822

1.898
I_b,int, Bicycle LOS Score for Intersection

9.33 9.33
d_b, Bicycle Delay [s]
864
864
c_b, Capacity of the bicycle lane [bicycles/h]
2000
2000
s_b, Saturation Flow Rate of the bicycle lane
A
B
Crosswalk LOS

1.865

2.128
I_p,int, Pedestrian LOS Score for Intersection

18.97 18.97
d_p, Pedestrian Delay [s]

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00
M_corner, Corner Circulation Area [ft²/ped]

11.0 11.0
g_Walk,mi, Effective Walk Time [s]
Other Modes

0.638
Intersection V/C
C
Intersection LOS

24.62 d_I, Intersection Delay [s/veh]
C
C
Approach LOS

20.40 23.40
d_A, Approach Delay [s/veh]
C
C
C
C
C
C
C
C
C
C
Movement LOS

20.40 20.40

20.40 23.40

23.40 23.40

23.40 23.40
d_M, Delay for Movement [s/veh]
Movement, Approach, & Intersection Results
10/18/2023
AM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-262
Yes
Yes
Crosswalk
No
No
Curb Present

0.00 0.00
Grade [%]

35.00 40.00
Speed [mph]

0.00 100.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 1
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
112.00
100.00
100.00
100.00

70.00 75.00
100.00
100.00
100.00

75.00 Entry Pocket Length [ft]
0 1
0 0
1 1
0 0
0 1
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Right
Thru
Left2
Left2
Right2
Right
Thru
Left
Left2
Turning Movement
Lane Configuration
Westbound
Eastbound
Approach
Randall Ave
Randall Ave
Name
Intersection Setup
10/18/2023
AM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-263
0 0
Bicycle Volume [bicycles/h]
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
v_ci, Inbound Pedestrian Volume along the le
0 0
v_co, Outbound Pedestrian Volume along th
0 0
v_di, Inbound Pedestrian Volume crossing th
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
Presence of On-Street Parking
17 1
161
77 2
1 123
195
0 54
Total Analysis Volume [veh/h]
4 0
40 19
1 0
31 49
0 13
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.7450

0.9500

0.7450

0.9500

0.7450
Peak Hour Factor
13 1
120
57 2
1 92
145
0 40
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
2 0
14 5
2 0
0 26
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0000

1.0404
Growth Factor

0.00 Proportion of CAVs [%]

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
11 1
102
50 0
1 88
114
0 38
Base Volume Input [veh/h]
Randall Ave
Randall Ave
Name
Volumes
10/18/2023
AM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-264
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
Pedestrian Recall
No
No
No
No
Maximum Recall
No
Yes
No
Yes
Minimum Recall

0.0 0.0

2.0 2.0

0.0 0.0

0.0 2.0

0.0 2.0
l2, Clearance Lost Time [s]

0.0 0.0

2.0 2.0

0.0 0.0

0.0 2.0

0.0 2.0
l1, Start-Up Lost Time [s]
No
No
Rest In Walk

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 0
16 0
0 0
0 19
0 0
Pedestrian Clearance [s]
0 0
7 0
0 0
0 7
0 0
Walk [s]

0.0 0.0

3.0 3.0

0.0 0.0

0.0 3.0

0.0 3.0
Vehicle Extension [s]
0 0
27 14
0 0
0 30
0 17
Split [s]

0.0 0.0

1.0 1.0

0.0 0.0

0.0 1.0

0.0 1.0
All red [s]

0.0 0.0

3.0 3.0

0.0 0.0

0.0 3.0

20.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
130
Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
10/18/2023
AM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-265

9.59 99.87

46.50 68.25
113.05

28.98 95th-Percentile Queue Length [ft/ln]

0.38 3.99

1.86 2.73

4.52 1.16
95th-Percentile Queue Length [veh/ln]

5.33 55.49

25.83 37.91

62.81 16.10
50th-Percentile Queue Length [ft/ln]

0.21 2.22

1.03 1.52

2.51 0.64
50th-Percentile Queue Length [veh/ln]
No
No
Yes
No
Yes
No
Critical Lane Group
C
C
C
C
C
C
Lane Group LOS

23.08 29.06

27.65 24.79

26.90 24.10
d, Delay for Lane Group [s/veh]

0.09 0.72

0.49 0.53

0.71 0.26
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.21 4.36

2.37 1.83

3.28 0.66
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.11 0.11

0.11 0.11
k, delay calibration

22.86 24.70

25.29 22.95

23.61 23.44
d1, Uniform Delay [s]
190
223
157
235
277
208
c, Capacity [veh/h]
1615
1900
1810
1615
1900
1810
s, saturation flow rate [veh/h]

0.01 0.08

0.04 0.08

0.10 0.03
(v / s)_i Volume / Saturation Flow Rate

0.12 0.12

0.09 0.14

0.14 0.11
g / C, Green / Cycle
7 7
5 8
8 7
g_i, Effective Green Time [s]

2.00 2.00

2.00 2.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

4.00 4.00

4.00 4.00
L, Total Lost Time per Cycle [s]
58 58
58 58
58 58
C, Cycle Length [s]
R
C
L
R
C
L
Lane Group
Lane Group Calculations
10/18/2023
AM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-266
A
B
Bicycle LOS

