Rialto City Council
April 25, 2023

v

PEPPER INDUSTRIAL BUILDING

TRAFFIC IMPACT ANALYSIS
January 17, 2022

Prepared For:

Howard Industrial Partners
1944 North Tustin Street, Suite 122
Orange, CA 92865

Prepared By:

2355 Main Street, Suite 100
Irvine, CA 92614

Contact: Meghan Macias, TE
[email protected]

Pepper Industrial Building
Traffic Impact Analysis

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Table of Contents

1  EXECUTIVE SUMMARY ...................................................................................................... 1 2  INTRODUCTION ................................................................................................................. 3

2.1  Project Description .................................................................................................................. 3

2.2  Study Area and Analysis Scenarios ....................................................................................... 6

2.3  Methodology ................................................................................................................... ....... 9

2.4  Significance Criteria ......................................................................................................... .... 10 3  BASELINE CONDITIONS ................................................................................................... 12

3.1  Existing Transportation System ............................................................................................ 12

3.2  Existing Conditions Traffic Volumes and Intersection Operations ........................................ 14

3.3  Existing Conditions Roadway Segment Analysis ................................................................ 15

3.4  Project Opening Day Traffic Volumes and Intersection Operations ..................................... 18

3.5  Project Opening Day Conditions Roadway Segment Analysis ............................................ 19

3.6  General Plan Condition ........................................................................................................ 22

3.7  General Plan Conditions Roadway Segment Analysis ........................................................ 23 4  PROPOSED PROJECT ....................................................................................................... 26

4.1  Project Trip Generation ......................................................................................................... 26

4.2  Project Trips .......................................................................................................................... 26 5  PROJECT EFFECT ON LOS ................................................................................................ 32

5.1  Project Opening Day with Project Traffic Volumes and Intersection Operations .................. 32

5.2  Project Opening Day With Project Roadway Segment Analysis .......................................... 36

5.3  Future Conditions (Opening Day with Project plus Cumulative Projects)............................. 38

5.4  Future Conditions (Opening Day with Projec t plus Cumulative Projects) Roadway Segment Analysis ...................................................................................................................... ..................... 45

5.5  General Plan with Project ..................................................................................................... 47

5.6  General Plan with Project Roadway Segment Analysis ....................................................... 51 6  VEHICLE MILES TRAVELED ANALYSIS ............................................................................. 53 7  CONSISTENCY WITH PEPPER AVENUE SPECIFIC PLAN MITIGATION .............................. 57 8  QUEUEING ANALYSIS ...................................................................................................... 62 9  SUMMARY OF PROJECT IMPROVEMENTS AND PROJECT FAIR-SHARE CALULATION .. 63

Figures

FIGURE 1: PROJECT LOCATION ............................................................................................................................... ................................. 4 FIGURE 2: PROJECT SITE PLAN ............................................................................................................................... .................................. 5 FIGURE 3: PROJECT STUDY AREA ............................................................................................................................... .............................. 8 FIGURE 4: EXISTING CONDITIONS LANE GEOMETRIES AND TRAFFIC CONTROL ...................................................................................... 13 FIGURE 5: EXISTING CONDITIONS AM PEAK HOUR TRAFFIC VOLUMES ................................................................................................. 16 FIGURE 6 : EXISTING CONDITIONS PM PEAK HOUR TRAFFIC VOLUMES ................................................................................................. 17 FIGURE 7: PROJECT OPENING DAY AM PEAK HOUR TRAFFIC VOLUMES ............................................................................................... 20 FIGURE 8: PROJECT OPENING DAY PM PEAK HOUR TRAFFIC VOLUMES ............................................................................................... 21 Pepper Industrial Building
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FIGURE 9: GENERAL PLAN AM PEAK HOUR TRAFFIC VOLUMES ............................................................................................................. 24 FIGURE 10: GENERAL PLAN PM PEAK HOUR TRAFFIC VOLUMES ........................................................................................................... 25 FIGURE 11: PROJECT PASSENGER CAR TRIP DISTRIBUTION .................................................................................................................... 28 FIGURE 12: PROJECT TRUCK TRIP DISTRIBUTION .............................................................................................................................. ...... 29 FIGURE 13: PROJECT AM PEAK HOUR TRIP ASSIGNMENT ..................................................................................................................... 30 FIGURE 14: PROJECT PM PEAK HOUR TRIP ASSIGNMENT ..................................................................................................................... 31 FIGURE 15: PROJECT OPENING DAY WITH PROJECT AM PEAK HOUR VOLUMES ................................................................................. 34 FIGURE 16: PROJECT OPENING DAY WITH PROJECT PM PEAK HOUR VOLUMES ................................................................................. 35 FIGURE 17: CUMULATIVE PROJECT LOCATION MAP .............................................................................................................................. 41 FIGURE 18: FUTURE CONDITIONS AM PEAK HOUR VOLUMES ............................................................................................................... 42 FIGURE 19: FUTURE CONDITIONS PM PEAK HOUR VOLUMES ............................................................................................................... 43 FIGURE 20: GENERAL PLAN WITH PROJECT AM PEAK HOUR VOLUMES ................................................................................................ 49 FIGURE 21: GENERAL PLAN WITH PROJECT PM PEAK HOUR VOLUMES ................................................................................................ 50 FIGURE 22: LOW VMT AREA SCREENING (TAZ 53759102) ............................................................................................................. 55 FIGURE 23: LOW VMT AREA SCREENING (TAZ 53759602) ............................................................................................................. 56

Tables

TABLE 1: RELATIONSHIP BETWEEN CONTROL DELAY AND LOS AT A SIGNALIZED INTERSECTION .............................................................. 9 TABLE 2: RELATIONSHIP BETWEEN DELAY AND LOS AN UNSIGNALIZED INTERSECTION ............................................................................ 9 TABLE 3: THRESHOLDS FOR ACCEPTABLE INTERSECTION OPERATION IN CITY OF RIALTO ........................................................................ 10 TABLE 4: CITY OF RIALTO ROADWAY SEGMENT CAPACITY 1 ................................................................................................................ 10 TABLE 5: EXISTING CONDITIONS AM AND PM PEAK HOUR LEVEL OF SERVICE ...................................................................................... 14 TABLE 6: EXISTING CONDITIONS ROADWAY SEGMENT ANALYSIS ......................................................................................................... 15 TABLE 7: PROJECT OPENING DAY AM AND PM PEAK HOUR LEVEL OF SERVICE .................................................................................... 18 TABLE 8: PROJECT OPENING DAY ROADWAY SEGMENT ANALYSIS ....................................................................................................... 19 TABLE 9: GENERAL PLAN AM AND PM PEAK HOUR LEVEL OF SERVICE ................................................................................................. 22 TABLE 10: GENERAL PLAN BUILDOUT ROADWAY SEGMENT ANALYSIS .................................................................................................. 23 TABLE 11: PROJECT TRIP GENERATION .............................................................................................................................. .................... 27 TABLE 12: PROJECT OPENING DAY WITH PROJECT AM AND PM PEAK HOUR LEVEL OF SERVICE ......................................................... 33 TABLE 13: PROJECT OPENING DAY WITH PROJECT ROADWAY SEGMENT LEVEL OF SERVICE ................................................................ 37 TABLE 14: CUMULATIVE PROJECTS TRIP GENERATION ........................................................................................................................... 39 TABLE 15: FUTURE CONDITIONS AM AND PM PEAK HOUR LEVEL OF SERVICE ...................................................................................... 44 TABLE 16: FUTURE CONDITIONS AM AND PM ROADWAY SEGMENT LEVEL OF SERVICE ........................................................................ 46 TABLE 17: GENERAL PLAN WITH PROJECT AM AND PM PEAK HOUR LEVEL OF SERVICE ....................................................................... 48 TABLE 18: GENERAL PLAN WITH PROJECT ROADWAY SEGMENT ANALYSIS .......................................................................................... 52 TABLE 19: FAIR SHARE FOR SPECIFIC PLAN IMPROVEMENTS BY PLANNING AREA ................................................................................... 61 TABLE 20: QUEUEING ANALYSIS .............................................................................................................................. ............................. 62 TABLE 21: PROJECT MITIGATION AND FAIR SHARE .............................................................................................................................. .. 64

Appendices

APPENDIX A – SCOPE OF WORK
APPENDIX B – COUNT SHEETS
APPENDIX C – LEVEL OF SERVICE CALCULATIONS
APPENDIX D – FULL-SIZED SITE PLAN

Pepper Industrial Building
Traffic Impact Analysis

1 1 EXECUTIVE SUMMARY

This Traffic Impact Analysis (TIA) has been prepared by EPD Solutio ns, Inc. (EPD) to analyze the proposed Pepper Avenue Specific Plan Amendment and Industrial Development Project which is generally located on the east side of Pepper Avenue south of Interstate-210 (APNs 0264-201-05, -06, and portions of-26) in the City of Rialto (City). The proposed Specific Plan Amendment would modify the existing Planning Areas (PAs) in the no rtheast portion of the Specific Plan area and redesignate the Specific Plan zoning of approximat ely 35.56-acres of land on the east side of Pepper Avenue that is adjacent to the south of SR-210 from Community Commercial to Light Industrial. Under the Light Industrial designation, the development proposes the construction of a 475,000 square foot warehouse building. The development project site is currently vacant. To account for fluctuations and changes in the site plan, this TIA will analyze a warehouse building consisting of 485,000 square feet. The proposed warehouse building would generate approximately 1,390 daily passenger car equivalent (PCE) trips which includes 138 AM peak hour and 146 PM peak hour PCE trips.

The following intersections and roadway segments comprise of the study area.

Study Area Intersections:

1. Pepper Avenue/SR-210 WB Ramps

2. Pepper Avenue/SR-210 EB Ramps

3. Pepper Avenue/North Project Driveway (future)

4. Pepper Avenue/Automobile Driveway (future)

5. Pepper Avenue/Truck Driveway (future)

6. Pepper Avenue/Winchester Drive – Terrace Road

7. Pepper Avenue/Baseline Road
Study Area Roadway Segments

1. Pepper Avenue from Baseline Road to Winchester-Terrace Road

2. Pepper Avenue from Winchester-Terrace Road to SR-210 EB Ramps The study area intersections were evaluated during the AM and PM peak hours, which are defined as the hours with the highest traffic volumes during the 6 AM to 9 AM and 3 PM to 6 PM peak commute periods.

AM and PM peak hour traffic operations were evaluated for the following scenarios:

 Existing Conditions
 Project Opening Day (Existing + Ambient Growth)
 Project Opening Day with Project
 Future Conditions (Opening Day with Project plus Cumulative Projects)  General Plan
 General Plan with Project

Pepper Industrial Building
Traffic Impact Analysis

2 LOS Analysis Results

All study area intersections and roadway segments would operate at satisfactory LOS in all analysis scenarios except for the intersection of Pepper Avenue/SR-210 WB Ramps. This intersection would be impacted by the project in the Future and General Plan with Project scenarios. However, changing the intersection’s phasin g to split phase in the north-so uth direction and changing the northbound lane geometry from one left-turn lane and two through lanes to one left-turn lane, one left-through lane, and one through lane would mitigate the project’s impact at the intersection.

Queueing Analysis Results

Queueing analysis has been conducted for inters ections where queueing applies. Most analyzed intersections would provide sufficient queuing length, however, at Pepper Avenue/Baseline Road, the left-turn queue storage would be exceeded in a ll directions. The required left-turn storage is shown in Table 19.

Summary of Improvements

The project would be responsible for the following improvements:

Pepper Avenue/SR-210 Westbound Ramps: Modify the intersection’s phasing to split phase in the north-south direction and change the northbound lane geometry from one left-turn lane and two through lanes to one left-turn lane, one left-throu gh lane, and one through lane. The project fair- share at this intersection is 8.86 percent.

Pepper Avenue/Baseline Road: The City has reques ted that the project pay a fair-share of the implementation of a southbound right-turn lane at the intersection of Pepper Avenue/Baseline Road to facilitate improvements to the roadway segment and intersection operations, consistent with the findings of the EIR for the Specif ic Plan. The fair-share calculatio n is based on the traffic in the southbound right-turn lane only. The project’s fair-share would be 7.02%.

Finally, the left-turn lanes at Pepper Avenue/Baseline Road should be restriped to provide the storage indicated in Table 20. The project’s fair-share of the restriping would be 2%.

Pepper Industrial Building
Traffic Impact Analysis

3 2 INTRODUCTION

This Traffic Impact Analysis (TIA) has been prepared by EPD Solutio ns, Inc. (EPD) to analyze the potential transportation-related effects of the proposed Pepper Avenue Specific Plan Amendment and Industrial Development Project which is genera lly located on the east side of Pepper Avenue south of Interstate-210 (APNs 0264-201-05, -06, and port ions of -26) in the City of Rialto (City).

The development project site is currently vacant. The proposed Specific Plan Amendment would modify the existing Planning Areas (PAs) in the no rtheast portion of the Specific Plan area and redesignate the Specific Plan zoning of approximat ely 35.56-acres of land on the east side of Pepper Avenue that is adjacent to the south of SR-210 from Community Commercial to Light Industrial. Under the Light Industrial designation, the development proposes the construction of a 475,000 square foot warehouse building. However, to account for the fluctuations in site plan development, this TIA will analyze 485,000 square feet of warehouse uses. The scope of work for this TIA was reviewed and approved by the City of Rialto and is provided in Appendix A. The TIA was prepared according to the approved scope of work using methodologies and significance criteria consistent as per the City of Rialto Tr affic Impact Analysis Guidelines for Vehicle Miles Traveled (VMT) and Level of Service Assessment (LOS) (Draft, October 2021).

2.1 Project Description

As noted previously, the project includes both a Specific Plan Amendment and construction of an industrial development project. The Specific Plan Amendment would redesignate the Specific Plan zoning of approximately 35.56-acres of land on the east side of Pepper Avenue that is adjacent to the south of SR-210 from Community Commercial to Light Industrial. The Specific Plan Amendment would facilitate the proposed industrial development project which is evaluate in this TIA. The proposed development project is located on a 23.83-acre site on the east side of Pepper Avenue south of the SR-210 freeway (APNs 0264-201-05, -06, and -26). The development project site is currently vacant. The location of the project is show n in Figure 1 and the proj ect site plan is shown in Figure 2. A full-size site plan as well as a pl an showing truck turning movements is provided in Appendix D. The project proposes the construction of a 475,0000 square feet warehouse building.

To account for variations and development of th e site plan, this TIA will analyze 485,000 square feet of warehouse uses. The project will be accessible via three driveways on Pepper Avenue. The north project driveway would be signalized and would be shared with the Specific Plan areas PA 1 and PA 10. To the north of the development pr oject. The center driveway (referred to as the project Automobile Driveway) is located approximat ely 287 feet south of the northern driveway and it would be limited to right-in/right-out movements only. The northern and middle driveways would serve passenger cars destined to/from the pr oject site. The southern driveway (referred to as the Truck Driveway) is located approximately 656 feet south of the northern driveway, it would be unsignalized and would be limited to southbound (inbound) left-turns and westbound (outbound) right-turns. The southern driveway would serve truck traffic generated by the project and would provide access to the loading dock area. The war ehouse building is expected to have 62 dock positions, 196 trailer parking stalls, and 276 parking spaces for passenger cars.

Pepper Industrial Building
Traffic Impact Analysis

4 Figure 1: Project Location

Pepper Industrial Building
Traffic Impact Analysis

5 Figure 2: Project Site Plan

Pepper Avenue Industrial Project
Traffic Impact Analysis

6 2.2 Study Area and Analysis Scenarios

The City of Rialto Traffic Impact Analysis (TIA) Guidelines for Vehicle Miles Traveled (VMT) and Level of Service Assessment (LOS) Guidelines prov ides thresholds for determining when a TIA is needed and guidance on selecting study area intersections. As per the TIA Guidelines, a TIA report is required if a project is likely to have a traffic impact on the City’s circulation system. The TIA is to consider the following traffic impacts:

 Increased traffic volumes on any street
 Any operational traffic issues (i.e. traffic si gnal operations, increased delay, restricted pedestrian movements, modified roadway access, limited sight distance, inadequate ingress/egress, inadequate storage volume for re quired turning movements, etc.), or other concerns identified by the City.

The TIA Guidelines state that a major traffic study is required for any project that generates 50 or more trips during any peak hour without consider ation of pass-by trips. The intersections selected for the study shall follow the following criteria:

 At a minimum, the study area shall include any intersection of “Collector” to higher classification street, with “Collector” or high er classification, shown on Rialto Circulation Element, at which the proposed project will add 50 or more A.M. or P.M. peak hour trips within 5 miles of the Project. PCE factors apply to this threshold.

The study area was selected to include those intersections and roadway segments to which the project would add 50 or more peak hour trips on a “Collector” or higher classification. This TIA includes the analysis of signalized intersectio ns and two-way stop-controlled intersections. The following intersections were included in the analysis:

1. Pepper Avenue/SR-210 WB Ramps

2. Pepper Avenue/SR-210 EB Ramps

3. Pepper Avenue/North Project Driveway (future)

4. Pepper Avenue/Automobile Driveway (future)

5. Pepper Avenue/Truck Driveway (future)

6. Pepper Avenue/Winchester Drive – Terrace Road

7. Pepper Avenue/Baseline Road
The following roadway segments were included in the analysis:

1. Pepper Avenue between Baseline Road and Winchester Drive-Terrace Road

2. Pepper Avenue between Winchester Drive-Terrace Road and SR-210 The study area is shown on Figure 3 – Project Study Area. Study area intersections were evaluated during the AM and PM peak hours, which are defi ned as the hour with th e highest traffic volumes during the 6 AM to 9 AM and 3 PM to 6 PM peak commute periods. The daily traffic volume was evaluated for study area roadway segments. The following scenarios are included in this analysis:

 Existing Conditions
Pepper Avenue Industrial Project
Traffic Impact Analysis

7  Project Opening Day (Existing + Ambient Growth)
 Project Opening Day with Project
 Future Conditions (Opening Day with Project plus Cumulative Projects)  General Plan
 General Plan with Project

EPD contracted with a traffic counting and data co llection firm to collected traffic counts at the study area intersections and roadway segments in October of 2021. At the time counts were collected, schools and businesses would be considered normal operations, and no adjustments would be necessary.

Pepper Avenue Industrial Project
Traffic Impact Analysis

8 Figure 3: Project Study Area

Pepper Avenue Industrial Project
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9 2.3 Methodology

Intersection operations are evaluated using Level of Service (LOS), which is a measure of the delay experienced by drivers on a roadway facility. LOS A indicates free-flow traffic conditions and is generally the best operating conditions. LOS F is an extremely congested condition and is the worst operating condition from the driver’s perspective. In this report, LOS at signalized and unsignalized intersections is calculated using the Highway Capacity Manual (HCM), 6th Edition methodology.

LOS at signalized intersections is defined in te rms of the weighted average control delay for the intersection as a whole. Control delay is a measure of the increase in travel time that is experienced due to traffic signal control and is expressed in terms of average control delay per vehicle (in seconds). Control delay is determined based on the intersection geometry and volume, signal cycle length, phasing and coordination along the arterial corridor. Table 1 shows the relationship between control delay and LOS.

Table 1: Relationship between Control Delay and LOS at a Signalized Intersection LOS Delay (Seconds per Vehicle)
A ≤ 10
B >10 – 20
C >20 – 35
D >35 – 55
E >55 – 80
F >80

Unsignalized intersections are categorized as either all-way stop control (AWSC) or two-way stop control (TWSC). LOS at AWSC intersections is determined by the weighted average control delay of the overall intersection. The HCM TWSC intersection methodology calculates LOS based on the delay experienced by drivers on the minor (stop- controlled) approaches to the intersection. For TWSC intersections, LOS is determined for each minor-street movement, as well as the major-street left-turns. The relationship between delay and LOS at Unsignalized intersections is shown in Table

2. Table 2: Relationship between Delay and LOS an Unsignalized Intersection LOS Delay (seconds)
A 0-10
B >10 – 15
C >15 – 25
D >25 – 35
E >35 – 50
F >50

Intersection and roadway analysis parameters were taken from the City’s TIA Guidelines.

Pepper Avenue Industrial Project
Traffic Impact Analysis

10 2.4 Significance Criteria

City of Rialto
The City of Rialto Traffic Impact Analysis Guidelines provides the following criteria for the determination of unsatisfactory traffic effects.

The City’s General Plan recommends a LOS standard of D. Intersections already operating at worse than LOS C would be required to implement improvements to reduce delay caused by the project to acceptable operations according to increases in delay shown in Table 3.

Table 3: Thresholds for Acceptable Intersection Operation in City of Rialto With Project LOS Acceptable Increase in
Delay
A/B +10.0 Seconds
C +8.0 Seconds
D +5.0 Seconds
E +2.0 Seconds
F +1.0 Seconds

The City’s Roadway Segment Capacities and corresponding LOS for acceptable operations is illustrated in Table 4. The City’s General Plan recommends an LOS standard of D. For roadways under the Congestion Management Program, LOS E is acceptable.

Table 4: City of Rialto Roadway Segment Capacity
1 Two-Way Traffic Volume (ADT) 2
Roadway Classification No. of Lanes 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 +

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 alignments are analyzed as arterials.

San Bernardino County Congestion Management Program (CMP) The San Bernardino County CMP sets a LOS standard of E for intersections or roadway segments on the CMP system of roadways. LOS E would apply as the standard at the following intersections:

7. Pepper Avenue/Baseline Road
There are no roadway segments that require analysis under the San Bernardino CMP.

Pepper Avenue Industrial Project
Traffic Impact Analysis

11 California Department of Transportation (Caltrans)

The Caltrans Guide for the Preparation of Traffic Impact Studies (December 2002) required that State Highway facilities be analyzed when project traffic was added to the facility. As per the guidelines, LOS D is the required standard at interse ctions under the jurisdiction of Caltrans. In response to implementation of SB743, Caltrans released the Vehicle Miles Traveled-Focused Transportation Impact Study Guide , May 20, 2020. According to the latest guide, “With this guidance, the Department will transition away from requesting LOS or other vehicle operations analyses of land use projects.”
Pepper Avenue Industrial Project
Traffic Impact Analysis

12 3 BASELINE CONDITIONS

This section discusses the baseline (without proj ect) conditions. Baseline conditions are those conditions that exist within the study area in the existing condition and that are forecast to occur in the future, without the proposed project.

3.1 Existing Transportation System

The project site is located on the east side of Pepper Avenue south of Interstate-210 (APNs 0264- 201-05, -06, and portions of -26) in the City of Rialto (City). Access to the project site is provided from Pepper Avenue. The posted speed limit on Pepper Avenue is 45 MPH. Regional access to the project site is provided by SR-210 which connects to SR-215 appr oximately 2.5 miles east of the project site.

There are currently sidewalks with landscaping along the project frontage on Pepper Avenue. There are no marked bicycle lanes on Pepper Avenue alon g the project site and parking is not allowed on Pepper Avenue between Winchester Drive- Terrace Road and the SR-210 Freeway. Transit service is provided in the project area by Omnitrans. There is currently no transit service on Pepper Avenue, however Omnitrans Route 312 provides service along Highland Avenue, approximately 1,400 feet north of the project site.

The existing traffic control and intersection geomet rics at study area intersections are shown in Figure 4.

Pepper Avenue Industrial Project
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13 Figure 4: Existing Conditions Lane Geometries and Traffic Control

Pepper Avenue Industrial Project
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14 3.2 Existing Conditions Traffic Volumes and Intersection Operations

Existing AM and PM peak hour traffic volumes at the study area intersections are shown in Figures 5 and 6. The existing Levels of Service at the st udy area intersections were determined using the HCM methodology, described previously in section 2.3. Table 5 shows the existing AM and PM peak hour levels of service at study intersections. All LOS calculations are provided in Appendix C.

As shown in Table 5, all of the study area inte rsections operate at a satisfactory LOS D or better under the Existing Conditions scenario.

Table 5: Existing Conditions AM and PM Peak Hour Level of Service

Pepper Avenue Industrial Project
Traffic Impact Analysis

15 3.3 Existing Conditions Roadway Segment Analysis

The Existing Conditions LOS at the roadway segments were determined through comparison of the daily roadway volumes with the capacity shown in the City’s TIA Guidelines. Table 6 shows the existing LOS for daily roadway segments. All LOS calc ulations are provided in Appendix C. As shown in Table 6, all roadway segments operate at satisfactory levels (above the LOS D threshold).

Table 6: Existing Conditions Roadway Segment Analysis
Roadway Segment Typed of
Roadway
Threshold of
Significance
Threshold
Capacity
Existing
Roadway ADT

1. Pepper Avenue: Baseline to
Winchester-Terrace
Modified
Arterial D 32,999 20,955

2. Pepper Ave: Winchester-Terrace
to Project North Driveway
Modified
Arterial D 32,999 22,129

3. Pepper Ave: Project North
Driveway to SR -210 EB Ramp
Modified
Arterial D 32,999 22,129
Note: The City's General Plan Street Classification Map shows Pepper Avenue as a Major Arterial. However, the TIA Guidelines do not include this classification. Therefore, Modified Arterial (100') 4 lanes is used for the Capacity of Pepper Avenue.

Pepper Avenue Industrial Project
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16 Figure 5: Existing Conditions AM Peak Hour Traffic Volumes

Pepper Avenue Industrial Project
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17 Figure 6 : Existing Conditions PM Peak Hour Traffic Volumes

Pepper Avenue Industrial Project
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18 3.4 Project Opening Day Traffic Volumes and Intersection Operations

Project Opening Day (2023) traffic volumes were developed by applying a growth rate of two percent per year to the existing (2021) traffic volumes as approved in the Scoping Agreement. The Project Opening Day (2023) Baseline traffic volume s are illustrated in Figures 7 and 8. Table 7 below shows the Project Opening Day AM and PM peak hour levels of service at study intersections.

As shown in Table 7, all study area intersections would operate with a satisfactory LOS in the Project Opening Day (2023) condition.

Table 7: Project Opening Day AM and PM Peak Hour Level of Service

Pepper Avenue Industrial Project
Traffic Impact Analysis

19 3.5 Project Opening Day Conditions Roadway Segment Analysis

The Project Opening Day LOS at the roadway segme nts were determined through comparison of the daily roadway volumes with the capacity shown in the City’s TIA Guidelines. Table 8 shows the existing LOS for daily roadway segments. All LOS calculations are provided in Appendix C. As shown in Table 8, all roadway segments operate at satisfactory levels (above the LOS D threshold).

Table 8: Project Opening Day Roadway Segment Analysis
Roadway Segment Type of
Roadway
Threshold of
Significance
Threshold
Capacity
Opening Day
Roadway
ADT*

1. Pepper Avenue: Baseline to
Winchester-Terrace
Modified
Arterial LOS D 32,999 21,793

2. Pepper Ave: Winchester-Terrace to
Project North Driveway
Modified
Arterial LOS E 32,999 23,014

3. Pepper Ave: Project North Driveway to
SR-210 EB Ramp
Modified
Arterial LOS E 32,999 23,014
*4% Growth applied to existing ADT
Note: The City's General Plan Street Classification Map shows Pepper Avenue as a Major Arterial. However, the TIA Guidelines do not include this classification. Therefore, Modified Arterial (100') 4 lanes is used for the Capacity of Pepper Avenue.

Pepper Avenue Industrial Project
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20 Figure 7: Project Opening Day AM Peak Hour Traffic Volumes

Pepper Avenue Industrial Project
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21 Figure 8: Project Opening Day PM Peak Hour Traffic Volumes

Pepper Avenue Industrial Project
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22 3.6 General Plan Condition

General Plan buildout (2040) traffic volumes were developed by adding observed growth from the San Bernardino County Transportation Analysis Model (SBTAM) to the existing traffic volumes.

The baseline 2016 SBTAM model network does not include Pepper Avenue connecting to Highland Boulevard or the Pepper Avenue interchange. Therefore, the growth in roadway volumes on Pepper Avenue from the 2016 and 2040 models cannot be utilized as it would provide erroneous results.

This data could not be used to post-process turn movement volumes using the typical NCHRP iterative methodology. To forecast the growth to General Plan conditions within the project study area, EPD determined the average growth on Riverside Av enue and on State Street near the 210 Freeway.

The average growth on these two arterials was deem ed to be representative of the growth that could be expected on Pepper Avenue between SR-210 and Baseline Road. Using this method, a 1 percent per year linear growth rate was identified and applied to the existing traffic volumes.

Using this method, a growth of 24 percent was applied to the exi sting 2021 traffic volumes to forecast future 2040 General Plan conditions.

EPD also examined the socioeconomic data in the model for the Pepper Avenue Specific Plan area to determine whether the growth rate would re flect the planned development adjacent to the project site. The employment shown in that area did not include significan t employment in either 2016 or 2040 conditions. Therefore, in addition to a 24 percent growth, the traffic from cumulative projects 7 and 8 (Pepper Avenue Development and Foothill Freeway Commerce Center) were also included in the General Plan Buildout traffic volumes.