1.980

2.173
I_b,int, Bicycle LOS Score for Intersection

10.50 8.77
d_b, Bicycle Delay [s]
795
899
c_b, Capacity of the bicycle lane [bicycles/h]
2000
2000
s_b, Saturation Flow Rate of the bicycle lane
B
B
Crosswalk LOS

2.449

2.416
I_p,int, Pedestrian LOS Score for Intersection

18.97 18.97
d_p, Pedestrian Delay [s]

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00
M_corner, Corner Circulation Area [ft²/ped]

11.0 11.0
g_Walk,mi, Effective Walk Time [s]
Other Modes

0.638
Intersection V/C
C
Intersection LOS

24.62 d_I, Intersection Delay [s/veh]
C
C
Approach LOS

28.22 25.79
d_A, Approach Delay [s/veh]
C
C
C
C
C
C
C
C
Movement LOS

29.06 23.08

29.06 27.65

0.00 24.79

26.90 26.90

0.00 24.10
d_M, Delay for Movement [s/veh]
Movement, Approach, & Intersection Results
10/18/2023
AM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-267
Yes
Yes
Crosswalk
No
No
Curb Present

0.00 0.00
Grade [%]

50.00 50.00
Speed [mph]

0.00 0.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right2
Right
Thru
Left
Left
Right2
Right2
Thru
Left
Left2
Turning Movement
Lane Configuration
Southwestbound
Northeastbound
Approach
Bloomington Ave
Bloomington Ave
Name
Intersection Setup
10/18/2023
AM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-268
0 0
Bicycle Volume [bicycles/h]
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
v_ci, Inbound Pedestrian Volume along the le
0 0
v_co, Outbound Pedestrian Volume along th
0 0
v_di, Inbound Pedestrian Volume crossing th
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
Presence of On-Street Parking
4 13
133
72 0
59 17
176
21 0
Total Analysis Volume [veh/h]
1 3
33 18
0 15
4 44
5 0
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.7450

0.9500

0.7450

0.9500
Peak Hour Factor
3 10
99 54
0 44
13 131
16 0
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 9
0 9
1 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0000
Growth Factor

0.00 Proportion of CAVs [%]

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
3 10
95 43
0 34
12 126
15 0
Base Volume Input [veh/h]
Bloomington Ave
Bloomington Ave
Name
Volumes
10/18/2023
AM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-269
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
Pedestrian Recall
No
No
No
No
Maximum Recall
No
Yes
No
Yes
Minimum Recall

0.0 0.0

2.0 2.0

2.0 0.0

0.0 2.0

2.0 2.0
l2, Clearance Lost Time [s]

0.0 0.0

2.0 2.0

2.0 0.0

0.0 2.0

2.0 2.0
l1, Start-Up Lost Time [s]
No
No
Rest In Walk

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 0
32 0
0 0
0 23
0 0
Pedestrian Clearance [s]
0 0
7 0
0 0
0 7
0 0
Walk [s]

0.0 0.0

3.0 3.0

3.0 0.0

0.0 3.0

3.0 3.0
Vehicle Extension [s]
0 0
43 23
23 0
0 34
14 14
Split [s]

0.0 0.0

1.0 1.0

1.0 0.0

0.0 1.0

1.0 1.0
All red [s]

0.0 0.0

3.0 3.0

3.0 0.0

0.0 3.0

20.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
130
Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
10/18/2023
AM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-270

7.74 38.58

23.59 41.24

40.36 47.11

45.13 13.55
95th-Percentile Queue Length [ft/ln]

0.31 1.54

0.94 1.65

1.61 1.88

1.81 0.54
95th-Percentile Queue Length [veh/ln]

4.30 21.43

13.11 22.91

22.42 26.17

25.07 7.53
50th-Percentile Queue Length [ft/ln]

0.17 0.86

0.52 0.92

0.90 1.05

1.00 0.30
50th-Percentile Queue Length [veh/ln]
No
No
No
Yes
No
Yes
No
No
Critical Lane Group
C
C
C
C
C
C
C
C
Lane Group LOS

20.44 21.46

20.92 27.67

24.97 24.78

24.67 30.27
d, Delay for Lane Group [s/veh]

0.06 0.26

0.16 0.47

0.40 0.40

0.38 0.33
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.10 0.42

0.23 2.30

1.32 1.13

1.06 2.94
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.11 0.11

0.11 0.11
k, delay calibration

20.34 21.03

20.68 25.38

23.65 23.65

23.61 27.33
d1, Uniform Delay [s]
270
318
318
152
192
226
226
64 c, Capacity [veh/h]
1615
1900
1900
1810
1615
1900
1900
1810
s, saturation flow rate [veh/h]

0.01 0.04

0.03 0.04

0.05 0.05

0.05 0.01
(v / s)_i Volume / Saturation Flow Rate

0.17 0.17

0.17 0.08

0.12 0.12

0.12 0.04
g / C, Green / Cycle
10 10
10 5
7 7
7 2
g_i, Effective Green Time [s]

2.00 2.00

2.00 2.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

4.00 4.00

4.00 4.00
L, Total Lost Time per Cycle [s]
58 58
58 58
58 58
58 58
C, Cycle Length [s]
R
C
C
L
R
C
C
L
Lane Group
Lane Group Calculations
10/18/2023
AM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-271
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]

0.00 30.27

24.73 24.78

24.97 0.00

27.67 21.25

21.46 20.44
Movement LOS
C
C
C
C
C
C
C
C
d_A, Approach Delay [s/veh]

25.22 23.27
Approach LOS
C
C
d_I, Intersection Delay [s/veh]

24.62 Intersection LOS
C
Intersection V/C

0.638
Other Modes
g_Walk,mi, Effective Walk Time [s]

11.0 11.0
M_corner, Corner Circulation Area [ft²/ped]

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00
d_p, Pedestrian Delay [s]

18.97 18.97
I_p,int, Pedestrian LOS Score for Intersection

2.785

2.600
Crosswalk LOS
C
B
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
c_b, Capacity of the bicycle lane [bicycles/h]
1037
1348
d_b, Bicycle Delay [s]

6.70 3.07
I_b,int, Bicycle LOS Score for Intersection

1.771

1.739
Bicycle LOS
A
A
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 4
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 3
-
-
-
-
-
-
-
-
-
-
-
12 8
7 6
5 Ring 2
-
-
-
-
-
-
-
-
-
-
-
10 4
3 2
1 Ring 1
Sequence
10/18/2023
AM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-272

0.002
Volume to Capacity (v/c):

B
Level Of Service:

13.1 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 2: Lilac Ave (NS) at Project Dwy (EW)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

25.00 35.00

35.00 Speed [mph]

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Left
Thru
Left
Right
Thru
Turning Movement
Lane Configuration
Westbound
Southbound
Northbound
Approach
Lilac Ave
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
12 1
313
28 4
239
Total Analysis Volume [veh/h]
3 0
78 7
1 60
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9500

0.9500
Peak Hour Factor
11 1
297
27 4
227
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
11 1
5 27
4 2
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0404
Growth Factor

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
0 0
281
0 0
216
Base Volume Input [veh/h]
Lilac Ave
Name
Volumes
10/18/2023
AM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-273
B
Intersection LOS

0.58 d_I, Intersection Delay [s/veh]
A
A
A
Approach LOS

9.84 0.63

0.00 d_A, Approach Delay [s/veh]

1.31 1.31

1.18 1.18

0.00 0.00
95th-Percentile Queue Length [ft/ln]

0.05 0.05

0.00 0.00
95th-Percentile Queue Length [veh/ln]
A
B
A
A
A
A
Movement LOS

9.57 13.10

0.00 7.73

0.00 0.00
d_M, Delay for Movement [s/veh]

0.01 0.00

0.00 0.02

0.00 0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
No
Flared Lane
Stop
Free
Free
Priority Scheme
Intersection Settings
10/18/2023
AM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-274

0.002
Volume to Capacity (v/c):

A
Level Of Service:

9.4 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 3: Project Dwy (NS) at Randall Ave (NS)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

30.00 40.00

25.00 Speed [mph]

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00
Lane Width [ft]
Thru
Left
Right
Thru
Right
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Northbound
Approach
Randall Ave
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
204
0 5
227
2 0
Total Analysis Volume [veh/h]
51 0
1 57
1 0
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9500

0.9500
Peak Hour Factor
194
0 5
216
2 0
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
23 0
5 26
2 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0000

1.0404

1.0000
Growth Factor

0.00 2.00

0.00 0.00

0.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
164
0 0
183
0 0
Base Volume Input [veh/h]
Randall Ave
Name
Volumes
10/18/2023
AM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-275
A
Intersection LOS

0.04 d_I, Intersection Delay [s/veh]
A
A
A
Approach LOS

0.00 0.00

9.43 d_A, Approach Delay [s/veh]

0.00 0.00

0.18 0.00
95th-Percentile Queue Length [ft/ln]

0.00 0.00

0.01 0.00
95th-Percentile Queue Length [veh/ln]
A
A
A
A
Movement LOS

0.00 0.00

9.43 0.00
d_M, Delay for Movement [s/veh]

0.00 0.00

0.00 0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
Flared Lane
Free
Free
Stop
Priority Scheme
Intersection Settings
10/18/2023
AM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-276

0.687
Volume to Capacity (v/c):

C
Level Of Service:

19.2 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

All-way stop
Control Type:

Intersection 4: Willow Ave (NS) at Randall Ave (EW)
Intersection Level Of Service Report
Yes
Yes
Yes
Yes
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

40.00 25.00

40.00 25.00
Speed [mph]

0.00 0.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
49 194
38 35
205
21 13
296
46 82
192
21 Total Analysis Volume [veh/h]
12 49
9 9
51 5
3 74
11 21
48 5
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.8750

0.8750
Peak Hour Factor
43 170
33 31
179
18 11
259
40 72
168
18 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 23
0 0
28 0
0 5
0 0
2 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0404
Growth Factor

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
41 141
32 30
145
17 11
244
38 69
160
17 Base Volume Input [veh/h]
Name
Volumes
10/18/2023
AM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-277
C
Intersection LOS

19.15 Intersection Delay [s/veh]
C
B
C
C
Approach LOS

17.62 14.72

23.87 18.86
Approach Delay [s/veh]

8.13 72.82

5.33 53.43

3.70 130.72

88.63 95th-Percentile Queue Length [ft]