The General Plan buildout traffic volumes are illus trated in Figures 9 and 10. Table 9 shows the General Plan AM and PM peak hour levels of serv ice at study intersections. As shown in Table 9, all intersections would continue to operate at a Satisfactory LOS.

Table 9: General Plan AM and PM Peak Hour Level of Service

Intersection Control Type Delay LOS Delay LOS

1. Pepper Ave/SR-210 WB Ramps Signal 53.1 D 29.7 C

2. Pepper Ave/SR-210 EB Ramps Signal 22.0 C 23.3 C

3. Pepper Ave/North Project Driveway Signal 12.6 B 10.5 B

4. Pepper Ave/Auto Driveway (RIRO Only) TWSC - - - -

5. Pepper Ave/Truck Driveway TWSC - - - -

6. Pepper Ave/Winchester Dr-Terrace Rd Signal 8.5 A 4.9 A

7. Pepper Ave/Baseline Rd Signal 29.7 C 32.0 C
TWSC = Two Way Stop Control
Delay Reported in Seconds per Vehicle
LOS = Level of Service
RIRO = Right-in/Right-out only
AM Peak PM Peak
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Traffic Impact Analysis

23 3.7 General Plan Conditions Roadway Segment Analysis

The General Plan LOS at the roadway segments were determined through comparison of the daily roadway volumes with the capacity shown in the City’s TIA Guidelines. Table 10 shows the General Plan LOS for daily roadway segments. All LOS calculations are provided in Appendix C. As shown in Table 10, all roadway segments would operate at satisfactory levels (above the respective LOS D or E threshold).

Table 10: General Plan Buildout Roadway Segment Analysis Roadway Segment Typed of
Roadway
Threshold of
Significance
Threshold
Capacity
GP Buildout
Roadway
ADT*

1. Pepper Avenue: Baseline to
Winchester-Terrace
Modified
Arterial LOS D 32,999 28,236

2. Pepper Ave: Winchester-Terrace to
Project North Driveway
Modified
Arterial LOS E 32,999 25,412

3. Pepper Ave: Project North Driveway
to SR-210 EB Ramp
Modified
Arterial LOS E 32,999 33,837
*24% Growth applied to existing ADT
Note: The City's General Plan Street Classification Map shows Pepper Avenue as a Major Arterial. However, the TIA Guidelines do not include this classification. Therefore, Modified Arterial (100') 4 lanes is used for the Capacity of Pepper Avenue.

Pepper Avenue Industrial Project
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24 Figure 9: General Plan AM Peak Hour Traffic Volumes

Pepper Avenue Industrial Project
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25 Figure 10: General Plan PM Peak Hour Traffic Volumes

Pepper Avenue Industrial Project
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26 4 PROPOSED PROJECT

4.1 Project Trip Generation

Vehicle trips were generated for the project using trip rates for the warehouse land use from the Institute of Transportation Engineers (ITE) Trip Generation (11th Edition, 2021), a vehicle mix from the Rialto Traffic Impact Analysis Report Gu idelines, December 2013, and Passenger Car Equivalent (PCE) factors from the San Bernardino County CMP, Appendix B – Guidelines for CMP Traffic Impact Analysis Reports in San Bernardin o County, 2016. The project trip generation is shown in Table 11. The proposed warehouse would generate approximately 1,390 daily PCE trips which includes 138 AM peak hour and 146 PM peak hour PCE trips.

4.2 Project Trips

Project trips were distributed to the study area in tersections based on the location of the project and logical routes of travel to and from the site. Project truck trips would not be allowed to travel south of the project site on Pepper and would trav el to and from the I-210 only. This is consistent with the truck route moratorium passed by the City on December 13, 2022. Under the moratorium, Pepper Avenue between the I-210 Freeway and Rialto Avenue would no longer be classified as a truck route.

Project trips were assigned to the study area intersections by multiplying the project trip generation by the trip distribution percent at each location. As noted in the project description, the project will be accessible via three driveways on Pepper Avenue. The north project driveway would be signalized and would be shared with the Specific Plan areas PA 1 and PA 10. The north project driveway would serve project automobile traffic only as well as automobile and truck traffic generated by the future (cumulative) project to th e north of the project site. The center driveway would be used by passenger cars only and woul d be limited to right-in/right-out movements, whereas the southern driveway would serve truc k traffic and would be limited to southbound (inbound) left-turns and westbound (outbound) right-turns.

The project trip distributions assumes that all of the project’s passenger car traffic from the north would enter the project using the northern shared driveway. Outbound project passenger car trips would be split evenly between the northern shar ed signalized driveway and unsignalized right- in/right-out driveway. All trucks would enter and exit the project through the southern truck driveway.

The project trip distribution for the passenger cars associated with the warehouse building is shown in Figure 11. The project trip distribution for th e trucks associated with the warehouse building is shown in Figure 12. The project trip assignment for AM and PM peak hours are shown in Figure 13 and Figure 14, respectively.

Pepper Avenue Industrial Project
Traffic Impact Analysis

27 Table 11: Project Trip Generation
AM Peak Hour PM Peak Hour
Land Use Units Daily In Out Total In Out Total
Trip Rates
Warehouse1 TSF 1.71 0.13 0.04 0.17 0.05 0.13 0.18

Total Vehicle Trip Generation
Proposed Warehouse 485 TSF 829 63 19 82 24 63 87
Vehicle Mix2 Percent
Passenger Vehicles 60.00% 498 38 11 49 15 38 52
2-Axle Trucks 0.80% 7 1 0 1 0 1 1
3-Axle Trucks 11.20% 93 7 2 9 3 7 10
4+-Axle Trucks 28.00% 232 18 5 23 7 18 24
100% 829 63 19 82 24 63 87
PCE Trip Generation3 PCE Factor
Passenger Vehicles 1.0 498 38 11 49 15 38 52
2-Axle Trucks 1.5 10 1 0 1 0 1 1
3-Axle Trucks 2.0 186 14 4 18 5 14 20
4+-Axle Trucks 3.0 697 53 16 69 21 53 73
Total PCE Trip Generation 1390 106 32 138 41 105 146 TSF = Thousand Square Feet
PCE = Passenger Car Equivalent
1 Trip rates from the Institute of Transportation Engineers, Trip Generation,11th Edition, 2021. Land Use Code 150 - Warehouse. 2 Vehicle Mix from the Rialto Traffic Impact Analysis Report Guidelines, December 2013. 3 Passenger Car Equivalent (PCE) factors from San Bernardino County CMP, Appendix B - Guidelines for CMP Traffic Impact Analysis Reports in San Bernardino County, 2016

Pepper Avenue Industrial Project
Traffic Impact Analysis

28 Figure 11: Project Passenger Car Trip Distribution

Pepper Avenue Industrial Project
Traffic Impact Analysis

29 Figure 12: Project Truck Trip Distribution

Pepper Avenue Industrial Project
Traffic Impact Analysis

30 Figure 13: Project AM Peak Hour Trip Assignment

Pepper Avenue Industrial Project
Traffic Impact Analysis

31 Figure 14: Project PM Peak Hour Trip Assignment

Pepper Avenue Industrial Project
Traffic Impact Analysis

32 5 PROJECT EFFECT ON LOS

5.1 Project Opening Day with Project Traffic Volumes and Intersection Operations

The Project Opening Day with Proj ect traffic volumes were develo ped by adding the project trip assignment to the Project Opening Day traffic vo lumes. The Project Opening Day traffic volumes are shown in Figures 15 and 16. Levels of Service at the study area intersections were determined using the HCM methodology, described previously in section 2.3. Table 12 shows the Opening Day plus Project AM and PM peak hour levels of serv ice at study intersections. All LOS calculations are provided in Appendix C. As shown in Table 12, all intersectio ns would operate with a satisfactory LOS, and no mitigation measures would be required.

Pepper Avenue Industrial Project
Traffic Impact Analysis

33 Table 12: Project Opening Day With Project AM and PM Peak Hour Level of Service

Intersection Control Type Delay LOS Delay LOS Delay LOS Delay LOS AM PM AM PM

1. Pepper Ave/SR-210 WB Ramps Signal 32.1 C 24.2 C 34.1 C 25.6 C 2 1.4 No No

2. Pepper Ave/SR-210 EB Ramps Signal 18.6 B 21.1 C 18.2 B 20.2 C -0.4 -0.9 No No

3. Pepper Ave/North Project Driveway Signal - - - - 7.5 A 7.9 A - - No No

4. Pepper Ave/Auto Driveway (RIRO Only) TWSC - - - - 12.0 B 13.2 B - - No No

5. Pepper Ave/Truck Driveway TWSC - - - - 12.2 B 13.9 B - - No No

6. Pepper Ave/Winchester Dr-Terrace Rd Signal 11.5 B 5.0 A 11.5 B 5.0 A 0.0 0.0 No No

7. Pepper Ave/Baseline Rd Signal 27.6 C 31.00 C 27.8 C 31.0 C 0.2 0 No No TWSC = Two Way Stop Control
Delay Reported in Seconds per Vehicle
LOS = Level of Service
Increase in Delay Impact
Project Opening Day Project Opening plus Project
AM Peak PM Peak AM Peak PM Peak
Pepper Avenue Industrial Project
Traffic Impact Analysis

34 Figure 15: Project Opening Day With Project AM Peak Hour Volumes

Pepper Avenue Industrial Project
Traffic Impact Analysis

35 Figure 16: Project Opening Day With Project PM Peak Hour Volumes

Pepper Avenue Industrial Project
Traffic Impact Analysis

36 5.2 Project Opening Day With Project Roadway Segment Analysis

The Project Opening Day with Project LOS at the roadway segments were determined through comparison of the daily roadway volumes with the capacity shown in the City’s TIA Guidelines.

Table 13 shows the General Plan LOS for daily roadway segments. All LOS calculations are provided in Appendix C. As shown in Tabl e 13, all roadway segments operate at satisfactory levels (above the respective LOS D or E threshold), and no impacts are expected.

Pepper Avenue Industrial Project
Traffic Impact Analysis

37 Table 13: Project Opening Day With Project Roadway Segment Level of Service Roadway Segment Typed of
Roadway
Threshold
of
Significance
Threshold
Capacity
Opening
Day
Roadway
ADT*
Project Volume on
Roadway Segment
Opening Day
Roadway ADT +
Project Volume
Impact

1. Pepper Avenue: Baseline to
Winchester-Terrace
Modified
Arterial LOS D 32,999 21,793 420 22,213 No

2. Pepper Ave: Winchester-
Terrace to Project North
Driveway
Modified
Arterial LOS E 32,999 23,014 508 23,522 No

3. Pepper Ave: Project North
Driveway to SR-210 EB Ramp
Modified
Arterial LOS E 32,999 23,014 1,060 24,074 No
*4% Growth applied to existing ADT plus Cumulative Projects Note: The City's General Plan Street Classification Map shows Pepper Avenue as a Major Arterial. However, the TIA Guidelines do not include this classification. Therefore, Modified Arterial (100') 4 lanes is used for the Capacity of Pepper Avenue.

Pepper Avenue Industrial Project
Traffic Impact Analysis

38 5.3 Future Conditions (Opening Day with Project plus Cumulative Projects)

Future conditions (Opening Day) traffic volumes were developed by applying a growth rate of two percent per year to the existing (2021) traffic volumes and adding traffic generated by other approved and pending development projects.

A total of 8 cumulative development projects within the City of Rialto were included in the Future Conditions (Opening Day) traffic volumes. These projects were selected from a list of cumulative projects provided by the city and are those pr ojects which would add measurable traffic to the project study area intersections. Other projects were deemed to be either too small or too far away to contribute measurable traffic to the study ar ea. The current development projects map for the City of San Bernardino was also consulted and it was determined that there were no cumulative projects in the City of San Bernardino that wo uld add measurable traffic to the study area. The locations of the cumulative projec ts are shown in Figure 17. The pr oject trip generation for each cumulative project was calculated using trip rates from the Institute of Transportation Engineers, Trip Generation, 11th Edition, or taken from each project’s respective traffic study. Table 14 shows the trip generation for each cumulative project, an d the cumulative detailed assignment can be found in Appendix D. The Future Conditions traffic volumes are illustrated in Figures 18 and 19.

As noted in Table 14, the Cumulative Projects include the remaining buildout for the Pepper Avenue Specific Plan. In some cases, a future development is in the planning process and a preliminary site plan was available for review. This is the case for the Foothill Freeway Commerce Center, which is the project located north of and adjacent to the proposed project. The shared project driveway would be the southern driveway for the Foothi ll Freeway Commerce Center. All automobile and truck traffic entering the Foothill Freeway Commerce Center from the north would enter through the shared signalized driveway (study intersection #3). Outbound truck traffic from the Foothill Freeway Commerce Center would also use intersec tion #3, whereas automobile traffic would be split between the two cumulative project driveways. It should be noted that the full project trip generation for the Foothill Freeway Commerce Ce nter, including pass-by trips, was added to the inbound and outbound turn movements in intersect ion #3. Pass-by trips were subtracted from the through movements at this intersection. This adjus tment can be observed in the LOS worksheets in the ”Pass-by Trips” volume adjustment.

The Future Conditions (Opening Day with Project pl us Cumulative Projects) Levels of Service at the study area intersections were determined using the HCM methodology, described previously in section 2.3. Table 15 shows the Future Conditions AM and PM peak hour levels of service at study intersections. All LOS calculations are provided in Appendix C. As shown in Table 15, the intersection of Pepper Avenue/SR-210 Westbound Ramps would operate at unsatisfactory LOS E in the Future conditions. Recommended improvements at this intersection are discussed in Section 8 of this report.

Pepper Avenue Industrial Project
Traffic Impact Analysis

39 Table 14: Cumulative Projects Trip Generation

Land Use Units Daily In Out Total In Out Total
Trip Rates
Warehousing
1 TSF 1.71 0.13 0.04 0.17 0.05 0.13 0.18
Single Family Residential Detached
2 DU 9.43 0.18 0.52 0.70 0.59 0.35 0.94
Multifamily Housing (Mid-Rise) Not Near Transit
3 DU 4.54 0.09 0.28 0.37 0.24 0.15 0.39
Convenience Store/Gas Station
4 TSF 1283.38 45.68 45.68 91.35 39.48 39.48 78.95
Fast Food Restaurant with Drive-Through Window
5 TSF 467.48 22.75 21.86 44.61 17.18 15.85 33.03
Strip Retail Plaza (<40 TSF)
6 TSF 54.45 1.42 0.94 2.36 3.30 3.30 6.59
Coffee/Donut Shop with Drive-Through Window
7 TSF 533.57 43.80 42.08 85.88 19.50 19.50 38.99
Retail Shopping Center
8 TSF 42.70 0.60 0.36 0.96 1.78 1.93 3.71
Automated Car Wash
9 Tunnels 775.00 38.75 38.75 77.50 38.75 38.75 77.50
Cumulative Projects Trip Generation

1. Olive Avenue Development Project (Industrial)
10 679.607 TSF 1,981 149 45 194 58 157 215

2. Fitzgerald Avenue Warehouse 60.000 TSF 103 8 2 10 3 8 11 Vehicle Mix (Fitzgerald Ave Warehouse)
11 Percent
Passenger Vehicles 60.00% 62 5 1 6 2 5 6
2-Axle Trucks 0.80% 1 0 0 0 0 0 0
3-Axle Trucks 11.20% 11 1 0 1 0 1 1
4+-Axle Trucks 28.00% 29 2 1 3 1 2 3
100% 103 8 2 10 3 8 11
PCE Trip Generation (Fitzgerald Ave Warehouse)
12 PCE Factor
Passenger Vehicles 1.0 62 5 1 6 2 5 6
2-Axle Trucks 1.5 1 0 0 0 0 0 0
3-Axle Trucks 2.0 23 2 1 2 1 2 2
4+-Axle Trucks 3.0 86 7 2 9 3 7 9
Total PCE Trip Generation (Fitzgerald Ave Warehouse) 172 13 4 17 5 13 18

3. Renaissance Residential 1,229 DU 5580 105 350 455 292 187 479

4. Lytle Creek Specific Plan (SFR)
13 6,500 DU 2,090 2,900 4,990 4,303 3,669 7,972

5. Tract 20199 - The Depot (SFR) 56 DU 528 10 29 39 33 19 53

6. Frontier Rialto Apartments 204 DU 926 17 58 75 49 31 80

7. Pepper Avenue Development (Pepper Ave Specific Plan PA 5) Convenience Store/Gas Station 4.600 TSF 5904 210 210 420 182 182 363 Automated Car Wash 1 Tunnel 775 39 39 78 39 39 78
Fast Food Restaurant with Drive-Through Window 4.800 TSF 2244 109 105 214 82 76 159 Strip Retail Plaza 6.500 TSF 354 9 6 15 21 21 43
Pass-By Trips
14 -4461 -208 -206 -414 -177 -174 -351
Total Pepper Avenue Development 4815 159 154 314 147 144 291 AM Peak Hour PM Peak Hour
Pepper Avenue Industrial Project
Traffic Impact Analysis

40 Table14 (cont.): Cumulative Projects Trip Generation

8. Foothill Freeway Commerce Center (Pepper Ave Specific Plan PA 1 and 10) Warehouse 250.185 TSF 428 33 10 43 13 32 45
Convenience Store/Gas Station 4.600 TSF 5904 210 210 420 182 182 363 Fast Food Restaurant with Drive-Through Window 2.400 TSF 1122 55 52 107 41 38 79 Coffee Shop with Drive-Through 2.400 TSF 1281 105 101 206 47 47 94 Strip Retail Plaza 3.600 TSF 196 5 3 8 12 12 24
Pass-By Trips
14 -4153 -209 -205 -414 -146 -144 -290
Vehicle Mix (Foothill Freeway Commerce Center Warehouse) 11 Percent
Passenger Vehicles 60.00% 257 20 6 26 8 19 27
2-Axle Trucks 0.80% 3 0 0 0 0 0 0
3-Axle Trucks 11.20% 48 4 1 5 1 4 5
4+-Axle Trucks 28.00% 120 9 3 12 4 9 13
100% 428 33 10 43 13 32 45
PCE Trip Generation (Foothill Fwy Commerce Center Warehouse) 12 PCE Factor
Passenger Vehicles 1.0 257 20 6 26 8 19 27
2-Axle Trucks 1.5 5 0 0 1 0 0 1
3-Axle Trucks 2.0 96 7 2 10 3 7 10
4+-Axle Trucks 3.0 359 28 8 36 11 27 38
Total Warehouse PCE Trip Generation 717 55 16 71 21 54 75 Total PCE Trip Generation (Foothill Freeway Commerce Center) 5066 221 178 399 157 189 345

9. Pepper Avenue Development (Pepper Ave Specific Plan PA's 6, 7, 8) Commercial Retail 69.350 2961 42 25 67 123 134 257
Total Cumulative Trip Generation 22029 2807 3743 6550 5168 4543 9710 TSF = Thousand Square Feet
DU = Dwelling Units
PCE = Passenger Car Equivalent
11 Vehicle Mix from the Ria lto Tra ffic Impa ct Ana lys is  Re port Guidelines, December 2013. 12 Passenger Car Equivalent (PCE) factors from San Bernardino Coun ty CMP, Appendix B ‐ Guidelines  for CMP Tra ffic Impa ct Ana lys i s Reports in San Bernardino County, 2016 13 Project Trip Generation from Traffic Impact Analysis Report fo r the Lytle Creek Ra nch Pla nned Develoment Project, Cra in & As s ociates, February 2008. No daily trip generation is provided in the TIA.
7 14
Pass‐by trips from ITE,  Trip Generation Handbook , 3rd Edition, 2017.  Ga s  Sta tion Pa s s ‐By is  62% AM, 56% PM. Fa s t Food pa s s ‐by is  49% AM, 50% PM. 50% us ed for Da ily. 10 Project Trip Ge nera tion from Ria lto Olive Avenue De velopment,  Traffic Impact Study, Novemeber 2021. Project trips shown in PC E. 9 Trip rates from the Institute of Transportation Engineers,  Trip Generation,11th Edition, 2021 . Land Use Code 948 ‐ Automated Car Wash. No rate provided for  the AM peak hour so PM peak hour rate is used.
1 Trip rates from the Institute of Transportation Engineers,  Trip Generation,11th Edition, 2021 . Land Use Code 150‐ Warehousing. 2 Trip rates from the Institute of Transportation Engineers,  Trip Generation,11th Edition, 2021 . Land Use Code 210‐ Single Family Residential Detached. 3 Trip rates from the Institute of Transportation Engineers,  Trip Generation,11th Edition, 2021 . Land Use Code 221 ‐ Multifamily Housing (Mid‐Rise) Not Close  to Transit. 4 Trip rates from the Institute of Transportation Engineers,  Trip Generation,11th Edition, 2021 . Land Use Code 945 ‐ Convenience Store/Gas Station (16‐24 Fuel ing Positions). 5 Trip rates from the Institute of Transportation Engineers,  Trip Generation,11th Edition, 2021 . Land Use Code 934 ‐ Fast‐Food Restaurant with Drive‐Through W indow. 6 Trip rates from the Institute of Transportation Engineers,  Trip Generation,11th Edition, 2021 . Land Use Code 822 ‐ Strip Retail Plaza (<40 TSF). 7 Trip rates from the Institute of Transportation Engineers,  Trip Generation,11th Edition, 2021 . Land Use Code 937 ‐ Coffee/Donut Shop with Drive‐Through Wind ow. 8 Trip rates from the Pepper Avenue Specific Plan Traffic Impact  Analysis (Urban Crossroads, 2016), Trip rates from the  Instit ute of Transportation Engineers,  Trip Generation, 9th Edition, 2012.

Pepper Avenue Industrial Project
Traffic Impact Analysis

41 Figure 17: Cumulative Project Location Map

Pepper Avenue Industrial Project
Traffic Impact Analysis

42 Figure 18: Future Conditions AM Peak Hour Volumes

Pepper Avenue Industrial Project
Traffic Impact Analysis

43 Figure 19: Future Conditions PM Peak Hour Volumes

Pepper Avenue Industrial Project
Traffic Impact Analysis

44 Table 15: Future Conditions AM and PM Peak Hour Level of Service

Intersection Control Type Delay LOS Delay LOS AM PM Delay LOS Delay LOS

1. Pepper Ave/SR- 210 WB Ramps Signal 63.8 E 32.7 C Yes No Change intersection phasing to split
phase in the north-south direction
and change the northbound lane
geometry to one left-through lane,
and one through lane.

40.27 D - - No

2. Pepper Ave/SR- 210 EB Ramps Signal 22.6 C 24.1 C No No - - - - - -

3. Pepper Ave/North Project Driveway Signal 22.7 C 32.9 C No No - - - - - -

4. Pepper Ave/Auto Driveway (RIRO Only) TWSC 12.9 B 14.6 B No No - - - - - -

5. Pepper Ave/Truck Driveway TWSC 13.1 B 15.7 C No No - - - - - -

6. Pepper Ave/Winchester Dr-Terrace Rd Signal 12.1 B 5.3 A No No - - - - - -

7. Pepper Ave/Baseline Rd Signal 29.6 C 32.0 C No No - - - - - TWSC = Two Way Stop Control
Delay Reported in Seconds per Vehicle
LOS = Level of Service
ImpactAM Peak PM Peak
RIRO = Right-in/Right-out only
Impact
Future (Opening Year plus Cumulative plus Project)
Recommended Improvements
Future plus Mitigation
AM Peak PM Peak
Pepper Avenue Industrial Project
Traffic Impact Analysis

45 5.4 Future Conditions (Opening Day with Proj ect plus Cumulative Projects) Roadway Segment Analysis

The Future Conditions LOS at the roadway segment s were determined through comparison of the daily roadway volumes with the capacity shown in the City’s TIA Guidelines. Table 16 shows the Future Conditions LOS for daily roadway segments. All LOS calculations are provided in Appendix C. As shown in Table 16, all roadway segments operate at satisfactory levels (above the respective LOS D or E threshold), and no impacts are expected.

Pepper Avenue Industrial Project
Traffic Impact Analysis

46 Table 16: Future Conditions AM and PM Roadway Segment Level of Service Roadway Segment Typed of
Roadway
Threshold of
Significance
Threshold
Capacity
Future
Roadway
ADT*
Project Volume
on Roadway
Segment
Future
Roadway ADT
+ Project
Volume
Impact

1. Pepper Avenue: Baseline to
Winchester-Terrace
Modified
Arterial LOS D 32,999 24,991 420 25,411 No

2. Pepper Ave: Winchester-Terrace to
Project North Driveway
Modified
Arterial LOS E 32,999 26,356 1,390 27,746 No

3. Pepper Ave: Project North Driveway
to SR-210 EB Ramp
Modified
Arterial LOS E 32,999 30,778 1,390 32,168 No
*24% Growth applied to existing ADT
Note: The City's General Plan Street Classification Map shows Pepper Avenue as a Major Arterial. However, the TIA Guidelines do not include this classification.

Therefore, Modified Arterial (100') 4 lanes is used for the Capacity of Pepper Avenue.

Pepper Avenue Industrial Project
Traffic Impact Analysis

47 5.5 General Plan with Project

General Plan buildout with project traffic volume s were developed by adding the project’s trip assignment to the General Plan buildout volumes discussed previously. The General Plan buildout with project traffic volumes are illustrated in Figures 20 and 21. Table 17 shows the General Plan with project AM and PM peak hour levels of serv ice at study intersections. As shown in Table 17, the intersection of Pepper Avenue/SR-210 Westbo und Ramps would continue to operate at unsatisfactory LOS E with addition of the project. Recommended improvements at this intersection are discussed in Section 8 of this report.

Pepper Avenue Industrial Project
Traffic Impact Analysis

48 Table 17: General Plan With Project AM and PM Peak Hour Level of Service

Intersection Control Type Delay LOS Delay LOS Delay LOS Delay LOS AM PM AM PM Delay LOS Delay LOS

1. Pepper Ave/SR- 210 WB Ramps Signal 53.1 D 29.7 C 63.1 E 33.6 C 10.0 3.9 Yes No Change intersection phasing
to split phase in the north-
south direction and change
the northbound lane
geometry to one left, one
left-through lane, and one
through lane.

39.1 D - - No

2. Pepper Ave/SR- 210 EB Ramps Signal 22.0 C 23.3 C 22.2 C 24.3 C 0.2 1.0 No No - - - - - -

3. Pepper Ave/North Project Driveway Signal 12.6 B 10.5 B 31.9 C 32.2 C - - No No - - - - - -

4. Pepper Ave/Auto Driveway (RIRO Only) TWSC 13.0 B 14.0 B No No - - - - - - 5 . P e p p e r A v e / T r u c k D r i v e w a y T W S C ---- 1 3 . 2 B 1 4 . 8 B - - N o N o - - - - - -

6. Pepper Ave/Winchester Dr-Terrace Rd Signal 8.5 A 4.9 A 8.5 A 5.0 A 0 0.1 No No - - - - - -

7. Pepper Ave/Baseline Rd Signal 29.7 C 32.00 C 29.7 C 32.2 C 0 0.2 No No - - - - - TWSC = Two Way Stop Control
Delay Reported in Seconds per Vehicle
LOS = Level of Service
Increase in Delay Impact
General Plan General Plan plus Project
AM Peak PM Peak AM Peak PM Peak Recommended
Improvements
General Plan Plus Mitigation
ImpactAM Peak PM Peak
Pepper Avenue Industrial Project
Traffic Impact Analysis

49 Figure 20: General Plan with Project AM Peak Hour Volumes

Pepper Avenue Industrial Project
Traffic Impact Analysis

50 Figure 21: General Plan with Project PM Peak Hour Volumes

Pepper Avenue Industrial Project
Traffic Impact Analysis

51 5.6 General Plan with Project Roadway Segment Analysis

The General Plan with Project LOS at the roadway segments were determined using the HCM methodology described previously in section 2.4, Table 18 shows the Future Conditions LOS for daily roadway segments. All LOS calculations are provided in Appendix C. As shown in Table 18, two of the three segments operate at satisfactory levels (above the respective LOS D or E threshold).

The segment of Pepper Avenue north of the proj ect would exceed the threshold for satisfactory conditions. This is consistent with the findings of the Pepper Avenue Specific Plan Traffic Impact Analysis (Urban Crossroads, 2016). The Specific Plan TIA identified improvements at the intersection of Pepper Avenue/SR-210 EB Ramps, which would address the deficiency at both the ramp intersection and the adjacent roadway segment.

Pepper Avenue Industrial Project
Traffic Impact Analysis

52 Table 18: General Plan With Project Roadway Segment Analysis Roadway Segment Typed of
Roadway
Threshold of
Significance
Threshold
Capacity
GP Buildout
Roadway
ADT*
Project Volume
on Roadway
Segment
GP Buildout
Roadway ADT +
Project Volume
Impact

1. Pepper Avenue: Baseline to
Winchester-Terrace
Modified
Arterial LOS D 32,999 28,236 420 28,656 No

2. Pepper Ave: Winchester-
Terrace to Project North
Driveway
Modified
Arterial LOS E 32,999 25,412 1,390 26,802 No

3. Pepper Ave: Project North
Driveway to SR-210 EB Ramp
Modified
Arterial LOS E 32,999 33,837 1,390 35,227 Yes
*24% Growth applied to existing ADT
Note: The City's General Plan Street Classification Map shows Pepper Avenue as a Major Arterial. However, the TIA Guidelines do not include this classification.