0.33 2.91

0.21 2.14

0.15 5.23

3.55 95th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results

0.10 0.52

0.07 0.43

0.05 0.69

0.57 Degree of Utilization, x
499
447
526
476
446
517
517
Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
10/18/2023
AM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-278

0.594
Volume to Capacity (v/c):

C
Level Of Service:

20.5 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Signalized
Control Type:

Intersection 1: Lilac Ave (NS) at Randall Ave (EW) at Bloomington Ave (NE/SW) Intersection Level Of Service Report
Yes
Yes
Crosswalk
No
No
Curb Present

0.00 0.00
Grade [%]

25.00 35.00
Speed [mph]

0.00 0.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right2
Right
Thru
Left
Left2
Right2
Right
Thru
Left
Left2
Turning Movement
Lane Configuration
Southbound
Northbound
Approach
Lilac Ave
Lilac Ave
Name
Intersection Setup
10/18/2023
PM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-279
0 0
Bicycle Volume [bicycles/h]
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
v_ci, Inbound Pedestrian Volume along the le
0 0
v_co, Outbound Pedestrian Volume along th
0 0
v_di, Inbound Pedestrian Volume crossing th
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
Presence of On-Street Parking
3 28
74 16
2 12
26 114
36 17
Total Analysis Volume [veh/h]
1 7
19 4
1 3
6 29
9 4
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9270

0.9270
Peak Hour Factor
3 26
69 15
2 11
24 106
33 16
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
6 8
0 0
13 11
9 14
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0404
Growth Factor

0.00 Proportion of CAVs [%]

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
3 25
61 7
2 11
11 91
23 2
Base Volume Input [veh/h]
Lilac Ave
Lilac Ave
Name
Volumes
10/18/2023
PM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-280
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
Pedestrian Recall
No
No
Maximum Recall
No
No
Minimum Recall

0.0 0.0

2.0 0.0

0.0 0.0

0.0 2.0

0.0 0.0
l2, Clearance Lost Time [s]

0.0 0.0

2.0 0.0

0.0 0.0

0.0 2.0

0.0 0.0
l1, Start-Up Lost Time [s]
No
No
Rest In Walk

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 0
10 0
0 0
0 10
0 0
Pedestrian Clearance [s]
0 0
7 0
0 0
0 7
0 0
Walk [s]

0.0 0.0

3.0 0.0

0.0 0.0

0.0 3.0

0.0 0.0
Vehicle Extension [s]
0 0
29 0
0 0
0 29
0 0
Split [s]

0.0 0.0

1.0 0.0

0.0 0.0

0.0 1.0

0.0 0.0
All red [s]

0.0 0.0

3.0 0.0

0.0 0.0

0.0 3.0

20.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
130
Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
10/18/2023
PM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-281

51.90 87.81
95th-Percentile Queue Length [ft/ln]

2.08 3.51
95th-Percentile Queue Length [veh/ln]

28.83 48.78
50th-Percentile Queue Length [ft/ln]

1.15 1.95
50th-Percentile Queue Length [veh/ln]
No
Yes
Critical Lane Group
B
C
Lane Group LOS

18.65 20.33
d, Delay for Lane Group [s/veh]

0.34 0.56
X, volume / capacity
Lane Group Results

1.00 1.00
PF, progression factor

1.00 1.00
Rp, platoon ratio

0.00 0.00
d3, Initial Queue Delay [s]

0.54 1.35
d2, Incremental Delay [s]

1.00 1.00
I, Upstream Filtering Factor

0.11 0.11
k, delay calibration

18.10 18.98
d1, Uniform Delay [s]
365
365
c, Capacity [veh/h]
1851
1797
s, saturation flow rate [veh/h]

0.07 0.11
(v / s)_i Volume / Saturation Flow Rate

0.15 0.15
g / C, Green / Cycle
7 7
g_i, Effective Green Time [s]

2.00 2.00
l2, Clearance Lost Time [s]

2.00 2.00
l1_p, Permitted Start-Up Lost Time [s]

4.00 4.00
L, Total Lost Time per Cycle [s]
46 46
C, Cycle Length [s]
C
C
Lane Group
Lane Group Calculations
10/18/2023
PM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-282
A
A
Bicycle LOS

1.731

1.819
I_b,int, Bicycle LOS Score for Intersection

4.94 4.94
d_b, Bicycle Delay [s]
1077
1077
c_b, Capacity of the bicycle lane [bicycles/h]
2000
2000
s_b, Saturation Flow Rate of the bicycle lane
A
A
Crosswalk LOS

1.824

1.902
I_p,int, Pedestrian LOS Score for Intersection

13.51 13.51
d_p, Pedestrian Delay [s]

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00
M_corner, Corner Circulation Area [ft²/ped]

11.0 11.0
g_Walk,mi, Effective Walk Time [s]
Other Modes

0.594
Intersection V/C
C
Intersection LOS

20.48 d_I, Intersection Delay [s/veh]
B
C
Approach LOS

18.65 20.33
d_A, Approach Delay [s/veh]
B
B
B
B
B
C
C
C
C
C
Movement LOS

18.65 18.65

18.65 20.33

20.33 20.33

20.33 20.33
d_M, Delay for Movement [s/veh]
Movement, Approach, & Intersection Results
10/18/2023
PM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-283
Yes
Yes
Crosswalk
No
No
Curb Present

0.00 0.00
Grade [%]

35.00 40.00
Speed [mph]

0.00 100.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 1
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
112.00
100.00
100.00
100.00

70.00 75.00
100.00
100.00
100.00

75.00 Entry Pocket Length [ft]
0 1
0 0
1 1
0 0
0 1
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Right
Thru
Left2
Left2
Right2
Right
Thru
Left
Left2
Turning Movement
Lane Configuration
Westbound
Eastbound
Approach
Randall Ave
Randall Ave
Name
Intersection Setup
10/18/2023
PM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-284
0 0
Bicycle Volume [bicycles/h]
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
v_ci, Inbound Pedestrian Volume along the le
0 0
v_co, Outbound Pedestrian Volume along th
0 0
v_di, Inbound Pedestrian Volume crossing th
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
Presence of On-Street Parking
25 0
192
45 2
8 25
194
0 39
Total Analysis Volume [veh/h]
6 0
48 11
1 2
6 49
0 10
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9270

0.9500

0.9270

0.9500

0.9270
Peak Hour Factor
23 0
178
42 2
7 23
180
0 36
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
8 0
43 6
2 0
0 47
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0000

1.0404
Growth Factor

0.00 Proportion of CAVs [%]

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
14 0
130
35 0
7 22
128
0 35
Base Volume Input [veh/h]
Randall Ave
Randall Ave
Name
Volumes
10/18/2023
PM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-285
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
Pedestrian Recall
No
No
No
No
Maximum Recall
No
Yes
No
Yes
Minimum Recall

0.0 0.0

2.0 2.0

0.0 0.0

0.0 2.0

0.0 2.0
l2, Clearance Lost Time [s]

0.0 0.0

2.0 2.0

0.0 0.0

0.0 2.0

0.0 2.0
l1, Start-Up Lost Time [s]
No
No
Rest In Walk

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 0
16 0
0 0
0 19
0 0
Pedestrian Clearance [s]
0 0
7 0
0 0
0 7
0 0
Walk [s]

0.0 0.0

3.0 3.0

0.0 0.0

0.0 3.0

0.0 3.0
Vehicle Extension [s]
0 0
27 14
0 0
0 30
0 17
Split [s]

0.0 0.0

1.0 1.0

0.0 0.0

0.0 1.0

0.0 1.0
All red [s]

0.0 0.0

3.0 3.0

0.0 0.0

0.0 3.0

20.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
130
Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
10/18/2023
PM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-286

9.67 87.87

21.34 12.47

86.25 17.73
95th-Percentile Queue Length [ft/ln]

0.39 3.51

0.85 0.50

3.45 0.71
95th-Percentile Queue Length [veh/ln]

5.37 48.81

11.85 6.93

47.92 9.85
50th-Percentile Queue Length [ft/ln]

0.21 1.95

0.47 0.28

1.92 0.39
50th-Percentile Queue Length [veh/ln]
No
No
Yes
No
Yes
No
Critical Lane Group
B
C
C
B
C
C
Lane Group LOS

17.61 22.46

22.64 17.69

22.32 22.03
d, Delay for Lane Group [s/veh]

0.11 0.71

0.37 0.14

0.71 0.31
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.21 3.39

1.85 0.27

3.32 1.39
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.11 0.11

0.11 0.11
k, delay calibration

17.41 19.06

20.79 17.42

19.00 20.64
d1, Uniform Delay [s]
230
271
122
234
275
126
c, Capacity [veh/h]
1615
1900
1810
1615
1900
1810
s, saturation flow rate [veh/h]

0.02 0.10

0.02 0.02

0.10 0.02
(v / s)_i Volume / Saturation Flow Rate

0.14 0.14

0.07 0.14

0.14 0.07
g / C, Green / Cycle
7 7
3 7
7 3
g_i, Effective Green Time [s]

2.00 2.00

2.00 2.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

4.00 4.00

4.00 4.00
L, Total Lost Time per Cycle [s]
46 46
46 46
46 46
C, Cycle Length [s]
R
C
L
R
C
L
Lane Group
Lane Group Calculations
10/18/2023
PM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-287
A
A
Bicycle LOS

1.992

1.985
I_b,int, Bicycle LOS Score for Intersection

5.91 4.49
d_b, Bicycle Delay [s]
991
1120
c_b, Capacity of the bicycle lane [bicycles/h]
2000
2000
s_b, Saturation Flow Rate of the bicycle lane
B
B
Crosswalk LOS

2.401

2.334
I_p,int, Pedestrian LOS Score for Intersection

13.51 13.51
d_p, Pedestrian Delay [s]

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00
M_corner, Corner Circulation Area [ft²/ped]

11.0 11.0
g_Walk,mi, Effective Walk Time [s]
Other Modes

0.594
Intersection V/C
C
Intersection LOS

20.48 d_I, Intersection Delay [s/veh]
C
C
Approach LOS

22.03 21.70
d_A, Approach Delay [s/veh]
C
B
C
C
B
C
C
C
Movement LOS

22.46 17.61

22.46 22.64

0.00 17.69

22.32 22.32

0.00 22.03
d_M, Delay for Movement [s/veh]
Movement, Approach, & Intersection Results
10/18/2023
PM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-288
Yes
Yes
Crosswalk
No
No
Curb Present