Therefore, Modified Arterial (100') 4 lanes is used for the Capacity of Pepper Avenue Pepper Avenue Industrial Project
Traffic Impact Analysis

53 6 VEHICLE MILES TRAVELED ANALYSIS

Senate Bill (SB) 743 was signed by Governor Brow n in 2013 and required the Governor’s Office of Planning and Research (OPR) to amend the CEQA Guidelines to provide an alternative to LOS for evaluating Transportation impacts. SB743 spec ified that the new criter ia should promote the reduction of greenhouse gas emissions, the development of multimodal transportation networks and a diversity of land uses. The bill also specified that delay-based level of service could no longer be considered an indicator of a significant impact on the environment. In response, Section 15064.3 was added to the CEQA Guidelines beginning Ja nuary 1, 2019. Section 15064.3 - Determining the Significance of Transportation Impacts states that Vehicle Miles Traveled (VMT) is the most appropriate measure of transportati on impacts and provides lead agencies with the discretion to choose the most appropriate methodology and thresholds for evaluating VMT. Section 15064.3(c) states that the provisions of the section shall apply statewide beginning on July 1, 2020.

The City of Rialto utilizes the County of Sa n Bernardino VMT analysis methodology, impact thresholds and screening thresholds to determine if projects would require a vehicle miles traveled (VMT) analysis. The County’s Transportation Impact Study Guidelines provide criteria for projects that would be considered to have a less-than si gnificant impact on VMT and therefore could be screened out from further analysis. If a project meets one of the following criteria, then the VMT impact of the project is considered less-than signif icant and no further analysis of VMT would be required:

1. The project is a local-serving land use.

2. The project generates less than 110 daily vehicle trips.

3. The project is located within a Transit Priority Area (TPA).

4. The project is located in a low VMT generating area.

The applicability of each criteria to the proposed project is discussed below.

Screening Criteria 1 – Local Serving Land Use: A ccording to the County’s guidelines, projects that serve the local community and have the potential to reduce VMT would not be required to complete a VMT assessment. These types of projects incl ude K-12 schools, local serving retail, day care centers and student housing. The project proposes to redesignate a portion of the Specific Plan area from Community Commercial to Light Industri al and to develop and operate an industrial warehouse within a portion of the area. Therefore , would not be considered a local serving land use. Criteria 1 would not apply.

Screening Criteria 2 – Project Trip Generation Screening: The County’s guidelines state that projects generating less than 110 daily vehicle trips would not be required to complete a VMT assessment.

The County’s Guidelines discuss the type of VMT that should be evaluated for various types of projects. For employment projects, such as the proposed project, the County guidelines specify that VMT/Employee for only the home-based-work trip pu rpose is analyzed. This is consistent with CEQA Guidelines Section 15064.3(a) which states “F or the purpose of this section, “vehicle miles traveled” refers to the amount and distance of automobile travel attributable to a project”. Based on both of these guidance documents, truck trips are not included in the VMT analysis.

Pepper Avenue Industrial Project
Traffic Impact Analysis

54 To determine if the project’s trip generation would exceed the 110 daily vehicle trips screening threshold, the passenger vehicle trip generation was utilized. This approach is consistent with both the County and CEQA Guidelines. As shown in Table 11, the proposed light industrial development project would generate 498 daily passenger vehicle trips. Because the project would generate more than 110 daily passenger vehicle trips, this would not meet Screening Criteria 2.

Screening Criteria 3 - Transit Priority Area Screening: According to the County’s guidelines, projects located in a Transit Priority Area (TPA) may be pr esumed to have a less than significant impact.

The project is not located in a TPA therefore th e project would not satisfy the requirements of Screening Criteria 3.

Screening Criteria 4 - Low VMT Area Screening: The County’s guidelines include a screening threshold for projects located in a low VMT generating area. The Specific Plan area was evaluated using the SBCTA VMT Screening Tool1. The Specific Plan area is located within two traffic analysis zones (TAZ’s; TAZ 53759102 and 53759602). The County’s criteria of 4 percent below County baseline was used to screen the project using Pr oduction-Attraction VMT per worker. As shown in Figures 22 and 23, the Countywide VMT/Worker is 16.9, therefore the threshold VMT/Worker would be 16.2. The VMT/Worker for the TAZ 53759102 is 14.7 and for TAZ 53759602 is 9.7.

Therefore, the VMT/Worker of both zones would be below the threshold of 16.2and would meet Screening Criteria 4. As a resu lt, the project would not be requ ired to prepare a VMT analysis because is it located within a low VMT area and therefore the project’s impact on VMT is presumed to be less than significant.

1 https://sbcta.maps.arcgis.com/apps/webappviewer/index.html?id=779a71bc659041ad995cd 48d9ef4052b
Pepper Avenue Industrial Project
Traffic Impact Analysis

55 Figure 22: Low VMT Area Screening (TAZ 53759102)

Pepper Avenue Industrial Project
Traffic Impact Analysis

56 Figure 23: Low VMT Area Screening (TAZ 53759602)

Pepper Avenue Industrial Project
Traffic Impact Analysis

57 7 CONSISTENCY WITH PEPPER AVENUE SPECIFIC PLAN MITIGATION

The previously approved Pepper Avenue Specific Pl an and EIR included project design features that may be applicable to the project. The featur es are discussed below. Please note that the driveway references correspond to the previous specific plan and not necessarily to the proposed development project

Design Feature DF TRAF-1: Pepper Avenue / Northerly Right -In/Right-Out (RIRO) Driveway – Install stop sign control on the EB approach, design the intersection to restrict left-in access to the  Project driveway and left-out access from the Project driveway, and construct the intersection with the following geometrics: 
 NB Approach: Provide two through lanes. 
 SB Approach: Provide one through lane and one shared through-right turn lane.   EB Approach: Provide a right turn lane. 

Proposed Industrial Development Project Applicability: Design Feature DF TRAF-1 is not applicable to the proposed industrial development as it is not located on the site of the proposed development project. Furthermore, the location is within Caltrans right-of-way so Caltrans approval would be required. However, as the Specific Plan builds out, DF TRAF-2 may be provided when required for future additional development if Caltrans right-of-way issues can be resolved. 
Design Feature DF TRAF-2: Pepper Avenue / Main Driveway (intersection #23) – Install traffic signal control and construct the intersection with the following geometrics:   NB Approach: Provide one left turn lane, one through lane, and one shared through right lane. 
 SB Approach: Provide two left turn lanes, one through lane, and one shared through right lane. 
 EB Approach: Provide one left turn lane and one shared through-right lane.   WB Approach: Provide one left turn lane, one through lane, and one right turn lane.  
Proposed Industrial Development Project Applicabilit y: Design Feature DF TRAF-2 is included as part of the Project. Lane geometrics have been modified to accommodate the proposed industrial development as well as other planned developments in the Specific Plan. The revised intersection geometrics are as follows:
 NB Approach: One left turn lane, two through lanes, and one right-turn lane.   SB Approach: Two left turn lanes, two through lanes, and one right-lane.   EB Approach: One left turn lane and one shared left-through-right lane.   WB Approach: One shared left-through lane, and one right turn lane. 


Design Feature DF TRAF-3: Pepper Avenue / Southerly RIRO Driveway – Install stop sign control on the EB approach, design the intersection to restrict left-in access to the Project driveway and left out access from the Project driveway, and construct the intersection with the following geometrics:   NB Approach: Provide two through lanes. 
Pepper Avenue Industrial Project
Traffic Impact Analysis

58  SB Approach: Provide one through lane and one shared through-right turn lane.   EB Approach: Provide a right turn lane. 

Proposed Industrial Development Project Applicability: Design Feature DF TRAF-3 is not applicable to the proposed industrial development as it is not located on the site of the proposed development project. However, as the Specific Plan builds out, DF TRAF-2 be provided when required for future additional development.

Design Feature DF TRAF-4: Pepper Avenue / South Driveway (intersection #24) – At complete build-out, or as otherwise determined by traffic needs, install traffic signal control and construct the intersection with the following geometrics:

 NB Approach: Provide one through lane and one shared through-right lane.   SB Approach: Provide one left turn lane and two through lanes.   WB Approach: Provide one left turn lane, and one right turn lane.  
Proposed Industrial Development Project Applicability: Design Feature DF TRAF-4 is applicable to the proposed industrial development as it would provide truck access to PA 2 and PA 3 and would be limited to southbound (inbound) left-turns and westbound (outbound) right-turn.

The following mitigation measures were included in the Final EIR for the Pepper Avenue Specific Plan. Based on the analys is presented in this TIA, only the mitigation at Pepper Avenue/SR-210 Westbound Ramps would be required to achieve acceptable LOS. The project applicant would also participate in the City of Rialto Development Impact Fee (DIF) Program by paying applicable fees..

Previous Specific Plan Mitigation Measure TRAF-1: Prior to issuance of building permits, future Project applicant(s) shall participate in the City of Rialto Development Impact Fee (DIF) Program by paying applicable fees, supplemented by participation in additional fair share intersection improvement costs as needed. Such fees shall be determined by additional and/or focused traffic impact studies, as determined necessary by the City of Rialto Traffic Engineering Division, prior to future development occurring within the Specific Plan Area. Payment of fees to these fee programs may be considered as mitigation for the Project’s proportionate share of cumulative impacts. If the City finds th at the payment of DIF fees alone do not adequately address the Project’s proportionate share, a fair share contribution may be imposed in order to mitigate the Pr oject’s share of cumulative impacts.

Improvements constructed by development may be eligible for a fee credit or reimbursement through the program where appropriate (to be determined at the City’s discretion). The improvements identified below shall be funded by the Project’s proportionate payment of fees, as determ ined necessary by the City of Rialto Traffic Engineering Division. The City sha ll ensure that the improvements will be constructed pursuant to the fee program at the point in time necessary to avoid identified significant traffic impacts.

Pepper Avenue Industrial Project
Traffic Impact Analysis

59 Riverside Avenue/Easton Street (Intersection #3):
 Participate in the signal modification to provide separate right turn overlap signal phasing for the existing westbound right turn lane.

Eucalyptus Avenue/Baseline Road (Intersection #8):
 Northbound Approach: Provides separate left turn lane, in addition to the existing through lane.
 Southbound Approach: Provide separate left turn lane, in addition to the existing through lane.

Pepper Avenue/Highland Avenue (Intersection #9):
 Northbound Approach: Restripe through lane to a shared through-right lane, in addition to the left turn lane and right turn lane.
 Eastbound Approach: Participate in the signal modification to provide separate right turn overlap signal phasing for the right turn lane.

Pepper Avenue/SR-210 Westbound Ramps (Intersection #10):
 Northbound Approach: Modify traffic signal to provide north/south split phase. restripe first through lane to provide a left-through lane, in addition to the left turn lane and second through lane.
 Westbound Approach: Provide additional (second) left turn lane.

Pepper Avenue/SR-210 Eastbound Ramps (Intersection #11):
 Northbound Approach: Provide separate right turn lane.  Eastbound Approach: Provide additional (second) right turn lane.

Pepper Avenue/Winchester Drive (Intersection #12):
 Participate in construction of a traffic signal.
 Northbound Approach: Provide separate left turn lane and second through lane, eliminating defacto right turn lane.
 Southbound Approach: Provide separate left turn lane and second through lane, eliminating defacto right turn lane.

Note: The above improvements at Peppe r Avenue/Winchester Drive have been constructed and are part of the existing condition evaluated in this study.

Pepper Avenue/Mariposa Drive (Intersection #13):
 Participate in construction of a traffic signal.

Pepper Avenue Industrial Project
Traffic Impact Analysis

60  Northbound Approach: Provide separate left turn lane and second through lane, eliminating defacto right turn lane.
 Southbound Approach: Provide separate left turn lane and second through lane, eliminating defacto right turn lane.

Pepper Avenue/Baseline Road (Intersection #14):
 SB Approach: Provide separate right turn lane.

The City has requested that the project pay a fair-share of this improvement to facilitate improvements to the roadway segment and intersection operations, consistent with the findings of the EIR for the Specific Plan. Therefore, this improvement is included in the project mitigation and the project’s fair-share is provided later in this study. The fair-share is based on the traffic in the southbound right-turn lane only.

Pepper Avenue/Etiwanda Avenue (Intersection #15):
 Participate in construction of a traffic signal.

Pepper Avenue/Foothill Boulevard (Intersection #16):
 Participate in the signal modification to provide separate right turn overlap signal phasing for the existing eastbound right turn lane.  Southbound Approach: Provide separate right turn lane.  Westbound Approach: Provide additional (third) through lane.

As discussed in the project mitigation section, th e project would be responsible for a fair share of improvements at the intersection of Pepper Avenue/SR-210 Westbound Ramps. The recommended improvement shown in tables 15 and 17 is consistent with the previously adopted mitigation measure at that intersection and would include changing the intersection phasing to split phase and changing the northbound lane geometry from one left-turn la ne and two through lanes to one left-turn lane, one left-through lane, and one through lane. As shown in Tables 15 and 17, this improvement would improve operations at the intersection to acce ptable LOS D in both the Future Condition and General Plan with Project condition.

The remaining improvements identified in Miti gation Measure TRAF-1 would be provided when required for future additional development. Table 19 shows the fair share by project area for each improvement in TRAF-1.

Pepper Avenue Industrial Project
Traffic Impact Analysis

61 Table 19: Fair Share for Specific Plan Improvements by Planning Area

Improvement
Improvement
Cost1 Existing2
PA 2 & 3
Trips
PA 1 &
10 Trips
PA 5
Trips
PA 6
Trips
Plan
Buildout
With
Project %
PA 2 & 3
Project %
PA 1 & 10
Project %
PA 5
Project %
PA 6
3,377 4 10 7 2 4,663 0.32% 0.79% 0.53% 0.16%
3,645 4 9 7 8 5,334 0.26% 0.53% 0.41% 0.46%
502 10 34 23 7 1,891 0.72% 2.43% 1.64% 0.48%
498 11 30 23 26 2,730 0.49% 1.33% 1.03% 1.15%
1,677 67 142 96 28 2,433 8.86% 18.78% 12.67% 3.72%
1,564 72 124 96 108 2,411 8.50% 14.68% 11.36% 12.74%
1,997 124 254 171 50 3,193 10.37% 21.20% 14.30% 4.20%
2,066 131 222 172 193 3,373 10.02% 16.99% 13.14% 14.75% 404 15 68 46 13 1,951 0.97% 4.37% 2.95% 0.87%
161 18 59 46 51 2,220 0.87% 2.88% 2.22% 2.50%
2,828 15 68 46 13 3,694 1.73% 7.81% 5.27% 1.55%
2,839 18 59 46 51 3,741 2.00% 6.56% 5.08% 5.70%
1,237 5 41 27 8 2,240 0.50% 4.04% 2.73% 0.80%
877 6 36 27 31 2,375 0.40% 2.37% 1.83% 2.06%
1,237 5 27 18 5 2,240 0.50% 2.70% 1.82% 0.53%
877 6 24 18 21 2,375 0.40% 1.58% 1.22% 1.37%
3 Project trips for PA 2/3 taken from Project Trip Assignment. P roject trips for remaining PAs and at intersections outside of  the study area were calculated by multiplying the trip generati on by the project distribution in the Pepper Avenue Specific Plan Traffic Impact Analysis, Urban Crossroads, Januar y 13, 2016.

This improvement has been completed.Northbound Approach: Provides separate left turn lane, in addition to the existing through lane.

Southbound Approach: Provide separate left turn lane, in addition to the existing through lane.

This improvement has been completed.

Participate in construction of a traffic signal.

Northbound Approach: Provide separate left turn lane and second through lane, eliminating defacto right turn lane.

Southbound Approach: Provide separate left turn lane and second through lane, eliminating defacto right turn lane. $ 90,000 PM Peak Hour
Participate in construction of a traffic signal.

AM Peak Hour $ 102,500 PM Peak Hour
Participate in the signal modification to provide separate right turn overlap signal phasing for the existing eastbound right t urn lane.

Southbound Approach: Provide separate right turn lane.

Westbound Approach: Provide additional (third) through lane.

Northbound Approach: Restripe through lane to shared through-right lane, in addition to the left turn lane and right turn lane.

Eastbound Approach: Participate in the signal modification to provide separate right turn overlap signal phasing for the right turn lane.

AM Peak Hour $ 575,000 PM Peak Hour
Northbound Approach: Modify traffic signal to provide north/south split phase. restripe first through lane to provide a left-th rough lane, in addition to the left turn lane and second through lane.

Westbound Approach: Provide additional (second) left turn lane.

AM Peak Hour $ 25,000 PM Peak Hour
SB Approach: Provide separate right turn lane.

AM Peak Hour
2 Traffic volumes for intersections oustide of the project study  area are taken from  Pepper Avenue Specific Plan Traffic Impact Analysis,  Urban Crossroads ,  January 13, 2016. $ 75,000
Participate in the signal modification to provide separate right turn overlap signal phasing for the existing westbound right t urn lane.

AM Peak Hour
PM Peak Hour
AM Peak Hour $ 125,000 PM Peak Hour
Pepper Avenue/Mariposa Drive
Riverside Avenue/Easton Street
Eucalyptus Avenue/Baseline Road
Pepper Avenue/Highland Avenue
Pepper Avenue/SR-210 WB Ramps
Pepper Avenue/SR-210 EB Ramps
PM Peak Hour
Northbound Approach: Provide separate right turn lane.

Eastbound Approach: Provide additional (second) right turn lane.Add SB Right-Turn Lane Participate in construction of a traffic signal.

Northbound Approach: Provide separate left turn lane and second through lane, eliminating defacto right turn lane.

Southbound Approach: Provide separate left turn lane and second through lane, eliminating defacto right turn lane.

Intersection
1 Cost estimate from  Pepper Avenue Specific Plan Fee Program , KTGY Architecture + Planning, January 2018.

Pepper Avenue/Winchester Drive
Pepper Avenue/Foothill Boulevard
Pepper Avenue/Etiwanda Avenue
Pepper Avenue/Baseline Road
AM Peak Hour $ 190,000 PM Peak Hour
AM Peak Hour
$ 975,000
Pepper Avenue Industrial Project
Traffic Impact Analysis

62 8 QUEUEING ANALYSIS

The queue length for turn movements at study intersections was analyzed to determine whether the available queue length of left and right-turn po ckets would be adequate for the forecast traffic volumes. The queuing evaluation was prepared fo r the worst-case scenario (General Plan with Project with Mitigation). As noted in Table 20, the queue length would exceed the available storage at the following intersections:

1. Pepper Avenue/SR-210 WB Ramps (the improvements recommended for intersection delay would also resolve the queuing at this location).

6. Pepper Avenue/Baseline Road

Table 20: Queueing Analysis
Intersection  Turning
Movement
Available
Queue
Length (Ft)
General Plan Plus Project Plus Mitigation
AM Peak Hour  PM Peak Hour
Required Queueing
(Ft)
Required
Queueing (Ft)

1. Pepper
Avenue/SR‐210 WB
Ramps
NBL  310  810  546
WBL  750  835  454

2. Pepper
Avenue/SR‐210 EB
Ramps
SBL  310  96  83
EBL  750  128  225

3. Pepper
Avenue/North
Project Driveway
NBL  235  231  231
SBL  210  208  148
EBL  ‐*  200  233
WBL  ‐*  171  142

5. Pepper
Avenue/Truck
Driveway
SBL  150  9  4

6. Pepper
Avenue/Winchester
Drive ‐ Terrace Road
NBL  100  69  15
SBL  100  6  6

7. Pepper
Avenue/Baseline
Road
NBL  40  108  66
SBL  100  116  109
EBL  105  216  268
WBL  85  127  138
Indicates queueing required greater than storage available ‐*  Indicates that queue requirement will be designed as part of the site plan design.

Pepper Avenue Industrial Project
Traffic Impact Analysis

63 9 SUMMARY OF PROJECT IMPROVEMENTS AND PROJECT FAIR-SHARE

CALULATION

Utilizing the methodology discussed in Section 2. 3 – Methodology and Section 2.4 – Significance Criteria, one intersection was found to have a significant impact in the Future and General Plan Plus Project scenarios during the AM peak hour only. The impact of the intersection (Pepper Avenue/SR- 210 Westbound Ramps) is a cumulative impact therefore, the peak hour fair share was calculated for this intersection. Table 21 outlines the improvement recommended for the intersection of Pepper Avenue/SR-210 Westbound Ramps, along with the estimated Fair Share Percent. With implementation of the proposed improvement, the projects effect at the intersection would be reduced to less than significant. Additionally, th e improvement would improve the queuing to less than the total queue storage. As shown in Table 21, the total project share would be 11.3%.

In addition to the improvements at the Peppe r Avenue/I-210 Westbound Ramps, the City has requested that the project pay a fair-share of the implementation of a southbound right-turn lane at the intersection of Pepper Avenue/Baseline Road to facilitate improvements to the roadway segment and intersection operations, consistent with the findings of the EIR for the Specific Plan. The fair-share calculation is based on the traffic in the southbound right-turn lane only. The project’s fair-share would be 7.02%. Finally, the left-turn lanes at Pepper Avenue/Baseline Road should be restriped to provide the storage indicated in Table 20. The projec t’s fair-share of the restriping would be 2%.

Pepper Avenue Industrial Project
Traffic Impact Analysis

64 Table 21: Project Mitigation and Fair Share

Improvement Existing Project
General Plan
Buildout With
Project
Project %
of Future
Traffic

1. Pepper Avenue/SR-210 Westbound
Ramps
Change the north-south phasing to split
phase. Modify NB lane geometry to
provide one left-turn lane, one shared left-
through lane, and one through lane.

Improvements would address both LOS
and queuing deficiencies.
1,677 67 2,433 8.86%

7. Pepper Avenue/Baseline Road (AM Peak
Hour) Add SB Right-Turn Lane 116 1 163 2.13%

7. Pepper Avenue/Baseline Road (PM Peak
Hour) Add SB Right-Turn Lane 116 4 173 7.02%

7. Pepper Avenue/Baseline Road (AM Peak
Hour)
Extend Left-Turn lanes to provide the
following queue storage:

NBL: 110 ft.

SBL: 120 ft.

EBL: 270 ft.

WBL: 140 ft.
2,828 15 3,694 1.73%

7. Pepper Avenue/Baseline Road (PM Peak
Hour)
Extend Left-Turn lanes to provide the
following queue storage:

NBL: 110 ft.

SBL: 120 ft.

EBL: 270 ft.

WBL: 140 ft.
2,839 18 3,741 2.00%
Fair Share Percent was calculated by determining the project pe rcent of all new traffic to General Plan Buildout Conditions. F or the 2nd SB Intersection #2, the fair share calculation includes traffic from only the s outhbound right‐turn movement.

Intersection
Pepper Avenue Industrial Project
Traffic Impact Analysis

1 APPENDIX A – SCOPE OF WORK

Traffic Impact Analysis – Report Guidelines and Requirements Exhibit B
Scoping Agreement
Exhibit B

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, adopted by the City Council on ________________.

Cit
y 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:

Cons ultant Developer
Name:

Address:

Telephone:

Fax:
2020-014
EPD Solutions, Inc.
2 Park Plaza, Suite 1120, Irvine, CA 92614
949-794-1186
Howard Industrial Partners
1944 N. Tustin St., Ste. 122, Orange, CA 92865
714-602-7345
Traffic Impact Analysis – Report Guidelines and Requirements Exhibit B
Scoping Agreement

1. Trip Generation Source:

Pr oposed Land Use
Pr oposed Zoning:

Current Trip Generation Proposed Trip Generation
In Out Total In Out Total
AM Trips
PM Trips
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. Back
ground 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 + background growth + project + cumulative) Model/Forecast methodology:

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

1. 6.

2. 7.

3. 8.

4. 9.

5. 10.

ITE 11th Edition, Land Use Code 150 - Warehouse, Vehicle Mix and PCE taken from City's TIA Guidelines.

Existing GP Land Use
Current Zoning:

Total Daily Project Trips: 1,390 PCE
106 32 138
41 105 146
Please see attached Trip Distribution Figures.
2023
Will be requested from Planning Department.
2 Manual build-up method (i.e. growth plus traffic from Cumulative Projects) for Opening Year, SBTAM for General Plan.

Pepper Ave/I-210 WB Ramps
Pepper Ave/I-210 EB Ramps
Pepper Ave/North Project Driveway
Pepper Ave/South Project Driveway
Pepper Ave/Base Line Rd
Pepper Ave/Winchester Dr - Terrace Rd
Traffic Impact Analysis – Report Guidelines and Requirements Exhibit B
Scoping Agreement

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 or 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 to the standard analysis described in the Guideline) (to be filled out by the City of Rialto Public Works Department) (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- signalized 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 submittal of this form. The City will not process the Scoping Agreement prior to the receipt of the processing fee.

Fees Paid: Date
XX
City of San Bernardino
October 2021
Please see list of Specific Issues attached to this Scoping Agreement.

Traffic Impact Analysis – Report Guidelines and Requirements Exhibit B
Scoping Agreement
Recommended:

Scoping Agreement Submittal date
Scoping Agreement Resubmittal date
Applicant/Engineer Date
Land Use
Concurrence:

Development Services Department Date
Approv
ed by:

Public Works Department Date
NOTE:

T
he Applicant/Engineer acknowledges that the Scoping Agreement is intended to assist in the preparation of any required TIA. It is preliminary in nature and 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 intended only to provide initial input into the parameters for review of the traffic generated by the Project 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.

EPD Solutions, Inc., Meghan Macias, TE December 7, 2021 August 10, 2021
December 7, 2021
Specific Issues to be Addressed in the Study:
‐ All study area intersections will be evaluated to ensure adequate queuing space is provided for turning vehicles.
‐ Project ingress/egress intersections will be evaluated to determine the need for a traffic signal. ‐ A sight distance exhibit will be included for the two project driveways. ‐ The TIA will include a section discussing parking and on‐site circulation. The section will include calculation of required on‐site parking. In addition, a site plan showing onsite striping, access controls, turnaround areas, pedestrian paths of travel, and truck turning paths to and from the public street.
‐ Roadway segment analysis will evaluate a discussion of the adequacy of all roadway facilities with respect to the applicable General and Specific Plans as well as volumes and capacity of roadways.
‐ A discussion of pedestrian and bicycle facilities will be included. ‐ Traffic signal warrants will be prepared for all failing unsignalized intersections. ‐ Pedestrian access, bicycle access, transit accessibility and parking restrictions in the study area will be discussed in the study.

Scenarios to be Evaluated in the Study:
‐ Existing Conditions
‐ Project Opening Day (Existing + Ambient Growth)
‐ Project Opening Day with Project
‐ Future Conditions (Opening Day with Project plus Cumulative Projects) ‐ General Plan
‐ General Plan with Project
Δ

SITE DATA TABLE
FUTURE LIFT STATION10,749.83 SF
1 3
9 PROPOSEDINDUSTRIAL BUILDING470,000 + 5,000 MEZZ =475,000 SF303 STALLS89 TRAILER STALLS 3 WB-67
WB-67
WB-67
WB-67
WB-67
WB-67
WB-67 WB-67 WB-67WB-67 WB-67 WB-67
W67
62 DOCK HIGH POSITIONS54 DOCK HIGH POSITIONS45.8% F.A.R.

G.D.

G.D.

G.D.G.D.

Pepper Avenue
192 AUTO STALLS
101 AUTO STALLS10 AUTO STALLS

OFFICE&MEZZ

OFFICE&MEZZ
ADA ACCESSIBLE PARKINGAS PER STATE STANDARDSGRADE DOOR (12' X 14') & (12'X12')OFFICE12' X 18' WITH 2' O.H.(VAN)9' X 18' WITH 2' O.H.A.D.A. (HANDICAP) STALLS - 9' X 20' WITH 2' O.H.