0.00 0.00
Grade [%]

50.00 50.00
Speed [mph]

0.00 0.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right2
Right
Thru
Left
Left
Right2
Right2
Thru
Left
Left2
Turning Movement
Lane Configuration
Southwestbound
Northeastbound
Approach
Bloomington Ave
Bloomington Ave
Name
Intersection Setup
10/18/2023
PM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-289
0 0
Bicycle Volume [bicycles/h]
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
v_ci, Inbound Pedestrian Volume along the le
0 0
v_co, Outbound Pedestrian Volume along th
0 0
v_di, Inbound Pedestrian Volume crossing th
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
Presence of On-Street Parking
6 13
141
25 0
22 18
262
55 0
Total Analysis Volume [veh/h]
2 3
35 6
0 5
5 66
14 0
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9270

0.9500

0.9270

0.9500
Peak Hour Factor
6 12
131
23 0
20 17
243
51 0
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 11
0 11
3 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0000
Growth Factor

0.00 Proportion of CAVs [%]

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
6 12
126
12 0
9 13
234
49 0
Base Volume Input [veh/h]
Bloomington Ave
Bloomington Ave
Name
Volumes
10/18/2023
PM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-290
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
Pedestrian Recall
No
No
No
No
Maximum Recall
No
Yes
No
Yes
Minimum Recall

0.0 0.0

2.0 2.0

2.0 0.0

0.0 2.0

2.0 2.0
l2, Clearance Lost Time [s]

0.0 0.0

2.0 2.0

2.0 0.0

0.0 2.0

2.0 2.0
l1, Start-Up Lost Time [s]
No
No
Rest In Walk

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 0
32 0
0 0
0 23
0 0
Pedestrian Clearance [s]
0 0
7 0
0 0
0 7
0 0
Walk [s]

0.0 0.0

3.0 3.0

3.0 0.0

0.0 3.0

3.0 3.0
Vehicle Extension [s]
0 0
43 23
23 0
0 34
14 14
Split [s]

0.0 0.0

1.0 1.0

1.0 0.0

0.0 1.0

1.0 1.0
All red [s]

0.0 0.0

3.0 3.0

3.0 0.0

0.0 3.0

20.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
130
Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
10/18/2023
PM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-291

6.87 32.76

19.97 10.86

14.25 62.00

38.46 23.79
95th-Percentile Queue Length [ft/ln]

0.27 1.31

0.80 0.43

0.57 2.48

1.54 0.95
95th-Percentile Queue Length [veh/ln]

3.82 18.20

11.09 6.03

7.92 34.45

21.37 13.21
50th-Percentile Queue Length [ft/ln]

0.15 0.73

0.44 0.24

0.32 1.38

0.85 0.53
50th-Percentile Queue Length [veh/ln]
No
No
No
Yes
No
Yes
No
No
Critical Lane Group
B
B
B
C
B
C
B
C
Lane Group LOS

17.94 19.21

18.50 21.77

17.70 20.25

18.74 22.22
d, Delay for Lane Group [s/veh]

0.09 0.34

0.22 0.22

0.17 0.56

0.37 0.39
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.18 0.81

0.43 0.98

0.33 1.77

0.81 1.77
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.11 0.11

0.11 0.11
k, delay calibration

17.77 18.40

18.08 20.79

17.37 18.48

17.92 20.45
d1, Uniform Delay [s]
214
251
251
113
238
280
280
141
c, Capacity [veh/h]
1615
1900
1900
1810
1615
1900
1900
1810
s, saturation flow rate [veh/h]

0.01 0.05

0.03 0.01

0.02 0.08

0.05 0.03
(v / s)_i Volume / Saturation Flow Rate

0.13 0.13

0.13 0.06

0.15 0.15

0.15 0.08
g / C, Green / Cycle
6 6
6 3
7 7
7 4
g_i, Effective Green Time [s]

2.00 2.00

2.00 2.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

4.00 4.00

4.00 4.00
L, Total Lost Time per Cycle [s]
46 46
46 46
46 46
46 46
C, Cycle Length [s]
R
C
C
L
R
C
C
L
Lane Group
Lane Group Calculations
10/18/2023
PM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-292
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]

0.00 22.22

19.65 20.25

17.70 0.00

21.77 18.94

19.21 17.94
Movement LOS
C
B
C
B
C
B
B
B
d_A, Approach Delay [s/veh]

19.83 19.22
Approach LOS
B
B
d_I, Intersection Delay [s/veh]

20.48 Intersection LOS
C
Intersection V/C

0.594
Other Modes
g_Walk,mi, Effective Walk Time [s]

11.0 11.0
M_corner, Corner Circulation Area [ft²/ped]

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00
d_p, Pedestrian Delay [s]

13.51 13.51
I_p,int, Pedestrian LOS Score for Intersection

2.759

2.569
Crosswalk LOS
C
B
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
c_b, Capacity of the bicycle lane [bicycles/h]
1293
1680
d_b, Bicycle Delay [s]

2.90 0.59
I_b,int, Bicycle LOS Score for Intersection

1.839

1.707
Bicycle LOS
A
A
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 4
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 3
-
-
-
-
-
-
-
-
-
-
-
12 8
7 6
5 Ring 2
-
-
-
-
-
-
-
-
-
-
-
10 4
3 2
1 Ring 1
Sequence
10/18/2023
PM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-293

0.010
Volume to Capacity (v/c):

B
Level Of Service:

11.2 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 2: Lilac Ave (NS) at Project Dwy (EW)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

25.00 35.00

35.00 Speed [mph]

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Left
Thru
Left
Right
Thru
Turning Movement
Lane Configuration
Westbound
Southbound
Northbound
Approach
Lilac Ave
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
44 6
151
34 4
157
Total Analysis Volume [veh/h]
11 2
38 8
1 39
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9500

0.9500
Peak Hour Factor
42 6
143
32 4
149
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
42 6
2 32
4 5
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0404
Growth Factor

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
0 0
136
0 0
138
Base Volume Input [veh/h]
Lilac Ave
Name
Volumes
10/18/2023
PM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-294
B
Intersection LOS

1.85 d_I, Intersection Delay [s/veh]
A
A
A
Approach LOS

9.53 1.39

0.00 d_A, Approach Delay [s/veh]

4.71 4.71

1.44 1.44

0.00 0.00
95th-Percentile Queue Length [ft/ln]

0.19 0.19

0.06 0.06

0.00 0.00
95th-Percentile Queue Length [veh/ln]
A
B
A
A
A
A
Movement LOS

9.31 11.16

0.00 7.56

0.00 0.00
d_M, Delay for Movement [s/veh]

0.05 0.01

0.00 0.02

0.00 0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
No
Flared Lane
Stop
Free
Free
Priority Scheme
Intersection Settings
10/18/2023
PM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-295

0.011
Volume to Capacity (v/c):

A
Level Of Service:

9.5 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 3: Project Dwy (NS) at Randall Ave (NS)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

30.00 40.00

25.00 Speed [mph]

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00
Lane Width [ft]
Thru
Left
Right
Thru
Right
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Northbound
Approach
Randall Ave
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
257
0 6
229
9 0
Total Analysis Volume [veh/h]
64 0
2 57
2 0
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9500

0.9500
Peak Hour Factor
244
0 6
218
9 0
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
59 0
6 52
9 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0000

1.0404

1.0000
Growth Factor

0.00 2.00

0.00 0.00

0.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
178
0 0
160
0 0
Base Volume Input [veh/h]
Randall Ave
Name
Volumes
10/18/2023
PM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-296
A
Intersection LOS

0.17 d_I, Intersection Delay [s/veh]
A
A
A
Approach LOS

0.00 0.00

9.48 d_A, Approach Delay [s/veh]

0.00 0.00

0.84 0.00
95th-Percentile Queue Length [ft/ln]

0.00 0.00

0.03 0.00
95th-Percentile Queue Length [veh/ln]
A
A
A
A
Movement LOS

0.00 0.00

9.48 0.00
d_M, Delay for Movement [s/veh]

0.00 0.00

0.01 0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
Flared Lane
Free
Free
Stop
Priority Scheme
Intersection Settings
10/18/2023
PM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-297

0.554
Volume to Capacity (v/c):

C
Level Of Service:

16.7 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

All-way stop
Control Type:

Intersection 4: Willow Ave (NS) at Randall Ave (EW)
Intersection Level Of Service Report
Yes
Yes
Yes
Yes
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

40.00 25.00

40.00 25.00
Speed [mph]

0.00 0.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
31 230
36 25
209
7 8
225
32 27
234
19 Total Analysis Volume [veh/h]
8 58
9 6
52 2
2 56
8 7
59 5
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

0.9470

0.9470
Peak Hour Factor
29 218
34 24
198
7 8
213
30 26
222
18 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 59
0 0
61 0
0 2
0 0
5 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0404
Growth Factor

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
28 153
33 23
132
7 8
203
29 25
209
17 Base Volume Input [veh/h]
Name
Volumes
10/18/2023
PM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-298
C
Intersection LOS

16.72 Intersection Delay [s/veh]
C
B
C
C
Approach LOS

18.17 14.12

16.84 17.30
Approach Delay [s/veh]

4.58 83.01

3.49 50.36

1.13 71.28

77.22 95th-Percentile Queue Length [ft]

0.18 3.32

0.14 2.01

0.05 2.85

3.09 95th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results

0.06 0.55

0.04 0.41

0.01 0.51

0.53 Degree of Utilization, x
537
480
561
505
470
521
528
Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
10/18/2023
PM Peak Hour
Scenario 6: 6 Cumulative Plus Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-299

GENERAL PLAN BUILDOUT WITHOUT PROJECT
Apx-300

0.521
Volume to Capacity (v/c):

C
Level Of Service:

20.4 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Signalized
Control Type:

Intersection 1: Lilac Ave (NS) at Randall Ave (EW) at Bloomington Ave (NE/SW) Intersection Level Of Service Report
Yes
Yes
Crosswalk
No
No
Curb Present

0.00 0.00
Grade [%]

25.00 35.00
Speed [mph]