STANDARD PARKING STALL -PARKING STALL SIZES:

G.D.GRAPHIC LEGEND
SHEET DESCRIPTION:A1CONCEPTUAL SITE PLANA2CONCEPTUAL FLOOR PLANA3CONCEPTUAL ROOF PLANPROJECT TEAM:LAND ZONING & LAND USE:

LEGAL DESCRIPTIONA4CONCEPTUAL ELEVATIONS
A.D.A. PEDESTRIAN PATH
PARKING REQUIREMENTSOFFICE:1/250WAREHOUSE:0-10,000SF =1/100010K+ =1/2000 COLOR ELEVATIONSA6A5COLOR AND MATERIAL BOARDC1CONCEPTUAL GRADING PLANC2CONCEPTUAL SITE SECTIONSL1CONCEPTUAL LANDSCAPE PLANP1PHOTOMETRICS LIGHTING PLAN 8' HEIGHT TUBE STL. FENCESCREEN WALL / RETAINING (SEE CIVIL)HANDRAIL / GUARD RAIL A7CONCEPTUAL 3-D RENDERING
1KEY NOTES:ASPHALT PAVING2CONCRETE PAVING3LANDSCAPE AREA4PER CITY STD. PARKING STALL 9'X20' 67TRASH ENCLOSURE5A.D.A. PARKING 9' X 18' & 12' X 18'- STATE STD.A.D.A. PEDESTRIAN PATH OF TRAVEL8TUBE STEEL TELESCOPING GATE99' HEIGHT CONCRETE SCREEN WALL10OUT DOOR PATIO WITH SEATING 1ASPHALT PAVING2CONCRETE PAVING3LANDSCAPE AREA4PER CITY STD. PARKING STALL 9'X20' 67TRASH ENCLOSURE5A.D.A. PARKING 9' X 18' & 12' X 18'- STATE STD.A.D.A. PEDESTRIAN PATH OF TRAVEL8TUBE STEEL TELESCOPING GATE99' HEIGHT CONCRETE SCREEN WALL10OUT DOOR PATIO WITH SEATING DISCLAIMER:ALL INFORMATION CONTAINED HEREIN MAY BE SUBJECTTO CHANGE PENDING OWNER AND OR AGENCY REVIEWAND IS FOR INFORMATION ONLY Howard  | Industrial PartnersPEPPER INDUSTRIAL BUILDING RIALTO, CA aoarchitects.com714 / 639-9860144 North Orange Street, Orange, California 92866Date 11-04-2021Job No.Scale: 1" = 50'-0"2020-185-00 ©2019 Architects Orange, LLP dba AO These plans are copyright protected. Under such protection unauthorized use is not permitted. These plans shall not be reproduced or used without written permission by AO.drawing file name:p:\2020-185-howard industrial-pepper industrial bldg rialto\design\site design\2020-185-00 howard pepper ralto sp_2021-11-04.dwgDISCLAIMER:ALL INFORMATION CONTAINED HEREIN MAY BE SUBJECTTO CHANGE PENDING OWNER AND OR AGENCY REVIEWAND IS FOR INFORMATION ONLY CONCEPTUAL SITE PLAN BA1

SUBJECT SITE
N. PEPPER AVE(210 FRWY.)BASELINE RD

E HIGHLAND AVE

WALNUT AVE
VICINITY MAP05'20'50'75'10'100' 50'N
Land Use Units Daily In Out Total In Out Total
Trip Rates
Warehouse1 TSF 1.71 0.13 0.04 0.17 0.05 0.13 0.18
Total Vehicle Trip Generation
Proposed Warehouse 485 TSF 829 63 19 82 24 63 87
Vehicle Mix 2 Percent
Passenger Vehicles 60.00% 498 38 11 49 15 38 52
2 - A x l e T r u c k s 0 . 8 0 %7 101011
3 - A x l e T r u c k s 1 1 . 2 0 % 9 3 72937 1 0
4+-Axle Trucks 28.00% 232 18 5 23 7 18 24
100% 829 63 19 82 24 63 87
PCE Trip Generation
3 PCE Factor
Passenger Vehicles 1.0 498 38 11 49 15 38 52
2 - A x l e T r u c k s 1 . 5 1 0 101011
3-Axle Trucks 2.0 186 14 4 18 5 14 20
4+-Axle Trucks 3.0 697 53 16 69 21 53 73
Total PCE Trip Generation 1390 106 32 138 41 105 146
TSF = Thousand Square Feet
PCE = Passenger Car Equivalent
2 Vehicle Mix from the Rialto Traffic Impact Analysis Report Guidelines, December 2013.

AM Peak Hour PM Peak Hour
3 Passenger Car Equivalent (PCE) factors from San Bernardino Coun ty CMP, Appendix B - Guidelines for CMP Traffic Impact Analysis Reports in San Bernardino County, 2016
Table 1. Pepper Ave Industrial Trip Generation
1 Trip rates from the Institute of Transporation Engineers, Trip Generation,11th Edition, 2021 . Land Use Code 150 - Warehouse.

Automobile Trip Distribution

Truck Trip Distribution

Pepper Avenue Industrial Project
Traffic Impact Analysis

2 APPENDIX B – COUNT SHEETS

DATE: LOCATION: Rialto PROJECT #: SC3134
10/20/21 NORTH & SOUTH: Pepper LOCATION #: 1
WEDNESDAY EAST & WEST: SR-210 WB Ramps 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 LANES: 1 2 X X 1.5 0.5 X X X 1 0.5 0.5
7:00 AM 112 55 0 0 40 75 0 0 0 61 0 27 369 0 7:15 AM 105 68 0 0 84 61 0 0 0 78 2 23 420 0 7:30 AM 106 64 0 0 75 73 0 0 0 109 1 23 451 0 7:45 AM 114 70 0 0 29 54 0 0 0 130 0 15 411 0 8:00 AM 100 68 0 0 62 48 0 0 0 98 3 19 396 0 8:15 AM 76 82 0 0 49 48 0 0 0 62 1 12 329 0 8:30 AM 64 58 0 0 51 41 0 0 0 53 0 16 282 0 8:45 AM 53 48 0 0 50 46 0 0 0 54 0 27 277 0 VOLUMES 729 511 0 0 439 444 0 0 0 643 7 161 2,932 0 0 0 0 0 APPROACH % 59% 41% 0% 0% 50% 50% 0% 0% 0% 79% 1% 20%
APP/DEPART 1,240 / 672 883 / 1,082 0 / 0 810 / 1,179 0

BEGIN PEAK HR
VOLUMES 425 269 0 0 249 235 0 0 0 414 6 79 1,676 APPROACH % 61% 39% 0% 0% 51% 49% 0% 0% 0% 83% 1% 16%
PEAK HR FACTOR 0.942 0.818 0.000 0.862 0.930
APP/DEPART 694 / 348 484 / 663 0 / 0 499 / 665 0 4:00 PM 109 115 0 0 37 31 0 0 0 60 1 24 376 0 4:15 PM 97 106 0 0 52 32 0 0 0 73 0 23 381 0 4:30 PM 92 102 0 0 51 33 0 0 0 73 0 18 368 0 4:45 PM 97 104 0 0 68 34 0 0 0 74 2 14 392 0 5:00 PM 80 98 0 0 51 39 0 0 0 63 2 22 354 0 5:15 PM 111 105 0 0 56 27 0 0 0 87 0 20 404 0 5:30 PM 81 135 0 0 70 40 0 0 0 72 1 17 414 0 5:45 PM 71 114 0 0 62 46 0 0 0 63 0 14 368 0 VOLUMES 737 877 0 0 445 280 0 0 0 562 6 151 3,056 0 0 0 0 0 APPROACH % 46% 54% 0% 0% 61% 39% 0% 0% 0% 78% 1% 21%
APP/DEPART 1,613 / 1,027 725 / 1,007 0 / 0 718 / 1,022 0

BEGIN PEAK HR
VOLUMES 369 441 0 0 244 139 0 0 0 294 5 72 1,563 APPROACH % 46% 54% 0% 0% 64% 36% 0% 0% 0% 79% 1% 19%
PEAK HR FACTOR 0.939 0.878 0.000 0.874 0.944
APP/DEPART 810 / 513 383 / 538 0 / 0 371 / 512 0 Pepper

NORTH SIDE
SR-210 WB Ramps WEST SIDE EAST SIDE SR-210 WB Ramps

SOUTH SIDE
Pepper

U-TURNS
Pepper Pepper SR-210 WB Ramps SR-210 WB Ramps
AM
7:15 AM
PM
4:45 PM

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

DATE: LOCATION: Rialto PROJECT #: SC3134
10/20/21 NORTH & SOUTH: Pepper LOCATION #: 2
WEDNESDAY EAST & WEST: SR-210 EB Ramps 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 LANES: X 1.5 0.5 1 2 X 1 0.5 0.5 X X X
7:00 AM 0 147 40 10 91 0 19 0 82 0 0 0 388 0 7:15 AM 0 138 58 17 145 0 39 0 87 0 0 0 482 0 7:30 AM 0 140 42 34 151 0 30 0 118 0 0 0 514 0 7:45 AM 0 147 81 3 154 0 38 0 100 0 0 0 521 0 8:00 AM 0 139 80 12 148 0 28 0 104 0 0 0 510 0 8:15 AM 0 114 75 18 93 0 44 0 68 0 0 0 411 0 8:30 AM 0 95 87 28 76 0 27 0 75 0 0 0 388 0 8:45 AM 0 76 65 9 94 0 25 0 63 0 0 0 331 0 VOLUMES 0 995 526 129 951 0 249 0 694 0 0 0 3,543 0 0 0 0 0 APPROACH % 0% 65% 35% 12% 88% 0% 26% 0% 74% 0% 0% 0%
APP/DEPART 1,520 / 1,244 1,080 / 1,645 943 / 655 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 564 260 65 597 0 134 0 407 0 0 0 2,026 APPROACH % 0% 68% 32% 10% 90% 0% 25% 0% 75% 0% 0% 0%
PEAK HR FACTOR 0.905 0.898 0.917 0.000 0.973
APP/DEPART 824 / 698 661 / 1,004 541 / 325 0 / 0 0 4:00 PM 0 164 94 5 92 0 64 0 107 0 0 0 525 0 4:15 PM 0 138 69 10 115 0 65 3 101 0 0 0 500 0 4:30 PM 0 142 66 11 110 0 52 0 90 0 0 0 470 0 4:45 PM 0 146 67 18 124 0 56 2 115 0 0 0 526 0 5:00 PM 0 125 72 10 104 0 53 0 97 0 0 0 460 0 5:15 PM 0 169 88 15 127 0 47 2 100 0 0 0 546 0 5:30 PM 0 147 77 14 128 0 69 0 100 0 0 0 533 0 5:45 PM 0 120 77 12 113 0 65 1 128 0 0 0 514 0 VOLUMES 0 1,149 607 94 910 0 468 8 836 0 0 0 4,071 0 0 0 0 0 APPROACH % 0% 65% 35% 9% 91% 0% 36% 1% 64% 0% 0% 0%
APP/DEPART 1,756 / 1,617 1,004 / 1,746 1,312 / 708 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 586 303 57 482 0 224 4 410 0 0 0 2,064 APPROACH % 0% 66% 34% 11% 89% 0% 35% 1% 64% 0% 0% 0%
PEAK HR FACTOR 0.866 0.947 0.926 0.000 0.945
APP/DEPART 889 / 810 538 / 892 637 / 363 0 / 0 0 Pepper

NORTH SIDE
SR-210 EB Ramps WEST SIDE EAST SIDE SR-210 EB Ramps

SOUTH SIDE
Pepper

U-TURNS
Pepper Pepper SR-210 EB Ramps SR-210 EB Ramps
AM
7:15 AM
PM
4:45 PM

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

DATE: LOCATION: Rialto PROJECT #: SC3134
10/20/21 NORTH & SOUTH: Pepper LOCATION #: 3
WEDNESDAY EAST & WEST: Winchester 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 LANES: 1 2 0 1 2 0 0 1 0 0 1 0
7:00 AM 4 162 0 0 163 7 21 1 2 1 2 4 366 0 7:15 AM 7 178 0 0 237 10 14 1 6 1 0 3 456 0 7:30 AM 23 171 0 1 255 18 14 0 7 4 0 4 497 0 7:45 AM 27 220 0 3 234 21 27 0 22 2 0 3 557 0 8:00 AM 55 157 0 3 185 27 25 1 46 2 1 0 501 0 8:15 AM 37 179 0 0 158 18 25 3 19 0 2 1 441 0 8:30 AM 3 147 0 0 152 7 12 1 5 1 0 4 332 0 8:45 AM 8 122 0 0 129 9 13 0 3 1 0 3 287 0 VOLUMES 163 1,335 0 7 1,510 116 150 7 109 11 5 22 3,434 0 0 0 0 0 APPROACH % 11% 89% 0% 0% 92% 7% 56% 3% 41% 29% 13% 57%
APP/DEPART 1,498 / 1,506 1,633 / 1,630 266 / 14 38 / 284 0

BEGIN PEAK HR
VOLUMES 112 725 0 7 910 76 80 2 80 8 1 10 2,010 APPROACH % 13% 87% 0% 1% 92% 8% 49% 1% 50% 42% 5% 53%
PEAK HR FACTOR 0.847 0.905 0.565 0.633 0.903
APP/DEPART 837 / 815 992 / 998 162 / 9 19 / 189 0 4:00 PM 3 231 1 2 189 16 13 1 5 0 0 2 462 0 4:15 PM 8 214 0 5 197 16 12 1 5 2 0 0 459 0 4:30 PM 6 203 1 0 185 17 11 0 2 1 0 1 427 0 4:45 PM 3 180 1 2 217 14 9 0 4 0 0 2 432 0 5:00 PM 4 207 0 2 168 24 20 0 1 3 0 1 428 0 5:15 PM 6 232 1 3 207 26 14 0 4 1 1 1 494 0 5:30 PM 9 202 0 0 204 28 15 2 1 0 0 1 461 0 5:45 PM 6 164 0 3 213 23 13 1 3 0 0 2 428 0 VOLUMES 45 1,631 4 17 1,578 162 107 5 25 7 1 10 3,590 0 0 0 0 0 APPROACH % 3% 97% 0% 1% 90% 9% 78% 3% 18% 39% 6% 56%
APP/DEPART 1,680 / 1,747 1,756 / 1,610 136 / 25 18 / 208 0

BEGIN PEAK HR
VOLUMES 22 820 2 7 795 91 58 2 10 4 1 5 1,815 APPROACH % 3% 97% 0% 1% 89% 10% 83% 2% 14% 40% 10% 50%
PEAK HR FACTOR 0.884 0.951 0.841 0.625 0.919
APP/DEPART 844 / 882 893 / 809 69 / 10 10 / 114 0 Pepper

NORTH SIDE
Winchester WEST SIDE EAST SIDE Winchester

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

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

U-TURNS
Pepper Pepper Winchester Winchester

DATE: LOCATION: Rialto PROJECT #: SC3134
10/20/21 NORTH & SOUTH: Pepper LOCATION #: 4
WEDNESDAY EAST & WEST: Baseline 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 LANES: 1 2 0 1 2 0 1 2 0 1 2 0
7:00 AM 15 106 6 58 105 14 24 39 10 13 50 35 473 0 7:15 AM 30 109 17 59 156 22 15 38 20 18 45 52 578 0 7:30 AM 24 123 7 47 183 35 20 56 43 21 83 59 699 0 7:45 AM 42 175 11 40 208 33 28 46 24 9 92 52 758 0 8:00 AM 46 142 18 34 158 19 27 75 32 25 74 55 702 0 8:15 AM 48 139 20 34 146 29 25 62 35 15 79 41 668 0 8:30 AM 26 102 13 22 111 18 28 66 26 29 71 23 533 0 8:45 AM 12 71 17 26 86 20 26 69 23 16 81 26 470 0 VOLUMES 241 965 108 320 1,152 189 191 448 212 144 572 341 4,879 0 0 0 0 0 APPROACH % 18% 73% 8% 19% 69% 11% 22% 53% 25% 14% 54% 32% APP/DEPART 1,313 / 1,497 1,660 / 1,507 850 / 875 1,057 / 1,001 0

BEGIN PEAK HR
VOLUMES 160 577 56 155 694 116 99 237 133 69 326 206 2,826 APPROACH % 20% 73% 7% 16% 72% 12% 21% 51% 28% 11% 54% 34% PEAK HR FACTOR 0.870 0.858 0.882 0.927 0.933
APP/DEPART 792 / 882 964 / 896 469 / 447 601 / 601 0 4:00 PM 32 162 30 34 134 29 34 125 33 14 74 40 740 0 4:15 PM 28 147 22 36 154 32 38 108 23 16 97 40 738 0 4:30 PM 24 149 25 27 113 26 40 89 27 20 104 24 665 0 4:45 PM 24 129 22 34 168 29 29 94 21 25 94 27 694 0 5:00 PM 24 135 21 27 110 26 34 81 27 15 111 29 639 0 5:15 PM 30 180 32 20 172 28 40 119 39 17 86 28 788 0 5:30 PM 29 135 23 17 157 29 31 98 30 14 90 39 690 0 5:45 PM 28 107 22 36 137 24 33 117 28 23 96 32 682 0 VOLUMES 219 1,142 197 230 1,144 222 277 829 227 143 750 258 5,635 0 0 0 0 0 APPROACH % 14% 73% 13% 14% 72% 14% 21% 62% 17% 12% 65% 22% APP/DEPART 1,558 / 1,676 1,595 / 1,514 1,332 / 1,255 1,151 / 1,191 0

BEGIN PEAK HR
VOLUMES 108 586 99 130 568 116 140 415 104 74 369 130 2,837 APPROACH % 14% 74% 12% 16% 70% 14% 21% 63% 16% 13% 64% 23% PEAK HR FACTOR 0.884 0.882 0.857 0.939 0.958
APP/DEPART 793 / 856 814 / 746 658 / 644 573 / 592 0 Pepper

NORTH SIDE
Baseline WEST SIDE EAST SIDE Baseline

SOUTH SIDE
Pepper
AM
7:30 AM
PM
4:00 PM

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

U-TURNS
Pepper Pepper Baseline Baseline
A816
DATE: CITY: Rialto
JOB #: SC3134 LOCATION: CLASS1 Pepper south of Winchester

AM NORTHBOUND PM NORTHBOUND
T I M E 1 2 3 456789 1 0 1 1 1 2 1 3 TOTAL Time 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL 0:00 0 1 9 20100000000 22 12:00 0 1 0 92 30 2 00010100 136 0:15 0 1 8 10000040000 23 12:15 0 1 2 31 91 5 60061100 162 0:30 0 2 7 00000020000 29 12:30 0 1 3 41 40 5 10020200 158 0:45 0 1 7 00000000000 17 12:45 0 1 3 51 90 3 40010100 163 1:00 0 1 3 00000020000 15 13:00 0 1 4 01 91 2 10020100 166 1:15 0 1 1 20000010000 14 13:15 0 1 0 91 42 2 10000000 128 1:30 0 1 9 10000000100 21 13:30 0 1 1 42 61 1 30010000 146 1:45 0 1 9 00000000000 19 13:45 0 1 1 51 92 3 100 1 00300 153 2:00 0 2 0 00120000000 23 14:00 0 1 3 62 20 3 30050000 169 2:15 0 1 0 10100000100 13 14:15 0 1 6 02 80 1 00030100 193 2:30 0 2 2 10000020000 25 14:30 0 1 3 42 40 1 20020000 163 2:45 0 1 8 10010010100 22 14:45 0 1 4 92 50 2 11050000 183 3:00 0 1 4 00000010400 19 15:00 0 1 5 12 20 1 00010000 175 3:15 0 2 6 10000030400 34 15:15 0 1 5 31 80 1 00030000 175 3:30 0 4 6 30110010100 53 15:30 0 1 9 32 40 1 10030000 222 3:45 0 3 5 40100000200 42 15:45 0 1 6 63 50 1 00130000 206 4:00 0 3 4 50200010200 44 16:00 1 1 8 62 80 3 00030100 222 4:15 0 4 6 40000000700 57 16:15 0 1 7 53 60 3 00011000 216 4:30 0 9 1 90100010300 105 16:30 0 1 7 11 80 1 20040000 196 4:45 0 5 6 90400000100 70 16:45 0 1 5 43 00 1 00010000 186 5:00 0 6 7 2 10100050200 96 17:00 2 1 7 12 60 1 00010100 202 5:15 0 7 9 2 10420040100 111 17:15 0 1 8 43 60 0 10040000 225 5:30 0 1 0 0 2 60610020300 138 17:30 0 1 6 22 30 3 00060000 194 5:45 0 9 2 1 10510020400 115 17:45 1 1 3 51 50 1 00040000 156 6:00 0 8 0 1 60220020300 105 18:00 0 1 6 32 20 3 10030000 192 6:15 0 6 5 1 50210010200 86 18:15 0 1 4 51 80 2 00010000 166 6:30 0 7 2 1 70120020200 96 18:30 1 1 2 51 30 0 10010000 141 6:45 0 1 1 0 1 70100010400 133 18:45 1 1 0 11 60 2 10010000 122 7:00 0 1 2 6 1 70500020200 152 19:00 0 1 2 91 00 0 00010000 140 7:15 0 1 3 5 2 50300020400 169 19:15 0 9 8 21 1 10030000 106 7:30 0 1 5 7 1 70310010300 182 19:30 0 1 1 6 30 1 00000000 120 7:45 0 1 9 1 2 10420020400 224 19:45 0 9 8 40 0 10000000 103 8:00 0 1 8 2 1 70200020100 204 20:00 0 7 51 10 0 10020000 89 8:15 0 1 6 5 2 32800000300 201 20:15 1 7 6 50 1 10000000 84 8:30 0 1 1 9 1 50220030000 141 20:30 0 7 0 50 0 00010000 76 8:45 0 9 8 1 80210010100 121 20:45 0 8 1 40 1 10030000 90 9:00 0 7 1 1 60620010100 97 21:00 0 5 7 10 1 00010000 60 9:15 0 8 0 1 00240030200 101 21:15 0 6 4 20 0 00000000 66 9:30 2 8 7 1 30110070200 113 21:30 0 6 4 50 1 10000000 71 9:45 0 8 1 1 70010030100 103 21:45 0 4 6 50 1 00020000 54 10:00 0 8 7 1 30710080200 118 22:00 0 5 5 00 0 00010000 56 10:15 0 7 2 2 00300150100 102 22:15 0 4 0 30 1 00020000 46 10:30 0 7 8 70210020000 90 22:30 0 3 2 30 0 00010000 36 10:45 1 7 8 1 60210070200 107 22:45 0 2 7 00 0 00040000 31 11:00 1 8 2 1 30110010400 103 23:00 0 1 9 10 0 10020000 23 11:15 0 8 2 1 60230020000 105 23:15 0 2 8 00 1 00011000 31 11:30 0 9 2 1 40200050000 113 23:30 0 2 8 10 1 10010000 32 11:45 1 9 7 2 00310040000 126 23:45 0 2 7 20 1 00010000 31 TOTAL 5 3,386 516 2 94 35 0 1 99 0 81 0 0 4,219 TOTAL 7 5 , 3 2 3 6 9 98 6 5 3 811 1 0 43 1 200 6 , 2 6 1 AM PEAK HOUR 7:30 AM PM PEAK HOUR 3:30 PM
AM PEAK VOLUME 811 PM PEAK VOLUME 866
CLASS 1 Class 1 — Motorcycles CLASS 8 3 to 4 Axles, Single Trailer TOTAL: AM+PM 12 8,709 1,215 10 159 73 1 2 203 3 93 0 0 10,480 CLASS 2 Passenger Cars CLASS 9 5 Axles, Single Trailer % OF TOTAL 0.1% 83.1% 11.6% 0.1% 1.5% 0.7% 0.0% 0.0% 1.9% 0.0% 0.9% 0.0% 0.0% 100.0% CLASS 3 2 Axles, 4-Tire Single Units CLASS 10 6 or More Axles, Single Trailer CLASS 4 Buses CLASS 11 5 or Less Axles, Multi-Trailers Class 1 2 3 4 5 6 7 8 9 10 11 12 13 CLASS 5 2 Axles, 6-Tire Single Units CLASS 12 6 Axles, Multi-Trailers CLASS 6 3 Axles, Single Unit CLASS 13 7 or More Axles, Multi-Trailers TOTAL: ALL 29 17,226 2,618 19 309 147 2 3 399 6 197 0 0 20,955 CLASS 7 4 or More Axles, Single Unit % OF TOTAL 0.3% 164.4% 25.0% 0.2% 2.9% 1.4% 0.0% 0.0% 3.8% 0.1% 1.9% 0.0% 0.0% 100.0%

24-HOUR ROADWAY SEGMENT COUNTS (WITH FHWA CLASSIFICATION) PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Wednesday, October 20, 2021
DATE: CITY: Rialto
JOB #: SC3134 LOCATION: CLASS1 Pepper south of Winchester

AM SOUTHBOUND PM SOUTHBOUND
TIME 1 2 3 456789 1 0 1 1 1 2 1 3 TOTAL Ti m e 1 2 3 4 5 6789 1 0 1 1 1 2 1 3 TOTAL 0:00 0 3 2 40020020000 40 12:00 0 1 0 8 1 70 110010200 130 0:15 0 2 9 10100000000 31 12:15 0 1 0 6 1 20 540030000 130 0:30 0 2 6 00000000000 26 12:30 0 8 6 2 30 610030300 122 0:45 0 2 3 00100000000 24 12:45 0 8 8 1 80 130030200 115 1:00 0 2 0 20000010000 23 13:00 0 1 7 2 3 50 100010200 211 1:15 0 2 6 00100030000 30 13:15 0 1 1 6 3 10 410020100 155 1:30 0 7 10000020000 10 13:30 0 1 2 8 2 41 020020200 159 1:45 0 1 8 20100010000 22 13:45 0 1 3 6 1 70 000030200 158 2:00 0 1 1 00020010000 14 14:00 0 1 1 7 2 30 710070200 157 2:15 0 1 7 10000020000 20 14:15 0 1 4 0 2 50 211060100 176 2:30 0 1 7 00000000000 17 14:30 0 1 2 7 2 40 200020100 156 2:45 0 2 3 30000020300 31 14:45 0 1 7 4 2 80 700020100 212 3:00 0 2 1 10000020400 28 15:00 1 1 4 2 2 80 300040100 179 3:15 0 2 2 00000030000 25 15:15 0 1 2 1 3 40 210031000 162 3:30 0 1 4 20030030300 25 15:30 0 1 5 4 2 50 300040000 186 3:45 0 2 0 40000020300 29 15:45 0 1 5 8 3 30 300050000 199 4:00 0 1 3 20000010400 20 16:00 0 1 3 7 3 00 700030000 177 4:15 0 1 8 40000010400 27 16:15 3 1 5 9 3 60 300000000 201 4:30 0 3 0 20010040100 38 16:30 0 1 4 6 3 50 200020000 185 4:45 0 2 4 80010021000 36 16:45 1 1 7 5 3 00 400010000 211 5:00 0 2 8 50100040200 40 17:00 1 1 3 6 2 70 200010000 167 5:15 0 2 8 90000000400 41 17:15 1 1 5 4 3 51 300030000 197 5:30 0 3 6 90110010500 53 17:30 0 1 6 2 2 40 500020000 193 5:45 0 4 8 60020010100 58 17:45 1 1 6 8 3 10 100020100 204 6:00 0 6 6 70020000100 76 18:00 0 1 3 8 3 40 400010000 177 6:15 0 5 11 30210010300 71 18:15 0 1 3 9 2 30 040020100 169 6:30 0 8 31 20100000200 98 18:30 0 1 7 2 1 80 110000000 192 6:45 0 1 1 81 31110010100 136 18:45 1 1 2 8 1 90 300010000 152 7:00 0 1 1 71 23210000700 142 19:00 2 1 2 0 1 70 100010000 141 7:15 0 1 9 62 50200020300 228 19:15 1 1 2 3 2 21 100030100 152 7:30 0 2 0 52 31230060200 242 19:30 0 1 0 9 1 70 000000000 126 7:45 0 2 1 33 10410000000 249 19:45 0 9 9 1 20 220030000 118 8:00 0 1 8 32 40320030300 218 20:00 0 1 0 2 1 40 000020000 118 8:15 0 1 3 12 10010050100 159 20:15 0 1 0 4 1 20 010000000 117 8:30 1 1 1 31 90230030000 141 20:30 1 9 1 90 120020000 106 8:45 0 8 71 90020050100 114 20:45 0 8 1 1 00 000000000 91 9:00 0 1 0 41 50700040300 133 21:00 0 8 4 80 110010000 95 9:15 0 7 01 60310070200 99 21:15 0 8 0 1 00 000010000 91 9:30 1 7 91 40000040100 99 21:30 0 8 4 1 00 010020000 97 9:45 0 8 52 10100030100 111 21:45 0 6 1 90 100010000 72 10:00 0 6 11 00350020200 83 22:00 0 6 8 1 00 100010000 80 10:15 1 8 21 30110010300 102 22:15 0 5 8 70 000010000 66 10:30 0 9 31 30530010100 116 22:30 0 5 4 40 100000000 59 10:45 0 6 92 51310030100 103 22:45 0 5 0 60 110030000 61 11:00 0 7 42 00220041400 107 23:00 0 4 8 30 200000000 53 11:15 0 9 71 40120030300 120 23:15 0 3 9 30 100030000 46 11:30 1 7 91 60110110200 102 23:30 0 3 5 30 000020000 40 11:45 0 9 81 30310020000 117 23:45 0 3 5 30 000020000 40 TOTAL 4 3,105 475 6 55 46 0 1 99 2 81 0 0 3,874 TOTAL 13 5,412 928 3 95 28 1 0 97 1 23 0 0 6,601 AM PEAK HOUR 7:15 AM PM PEAK HOUR 4:00 PM
AM PEAK VOLUME 937 PM PEAK VOLUME 774
CLASS 1 Class 1 — Motorcycles CLASS 8 3 to 4 Axles, Single Trailer TOTAL: AM+PM 17 8,517 1,403 9 150 74 1 1 196 3 104 0 0 10,475 CLASS 2 Passenger Cars CLASS 9 5 Axles, Single Trailer % OF TOTAL 0.2% 81.3% 13.4% 0.1% 1.4% 0.7% 0.0% 0.0% 1.9% 0.0% 1.0% 0.0% 0.0% 100.0% CLASS 3 2 Axles, 4-Tire Single Units CLASS 10 6 or More Axles, Single Trailer CLASS 4 Buses CLASS 11 5 or Less Axles, Multi-Trailers Class 1 2 3 45 6789 1 0 1 1 1 2 1 3 CLASS 5 2 Axles, 6-Tire Single Units CLASS 12 6 Axles, Multi-Trailers CLASS 6 3 Axles, Single Unit CLASS 13 7 or More Axles, Multi-Trailers CLASS 7 4 or More Axles, Single Unit
24-HOUR ROADWAY SEGMENT COUNTS (WITH FHWA CLASSIFICATION) PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Wednesday, October 20, 2021
A816
DATE: CITY: Rialto
JOB #: SC3134 LOCATION: CLASS1 Pepper south of Winchester

AM NORTHBOUND PM NORTHBOUND
T I M E 1 2 3 456789 1 0 1 1 1 2 1 3 TOTAL Time 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL 0:00 0 2 0 30100000000 24 12:00 0 1 1 52 30 3 00010100 143 0:15 0 1 8 10100040000 24 12:15 0 1 3 02 10 7 60051100 171 0:30 0 2 6 20000020000 30 12:30 0 1 3 81 20 8 10030200 164 0:45 0 1 5 10000000000 16 12:45 0 1 1 51 60 3 30110100 140 1:00 0 1 2 10000020000 15 13:00 0 1 2 02 01 4 10030100 150 1:15 0 1 2 20000010000 15 13:15 0 1 1 61 72 3 10000000 139 1:30 0 1 8 30000000100 22 13:30 0 1 2 02 51 4 30010000 154 1:45 0 2 0 10000000000 21 13:45 0 1 1 82 31 3 100 1 00300 159 2:00 0 2 0 00120000000 23 14:00 0 1 4 82 40 5 30050000 185 2:15 0 1 2 20100000100 16 14:15 0 1 6 72 90 0 00030100 200 2:30 0 2 0 20100020000 25 14:30 0 1 4 23 00 3 20020000 179 2:45 0 1 9 30010010100 25 14:45 0 1 5 42 92 3 11050000 195 3:00 0 1 6 00000010400 21 15:00 0 1 6 32 70 0 00010000 191 3:15 0 2 9 30000030400 39 15:15 0 1 5 62 60 2 00030000 187 3:30 0 4 8 60010010100 57 15:30 0 1 9 82 80 3 10130000 234 3:45 0 3 5 90010000100 46 15:45 0 1 6 24 20 1 00130000 209 4:00 0 4 0 80200010200 53 16:00 2 1 9 32 80 3 10030000 230 4:15 0 4 6 80100000700 62 16:15 0 1 7 74 00 2 00020000 221 4:30 0 8 7 2 00000010300 111 16:30 0 1 7 21 90 0 20040000 197 4:45 0 6 6 1 40000010000 81 16:45 0 1 5 23 20 0 00010000 185 5:00 0 7 3 2 50100050100 105 17:00 2 1 8 53 00 1 00010100 220 5:15 1 9 3 2 60310040100 129 17:15 0 1 9 73 50 1 10040000 238 5:30 0 1 0 9 3 60110020300 152 17:30 0 1 7 42 10 2 00060000 203 5:45 1 1 0 2 1 40500020400 128 17:45 1 1 4 42 10 0 00040000 170 6:00 0 7 9 2 60230020300 115 18:00 0 1 7 72 60 4 10030000 211 6:15 0 7 8 1 80120010100 101 18:15 0 1 4 22 30 1 00010000 167 6:30 0 8 7 2 20220020200 117 18:30 1 1 3 32 10 0 10010000 157 6:45 0 1 2 4 2 00100010400 150 18:45 0 1 1 51 80 1 00010000 135 7:00 0 1 4 1 2 20400020300 172 19:00 0 1 1 01 40 0 00010000 125 7:15 0 1 3 2 3 80210020300 178 19:15 0 1 1 2 41 0 00030000 120 7:30 0 1 4 7 2 50300010300 179 19:30 0 1 2 5 70 1 00000000 133 7:45 1 1 8 7 2 50520020400 226 19:45 0 1 1 0 70 0 10000000 118 8:00 0 1 5 0 1 90120020000 174 20:00 0 7 21 20 0 00020000 86 8:15 0 1 4 4 3 41610000200 188 20:15 1 9 8 60 0 20000000 107 8:30 0 1 2 2 1 90240030000 150 20:30 0 7 4 60 0 00010000 81 8:45 0 1 0 6 2 20120000100 132 20:45 0 8 7 90 2 10030000 102 9:00 0 7 5 1 80520010100 102 21:00 0 6 4 40 0 00010000 69 9:15 0 7 8 1 50250030200 105 21:15 0 8 4 30 0 00000000 87 9:30 2 8 7 1 60110070200 116 21:30 0 7 4 40 2 10000000 81 9:45 0 9 1 1 40210030100 112 21:45 0 5 4 40 1 00020000 61 10:00 0 9 2 1 60810090100 127 22:00 0 6 0 30 0 00010000 64 10:15 0 7 5 2 61110150100 111 22:15 0 4 1 70 1 00020000 51 10:30 0 8 5 90110020000 98 22:30 0 3 0 50 0 00010000 36 10:45 1 8 2 1 70700070200 116 22:45 0 2 7 00 0 00040000 31 11:00 1 8 6 1 10210010400 106 23:00 0 2 3 20 0 10020000 28 11:15 0 8 6 1 30530020000 109 23:15 0 2 8 10 1 00020000 32 11:30 0 9 5 1 70200050000 119 23:30 0 2 8 20 0 10010000 32 11:45 1 1 0 6 1 80410040000 134 23:45 0 2 9 10 1 00010000 32 TOTAL 8 3 , 4 9 1 6 7 02 8 8 4 301 1 0 00 7 400 4 , 4 7 7 TOTAL 7 5 , 5 5 3 8 0 78 7 6 3 613 1 0 71 1 100 6 , 6 1 0 AM PEAK HOUR 7:30 AM PM PEAK HOUR 3:30 PM
AM PEAK VOLUME 767 PM PEAK VOLUME 894
CLASS 1 Class 1 — Motorcycles CLASS 8 3 to 4 Axles, Single Trailer TOTAL: AM+PM 15 9,044 1,477 10 164 79 1 4 207 1 85 0 0 11,087 CLASS 2 Passenger Cars CLASS 9 5 Axles, Single Trailer % OF TOTAL 0.1% 81.6% 13.3% 0.1% 1.5% 0.7% 0.0% 0.0% 1.9% 0.0% 0.8% 0.0% 0.0% 100.0% CLASS 3 2 Axles, 4-Tire Single Units CLASS 10 6 or More Axles, Single Trailer CLASS 4 Buses CLASS 11 5 or Less Axles, Multi-Trailers Class 1 2 3 4 5 6 7 8 9 10 11 12 13 CLASS 5 2 Axles, 6-Tire Single Units CLASS 12 6 Axles, Multi-Trailers CLASS 6 3 Axles, Single Unit CLASS 13 7 or More Axles, Multi-Trailers TOTAL: ALL 34 17,855 3,137 23 330 156 1 7 400 1 185 0 0 22,129 CLASS 7 4 or More Axles, Single Unit % OF TOTAL 0.3% 161.0% 28.3% 0.2% 3.0% 1.4% 0.0% 0.1% 3.6% 0.0% 1.7% 0.0% 0.0% 100.0%

24-HOUR ROADWAY SEGMENT COUNTS (WITH FHWA CLASSIFICATION) PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Wednesday, October 20, 2021
DATE: CITY: Rialto
JOB #: SC3134 LOCATION: CLASS1 Pepper south of Winchester

AM SOUTHBOUND PM SOUTHBOUND
TIME 1 2 3 456789 1 0 1 1 1 2 1 3 TOTAL Ti m e 1 2 3 4 5 6789 1 0 1 1 1 2 1 3 TOTAL 0:00 0 3 4 60020020000 44 12:00 0 1 1 6 2 00 110010200 141 0:15 0 3 2 10200000000 35 12:15 0 1 1 1 1 63 240030000 139 0:30 0 2 6 10000000000 27 12:30 0 9 2 2 00 810020300 126 0:45 0 2 3 20100000000 26 12:45 0 9 5 2 00 330030200 126 1:00 0 2 0 50000010000 26 13:00 0 1 2 3 3 50 000000200 160 1:15 0 2 8 00110020000 32 13:15 0 1 1 4 3 00 610020100 154 1:30 0 9 10000020000 12 13:30 0 1 3 1 2 61 120020200 165 1:45 0 1 9 30100010000 24 13:45 0 1 5 2 1 70 100030200 175 2:00 0 1 2 00020010000 15 14:00 0 1 1 8 2 73 410070200 162 2:15 0 1 7 10000020000 20 14:15 0 1 4 1 2 40 220150100 176 2:30 0 1 7 10000000000 18 14:30 0 1 3 3 2 80 500020100 169 2:45 0 2 4 50000020300 34 14:45 0 1 8 1 3 80 300020100 225 3:00 0 2 4 10000020400 31 15:00 1 1 4 0 3 50 300040100 184 3:15 0 2 1 00000030000 24 15:15 0 1 2 7 4 10 210040000 175 3:30 0 1 4 20210030300 25 15:30 0 1 5 8 3 30 400040000 199 3:45 0 2 2 30000020300 30 15:45 0 1 6 1 4 10 100040000 207 4:00 0 1 6 10000010400 22 16:00 0 1 4 3 3 90 600040000 192 4:15 0 1 9 60000020300 30 16:15 3 1 6 9 4 20 200000000 216 4:30 0 3 0 40010040000 39 16:30 0 1 5 0 3 80 200020000 192 4:45 0 2 7 80010030100 40 16:45 1 1 8 0 3 90 400010000 225 5:00 0 2 8 60000030300 40 17:00 1 1 4 9 3 40 400010000 189 5:15 0 3 01 40000000400 48 17:15 1 1 7 0 3 91 500030000 219 5:30 0 3 71 30010010500 57 17:30 0 1 8 1 3 00 500020000 218 5:45 0 4 51 20010010100 60 17:45 1 1 8 4 3 30 300020100 224 6:00 0 6 2 70030000000 72 18:00 0 1 6 0 4 70 200010000 210 6:15 0 4 91 50110010300 70 18:15 0 1 4 6 2 80 050020000 181 6:30 0 8 21 10100000200 96 18:30 0 1 8 8 3 00 010000000 219 6:45 1 1 1 61 31110010100 135 18:45 1 1 3 9 2 60 200010000 169 7:00 0 1 2 01 33320000600 147 19:00 0 1 1 6 1 80 410010000 140 7:15 0 1 9 02 90200020300 226 19:15 2 1 3 8 2 70 210030000 173 7:30 1 2 0 72 51340060100 248 19:30 0 1 1 7 2 00 100000000 138 7:45 0 2 1 63 60200100000 255 19:45 0 1 1 2 1 20 120030000 130 8:00 0 1 6 32 40110030300 195 20:00 0 9 4 1 40 200020000 112 8:15 0 1 2 62 50210050100 160 20:15 0 1 2 7 1 80 010000000 146 8:30 1 1 1 31 90330020100 142 20:30 1 1 0 5 1 00 220020000 122 8:45 0 9 61 90120050100 124 20:45 0 9 3 90 000000000 102 9:00 0 9 82 50500040300 135 21:00 0 8 5 1 50 010010000 102 9:15 0 7 71 70310070200 107 21:15 1 8 3 1 20 000010000 97 9:30 1 8 11 60200040100 105 21:30 0 9 0 1 10 010020000 104 9:45 0 8 72 20200030100 115 21:45 0 7 0 90 000010000 80 10:00 0 6 41 30350020200 89 22:00 0 7 1 1 20 100010000 85 10:15 1 8 11 50110010300 103 22:15 0 6 5 1 00 000010000 76 10:30 0 9 81 70530010100 125 22:30 0 5 8 60 100000000 65 10:45 0 6 92 10910120100 104 22:45 0 4 9 1 00 010030000 63 11:00 0 7 52 20220040400 109 23:00 0 4 9 80 100000000 58 11:15 0 9 51 50520030300 123 23:15 0 4 0 60 100030000 50 11:30 1 7 92 00110020200 106 23:30 0 3 7 60 000020000 45 11:45 0 1 0 61 30410020000 126 23:45 0 3 6 30 000020000 41 TOTAL 6 3,124 548 5 69 45 0 2 98 0 79 0 0 3,976 TOTAL 13 5,687 1,112 8 97 32 0 1 95 0 21 0 0 7,066 AM PEAK HOUR 7:15 AM PM PEAK HOUR 5:15 PM
AM PEAK VOLUME 924 PM PEAK VOLUME 871
CLASS 1 Class 1 — Motorcycles CLASS 8 3 to 4 Axles, Single Trailer TOTAL: AM+PM 19 8,811 1,660 13 166 77 0 3 193 0 100 0 0 11,042 CLASS 2 Passenger Cars CLASS 9 5 Axles, Single Trailer % OF TOTAL 0.2% 79.8% 15.0% 0.1% 1.5% 0.7% 0.0% 0.0% 1.7% 0.0% 0.9% 0.0% 0.0% 100.0% CLASS 3 2 Axles, 4-Tire Single Units CLASS 10 6 or More Axles, Single Trailer CLASS 4 Buses CLASS 11 5 or Less Axles, Multi-Trailers Class 1 2 3 45 6789 1 0 1 1 1 2 1 3 CLASS 5 2 Axles, 6-Tire Single Units CLASS 12 6 Axles, Multi-Trailers CLASS 6 3 Axles, Single Unit CLASS 13 7 or More Axles, Multi-Trailers CLASS 7 4 or More Axles, Single Unit
24-HOUR ROADWAY SEGMENT COUNTS (WITH FHWA CLASSIFICATION) PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Wednesday, October 20, 2021
Pepper Avenue Industrial Project
Traffic Impact Analysis

3 APPENDIX C – LEVEL OF SERVICE CALCULATIONS

Intersection Analysis Summary
12/21/2022Report File: C:\...\Existing AM.pdf
Scenario 3 Existing AMVistro File: C:\...\Pepper Ave Industrial - 1 Driveway.vistro V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

C27.20.491WB LeftHCM 6th
EditionSignalizedPepper Ave/Baseline Rd7
B11.50.518SB LeftHCM 6th
EditionSignalizedPepper Ave/Winchester Dr-
Terrace Rd6
A0.00.011SB ThruHCM 6th
EditionTwo-way stopPepper Ave/Truck Driveway5
A0.00.011SB ThruHCM 6th
EditionTwo-way stopPepper Ave/Auto Driveway4
A1.50.300SB ThruHCM 6th
EditionSignalizedPepper Avenue/North
Driveway3
B18.60.488SB LeftHCM 6th
EditionSignalizedPepper Ave/I-210 EB2
C31.10.673NB LeftHCM 6th
EditionSignalizedPepper Ave/I-210 WB1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID EPD Solutions, Inc.1
Scenario 3: 3 Existing AM
Version 2022 (SP 0-10)
Generated with

0.673Volume to Capacity (v/c):

CLevel Of Service:

31.1Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 1: Pepper Ave/I-210 WB
Intersection Level Of Service Report
YesYesNoNoCrosswalk
YesYesYesCurb Present

0.000.000.000.00Grade [%]

40.0030.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.00100.00Exit Pocket Length [ft] 000000000001No. of Lanes in Exit Pocket
100.00100.00750.00100.00100.00100.00100.00100.00100.00100.00100.00310.00Entry Pocket Length [ft] 001000000001No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
I-210 WBPepper AvePepper AveName
Intersection Setup
EPD Solutions, Inc.2
Scenario 3: 3 Existing AM
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
5555v_ci, Inbound Pedestrian Volume crossing mi
5555v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
68748000021530400286451Total Analysis Volume [veh/h]
17212000054760071113Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.86200.86200.86201.00001.00001.00000.81800.81801.00001.00000.94200.9420Peak Hour Factor 59641400017624900269425Total Hourly Volume [veh/h]
20000005900000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

0.000.000.002.002.002.000.000.002.002.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 79641400023524900269425Base Volume Input [veh/h]
I-210 WBPepper AvePepper AveName
Volumes
EPD Solutions, Inc.3
Scenario 3: 3 Existing AM
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.01.00.00.00.00.00.01.00.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.00.00.00.02.00.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 01000000300100Pedestrian Clearance [s]
050000050050Walk [s]

0.03.00.00.00.00.00.03.00.00.03.03.0Vehicle Extension [s] 0400000011005039Split [s]

0.01.00.00.00.00.00.01.00.00.01.01.0All red [s]

0.02.00.00.00.00.00.02.00.00.02.02.0Amber [s]
0300000030003030Maximum Green [s]
070000070077Minimum Green [s]
-----------LeadLead / Lag
Auxiliary Signal Groups
040000020061Signal Group
SplitSplitSplitPermissPermissPermissPermissPermissPermissPermissPermissProtecteControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.4
Scenario 3: 3 Existing AM
Version 2022 (SP 0-10)
Generated with

51.76412.09198.64191.4939.22388.0595th-Percentile Queue Length [ft/ln]

2.0716.487.957.661.5715.5295th-Percentile Queue Length [veh/ln]

28.75275.89111.90106.7621.79256.6850th-Percentile Queue Length [ft/ln]

1.1511.044.484.270.8710.2750th-Percentile Queue Length [veh/ln] NoYesYesNoNoYesCritical Lane Group
CDCCADLane Group LOS

23.8141.9326.6625.066.3842.47d, Delay for Lane Group [s/veh]

0.160.910.470.410.120.91X, volume / capacity
Lane Group Results

1.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.1511.212.941.950.1110.91d2, Incremental Delay [s]

1.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.210.500.500.500.19k, delay calibration

23.6630.7323.7223.126.2731.57d1, Uniform Delay [s]
4785285476352321496c, Capacity [veh/h]
163818101636190036181810s, saturation flow rate [veh/h]

0.050.270.160.140.080.25(v / s)_i Volume / Saturation Flow Rate

0.290.290.330.330.640.27g / C, Green / Cycle
262630305825g_i, Effective Green Time [s]

1.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 909090909090C, Cycle Length [s]
CLCCCLLane Group
Lane Group Calculations
EPD Solutions, Inc.5
Scenario 3: 3 Existing AM
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 42.47 6.38 0.00 0.00 25.30 26.66 0.00 0.00 0.00 41.93 23.81 23.81 Movement LOS D A C C D C C
d_A, Approach Delay [s/veh] 28.47 25.86 0.00 39.48
Approach LOS C C A D
d_I, Intersection Delay [s/veh] 31.10
Intersection LOS C
Intersection V/C 0.673
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 2.139 2.219 Crosswalk LOS F F B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1044 178 0 822 d_b, Bicycle Delay [s] 10.27 37.36 45.00 15.61
I_b,int, Bicycle LOS Score for Intersection 2.168 2.036 4.132 2.508 Bicycle LOS B B D B
----------------Ring 4
----------------Ring 3
--------------6-Ring 2
-------------421Ring 1
Sequence
EPD Solutions, Inc.6
Scenario 3: 3 Existing AM
Version 2022 (SP 0-10)
Generated with

0.488Volume to Capacity (v/c):

BLevel Of Service:

18.6Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 2: Pepper Ave/I-210 EB
Intersection Level Of Service Report
YesYesNoNoCrosswalk
NoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0040.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00750.00100.00100.00310.00100.00100.00100.00Entry Pocket Length [ft] 000001001000No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
I-210 EBPepper AvePepper AveName
Intersection Setup
EPD Solutions, Inc.7
Scenario 3: 3 Existing AM
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
5555v_ci, Inbound Pedestrian Volume crossing mi
5555v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
00033301460631722156230Total Analysis Volume [veh/h]
00083037015818541560Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00000.91700.91700.91701.00000.89800.89800.90500.90501.0000Peak Hour Factor 00030501340567651955640Total Hourly Volume [veh/h]
000102000006500Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

2.002.002.000.000.000.002.000.000.000.000.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 00040701340567652605640Base Volume Input [veh/h]
I-210 EBPepper AvePepper AveName
Volumes
EPD Solutions, Inc.8
Scenario 3: 3 Existing AM
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.00.00.00.01.00.00.01.01.00.01.00.0l2, Clearance Lost Time [s]

0.00.00.00.02.00.00.02.02.00.02.00.0l1, Start-Up Lost Time [s] NoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 00001000100030Pedestrian Clearance [s]
000050050050Walk [s]

0.00.00.00.03.00.00.03.03.00.03.00.0Vehicle Extension [s] 0000350065330320Split [s]

0.00.00.00.01.00.00.01.01.00.01.00.0All red [s]

0.00.00.00.02.00.00.02.02.00.02.00.0Amber [s]
0000300030300300Maximum Green [s]
000070077070Minimum Green [s]
--------Lead---Lead / Lag
Auxiliary Signal Groups
000080025060Signal Group
PermissPermissPermissSplitSplitSplitPermissPermissProtectePermissPermissPermissControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
100Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.9
Scenario 3: 3 Existing AM
Version 2022 (SP 0-10)
Generated with
346.79131.6680.8184.20189.09182.4395th-Percentile Queue Length [ft/ln]

13.875.273.233.377.567.3095th-Percentile Queue Length [veh/ln] 224.0573.1444.8946.78105.05101.3550th-Percentile Queue Length [ft/ln]

8.962.931.801.874.204.0550th-Percentile Queue Length [veh/ln] YesNoNoYesYesNoCritical Lane Group
DCADBBLane Group LOS

50.8132.765.3251.6310.7110.22d, Delay for Lane Group [s/veh]

0.900.350.250.640.390.36X, volume / capacity
Lane Group Results

1.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.00d3, Initial Queue Delay [s]

13.460.500.235.851.070.85d2, Incremental Delay [s]

1.001.001.001.001.001.00I, Upstream Filtering Factor

0.210.110.500.110.500.50k, delay calibration

37.3532.255.0945.789.649.38d1, Uniform Delay [s]
371416256911310711174c, Capacity [veh/h]
161518103618181017341900s, saturation flow rate [veh/h]

0.210.080.170.040.240.22(v / s)_i Volume / Saturation Flow Rate

0.230.230.710.060.620.62g / C, Green / Cycle
23237166262g_i, Effective Green Time [s]

1.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 100100100100100100C, Cycle Length [s]
CLCLCCLane Group
Lane Group Calculations
EPD Solutions, Inc.10
Scenario 3: 3 Existing AM
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 0.00 10.38 10.71 51.63 5.32 0.00 32.76 50.81 50.81 0.00 0.00 0.00 Movement LOS B B D A C D D
d_A, Approach Delay [s/veh] 10.47 10.06 45.31 0.00
Approach LOS B B D A
d_I, Intersection Delay [s/veh] 18.59
Intersection LOS B
Intersection V/C 0.488
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 690.19 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 41.41 41.41
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 2.344 1.773 Crosswalk LOS F F B A
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 580 1240 640 0 d_b, Bicycle Delay [s] 25.21 7.22 23.12 50.00
I_b,int, Bicycle LOS Score for Intersection 2.305 2.140 2.518 4.132 Bicycle LOS B B B D
----------------Ring 4
----------------Ring 3
--------------65Ring 2
------------8-2-Ring 1
Sequence
EPD Solutions, Inc.11
Scenario 3: 3 Existing AM
Version 2022 (SP 0-10)
Generated with

0.300Volume to Capacity (v/c):

ALevel Of Service:

1.5Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 3: Pepper Avenue/North Driveway
Intersection Level Of Service Report
YesYesYesYesCrosswalk
YesYesYesYesCurb Present

0.000.000.000.00Grade [%]

30.0030.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 100100101101No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
EPD Solutions, Inc.12
Scenario 3: 3 Existing AM
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
10101010v_ci, Inbound Pedestrian Volume crossing mi
10101010v_co, Outbound Pedestrian Volume crossing
10101010v_di, Inbound Pedestrian Volume crossing m
10101010v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
00000001085009100Total Analysis Volume [veh/h]
0000000271002280Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.90000.90000.90000.90000.90000.90000.90000.89800.90000.90000.90500.9000Peak Hour Factor 0000000974008240Total Hourly Volume [veh/h]
000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 0000000974008240Base Volume Input [veh/h]
Name
Volumes
EPD Solutions, Inc.13
Scenario 3: 3 Existing AM
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.01.00.00.01.00.00.01.00.00.01.00.0l2, Clearance Lost Time [s]

0.02.00.00.02.00.00.02.00.00.02.00.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0250025001400140Pedestrian Clearance [s]
050050050050Walk [s]

0.03.00.00.03.00.00.03.00.00.03.00.0Vehicle Extension [s] 0310028007900690Split [s]

0.01.00.00.01.00.00.01.00.00.01.00.0All red [s]

0.02.00.00.02.00.00.02.00.00.02.00.0Amber [s]
0300030003000300Maximum Green [s]
070070070070Minimum Green [s]
------------Lead / Lag
Auxiliary Signal Groups
040080020060Signal Group
SplitSplitSplitSplitSplitSplitSplitSplitSplitSplitSplitSplitControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
130Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.14
Scenario 3: 3 Existing AM
Version 2022 (SP 0-10)
Generated with

0.000.000.000.000.0029.860.000.0023.370.0095th-Percentile Queue Length [ft/ln]

0.000.000.000.000.001.190.000.000.930.0095th-Percentile Queue Length [veh/ln]

0.000.000.000.000.0016.590.000.0012.980.0050th-Percentile Queue Length [ft/ln]

0.000.000.000.000.000.660.000.000.520.0050th-Percentile Queue Length [veh/ln] NoNoNoNoNoYesNoNoNoNoCritical Lane Group
AAAAAAAAAALane Group LOS

0.000.000.000.000.001.590.000.001.440.00d, Delay for Lane Group [s/veh]

0.000.000.000.000.000.340.000.000.290.00X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.000.000.000.000.000.290.000.000.230.00d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.500.500.500.500.500.50k, delay calibration

0.000.000.000.000.001.300.000.001.220.00d1, Uniform Delay [s] 11616416413914243189104314243189481c, Capacity [veh/h]
161519001900144016153618121016153618528s, saturation flow rate [veh/h]

0.000.000.000.000.000.300.000.000.250.00(v / s)_i Volume / Saturation Flow Rate

0.070.070.070.070.880.880.880.880.880.88g / C, Green / Cycle 9999115115115115115115g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.002.002.002.000.000.002.000.000.002.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 130130130130130130130130130130C, Cycle Length [s]
RCCLRCLRCLLane Group
Lane Group Calculations
EPD Solutions, Inc.15
Scenario 3: 3 Existing AM
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 0.00 1.44 0.00 0.00 1.59 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Movement LOS A A A A A A A A A A A A
d_A, Approach Delay [s/veh] 1.44 1.59 0.00 0.00
Approach LOS A A A A
d_I, Intersection Delay [s/veh] 1.52
Intersection LOS A
Intersection V/C 0.300
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 56.31 56.31 56.31 56.31
I_p,int, Pedestrian LOS Score for Intersection 2.958 3.030 1.959 2.150 Crosswalk LOS C C A B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1015 1169 385 431 d_b, Bicycle Delay [s] 15.75 11.22 42.40 40.02
I_b,int, Bicycle LOS Score for Intersection 2.310 2.455 1.560 1.560 Bicycle LOS B B A A
----------------Ring 4
----------------Ring 3
------------8-6-Ring 2
------------4-2-Ring 1
Sequence
EPD Solutions, Inc.16
Scenario 3: 3 Existing AM
Version 2022 (SP 0-10)
Generated with

0.011Volume to Capacity (v/c):

ALevel Of Service:

0.0Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

Two-way stopControl Type:

Intersection 4: Pepper Ave/Auto Driveway
Intersection Level Of Service Report
YesYesYesCrosswalk

0.000.000.00Grade [%]

30.0045.0045.00Speed [mph]

0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftThruLeftRightThruTurning Movement
Lane Configuration
WestboundSouthboundNorthboundApproach
Pepper AveName
Intersection Setup
1000Pedestrian Volume [ped/h]
00108500910Total Analysis Volume [veh/h]
0027100228Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.90001.00000.89801.00000.90000.9050Peak Hour Factor
0097400824Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Growth Factor

0.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 0097400824Base Volume Input [veh/h]
Pepper AveName
Volumes
EPD Solutions, Inc.17
Scenario 3: 3 Existing AM
Version 2022 (SP 0-10)
Generated with
AIntersection LOS