0.00 0.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right2
Right
Thru
Left
Left2
Right2
Right
Thru
Left
Left2
Turning Movement
Lane Configuration
Southbound
Northbound
Approach
Lilac Ave
Lilac Ave
Name
Intersection Setup
10/19/2023
AM Peak Hour
Scenario 7: 7 General Plan Buildout Without Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-301
0 0
Bicycle Volume [bicycles/h]
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
v_ci, Inbound Pedestrian Volume along the le
0 0
v_co, Outbound Pedestrian Volume along th
0 0
v_di, Inbound Pedestrian Volume crossing th
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
Presence of On-Street Parking
5 26
86 24
2 38
35 102
44 7
Total Analysis Volume [veh/h]
1 7
22 6
1 10
9 26
11 2
Total 15-Minute Volume [veh/h]

1.0000

1.0000
Other Adjustment Factor

1.0000

1.0000
Peak Hour Factor
5 26
86 24
2 38
35 102
44 7
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
5 5
0 0
0 2
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0404

1.0404
Growth Factor

0.00 Proportion of CAVs [%]

0.00 0.00

0.00 0.00
Heavy Vehicles Percentage [%]

1.0000

1.0000
Base Volume Adjustment Factor
5 25
78 18
2 37
34 96
42 7
Base Volume Input [veh/h]
Lilac Ave
Lilac Ave
Name
Volumes
10/19/2023
AM Peak Hour
Scenario 7: 7 General Plan Buildout Without Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-302
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
Pedestrian Recall
No
No
Maximum Recall
No
No
Minimum Recall

0.0 0.0

2.0 0.0

0.0 0.0

0.0 2.0

0.0 0.0
l2, Clearance Lost Time [s]

0.0 0.0

2.0 0.0

0.0 0.0

0.0 2.0

0.0 0.0
l1, Start-Up Lost Time [s]
No
No
Rest In Walk

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 0
10 0
0 0
0 10
0 0
Pedestrian Clearance [s]
0 0
7 0
0 0
0 7
0 0
Walk [s]

0.0 0.0

3.0 0.0

0.0 0.0

0.0 3.0

0.0 0.0
Vehicle Extension [s]
0 0
29 0
0 0
0 29
0 0
Split [s]

0.0 0.0

1.0 0.0

0.0 0.0

0.0 1.0

0.0 0.0
All red [s]

0.0 0.0

3.0 0.0

0.0 0.0

0.0 3.0

20.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
130
Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
10/19/2023
AM Peak Hour
Scenario 7: 7 General Plan Buildout Without Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-303

62.87 101.45
95th-Percentile Queue Length [ft/ln]

2.51 4.06
95th-Percentile Queue Length [veh/ln]

34.93 56.36
50th-Percentile Queue Length [ft/ln]

1.40 2.25
50th-Percentile Queue Length [veh/ln]
No
Yes
Critical Lane Group
B
C
Lane Group LOS

19.01 20.83
d, Delay for Lane Group [s/veh]

0.37 0.59
X, volume / capacity
Lane Group Results

1.00 1.00
PF, progression factor

1.00 1.00
Rp, platoon ratio

0.00 0.00
d3, Initial Queue Delay [s]

0.59 1.46
d2, Incremental Delay [s]

1.00 1.00
I, Upstream Filtering Factor

0.11 0.11
k, delay calibration

18.42 19.37
d1, Uniform Delay [s]
386
382
c, Capacity [veh/h]
1822
1774
s, saturation flow rate [veh/h]

0.08 0.13
(v / s)_i Volume / Saturation Flow Rate

0.16 0.16
g / C, Green / Cycle
8 8
g_i, Effective Green Time [s]

2.00 2.00
l2, Clearance Lost Time [s]

2.00 2.00
l1_p, Permitted Start-Up Lost Time [s]

4.00 4.00
L, Total Lost Time per Cycle [s]
48 48
C, Cycle Length [s]
C
C
Lane Group
Lane Group Calculations
10/19/2023
AM Peak Hour
Scenario 7: 7 General Plan Buildout Without Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-304
A
A
Bicycle LOS

1.748

1.797
I_b,int, Bicycle LOS Score for Intersection

5.66 5.66
d_b, Bicycle Delay [s]
1033
1033
c_b, Capacity of the bicycle lane [bicycles/h]
2000
2000
s_b, Saturation Flow Rate of the bicycle lane
A
A
Crosswalk LOS

1.810

1.993
I_p,int, Pedestrian LOS Score for Intersection

14.45 14.45
d_p, Pedestrian Delay [s]

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00
M_corner, Corner Circulation Area [ft²/ped]

11.0 11.0
g_Walk,mi, Effective Walk Time [s]
Other Modes

0.521
Intersection V/C
C
Intersection LOS

20.39 d_I, Intersection Delay [s/veh]
B
C
Approach LOS

19.01 20.83
d_A, Approach Delay [s/veh]
B
B
B
B
B
C
C
C
C
C
Movement LOS

19.01 19.01

19.01 20.83

20.83 20.83

20.83 20.83
d_M, Delay for Movement [s/veh]
Movement, Approach, & Intersection Results
10/19/2023
AM Peak Hour
Scenario 7: 7 General Plan Buildout Without Project
SEC Lilac and Randall Commercial Project
Version 2022 (SP 0-8)
Generated with
Apx-305
Yes
Yes
Crosswalk
No
No
Curb Present

0.00 0.00
Grade [%]

35.00 40.00
Speed [mph]

0.00 100.00

0.00 0.00

Rialto City CouncilMay 14, 2024

Rialto City Council
May 14, 2024