0.00d_I, Intersection Delay [s/veh]
BAAApproach LOS

11.610.000.00d_A, Approach Delay [s/veh]

0.000.000.000.000.000.0095th-Percentile Queue Length [ft/ln]

0.000.000.000.000.000.0095th-Percentile Queue Length [veh/ln] BAAAMovement LOS

11.610.000.000.000.000.00d_M, Delay for Movement [s/veh]

0.000.000.010.000.000.01V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
Flared Lane
StopFreeFreePriority Scheme
Intersection Settings
EPD Solutions, Inc.18
Scenario 3: 3 Existing AM
Version 2022 (SP 0-10)
Generated with

0.011Volume to Capacity (v/c):

ALevel Of Service:

0.0Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

Two-way stopControl Type:

Intersection 5: Pepper Ave/Truck Driveway
Intersection Level Of Service Report
YesNoNoCrosswalk

0.000.000.00Grade [%]

25.0045.0045.00Speed [mph]

0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000100No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftThruLeftRightThruTurning Movement
Lane Configuration
WestboundSouthboundNorthboundApproach
S Project DrivewayPepper AvePepper AveName
Intersection Setup
1000Pedestrian Volume [ped/h]
00108500910Total Analysis Volume [veh/h]
0027100228Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.90001.00000.89800.90000.90000.9050Peak Hour Factor
0097400824Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Growth Factor

0.002.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 0097400824Base Volume Input [veh/h]
S Project DrivewayPepper AvePepper AveName
Volumes
EPD Solutions, Inc.19
Scenario 3: 3 Existing AM
Version 2022 (SP 0-10)
Generated with
AIntersection LOS

0.00d_I, Intersection Delay [s/veh]
BAAApproach LOS

11.610.000.00d_A, Approach Delay [s/veh]

0.000.000.000.000.000.0095th-Percentile Queue Length [ft/ln]

0.000.000.000.000.000.0095th-Percentile Queue Length [veh/ln] BAAAAMovement LOS

11.610.000.009.840.000.00d_M, Delay for Movement [s/veh]

0.000.000.010.000.000.01V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
200Number of Storage Spaces in Median
YesTwo-Stage Gap Acceptance
000Storage Area [veh]
Flared Lane
StopFreeFreePriority Scheme
Intersection Settings
EPD Solutions, Inc.20
Scenario 3: 3 Existing AM
Version 2022 (SP 0-10)
Generated with

0.518Volume to Capacity (v/c):

BLevel Of Service:

11.5Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 6: Pepper Ave/Winchester Dr-Terrace Rd
Intersection Level Of Service Report
YesYesYesYesCrosswalk
YesYesYesYesCurb Present

0.000.000.000.00Grade [%]

25.0025.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000001001No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Terrace RdWinchester DrPepper AvePepper AveName
Intersection Setup
EPD Solutions, Inc.21
Scenario 3: 3 Existing AM
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
5555v_ci, Inbound Pedestrian Volume crossing mi
5555v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
11213106414263100680856132Total Analysis Volume [veh/h] 30327135162512021433Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.63300.63300.63300.56500.56500.56500.90500.90500.90500.84700.84700.8470Peak Hour Factor 718602805791070725112Total Hourly Volume [veh/h]
30020001900000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 1018802807691070725112Base Volume Input [veh/h]
Terrace RdWinchester DrPepper AvePepper AveName
Volumes
EPD Solutions, Inc.22
Scenario 3: 3 Existing AM
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoMinimum Recall

0.01.00.00.01.00.00.01.01.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 01700170070070Pedestrian Clearance [s]
050050050050Walk [s]

0.03.00.00.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 025002500161002519Split [s]

0.01.00.00.01.00.00.01.01.00.01.01.0All red [s]

0.02.00.00.02.00.00.02.02.00.02.02.0Amber [s]
030003000303003030Maximum Green [s]
070070077077Minimum Green [s]
--------Lag--LeadLead / Lag
Auxiliary Signal Groups
040080025061Signal Group
PermissPermissPermissPermissPermissPermissPermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
60Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.23
Scenario 3: 3 Existing AM
Version 2022 (SP 0-10)
Generated with

13.19153.69152.42154.956.5871.2371.2383.5195th-Percentile Queue Length [ft/ln]

0.536.156.106.200.262.852.853.3495th-Percentile Queue Length [veh/ln]

7.3385.3884.6886.083.6539.5739.5746.3950th-Percentile Queue Length [ft/ln]

0.293.423.393.440.151.581.581.8650th-Percentile Queue Length [veh/ln] NoYesYesNoNoNoNoYesCritical Lane Group
BCBBCAACLane Group LOS

19.9224.7510.2510.2034.775.765.7630.43d, Delay for Lane Group [s/veh]

0.070.630.520.510.290.350.350.69X, volume / capacity
Lane Group Results

1.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.071.691.851.805.560.800.804.51d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.500.500.110.500.500.11k, delay calibration

19.8523.068.408.4029.214.964.9625.92d1, Uniform Delay [s] 386397102710502812201220190c, Capacity [veh/h]
15371573185919001810190019001810s, saturation flow rate [veh/h]

0.020.160.280.280.000.230.230.07(v / s)_i Volume / Saturation Flow Rate

0.190.190.550.550.010.640.640.10g / C, Green / Cycle
11113333139396g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

2.002.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 6060606060606060C, Cycle Length [s]
CCCCLCCLLane Group
Lane Group Calculations
EPD Solutions, Inc.24
Scenario 3: 3 Existing AM
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 30.43 5.76 5.76 34.77 10.22 10.25 24.75 24.75 24.75 19.92 19.92 19.92 Movement LOS C A A C B B C C C B B B
d_A, Approach Delay [s/veh] 9.05 10.41 24.75 19.92
Approach LOS A B C B
d_I, Intersection Delay [s/veh] 11.48
Intersection LOS B
Intersection V/C 0.518
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 21.68 21.68 21.68 21.68
I_p,int, Pedestrian LOS Score for Intersection 2.923 3.126 1.922 1.716 Crosswalk LOS C C A A
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 733 433 733 733 d_b, Bicycle Delay [s] 12.03 18.41 12.03 12.03
I_b,int, Bicycle LOS Score for Intersection 2.375 2.464 2.008 1.607 Bicycle LOS B B B A
----------------Ring 4
----------------Ring 3
------------8-65Ring 2
------------4-21Ring 1
Sequence
EPD Solutions, Inc.25
Scenario 3: 3 Existing AM
Version 2022 (SP 0-10)
Generated with

0.491Volume to Capacity (v/c):

CLevel Of Service:

27.2Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 7: Pepper Ave/Baseline Rd
Intersection Level Of Service Report
YesYesYesYesCrosswalk
YesYesYesYesCurb Present

0.000.000.000.00Grade [%]

40.0040.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
100.00100.0085.00100.00100.00100.00100.00100.00100.00100.00100.0040.00Entry Pocket Length [ft] 001001001001No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Baseline RdBaseline RdPepper AvePepper AveName
Intersection Setup
EPD Solutions, Inc.26
Scenario 3: 3 Existing AM
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
5555v_ci, Inbound Pedestrian Volume crossing mi
5555v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
1663527411326911210180918148663184Total Analysis Volume [veh/h] 42881928672825202451216646Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.92700.92700.92700.88200.88200.88200.85800.85800.85800.87000.87000.8700Peak Hour Factor 15432669100237998769415542577160Total Hourly Volume [veh/h] 5200330029001400Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 206326691332379911669415556577160Base Volume Input [veh/h] Baseline RdBaseline RdPepper AvePepper AveName
Volumes
EPD Solutions, Inc.27
Scenario 3: 3 Existing AM
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoNoNoMinimum Recall

0.01.01.00.01.01.00.01.01.00.01.01.0l2, Clearance Lost Time [s]

0.02.02.00.02.02.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0170017001700170Pedestrian Clearance [s]
050050050050Walk [s]

0.03.03.00.03.03.00.03.03.00.03.03.0Vehicle Extension [s] 04534029180411104111Split [s]

0.01.01.00.01.01.00.01.01.00.01.01.0All red [s]

0.02.02.00.02.02.00.02.02.00.02.02.0Amber [s]
03030030300303003030Maximum Green [s]
077077077077Minimum Green [s]
--Lead--Lead--Lead--LeadLead / Lag
Auxiliary Signal Groups
047083025061Signal Group
PermissPermissProtectePermissPermissProtectePermissPermissProtPerPermissPermissProtPerControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
120Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.28
Scenario 3: 3 Existing AM
Version 2022 (SP 0-10)
Generated with
304.23324.80110.82216.51229.36165.58256.47263.9374.11199.95203.4577.5395th-Percentile Queue Length [ft/ln]

12.1712.994.438.669.176.6210.2610.562.968.008.143.1095th-Percentile Queue Length [veh/ln] 190.93206.8661.56124.87134.3291.99154.53160.1641.17112.84115.3743.0750th-Percentile Queue Length [ft/ln]

7.648.272.464.995.373.686.186.411.654.514.611.7250th-Percentile Queue Length [veh/ln] YesNoNoNoNoYesYesNoNoNoNoYesCritical Lane Group
EDEDDEBBABBBLane Group LOS

56.1154.6266.2745.5945.2564.9814.1114.059.0312.8312.8110.48d, Delay for Lane Group [s/veh]

0.860.850.740.560.550.810.410.410.310.320.320.36X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

7.576.2110.411.521.3010.461.151.101.330.760.741.92d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.110.110.500.500.500.500.500.47k, delay calibration

48.5448.4055.8744.0743.9454.5212.9612.957.7012.0812.078.56d1, Uniform Delay [s] 286320993263611391088113259311051133505c, Capacity [veh/h] 1698190018101714190018101825190085418541900740s, saturation flow rate [veh/h]

0.150.140.040.110.100.060.240.240.210.190.190.25(v / s)_i Volume / Saturation Flow Rate

0.170.170.050.190.190.080.600.600.680.600.600.68g / C, Green / Cycle 2020723239727282727282g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.000.001.001.000.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 120120120120120120120120120120120120C, Cycle Length [s] CCLCCLCCLCCLLane Group
Lane Group Calculations
EPD Solutions, Inc.29
Scenario 3: 3 Existing AM
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 10.48 12.82 12.83 9.03 14.07 14.11 64.98 45.34 45.59 66.27 54.96 56.11 Movement LOS B B B A B B E D D E D E
d_A, Approach Delay [s/veh] 12.34 13.24 49.85 56.69
Approach LOS B B D E
d_I, Intersection Delay [s/veh] 27.24
Intersection LOS C
Intersection V/C 0.491
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 51.34 51.34 51.34 51.34
I_p,int, Pedestrian LOS Score for Intersection 2.902 2.974 2.833 2.848 Crosswalk LOS C C C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 633 633 433 700 d_b, Bicycle Delay [s] 28.02 28.02 36.82 25.35
I_b,int, Bicycle LOS Score for Intersection 2.310 2.484 1.994 2.091 Bicycle LOS B B A B
----------------Ring 4
----------------Ring 3
------------8765Ring 2
------------4321Ring 1
Sequence
EPD Solutions, Inc.30
Scenario 3: 3 Existing AM
Version 2022 (SP 0-10)
Generated with
Intersection Analysis Summary
12/21/2022Report File: C:\...\Existing PM.pdf
Scenario 4 Existing PMVistro File: C:\...\Pepper Ave Industrial - 1 Driveway.vistro V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

C30.70.460WB LeftHCM 6th
EditionSignalizedPepper Ave/Baseline Rd7
A5.00.306SB LeftHCM 6th
EditionSignalizedPepper Ave/Winchester Dr-
Terrace Rd6
A0.00.010SB ThruHCM 6th
EditionTwo-way stopPepper Ave/Truck Driveway5
A0.00.010SB ThruHCM 6th
EditionTwo-way stopPepper Ave/Auto Driveway4
A1.50.284NB ThruHCM 6th
EditionSignalizedPepper Avenue/North
Driveway3
B19.20.514SB LeftHCM 6th
EditionSignalizedPepper Ave/I-210 EB2
C24.00.519WB LeftHCM 6th
EditionSignalizedPepper Ave/I-210 WB1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID EPD Solutions, Inc.1
Scenario 4: 4 Existing PM
Version 2022 (SP 0-10)
Generated with

0.519Volume to Capacity (v/c):

CLevel Of Service:

24.0Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 1: Pepper Ave/I-210 WB
Intersection Level Of Service Report
YesYesNoNoCrosswalk
YesYesYesCurb Present

0.000.000.000.00Grade [%]

40.0030.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.00100.00Exit Pocket Length [ft] 000000000001No. of Lanes in Exit Pocket
100.00100.00750.00100.00100.00100.00100.00100.00100.00100.00100.00310.00Entry Pocket Length [ft] 001000000001No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
I-210 WBPepper AvePepper AveName
Intersection Setup
EPD Solutions, Inc.2
Scenario 4: 4 Existing PM
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
5555v_ci, Inbound Pedestrian Volume crossing mi
5555v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
62633600011827800470393Total Analysis Volume [veh/h]
1518400030690011798Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.87400.87400.87401.00001.00001.00000.87800.87801.00001.00000.93900.9390Peak Hour Factor 54529400010424400441369Total Hourly Volume [veh/h]
18000003500000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

0.000.000.002.002.002.000.000.002.002.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 72529400013924400441369Base Volume Input [veh/h]
I-210 WBPepper AvePepper AveName
Volumes
EPD Solutions, Inc.3
Scenario 4: 4 Existing PM
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.01.00.00.00.00.00.01.00.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.00.00.00.02.00.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 01000000300100Pedestrian Clearance [s]
050000050050Walk [s]

0.03.00.00.00.00.00.03.00.00.03.03.0Vehicle Extension [s] 0390000011005140Split [s]

0.01.00.00.00.00.00.01.00.00.01.01.0All red [s]

0.02.00.00.00.00.00.02.00.00.02.02.0Amber [s]
0300000030003030Maximum Green [s]
070000070077Minimum Green [s]
-----------LeadLead / Lag
Auxiliary Signal Groups
040000020061Signal Group
SplitSplitSplitPermissPermissPermissPermissPermissPermissPermissPermissProtecteControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.4
Scenario 4: 4 Existing PM
Version 2022 (SP 0-10)
Generated with

53.41297.27111.63109.2243.86335.6595th-Percentile Queue Length [ft/ln]

2.1411.894.474.371.7513.4395th-Percentile Queue Length [veh/ln]

29.67185.5762.0260.6824.37215.3250th-Percentile Queue Length [ft/ln]

1.197.422.482.430.978.6150th-Percentile Queue Length [veh/ln] NoYesYesNoNoYesCritical Lane Group
CDBBADLane Group LOS

29.3940.5716.5116.124.1840.31d, Delay for Lane Group [s/veh]

0.200.870.260.230.180.90X, volume / capacity
Lane Group Results

1.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.276.300.830.650.157.31d2, Incremental Delay [s]

1.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.500.500.500.12k, delay calibration

29.1134.2715.6715.474.0333.00d1, Uniform Delay [s]
3483857608462608439c, Capacity [veh/h]
163718101707190036181810s, saturation flow rate [veh/h]

0.040.190.120.100.130.22(v / s)_i Volume / Saturation Flow Rate

0.210.210.450.450.720.24g / C, Green / Cycle
191940406522g_i, Effective Green Time [s]

1.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 909090909090C, Cycle Length [s]
CLCCCLLane Group
Lane Group Calculations
EPD Solutions, Inc.5
Scenario 4: 4 Existing PM
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 40.31 4.18 0.00 0.00 16.23 16.51 0.00 0.00 0.00 40.57 29.39 29.39 Movement LOS D A B B D C C
d_A, Approach Delay [s/veh] 20.63 16.31 0.00 38.68
Approach LOS C B A D
d_I, Intersection Delay [s/veh] 23.99
Intersection LOS C
Intersection V/C 0.519
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 1.963 2.150 Crosswalk LOS F F A B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1067 178 0 800 d_b, Bicycle Delay [s] 9.80 37.36 45.00 16.20
I_b,int, Bicycle LOS Score for Intersection 2.272 1.915 4.132 2.256 Bicycle LOS B A D B
----------------Ring 4
----------------Ring 3
--------------6-Ring 2
-------------421Ring 1
Sequence
EPD Solutions, Inc.6
Scenario 4: 4 Existing PM
Version 2022 (SP 0-10)
Generated with

0.514Volume to Capacity (v/c):

BLevel Of Service:

19.2Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 2: Pepper Ave/I-210 EB
Intersection Level Of Service Report
YesYesNoNoCrosswalk
NoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0040.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00750.00100.00100.00310.00100.00100.00100.00Entry Pocket Length [ft] 000001001000No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
I-210 EBPepper AvePepper AveName
Intersection Setup
EPD Solutions, Inc.7
Scenario 4: 4 Existing PM
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
5555v_ci, Inbound Pedestrian Volume crossing mi
5555v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
00033242420509602626770Total Analysis Volume [veh/h]
00083160012715661690Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00000.92600.92600.92601.00000.94700.94700.86600.86601.0000Peak Hour Factor 00030742240482572275860Total Hourly Volume [veh/h]
000103000007600Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

2.002.002.000.000.000.002.000.000.000.000.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 00041042240482573035860Base Volume Input [veh/h]
I-210 EBPepper AvePepper AveName
Volumes
EPD Solutions, Inc.8
Scenario 4: 4 Existing PM
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.00.00.00.01.00.00.01.01.00.01.00.0l2, Clearance Lost Time [s]

0.00.00.00.02.00.00.02.02.00.02.00.0l1, Start-Up Lost Time [s] NoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 00001000100030Pedestrian Clearance [s]
000050050050Walk [s]

0.00.00.00.03.00.00.03.03.00.03.00.0Vehicle Extension [s] 0000400060320280Split [s]

0.00.00.00.01.00.00.01.01.00.01.00.0All red [s]

0.00.00.00.02.00.00.02.02.00.02.00.0Amber [s]
0000300030300300Maximum Green [s]
000070077070Minimum Green [s]
--------Lead---Lead / Lag
Auxiliary Signal Groups
000080025060Signal Group
PermissPermissPermissSplitSplitSplitPermissPermissProtectePermissPermissPermissControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
100Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.9
Scenario 4: 4 Existing PM
Version 2022 (SP 0-10)
Generated with
333.82221.8464.2769.33214.78207.3595th-Percentile Queue Length [ft/ln]

13.358.872.572.778.598.2995th-Percentile Queue Length [veh/ln] 213.90128.7835.7138.52123.61118.2050th-Percentile Queue Length [ft/ln]

8.565.151.431.544.944.7350th-Percentile Queue Length [veh/ln] YesNoNoYesYesNoCritical Lane Group
DDADBBLane Group LOS

46.0235.035.2250.5011.4310.77d, Delay for Lane Group [s/veh]

0.890.570.200.570.440.40X, volume / capacity
Lane Group Results

1.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.00d3, Initial Queue Delay [s]

9.041.210.184.671.341.02d2, Incremental Delay [s]

1.001.001.001.001.001.00I, Upstream Filtering Factor

0.140.110.500.110.500.50k, delay calibration

36.9833.835.0545.8310.099.75d1, Uniform Delay [s]
379424255210610621172c, Capacity [veh/h]
161818103618181017211900s, saturation flow rate [veh/h]

0.210.130.140.030.270.25(v / s)_i Volume / Saturation Flow Rate

0.230.230.710.060.620.62g / C, Green / Cycle
23237166262g_i, Effective Green Time [s]

1.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 100100100100100100C, Cycle Length [s]
CLCLCCLane Group
Lane Group Calculations
EPD Solutions, Inc.10
Scenario 4: 4 Existing PM
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 0.00 10.97 11.43 50.50 5.22 0.00 35.03 46.02 46.02 0.00 0.00 0.00 Movement LOS B B D A D D D
d_A, Approach Delay [s/veh] 11.10 10.00 41.42 0.00
Approach LOS B A D A
d_I, Intersection Delay [s/veh] 19.20
Intersection LOS B
Intersection V/C 0.514
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 690.19 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 41.41 41.41
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 2.388 1.822 Crosswalk LOS F F B A
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 500 1140 740 0 d_b, Bicycle Delay [s] 28.13 9.25 19.85 50.00
I_b,int, Bicycle LOS Score for Intersection 2.397 2.029 2.683 4.132 Bicycle LOS B B B D
----------------Ring 4
----------------Ring 3
--------------65Ring 2
------------8-2-Ring 1
Sequence
EPD Solutions, Inc.11
Scenario 4: 4 Existing PM
Version 2022 (SP 0-10)
Generated with

0.284Volume to Capacity (v/c):

ALevel Of Service:

1.5Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 3: Pepper Avenue/North Driveway
Intersection Level Of Service Report
YesYesYesYesCrosswalk
YesYesYesYesCurb Present

0.000.000.000.00Grade [%]

30.0030.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 100100101101No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
EPD Solutions, Inc.12
Scenario 4: 4 Existing PM
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
10101010v_ci, Inbound Pedestrian Volume crossing mi
10101010v_co, Outbound Pedestrian Volume crossing
10101010v_di, Inbound Pedestrian Volume crossing m
10101010v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
00000009420010270Total Analysis Volume [veh/h]
0000000235002570Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.90000.90000.90000.90000.90000.90000.90000.94700.90000.90000.86600.9000Peak Hour Factor 0000000892008890Total Hourly Volume [veh/h]
000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 0000000892008890Base Volume Input [veh/h]
Name
Volumes
EPD Solutions, Inc.13
Scenario 4: 4 Existing PM
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.01.00.00.01.00.00.01.00.00.01.00.0l2, Clearance Lost Time [s]

0.02.00.00.02.00.00.02.00.00.02.00.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0250025001400140Pedestrian Clearance [s]
050050050050Walk [s]

0.03.00.00.03.00.00.03.00.00.03.00.0Vehicle Extension [s] 0280028008200820Split [s]

0.01.00.00.01.00.00.01.00.00.01.00.0All red [s]

0.02.00.00.02.00.00.02.00.00.02.00.0Amber [s]
0300030003000300Maximum Green [s]
070070070070Minimum Green [s]
------------Lead / Lag
Auxiliary Signal Groups
040080020060Signal Group
SplitSplitSplitSplitSplitSplitSplitSplitSplitSplitSplitSplitControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
130Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.14
Scenario 4: 4 Existing PM
Version 2022 (SP 0-10)
Generated with

0.000.000.000.000.0024.440.000.0027.560.0095th-Percentile Queue Length [ft/ln]

0.000.000.000.000.000.980.000.001.100.0095th-Percentile Queue Length [veh/ln]

0.000.000.000.000.0013.580.000.0015.310.0050th-Percentile Queue Length [ft/ln]

0.000.000.000.000.000.540.000.000.610.0050th-Percentile Queue Length [veh/ln] NoNoNoNoNoNoNoNoYesNoCritical Lane Group
AAAAAAAAAALane Group LOS

0.000.000.000.000.001.470.000.001.540.00d, Delay for Lane Group [s/veh]

0.000.000.000.000.000.300.000.000.320.00X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.000.000.000.000.000.240.000.000.270.00d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.500.500.500.500.500.50k, delay calibration

0.000.000.000.000.001.230.000.001.270.00d1, Uniform Delay [s] 1161641641391424319093514243190549c, Capacity [veh/h]
161519001900144016153618108316153618604s, saturation flow rate [veh/h]

0.000.000.000.000.000.260.000.000.280.00(v / s)_i Volume / Saturation Flow Rate

0.070.070.070.070.880.880.880.880.880.88g / C, Green / Cycle 9999115115115115115115g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.002.002.002.000.000.002.000.000.002.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 130130130130130130130130130130C, Cycle Length [s]
RCCLRCLRCLLane Group
Lane Group Calculations
EPD Solutions, Inc.15
Scenario 4: 4 Existing PM
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 0.00 1.54 0.00 0.00 1.47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Movement LOS A A A A A A A A A A A A
d_A, Approach Delay [s/veh] 1.54 1.47 0.00 0.00
Approach LOS A A A A
d_I, Intersection Delay [s/veh] 1.50
Intersection LOS A
Intersection V/C 0.284
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 56.31 56.31 56.31 56.31
I_p,int, Pedestrian LOS Score for Intersection 2.952 3.024 1.959 2.150 Crosswalk LOS C C A B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1215 1215 385 385 d_b, Bicycle Delay [s] 10.00 10.00 42.40 42.40
I_b,int, Bicycle LOS Score for Intersection 2.407 2.337 1.560 1.560 Bicycle LOS B B A A
----------------Ring 4
----------------Ring 3
------------8-6-Ring 2
------------4-2-Ring 1
Sequence
EPD Solutions, Inc.16
Scenario 4: 4 Existing PM
Version 2022 (SP 0-10)
Generated with

0.010Volume to Capacity (v/c):

ALevel Of Service:

0.0Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

Two-way stopControl Type:

Intersection 4: Pepper Ave/Auto Driveway
Intersection Level Of Service Report
YesYesYesCrosswalk

0.000.000.00Grade [%]

30.0045.0045.00Speed [mph]

0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftThruLeftRightThruTurning Movement
Lane Configuration
WestboundSouthboundNorthboundApproach
Pepper AveName
Intersection Setup
1000Pedestrian Volume [ped/h]
001029001027Total Analysis Volume [veh/h]
0025700257Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.90001.00000.94701.00000.90000.8660Peak Hour Factor
0097400889Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Growth Factor

0.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 0097400889Base Volume Input [veh/h]
Pepper AveName
Volumes
EPD Solutions, Inc.17
Scenario 4: 4 Existing PM
Version 2022 (SP 0-10)
Generated with
AIntersection LOS

0.00d_I, Intersection Delay [s/veh]
BAAApproach LOS

12.220.000.00d_A, Approach Delay [s/veh]

0.000.000.000.000.000.0095th-Percentile Queue Length [ft/ln]

0.000.000.000.000.000.0095th-Percentile Queue Length [veh/ln] BAAAMovement LOS

12.220.000.000.000.000.00d_M, Delay for Movement [s/veh]

0.000.000.010.000.000.01V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
Flared Lane
StopFreeFreePriority Scheme
Intersection Settings
EPD Solutions, Inc.18
Scenario 4: 4 Existing PM
Version 2022 (SP 0-10)
Generated with

0.010Volume to Capacity (v/c):

ALevel Of Service:

0.0Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

Two-way stopControl Type:

Intersection 5: Pepper Ave/Truck Driveway
Intersection Level Of Service Report
YesNoNoCrosswalk

0.000.000.00Grade [%]

25.0045.0045.00Speed [mph]

0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000100No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftThruLeftRightThruTurning Movement
Lane Configuration
WestboundSouthboundNorthboundApproach
S Project DrivewayPepper AvePepper AveName
Intersection Setup
1000Pedestrian Volume [ped/h]
001029001027Total Analysis Volume [veh/h]
0025700257Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.90001.00000.94700.90000.90000.8660Peak Hour Factor
0097400889Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Growth Factor

0.002.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 0097400889Base Volume Input [veh/h]
S Project DrivewayPepper AvePepper AveName
Volumes
EPD Solutions, Inc.19
Scenario 4: 4 Existing PM
Version 2022 (SP 0-10)
Generated with
AIntersection LOS

0.00d_I, Intersection Delay [s/veh]
BAAApproach LOS

12.220.000.00d_A, Approach Delay [s/veh]

0.000.000.000.000.000.0095th-Percentile Queue Length [ft/ln]

0.000.000.000.000.000.0095th-Percentile Queue Length [veh/ln] BABAAMovement LOS

12.220.000.0010.360.000.00d_M, Delay for Movement [s/veh]

0.000.000.010.000.000.01V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
200Number of Storage Spaces in Median
YesTwo-Stage Gap Acceptance
000Storage Area [veh]
Flared Lane
StopFreeFreePriority Scheme
Intersection Settings
EPD Solutions, Inc.20
Scenario 4: 4 Existing PM
Version 2022 (SP 0-10)
Generated with

0.306Volume to Capacity (v/c):

ALevel Of Service:

5.0Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 6: Pepper Ave/Winchester Dr-Terrace Rd
Intersection Level Of Service Report
YesYesYesYesCrosswalk
YesYesYesYesCurb Present

0.000.000.000.00Grade [%]

25.0025.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000001001No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Terrace RdWinchester DrPepper AvePepper AveName
Intersection Setup
EPD Solutions, Inc.21
Scenario 4: 4 Existing PM
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
5555v_ci, Inbound Pedestrian Volume crossing mi
5555v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
6268269728367192825Total Analysis Volume [veh/h]
202211718209202326Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.62500.62500.62500.84100.84100.84100.95100.95100.95100.88400.88400.8840Peak Hour Factor 4147258687957182022Total Hourly Volume [veh/h]
1003002300100Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 51410258917957282022Base Volume Input [veh/h]
Terrace RdWinchester DrPepper AvePepper AveName
Volumes
EPD Solutions, Inc.22
Scenario 4: 4 Existing PM
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoMinimum Recall

0.01.00.00.01.00.00.01.01.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 01700170070070Pedestrian Clearance [s]
050050050050Walk [s]

0.03.00.00.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 025002500251202310Split [s]

0.01.00.00.01.00.00.01.01.00.01.01.0All red [s]

0.02.00.00.02.00.00.02.02.00.02.02.0Amber [s]
030003000303003030Maximum Green [s]
070070077077Minimum Green [s]
--------Lag--LeadLead / Lag
Auxiliary Signal Groups
040080025061Signal Group
PermissPermissPermissPermissPermissPermissPermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
60Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.23
Scenario 4: 4 Existing PM
Version 2022 (SP 0-10)
Generated with

8.2848.9239.1339.885.9127.4827.4916.6995th-Percentile Queue Length [ft/ln]

0.331.961.571.600.241.101.100.6795th-Percentile Queue Length [veh/ln]

4.6027.1821.7422.163.2815.2715.279.2750th-Percentile Queue Length [ft/ln]

0.181.090.870.890.130.610.610.3750th-Percentile Queue Length [veh/ln] NoYesYesNoNoNoNoYesCritical Lane Group
CCAADAACLane Group LOS

25.2726.823.743.7235.123.133.1230.76d, Delay for Lane Group [s/veh]

0.060.310.340.340.280.330.330.34X, volume / capacity
Lane Group Results

1.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.100.700.680.665.840.610.612.75d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.500.500.110.500.500.11k, delay calibration

25.1726.123.063.0629.282.512.5128.01d1, Uniform Delay [s] 24125213321372251422142273c, Capacity [veh/h]
17671597184519001810189919001810s, saturation flow rate [veh/h]

0.010.050.240.240.000.240.240.01(v / s)_i Volume / Saturation Flow Rate

0.090.090.720.720.010.750.750.04g / C, Green / Cycle
554343145452g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

2.002.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 6060606060606060C, Cycle Length [s]
CCCCLCCLLane Group
Lane Group Calculations
EPD Solutions, Inc.24
Scenario 4: 4 Existing PM
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 30.76 3.13 3.13 35.12 3.73 3.74 26.82 26.82 26.82 25.27 25.27 25.27 Movement LOS C A A D A A C C C C C C
d_A, Approach Delay [s/veh] 3.85 3.97 26.82 25.27
Approach LOS A A C C
d_I, Intersection Delay [s/veh] 4.98
Intersection LOS A
Intersection V/C 0.306
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 21.68 21.68 21.68 21.68
I_p,int, Pedestrian LOS Score for Intersection 2.819 2.979 1.783 1.708 Crosswalk LOS C C A A
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 667 733 733 733 d_b, Bicycle Delay [s] 13.33 12.03 12.03 12.03
I_b,int, Bicycle LOS Score for Intersection 2.347 2.333 1.695 1.584 Bicycle LOS B B A A
----------------Ring 4
----------------Ring 3
------------8-65Ring 2
------------4-21Ring 1
Sequence
EPD Solutions, Inc.25
Scenario 4: 4 Existing PM
Version 2022 (SP 0-10)
Generated with

0.460Volume to Capacity (v/c):

CLevel Of Service:

30.7Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 7: Pepper Ave/Baseline Rd
Intersection Level Of Service Report
YesYesYesYesCrosswalk
YesYesYesYesCurb Present

0.000.000.000.00Grade [%]

40.0040.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
100.00100.0085.00100.00100.00100.00100.00100.00100.00100.00100.0040.00Entry Pocket Length [ft] 001001001001No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Baseline RdBaseline RdPepper AvePepper AveName
Intersection Setup
EPD Solutions, Inc.26
Scenario 4: 4 Existing PM
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
5555v_ci, Inbound Pedestrian Volume crossing mi
5555v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
10339379914841639964414784663122Total Analysis Volume [veh/h] 269820231214125161372116631Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.93900.93900.93900.85700.85700.85700.88200.88200.88200.88400.88400.8840Peak Hour Factor 9736974784151408756813074586108Total Hourly Volume [veh/h] 3300260029002500Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 1303697410441514011656813099586108Base Volume Input [veh/h] Baseline RdBaseline RdPepper AvePepper AveName
Volumes
EPD Solutions, Inc.27
Scenario 4: 4 Existing PM
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoNoNoMinimum Recall

0.01.01.00.01.01.00.01.01.00.01.01.0l2, Clearance Lost Time [s]

0.02.02.00.02.02.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0170017001700170Pedestrian Clearance [s]
050050050050Walk [s]

0.03.03.00.03.03.00.03.03.00.03.03.0Vehicle Extension [s] 05241031200381203610Split [s]

0.01.01.00.01.01.00.01.01.00.01.01.0All red [s]

0.02.02.00.02.02.00.02.02.00.02.02.0Amber [s]
03030030300303003030Maximum Green [s]
077077077077Minimum Green [s]
--Lead--Lead--Lead--LeadLead / Lag
Auxiliary Signal Groups
047083025061Signal Group
PermissPermissProtectePermissPermissProtectePermissPermissProtPerPermissPermissProtPerControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
120Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.28
Scenario 4: 4 Existing PM
Version 2022 (SP 0-10)
Generated with
298.04310.54117.79315.14328.18226.08217.76225.4163.91219.72226.1847.6795th-Percentile Queue Length [ft/ln]

11.9212.424.7112.6113.139.048.719.022.568.799.051.9195th-Percentile Queue Length [veh/ln] 186.16195.8065.44199.36209.50131.90125.79131.4135.50127.22131.9826.4950th-Percentile Queue Length [ft/ln]

7.457.832.627.978.385.285.035.261.425.095.281.0650th-Percentile Queue Length [veh/ln] YesNoNoNoNoYesNoNoYesYesNoNoCritical Lane Group
EEEDDEBBABBALane Group LOS

56.4255.4265.8347.8047.5762.7614.3114.269.7314.3614.328.68d, Delay for Lane Group [s/veh]

0.850.840.750.750.750.850.350.350.260.350.350.22X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

7.326.4110.183.102.9010.050.910.871.160.910.870.29d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.110.110.500.500.500.500.500.16k, delay calibration

49.1049.0155.6544.7044.6752.7113.3913.398.5713.4513.448.39d1, Uniform Delay [s] 2813031053723931921045109755710521096558c, Capacity [veh/h] 1766190018101797190018101810190083518241900836s, saturation flow rate [veh/h]

0.140.130.040.160.160.090.200.200.180.200.200.15(v / s)_i Volume / Saturation Flow Rate

0.160.160.060.210.210.110.580.580.660.580.580.66g / C, Green / Cycle 19197252513696979696979g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.000.001.001.000.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 120120120120120120120120120120120120C, Cycle Length [s] CCLCCLCCLCCLLane Group
Lane Group Calculations
EPD Solutions, Inc.29
Scenario 4: 4 Existing PM
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 8.68 14.34 14.36 9.73 14.28 14.31 62.76 47.66 47.80 65.83 55.77 56.42 Movement LOS A B B A B B E D D E E E
d_A, Approach Delay [s/veh] 13.54 13.53 51.01 57.27
Approach LOS B B D E
d_I, Intersection Delay [s/veh] 30.72
Intersection LOS C
Intersection V/C 0.460
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 51.34 51.34 51.34 51.34
I_p,int, Pedestrian LOS Score for Intersection 2.858 2.907 2.821 2.837 Crosswalk LOS C C C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 550 583 467 817 d_b, Bicycle Delay [s] 31.54 30.10 35.27 21.00
I_b,int, Bicycle LOS Score for Intersection 2.297 2.318 2.190 2.061 Bicycle LOS B B B B
----------------Ring 4
----------------Ring 3
------------8765Ring 2
------------4321Ring 1
Sequence
EPD Solutions, Inc.30
Scenario 4: 4 Existing PM
Version 2022 (SP 0-10)
Generated with
Intersection Analysis Summary
12/21/2022Report File: C:\...\OY AM.pdf
Scenario 19 OY AMVistro File: C:\...\Pepper Ave Industrial - 1 Driveway.vistro V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

C27.60.512WB LeftHCM 6th
EditionSignalizedPepper Ave/Baseline Rd7
B11.50.528SB LeftHCM 6th
EditionSignalizedPepper Ave/Winchester Dr-
Terrace Rd6
A0.00.011SB ThruHCM 6th
EditionTwo-way stopPepper Ave/Truck Driveway5
A0.00.011SB ThruHCM 6th
EditionTwo-way stopPepper Ave/Auto Driveway4
A1.60.312SB ThruHCM 6th
EditionSignalizedPepper Avenue/North
Driveway3
B18.60.508SB LeftHCM 6th
EditionSignalizedPepper Ave/I-210 EB2
C32.10.701NB LeftHCM 6th
EditionSignalizedPepper Ave/I-210 WB1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID EPD Solutions, Inc.1
Scenario 19: 19 OY AM
Version 2022 (SP 0-10)
Generated with

0.701Volume to Capacity (v/c):

CLevel Of Service:

32.1Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 1: Pepper Ave/I-210 WB
Intersection Level Of Service Report
YesYesNoNoCrosswalk
YesYesYesCurb Present

0.000.000.000.00Grade [%]

40.0030.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.00100.00Exit Pocket Length [ft] 000000000001No. of Lanes in Exit Pocket
100.00100.00750.00100.00100.00100.00100.00100.00100.00100.00100.00310.00Entry Pocket Length [ft] 001000000001No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
I-210 WBPepper AvePepper AveName
Intersection Setup
EPD Solutions, Inc.2
Scenario 19: 19 OY AM
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
5555v_ci, Inbound Pedestrian Volume crossing mi
5555v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
71750000022431700297469Total Analysis Volume [veh/h]
18212500056790074117Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.86200.86200.86201.00001.00001.00000.81800.81801.00001.00000.94200.9420Peak Hour Factor 61643100018325900280442Total Hourly Volume [veh/h]
21000006100000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.04001.04001.04001.00001.00001.00001.04001.04001.00001.00001.04001.0400Growth Factor

0.000.000.002.002.002.000.000.002.002.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 79641400023524900269425Base Volume Input [veh/h]
I-210 WBPepper AvePepper AveName
Volumes
EPD Solutions, Inc.3
Scenario 19: 19 OY AM
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.01.00.00.00.00.00.01.00.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.00.00.00.02.00.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 01000000300100Pedestrian Clearance [s]
050000050050Walk [s]

0.03.00.00.00.00.00.03.00.00.03.03.0Vehicle Extension [s] 0400000011005039Split [s]

0.01.00.00.00.00.00.01.00.00.01.01.0All red [s]

0.02.00.00.00.00.00.02.00.00.02.02.0Amber [s]
0300000030003030Maximum Green [s]
070000070077Minimum Green [s]
-----------LeadLead / Lag
Auxiliary Signal Groups
040000020061Signal Group
SplitSplitSplitPermissPermissPermissPermissPermissPermissPermissPermissProtecteControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.4
Scenario 19: 19 OY AM
Version 2022 (SP 0-10)
Generated with

52.90429.41214.98206.2242.87403.7895th-Percentile Queue Length [ft/ln]

2.1217.188.608.251.7116.1595th-Percentile Queue Length [veh/ln]

29.39289.81123.76117.3823.81269.2350th-Percentile Queue Length [ft/ln]

1.1811.594.954.700.9510.7750th-Percentile Queue Length [veh/ln] NoYesYesNoNoYesCritical Lane Group
CDCCADLane Group LOS

23.1442.4029.2627.216.8042.97d, Delay for Lane Group [s/veh]

0.160.910.530.450.130.91X, volume / capacity
Lane Group Results

1.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.1512.143.852.490.1211.83d2, Incremental Delay [s]

1.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.230.500.500.500.21k, delay calibration

22.9930.2625.4124.726.6831.14d1, Uniform Delay [s]
4955475135962282514c, Capacity [veh/h]
163718101635190036181810s, saturation flow rate [veh/h]

0.050.280.170.140.080.26(v / s)_i Volume / Saturation Flow Rate

0.300.300.310.310.630.28g / C, Green / Cycle
272728285726g_i, Effective Green Time [s]

1.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 909090909090C, Cycle Length [s]
CLCCCLLane Group
Lane Group Calculations
EPD Solutions, Inc.5
Scenario 19: 19 OY AM
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 42.97 6.80 0.00 0.00 27.51 29.26 0.00 0.00 0.00 42.40 23.14 23.14 Movement LOS D A C C D C C
d_A, Approach Delay [s/veh] 28.94 28.24 0.00 39.80
Approach LOS C C A D
d_I, Intersection Delay [s/veh] 32.07
Intersection LOS C
Intersection V/C 0.701
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 2.167 2.231 Crosswalk LOS F F B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1044 178 0 822 d_b, Bicycle Delay [s] 10.27 37.36 45.00 15.61
I_b,int, Bicycle LOS Score for Intersection 2.192 2.056 4.132 2.548 Bicycle LOS B B D B
----------------Ring 4
----------------Ring 3
--------------6-Ring 2
-------------421Ring 1
Sequence
EPD Solutions, Inc.6
Scenario 19: 19 OY AM
Version 2022 (SP 0-10)
Generated with

0.508Volume to Capacity (v/c):

BLevel Of Service:

18.6Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 2: Pepper Ave/I-210 EB
Intersection Level Of Service Report
YesYesNoNoCrosswalk
NoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0040.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00750.00100.00100.00310.00100.00100.00100.00Entry Pocket Length [ft] 000001001000No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
I-210 EBPepper AvePepper AveName
Intersection Setup
EPD Solutions, Inc.7
Scenario 19: 19 OY AM
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
5555v_ci, Inbound Pedestrian Volume crossing mi
5555v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
00034601520657762236490Total Analysis Volume [veh/h]
00086038016419561620Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00000.91700.91700.91701.00000.89800.89800.90500.90501.0000Peak Hour Factor 00031701390590682025870Total Hourly Volume [veh/h]
000106000006800Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.04001.04001.04001.00001.04001.04001.04001.04001.0000Growth Factor

2.002.002.000.000.000.002.000.000.000.000.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 00040701340567652605640Base Volume Input [veh/h]
I-210 EBPepper AvePepper AveName
Volumes
EPD Solutions, Inc.8
Scenario 19: 19 OY AM
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.00.00.00.01.00.00.01.01.00.01.00.0l2, Clearance Lost Time [s]

0.00.00.00.02.00.00.02.02.00.02.00.0l1, Start-Up Lost Time [s] NoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 00001000100030Pedestrian Clearance [s]
000050050050Walk [s]

0.00.00.00.03.00.00.03.03.00.03.00.0Vehicle Extension [s] 0000380062330290Split [s]

0.00.00.00.01.00.00.01.01.00.01.00.0All red [s]

0.00.00.00.02.00.00.02.02.00.02.00.0Amber [s]
0000300030300300Maximum Green [s]
000070077070Minimum Green [s]
--------Lead---Lead / Lag
Auxiliary Signal Groups
000080025060Signal Group
PermissPermissPermissSplitSplitSplitPermissPermissProtectePermissPermissPermissControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
100Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.9
Scenario 19: 19 OY AM
Version 2022 (SP 0-10)
Generated with
351.55135.6289.4189.41203.02197.1695th-Percentile Queue Length [ft/ln]

14.065.423.583.588.127.8995th-Percentile Queue Length [veh/ln] 227.7975.3449.6749.67115.06110.8350th-Percentile Queue Length [ft/ln]

9.113.011.991.994.604.4350th-Percentile Queue Length [veh/ln] YesNoNoYesYesNoCritical Lane Group
DCADBBLane Group LOS

48.7232.125.7052.1811.4710.92d, Delay for Lane Group [s/veh]

0.900.350.260.660.410.38X, volume / capacity
Lane Group Results

1.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.00d3, Initial Queue Delay [s]

11.850.490.256.391.200.94d2, Incremental Delay [s]

1.001.001.001.001.001.00I, Upstream Filtering Factor

0.180.110.500.110.500.50k, delay calibration

36.8731.635.4545.7910.279.98d1, Uniform Delay [s]
386432253711510541155c, Capacity [veh/h]
161518103618181017351900s, saturation flow rate [veh/h]

0.210.080.180.040.250.23(v / s)_i Volume / Saturation Flow Rate

0.240.240.700.060.610.61g / C, Green / Cycle
24247066161g_i, Effective Green Time [s]

1.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 100100100100100100C, Cycle Length [s]
CLCLCCLane Group
Lane Group Calculations
EPD Solutions, Inc.10
Scenario 19: 19 OY AM
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 0.00 11.10 11.47 52.18 5.70 0.00 32.12 48.72 48.72 0.00 0.00 0.00 Movement LOS B B D A C D D
d_A, Approach Delay [s/veh] 11.19 10.52 43.66 0.00
Approach LOS B B D A
d_I, Intersection Delay [s/veh] 18.65
Intersection LOS B
Intersection V/C 0.508
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 690.19 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 41.41 41.41
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 2.359 1.788 Crosswalk LOS F F B A
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 520 1180 700 0 d_b, Bicycle Delay [s] 27.38 8.41 21.13 50.00
I_b,int, Bicycle LOS Score for Intersection 2.335 2.164 2.556 4.132 Bicycle LOS B B B D
----------------Ring 4
----------------Ring 3
--------------65Ring 2
------------8-2-Ring 1
Sequence
EPD Solutions, Inc.11
Scenario 19: 19 OY AM
Version 2022 (SP 0-10)
Generated with

0.312Volume to Capacity (v/c):

ALevel Of Service:

1.6Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 3: Pepper Avenue/North Driveway
Intersection Level Of Service Report
YesYesYesYesCrosswalk
YesYesYesYesCurb Present

0.000.000.000.00Grade [%]

30.0030.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 100100101101No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
EPD Solutions, Inc.12
Scenario 19: 19 OY AM
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
10101010v_ci, Inbound Pedestrian Volume crossing mi
10101010v_co, Outbound Pedestrian Volume crossing
10101010v_di, Inbound Pedestrian Volume crossing m
10101010v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
00000001128009470Total Analysis Volume [veh/h]
0000000282002370Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.90000.90000.90000.90000.90000.90000.90000.89800.90000.90000.90500.9000Peak Hour Factor 00000001013008570Total Hourly Volume [veh/h]
000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.04001.00001.00001.04001.0000Growth Factor

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 0000000974008240Base Volume Input [veh/h]
Name
Volumes
EPD Solutions, Inc.13
Scenario 19: 19 OY AM
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.01.00.00.01.00.00.01.00.00.01.00.0l2, Clearance Lost Time [s]

0.02.00.00.02.00.00.02.00.00.02.00.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0250025001400140Pedestrian Clearance [s]
050050050050Walk [s]

0.03.00.00.03.00.00.03.00.00.03.00.0Vehicle Extension [s] 0280028008200690Split [s]

0.01.00.00.01.00.00.01.00.00.01.00.0All red [s]

0.02.00.00.02.00.00.02.00.00.02.00.0Amber [s]
0300030003000300Maximum Green [s]
070070070070Minimum Green [s]
------------Lead / Lag
Auxiliary Signal Groups
040080020060Signal Group
SplitSplitSplitSplitSplitSplitSplitSplitSplitSplitSplitSplitControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
130Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.14
Scenario 19: 19 OY AM
Version 2022 (SP 0-10)
Generated with

0.000.000.000.000.0031.540.000.0024.620.0095th-Percentile Queue Length [ft/ln]

0.000.000.000.000.001.260.000.000.980.0095th-Percentile Queue Length [veh/ln]

0.000.000.000.000.0017.520.000.0013.680.0050th-Percentile Queue Length [ft/ln]

0.000.000.000.000.000.700.000.000.550.0050th-Percentile Queue Length [veh/ln] NoNoNoNoNoYesNoNoNoNoCritical Lane Group
AAAAAAAAAALane Group LOS

0.000.000.000.000.001.630.000.001.470.00d, Delay for Lane Group [s/veh]

0.000.000.000.000.000.350.000.000.300.00X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.000.000.000.000.000.310.000.000.240.00d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.500.500.500.500.500.50k, delay calibration

0.000.000.000.000.001.320.000.001.230.00d1, Uniform Delay [s] 11616416413914243190100814243190463c, Capacity [veh/h]
161519001900144016153618116816153618507s, saturation flow rate [veh/h]

0.000.000.000.000.000.310.000.000.260.00(v / s)_i Volume / Saturation Flow Rate

0.070.070.070.070.880.880.880.880.880.88g / C, Green / Cycle 9999115115115115115115g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.002.002.002.000.000.002.000.000.002.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 130130130130130130130130130130C, Cycle Length [s]
RCCLRCLRCLLane Group
Lane Group Calculations
EPD Solutions, Inc.15
Scenario 19: 19 OY AM
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 0.00 1.47 0.00 0.00 1.63 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Movement LOS A A A A A A A A A A A A
d_A, Approach Delay [s/veh] 1.47 1.63 0.00 0.00
Approach LOS A A A A
d_I, Intersection Delay [s/veh] 1.56
Intersection LOS A
Intersection V/C 0.312
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 56.31 56.31 56.31 56.31
I_p,int, Pedestrian LOS Score for Intersection 2.978 3.046 1.959 2.150 Crosswalk LOS C C A B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1015 1215 385 385 d_b, Bicycle Delay [s] 15.75 10.00 42.40 42.40
I_b,int, Bicycle LOS Score for Intersection 2.341 2.490 1.560 1.560 Bicycle LOS B B A A
----------------Ring 4
----------------Ring 3
------------8-6-Ring 2
------------4-2-Ring 1
Sequence
EPD Solutions, Inc.16
Scenario 19: 19 OY AM
Version 2022 (SP 0-10)
Generated with

0.011Volume to Capacity (v/c):

ALevel Of Service:

0.0Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

Two-way stopControl Type:

Intersection 4: Pepper Ave/Auto Driveway
Intersection Level Of Service Report
YesYesYesCrosswalk

0.000.000.00Grade [%]

30.0045.0045.00Speed [mph]

0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftThruLeftRightThruTurning Movement
Lane Configuration
WestboundSouthboundNorthboundApproach
Pepper AveName
Intersection Setup
1000Pedestrian Volume [ped/h]
00112800947Total Analysis Volume [veh/h]
0028200237Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.90001.00000.89801.00000.90000.9050Peak Hour Factor
00101300857Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]

1.00001.00001.04001.00001.00001.0400Growth Factor

0.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 0097400824Base Volume Input [veh/h]
Pepper AveName
Volumes
EPD Solutions, Inc.17
Scenario 19: 19 OY AM
Version 2022 (SP 0-10)
Generated with
AIntersection LOS

0.00d_I, Intersection Delay [s/veh]
BAAApproach LOS

11.800.000.00d_A, Approach Delay [s/veh]

0.000.000.000.000.000.0095th-Percentile Queue Length [ft/ln]

0.000.000.000.000.000.0095th-Percentile Queue Length [veh/ln] BAAAMovement LOS

11.800.000.000.000.000.00d_M, Delay for Movement [s/veh]

0.000.000.010.000.000.01V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
Flared Lane
StopFreeFreePriority Scheme
Intersection Settings
EPD Solutions, Inc.18
Scenario 19: 19 OY AM
Version 2022 (SP 0-10)
Generated with

0.011Volume to Capacity (v/c):

ALevel Of Service:

0.0Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

Two-way stopControl Type:

Intersection 5: Pepper Ave/Truck Driveway
Intersection Level Of Service Report
YesNoNoCrosswalk

0.000.000.00Grade [%]

25.0045.0045.00Speed [mph]

0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000100No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftThruLeftRightThruTurning Movement
Lane Configuration
WestboundSouthboundNorthboundApproach
S Project DrivewayPepper AvePepper AveName
Intersection Setup
1000Pedestrian Volume [ped/h]
00112800947Total Analysis Volume [veh/h]
0028200237Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.90001.00000.89800.90000.90000.9050Peak Hour Factor
00101300857Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]

1.00001.00001.04001.00001.00001.0400Growth Factor

0.002.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 0097400824Base Volume Input [veh/h]
S Project DrivewayPepper AvePepper AveName
Volumes
EPD Solutions, Inc.19
Scenario 19: 19 OY AM
Version 2022 (SP 0-10)
Generated with
AIntersection LOS

0.00d_I, Intersection Delay [s/veh]
BAAApproach LOS

11.800.000.00d_A, Approach Delay [s/veh]

0.000.000.000.000.000.0095th-Percentile Queue Length [ft/ln]

0.000.000.000.000.000.0095th-Percentile Queue Length [veh/ln] BABAAMovement LOS

11.800.000.0010.000.000.00d_M, Delay for Movement [s/veh]

0.000.000.010.000.000.01V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
200Number of Storage Spaces in Median
YesTwo-Stage Gap Acceptance
000Storage Area [veh]
Flared Lane
StopFreeFreePriority Scheme
Intersection Settings
EPD Solutions, Inc.20
Scenario 19: 19 OY AM
Version 2022 (SP 0-10)
Generated with

0.528Volume to Capacity (v/c):

BLevel Of Service:

11.5Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 6: Pepper Ave/Winchester Dr-Terrace Rd
Intersection Level Of Service Report
YesYesYesYesCrosswalk
YesYesYesYesCurb Present

0.000.000.000.00Grade [%]

25.0025.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000001001No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Terrace RdWinchester DrPepper AvePepper AveName
Intersection Setup
EPD Solutions, Inc.21
Scenario 19: 19 OY AM
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
5555v_ci, Inbound Pedestrian Volume crossing mi
5555v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
11213106414263104580890132Total Analysis Volume [veh/h] 30327135162612022333Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.63300.63300.63300.56500.56500.56500.90500.90500.90500.84700.84700.8470Peak Hour Factor 718602805794670754112Total Hourly Volume [veh/h]
30020001900000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.04001.00001.00001.04001.0000Growth Factor

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 1018802807691070725112Base Volume Input [veh/h]
Terrace RdWinchester DrPepper AvePepper AveName
Volumes
EPD Solutions, Inc.22
Scenario 19: 19 OY AM
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoMinimum Recall

0.01.00.00.01.00.00.01.01.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 01700170070070Pedestrian Clearance [s]
050050050050Walk [s]

0.03.00.00.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 025002500161002519Split [s]

0.01.00.00.01.00.00.01.01.00.01.01.0All red [s]

0.02.00.00.02.00.00.02.02.00.02.02.0Amber [s]
030003000303003030Maximum Green [s]
070070077077Minimum Green [s]
--------Lag--LeadLead / Lag
Auxiliary Signal Groups
040080025061Signal Group
PermissPermissPermissPermissPermissPermissPermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
60Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.23
Scenario 19: 19 OY AM
Version 2022 (SP 0-10)
Generated with

13.19153.69160.94163.456.5875.0575.0583.5195th-Percentile Queue Length [ft/ln]

0.536.156.446.540.263.003.003.3495th-Percentile Queue Length [veh/ln]

7.3385.3889.4190.813.6541.7041.7046.3950th-Percentile Queue Length [ft/ln]

0.293.423.583.630.151.671.671.8650th-Percentile Queue Length [veh/ln] NoYesYesNoNoNoNoYesCritical Lane Group
BCBBCAACLane Group LOS

19.9224.7510.5110.4634.775.865.8630.43d, Delay for Lane Group [s/veh]

0.070.630.530.530.290.360.360.69X, volume / capacity
Lane Group Results

1.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.071.691.991.945.560.840.844.51d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.500.500.110.500.500.11k, delay calibration

19.8523.068.528.5229.215.025.0225.92d1, Uniform Delay [s] 386397102710502812201220190c, Capacity [veh/h]
15371573186019001810190019001810s, saturation flow rate [veh/h]

0.020.160.290.290.000.230.230.07(v / s)_i Volume / Saturation Flow Rate

0.190.190.550.550.010.640.640.10g / C, Green / Cycle
11113333139396g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

2.002.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 6060606060606060C, Cycle Length [s]
CCCCLCCLLane Group
Lane Group Calculations
EPD Solutions, Inc.24
Scenario 19: 19 OY AM
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 30.43 5.86 5.86 34.77 10.48 10.51 24.75 24.75 24.75 19.92 19.92 19.92 Movement LOS C A A C B B C C C B B B
d_A, Approach Delay [s/veh] 9.04 10.66 24.75 19.92
Approach LOS A B C B
d_I, Intersection Delay [s/veh] 11.54
Intersection LOS B
Intersection V/C 0.528
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 21.68 21.68 21.68 21.68
I_p,int, Pedestrian LOS Score for Intersection 2.944 3.147 1.922 1.716 Crosswalk LOS C C A A
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 733 433 733 733 d_b, Bicycle Delay [s] 12.03 18.41 12.03 12.03
I_b,int, Bicycle LOS Score for Intersection 2.403 2.496 2.008 1.607 Bicycle LOS B B B A
----------------Ring 4
----------------Ring 3
------------8-65Ring 2
------------4-21Ring 1
Sequence
EPD Solutions, Inc.25
Scenario 19: 19 OY AM
Version 2022 (SP 0-10)
Generated with

0.512Volume to Capacity (v/c):

CLevel Of Service:

27.6Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 7: Pepper Ave/Baseline Rd
Intersection Level Of Service Report
YesYesYesYesCrosswalk
YesYesYesYesCurb Present

0.000.000.000.00Grade [%]

40.0040.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
100.00100.0085.00100.00100.00100.00100.00100.00100.00100.00100.0040.00Entry Pocket Length [ft] 001001001001No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Baseline RdBaseline RdPepper AvePepper AveName
Intersection Setup
EPD Solutions, Inc.26
Scenario 19: 19 OY AM
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
5555v_ci, Inbound Pedestrian Volume crossing mi
5555v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
1733667811727911710684118849690191Total Analysis Volume [veh/h] 43911929702927210471217248Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.92700.92700.92700.88200.88200.88200.85800.85800.85800.87000.87000.8700Peak Hour Factor 160339721032461039172216143600166Total Hourly Volume [veh/h] 5400350030001500Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.04001.04001.04001.04001.04001.04001.04001.04001.04001.04001.04001.0400Growth Factor

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 206326691332379911669415556577160Base Volume Input [veh/h] Baseline RdBaseline RdPepper AvePepper AveName
Volumes
EPD Solutions, Inc.27
Scenario 19: 19 OY AM
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoNoNoMinimum Recall

0.01.01.00.01.01.00.01.01.00.01.01.0l2, Clearance Lost Time [s]

0.02.02.00.02.02.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0170017001700170Pedestrian Clearance [s]
050050050050Walk [s]

0.03.03.00.03.03.00.03.03.00.03.03.0Vehicle Extension [s] 05240025130441004511Split [s]

0.01.01.00.01.01.00.01.01.00.01.01.0All red [s]

0.02.02.00.02.02.00.02.02.00.02.02.0Amber [s]
03030030300303003030Maximum Green [s]
077077077077Minimum Green [s]
--Lead--Lead--Lead--LeadLead / Lag
Auxiliary Signal Groups
047083025061Signal Group
PermissPermissProtectePermissPermissProtectePermissPermissProtPerPermissPermissProtPerControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
120Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.28
Scenario 19: 19 OY AM
Version 2022 (SP 0-10)
Generated with
313.27335.39116.45221.80235.39173.62273.74281.6580.48212.01215.7085.3195th-Percentile Queue Length [ft/ln]

12.5313.424.668.879.426.9410.9511.273.228.488.633.4195th-Percentile Queue Length [veh/ln] 197.91215.1264.70128.76138.7996.46167.59173.6144.71121.59124.2847.3950th-Percentile Queue Length [ft/ln]

7.928.602.595.155.553.866.706.941.794.864.971.9050th-Percentile Queue Length [veh/ln] YesNoNoNoNoYesYesNoNoNoNoYesCritical Lane Group
EDEDDEBBABBBLane Group LOS

55.6354.2365.9745.1444.8165.4114.9314.869.6813.4813.4611.59d, Delay for Lane Group [s/veh]

0.860.850.750.570.550.820.430.430.330.330.330.39X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

7.486.2010.271.501.2910.981.271.221.520.830.812.39d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.110.110.500.500.500.500.500.50k, delay calibration

48.1548.0355.7043.6443.5254.4413.6613.658.1612.6612.659.20d1, Uniform Delay [s] 2963321043363721431073111757410911118485c, Capacity [veh/h] 1698190018101714190018101824190083818551900722s, saturation flow rate [veh/h]

0.150.150.040.110.110.060.250.250.220.200.200.26(v / s)_i Volume / Saturation Flow Rate

0.170.170.060.200.200.080.590.590.670.590.590.67g / C, Green / Cycle 2121724249717181717181g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.000.001.001.000.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 120120120120120120120120120120120120C, Cycle Length [s] CCLCCLCCLCCLLane Group
Lane Group Calculations
EPD Solutions, Inc.29
Scenario 19: 19 OY AM
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 11.59 13.47 13.48 9.68 14.89 14.93 65.41 44.89 45.14 65.97 54.55 55.63 Movement LOS B B B A B B E D D E D E
d_A, Approach Delay [s/veh] 13.08 14.03 49.63 56.30
Approach LOS B B D E
d_I, Intersection Delay [s/veh] 27.63
Intersection LOS C
Intersection V/C 0.512
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 51.34 51.34 51.34 51.34
I_p,int, Pedestrian LOS Score for Intersection 2.926 3.001 2.852 2.866 Crosswalk LOS C C C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 700 683 367 817 d_b, Bicycle Delay [s] 25.35 26.00 40.02 21.00
I_b,int, Bicycle LOS Score for Intersection 2.339 2.521 2.012 2.113 Bicycle LOS B B B B
----------------Ring 4
----------------Ring 3
------------8765Ring 2
------------4321Ring 1
Sequence
EPD Solutions, Inc.30
Scenario 19: 19 OY AM
Version 2022 (SP 0-10)
Generated with
Intersection Analysis Summary
12/21/2022Report File: C:\...\OY PM.pdf
Scenario 20 OY PMVistro File: C:\...\Pepper Ave Industrial - 1 Driveway.vistro V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

C31.00.479WB LeftHCM 6th
EditionSignalizedPepper Ave/Baseline Rd7
A5.00.315SB LeftHCM 6th
EditionSignalizedPepper Ave/Winchester Dr-
Terrace Rd6
A0.00.011SB ThruHCM 6th
EditionTwo-way stopPepper Ave/Truck Driveway5
A0.00.011SB ThruHCM 6th
EditionTwo-way stopPepper Ave/Auto Driveway4
D36.40.566NB ThruHCM 6th
EditionSignalizedPepper Avenue/North
Driveway3
C21.10.533SB LeftHCM 6th
EditionSignalizedPepper Ave/I-210 EB2
C24.20.541WB LeftHCM 6th
EditionSignalizedPepper Ave/I-210 WB1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID EPD Solutions, Inc.1
Scenario 20: 20 OY PM
Version 2022 (SP 0-10)
Generated with

0.541Volume to Capacity (v/c):

CLevel Of Service:

24.2Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 1: Pepper Ave/I-210 WB
Intersection Level Of Service Report
YesYesNoNoCrosswalk
YesYesYesCurb Present

0.000.000.000.00Grade [%]

40.0030.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.00100.00Exit Pocket Length [ft] 000000000001No. of Lanes in Exit Pocket
100.00100.00750.00100.00100.00100.00100.00100.00100.00100.00100.00310.00Entry Pocket Length [ft] 001000000001No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
I-210 WBPepper AvePepper AveName
Intersection Setup
EPD Solutions, Inc.2
Scenario 20: 20 OY PM
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
5555v_ci, Inbound Pedestrian Volume crossing mi
5555v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
64635000012428900489409Total Analysis Volume [veh/h]
16188000317200122102Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.87400.87400.87401.00001.00001.00000.87800.87801.00001.00000.93900.9390Peak Hour Factor 56530600010925400459384Total Hourly Volume [veh/h]
19000003600000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.04001.04001.04001.00001.00001.00001.04001.04001.00001.00001.04001.0400Growth Factor

0.000.000.002.002.002.000.000.002.002.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 72529400013924400441369Base Volume Input [veh/h]
I-210 WBPepper AvePepper AveName
Volumes
EPD Solutions, Inc.3
Scenario 20: 20 OY PM
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.01.00.00.00.00.00.01.00.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.00.00.00.02.00.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 01000000300100Pedestrian Clearance [s]
050000050050Walk [s]

0.03.00.00.00.00.00.03.00.00.03.03.0Vehicle Extension [s] 0380000011005241Split [s]

0.01.00.00.00.00.00.01.00.00.01.01.0All red [s]

0.02.00.00.00.00.00.02.00.00.02.02.0Amber [s]
0300000030003030Maximum Green [s]
070000070077Minimum Green [s]
-----------LeadLead / Lag
Auxiliary Signal Groups
040000020061Signal Group
SplitSplitSplitPermissPermissPermissPermissPermissPermissPermissPermissProtecteControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.4
Scenario 20: 20 OY PM
Version 2022 (SP 0-10)
Generated with

54.38306.84122.02119.2348.38347.0195th-Percentile Queue Length [ft/ln]

2.1812.274.884.771.9413.8895th-Percentile Queue Length [veh/ln]

30.21192.9467.7966.2426.88224.2250th-Percentile Queue Length [ft/ln]

1.217.722.712.651.088.9750th-Percentile Queue Length [veh/ln] NoYesYesNoNoYesCritical Lane Group
CDBBADLane Group LOS

28.8640.2817.6817.234.4440.18d, Delay for Lane Group [s/veh]

0.190.880.280.250.190.90X, volume / capacity
Lane Group Results

1.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.266.340.970.750.167.58d2, Incremental Delay [s]

1.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.500.500.500.12k, delay calibration

28.5933.9316.7216.484.2832.59d1, Uniform Delay [s]
3603987318142580455c, Capacity [veh/h]
163618101705190036181810s, saturation flow rate [veh/h]

0.040.190.120.110.140.23(v / s)_i Volume / Saturation Flow Rate

0.220.220.430.430.710.25g / C, Green / Cycle
202039396423g_i, Effective Green Time [s]

1.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 909090909090C, Cycle Length [s]
CLCCCLLane Group
Lane Group Calculations
EPD Solutions, Inc.5
Scenario 20: 20 OY PM
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 40.18 4.44 0.00 0.00 17.36 17.68 0.00 0.00 0.00 40.28 28.86 28.86 Movement LOS D A B B D C C
d_A, Approach Delay [s/veh] 20.72 17.46 0.00 38.37
Approach LOS C B A D
d_I, Intersection Delay [s/veh] 24.22
Intersection LOS C
Intersection V/C 0.541
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 1.986 2.159 Crosswalk LOS F F A B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1089 178 0 778 d_b, Bicycle Delay [s] 9.34 37.36 45.00 16.81
I_b,int, Bicycle LOS Score for Intersection 2.300 1.930 4.132 2.284 Bicycle LOS B A D B
----------------Ring 4
----------------Ring 3
--------------6-Ring 2
-------------421Ring 1
Sequence
EPD Solutions, Inc.6
Scenario 20: 20 OY PM
Version 2022 (SP 0-10)
Generated with

0.533Volume to Capacity (v/c):

CLevel Of Service:

21.1Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 2: Pepper Ave/I-210 EB
Intersection Level Of Service Report
YesYesNoNoCrosswalk
NoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0040.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00750.00100.00100.00310.00100.00100.00100.00Entry Pocket Length [ft] 000001001000No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
I-210 EBPepper AvePepper AveName
Intersection Setup
EPD Solutions, Inc.7
Scenario 20: 20 OY PM
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
5555v_ci, Inbound Pedestrian Volume crossing mi
5555v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
00034442520529622737030Total Analysis Volume [veh/h]
00086163013216681760Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00000.92600.92600.92601.00000.94700.94700.86600.86601.0000Peak Hour Factor 00031942330501592366090Total Hourly Volume [veh/h]
000107000007900Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.04001.04001.04001.00001.04001.04001.04001.04001.0000Growth Factor

2.002.002.000.000.000.002.000.000.000.000.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 00041042240482573035860Base Volume Input [veh/h]
I-210 EBPepper AvePepper AveName
Volumes
EPD Solutions, Inc.8
Scenario 20: 20 OY PM
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.00.00.00.02.00.00.02.02.00.02.00.0l2, Clearance Lost Time [s]

0.00.00.00.02.00.00.02.02.00.02.00.0l1, Start-Up Lost Time [s] NoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 00001000100030Pedestrian Clearance [s]
000050050050Walk [s]

0.00.00.00.03.00.00.03.03.00.03.00.0Vehicle Extension [s] 0000360064340300Split [s]

0.00.00.00.02.00.00.02.02.00.02.00.0All red [s]

0.00.00.00.02.00.00.02.02.00.02.00.0Amber [s]
0000300030300300Maximum Green [s]
000070077070Minimum Green [s]
--------Lead---Lead / Lag
Auxiliary Signal Groups
000080025060Signal Group
PermissPermissPermissSplitSplitSplitPermissPermissProtectePermissPermissPermissControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
100Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.9
Scenario 20: 20 OY PM
Version 2022 (SP 0-10)
Generated with
357.36228.5777.3971.73249.39240.0895th-Percentile Queue Length [ft/ln]

14.299.143.102.879.989.6095th-Percentile Queue Length [veh/ln] 232.36133.7443.0039.85149.22142.2750th-Percentile Queue Length [ft/ln]

9.295.351.721.595.975.6950th-Percentile Queue Length [veh/ln] YesNoNoYesYesNoCritical Lane Group
DCADBBLane Group LOS

49.8934.756.2150.6214.0013.14d, Delay for Lane Group [s/veh]

0.900.580.220.580.490.44X, volume / capacity
Lane Group Results

1.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.00d3, Initial Queue Delay [s]

13.121.230.204.811.711.29d2, Incremental Delay [s]

1.001.001.001.001.001.00I, Upstream Filtering Factor

0.210.110.500.110.500.50k, delay calibration

36.7733.536.0145.8112.2911.85d1, Uniform Delay [s]
38943524591079981103c, Capacity [veh/h]
161818103618181017201900s, saturation flow rate [veh/h]

0.220.140.150.030.280.26(v / s)_i Volume / Saturation Flow Rate

0.240.240.680.060.580.58g / C, Green / Cycle
24246865858g_i, Effective Green Time [s]

2.002.002.002.002.002.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

4.004.004.004.004.004.00L, Total Lost Time per Cycle [s] 100100100100100100C, Cycle Length [s]
CLCLCCLane Group
Lane Group Calculations
EPD Solutions, Inc.10
Scenario 20: 20 OY PM
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 0.00 13.40 14.00 50.62 6.21 0.00 34.75 49.89 49.89 0.00 0.00 0.00 Movement LOS B B D A C D D
d_A, Approach Delay [s/veh] 13.57 10.87 43.53 0.00
Approach LOS B B D A
d_I, Intersection Delay [s/veh] 21.13
Intersection LOS C
Intersection V/C 0.533
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 690.19 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 41.41 41.41
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 2.405 1.838 Crosswalk LOS F F B A
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 520 1200 640 0 d_b, Bicycle Delay [s] 27.38 8.00 23.12 50.00
I_b,int, Bicycle LOS Score for Intersection 2.430 2.047 2.726 4.132 Bicycle LOS B B B D
----------------Ring 4
----------------Ring 3
--------------65Ring 2
------------8-2-Ring 1
Sequence
EPD Solutions, Inc.11
Scenario 20: 20 OY PM
Version 2022 (SP 0-10)
Generated with

0.566Volume to Capacity (v/c):

DLevel Of Service:

36.4Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 3: Pepper Avenue/North Driveway
Intersection Level Of Service Report
YesYesYesYesCrosswalk
YesYesYesYesCurb Present

0.000.000.000.00Grade [%]

30.0030.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 100100101101No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
EPD Solutions, Inc.12
Scenario 20: 20 OY PM
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
10101010v_ci, Inbound Pedestrian Volume crossing mi
10101010v_co, Outbound Pedestrian Volume crossing
10101010v_di, Inbound Pedestrian Volume crossing m
10101010v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
00000009800010680Total Analysis Volume [veh/h]
0000000245002670Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.90000.90000.90000.90000.90000.90000.90000.94700.90000.90000.86600.9000Peak Hour Factor 0000000928009250Total Hourly Volume [veh/h]
000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.04001.00001.00001.04001.0000Growth Factor

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 0000000892008890Base Volume Input [veh/h]
Name
Volumes
EPD Solutions, Inc.13
Scenario 20: 20 OY PM
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.01.00.00.01.00.00.01.00.00.01.00.0l2, Clearance Lost Time [s]

0.02.00.00.02.00.00.02.00.00.02.00.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0250025001400140Pedestrian Clearance [s]
050050050050Walk [s]

0.03.00.00.03.00.00.03.00.00.03.00.0Vehicle Extension [s] 0310031003600220Split [s]

0.01.00.00.01.00.00.01.00.00.01.00.0All red [s]

0.02.00.00.02.00.00.02.00.00.02.00.0Amber [s]
0300030003000300Maximum Green [s]
070070070070Minimum Green [s]
------------Lead / Lag
Auxiliary Signal Groups
040080020060Signal Group
SplitSplitSplitSplitSplitSplitSplitSplitSplitSplitSplitSplitControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
120Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.14
Scenario 20: 20 OY PM
Version 2022 (SP 0-10)
Generated with

0.000.000.000.000.00447.070.000.00499.810.0095th-Percentile Queue Length [ft/ln]

0.000.000.000.000.0017.880.000.0019.990.0095th-Percentile Queue Length [veh/ln]

0.000.000.000.000.00304.080.000.00347.050.0050th-Percentile Queue Length [ft/ln]

0.000.000.000.000.0012.160.000.0013.880.0050th-Percentile Queue Length [veh/ln] NoNoNoNoNoYesNoNoYesNoCritical Lane Group
AAAAADAADALane Group LOS

0.000.000.000.000.0035.150.000.0037.580.00d, Delay for Lane Group [s/veh]

0.000.000.000.000.000.720.000.000.780.00X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.000.000.000.000.003.260.000.004.550.00d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.500.500.500.500.500.50k, delay calibration

0.000.000.000.000.0031.880.000.0033.030.00d1, Uniform Delay [s] 117138138132610136613276091364682c, Capacity [veh/h]
1615190019001810161536183514161536181810s, saturation flow rate [veh/h]

0.000.000.000.000.000.270.000.000.300.00(v / s)_i Volume / Saturation Flow Rate

0.070.070.070.070.380.380.380.380.380.38g / C, Green / Cycle 9999454545454545g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 120120120120120120120120120120C, Cycle Length [s]
RCCLRCLRCLLane Group
Lane Group Calculations
EPD Solutions, Inc.15
Scenario 20: 20 OY PM
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 0.00 37.58 0.00 0.00 35.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Movement LOS A D A A D A A A A A A A
d_A, Approach Delay [s/veh] 37.58 35.15 0.00 0.00
Approach LOS D D A A
d_I, Intersection Delay [s/veh] 36.42
Intersection LOS D
Intersection V/C 0.566
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 51.34 51.34 51.34 51.34
I_p,int, Pedestrian LOS Score for Intersection 2.967 3.037 1.955 2.146 Crosswalk LOS C C A B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 317 550 467 467 d_b, Bicycle Delay [s] 42.50 31.54 35.27 35.27
I_b,int, Bicycle LOS Score for Intersection 2.441 2.368 1.560 1.560 Bicycle LOS B B A A
----------------Ring 4
----------------Ring 3
----------------Ring 2
------------8462Ring 1
Sequence
EPD Solutions, Inc.16
Scenario 20: 20 OY PM
Version 2022 (SP 0-10)
Generated with

0.011Volume to Capacity (v/c):

ALevel Of Service:

0.0Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

Two-way stopControl Type:

Intersection 4: Pepper Ave/Auto Driveway
Intersection Level Of Service Report
YesYesYesCrosswalk

0.000.000.00Grade [%]

30.0045.0045.00Speed [mph]

0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftThruLeftRightThruTurning Movement
Lane Configuration
WestboundSouthboundNorthboundApproach
Pepper AveName
Intersection Setup
1000Pedestrian Volume [ped/h]
001070001068Total Analysis Volume [veh/h]
0026700267Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.90001.00000.94701.00000.90000.8660Peak Hour Factor
00101300925Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]

1.00001.00001.04001.00001.00001.0400Growth Factor

0.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 0097400889Base Volume Input [veh/h]
Pepper AveName
Volumes
EPD Solutions, Inc.17
Scenario 20: 20 OY PM
Version 2022 (SP 0-10)
Generated with
AIntersection LOS

0.00d_I, Intersection Delay [s/veh]
BAAApproach LOS

12.440.000.00d_A, Approach Delay [s/veh]

0.000.000.000.000.000.0095th-Percentile Queue Length [ft/ln]

0.000.000.000.000.000.0095th-Percentile Queue Length [veh/ln] BAAAMovement LOS

12.440.000.000.000.000.00d_M, Delay for Movement [s/veh]

0.000.000.010.000.000.01V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
Flared Lane
StopFreeFreePriority Scheme
Intersection Settings
EPD Solutions, Inc.18
Scenario 20: 20 OY PM
Version 2022 (SP 0-10)
Generated with

0.011Volume to Capacity (v/c):

ALevel Of Service:

0.0Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

Two-way stopControl Type:

Intersection 5: Pepper Ave/Truck Driveway
Intersection Level Of Service Report
YesNoNoCrosswalk

0.000.000.00Grade [%]

25.0045.0045.00Speed [mph]

0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000100No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftThruLeftRightThruTurning Movement
Lane Configuration
WestboundSouthboundNorthboundApproach
S Project DrivewayPepper AvePepper AveName
Intersection Setup
1000Pedestrian Volume [ped/h]
001070001068Total Analysis Volume [veh/h]
0026700267Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.90001.00000.94700.90000.90000.8660Peak Hour Factor
00101300925Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]

1.00001.00001.04001.00001.00001.0400Growth Factor

0.002.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 0097400889Base Volume Input [veh/h]
S Project DrivewayPepper AvePepper AveName
Volumes
EPD Solutions, Inc.19
Scenario 20: 20 OY PM
Version 2022 (SP 0-10)
Generated with
AIntersection LOS

0.00d_I, Intersection Delay [s/veh]
BAAApproach LOS

12.440.000.00d_A, Approach Delay [s/veh]

0.000.000.000.000.000.0095th-Percentile Queue Length [ft/ln]

0.000.000.000.000.000.0095th-Percentile Queue Length [veh/ln] BABAAMovement LOS

12.440.000.0010.550.000.00d_M, Delay for Movement [s/veh]

0.000.000.010.000.000.01V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
200Number of Storage Spaces in Median
YesTwo-Stage Gap Acceptance
000Storage Area [veh]
Flared Lane
StopFreeFreePriority Scheme
Intersection Settings
EPD Solutions, Inc.20
Scenario 20: 20 OY PM
Version 2022 (SP 0-10)
Generated with

0.315Volume to Capacity (v/c):

ALevel Of Service:

5.0Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 6: Pepper Ave/Winchester Dr-Terrace Rd
Intersection Level Of Service Report
YesYesYesYesCrosswalk
YesYesYesYesCurb Present

0.000.000.000.00Grade [%]

25.0025.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000001001No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Terrace RdWinchester DrPepper AvePepper AveName
Intersection Setup
EPD Solutions, Inc.21
Scenario 20: 20 OY PM
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
5555v_ci, Inbound Pedestrian Volume crossing mi
5555v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
6268269728707196525Total Analysis Volume [veh/h]
202211718217202416Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.62500.62500.62500.84100.84100.84100.95100.95100.95100.88400.88400.8840Peak Hour Factor 4147258688277185322Total Hourly Volume [veh/h]
1003002300100Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.04001.00001.00001.04001.0000Growth Factor

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 51410258917957282022Base Volume Input [veh/h]
Terrace RdWinchester DrPepper AvePepper AveName
Volumes
EPD Solutions, Inc.22
Scenario 20: 20 OY PM
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoMinimum Recall

0.01.00.00.01.00.00.01.01.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 01700170070070Pedestrian Clearance [s]
050050050050Walk [s]

0.03.00.00.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 025002500251002510Split [s]

0.01.00.00.01.00.00.01.01.00.01.01.0All red [s]

0.02.00.00.02.00.00.02.02.00.02.02.0Amber [s]
030003000303003030Maximum Green [s]
070070077077Minimum Green [s]
--------Lag--LeadLead / Lag
Auxiliary Signal Groups
040080025061Signal Group
PermissPermissPermissPermissPermissPermissPermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
60Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.23
Scenario 20: 20 OY PM
Version 2022 (SP 0-10)
Generated with

8.2848.9241.1741.935.9628.9528.9616.6995th-Percentile Queue Length [ft/ln]

0.331.961.651.680.241.161.160.6795th-Percentile Queue Length [veh/ln]

4.6027.1822.8723.303.3116.0816.099.2750th-Percentile Queue Length [ft/ln]

0.181.090.910.930.130.640.640.3750th-Percentile Queue Length [veh/ln] NoYesYesNoNoNoNoYesCritical Lane Group
CCAADAACLane Group LOS

25.2726.823.823.7935.403.193.1930.76d, Delay for Lane Group [s/veh]

0.060.310.350.350.280.340.340.34X, volume / capacity
Lane Group Results

1.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.100.700.720.706.100.650.652.75d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.500.500.110.500.500.11k, delay calibration

25.1726.123.103.1029.302.542.5428.01d1, Uniform Delay [s] 24125213341372251422142373c, Capacity [veh/h]
17671597184719001810189919001810s, saturation flow rate [veh/h]

0.010.050.250.250.000.250.250.01(v / s)_i Volume / Saturation Flow Rate

0.090.090.720.720.010.750.750.04g / C, Green / Cycle
554343145452g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

2.002.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 6060606060606060C, Cycle Length [s]
CCCCLCCLLane Group
Lane Group Calculations
EPD Solutions, Inc.24
Scenario 20: 20 OY PM
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 30.76 3.19 3.19 35.40 3.80 3.82 26.82 26.82 26.82 25.27 25.27 25.27 Movement LOS C A A D A A C C C C C C
d_A, Approach Delay [s/veh] 3.88 4.04 26.82 25.27
Approach LOS A A C C
d_I, Intersection Delay [s/veh] 4.99
Intersection LOS A
Intersection V/C 0.315
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 21.68 21.68 21.68 21.68
I_p,int, Pedestrian LOS Score for Intersection 2.840 3.000 1.783 1.708 Crosswalk LOS C C A A
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 733 733 733 733 d_b, Bicycle Delay [s] 12.03 12.03 12.03 12.03
I_b,int, Bicycle LOS Score for Intersection 2.378 2.362 1.695 1.584 Bicycle LOS B B A A
----------------Ring 4
----------------Ring 3
------------8-65Ring 2
------------4-21Ring 1
Sequence
EPD Solutions, Inc.25
Scenario 20: 20 OY PM
Version 2022 (SP 0-10)
Generated with

0.479Volume to Capacity (v/c):

CLevel Of Service:

31.0Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 7: Pepper Ave/Baseline Rd
Intersection Level Of Service Report
YesYesYesYesCrosswalk
YesYesYesYesCurb Present

0.000.000.000.00Grade [%]

40.0040.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
100.00100.0085.00100.00100.00100.00100.00100.00100.00100.00100.0040.00Entry Pocket Length [ft] 001001001001No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Baseline RdBaseline RdPepper AvePepper AveName
Intersection Setup
EPD Solutions, Inc.26
Scenario 20: 20 OY PM
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
5555v_ci, Inbound Pedestrian Volume crossing mi
5555v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
108409829550417010367015387689127Total Analysis Volume [veh/h] 2710221241264326168382217232Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.93900.93900.93900.85700.85700.85700.88200.88200.88200.88400.88400.8840Peak Hour Factor 10138477814321469159113577609112Total Hourly Volume [veh/h] 3400270030002600Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.04001.04001.04001.04001.04001.04001.04001.04001.04001.04001.04001.0400Growth Factor

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 1303697410441514011656813099586108Base Volume Input [veh/h] Baseline RdBaseline RdPepper AvePepper AveName
Volumes
EPD Solutions, Inc.27
Scenario 20: 20 OY PM
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoNoNoMinimum Recall

0.01.01.00.01.01.00.01.01.00.01.01.0l2, Clearance Lost Time [s]

0.02.02.00.02.02.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0170017001700170Pedestrian Clearance [s]
050050050050Walk [s]

0.03.03.00.03.03.00.03.03.00.03.03.0Vehicle Extension [s] 05442033210321003513Split [s]

0.01.01.00.01.01.00.01.01.00.01.01.0All red [s]

0.02.02.00.02.02.00.02.02.00.02.02.0Amber [s]
03030030300303003030Maximum Green [s]
077077077077Minimum Green [s]
--Lead--Lead--Lead--LeadLead / Lag
Auxiliary Signal Groups
047083025061Signal Group
PermissPermissProtectePermissPermissProtectePermissPermissProtPerPermissPermissProtPerControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
120Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.28
Scenario 20: 20 OY PM
Version 2022 (SP 0-10)
Generated with
307.48321.02121.90324.42338.20233.35232.36240.6269.82233.92240.8852.3395th-Percentile Queue Length [ft/ln]

12.3012.844.8812.9813.539.339.299.622.799.369.642.0995th-Percentile Queue Length [veh/ln] 193.44203.9267.72206.56217.32137.28136.54142.6738.79137.70142.8629.0750th-Percentile Queue Length [ft/ln]

7.748.162.718.268.695.495.465.711.555.515.711.1650th-Percentile Queue Length [veh/ln] YesNoNoNoNoYesNoNoYesYesNoNoCritical Lane Group
EEEDDEBBBBBALane Group LOS

56.0055.0565.5247.1646.9562.4215.2215.1610.5415.2315.189.43d, Delay for Lane Group [s/veh]

0.860.850.750.750.750.850.370.370.290.370.370.24X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

7.276.4010.003.022.839.961.020.971.341.010.970.39d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.110.110.500.500.500.500.500.19k, delay calibration

48.7348.6455.5144.1444.1252.4614.2014.209.2014.2214.219.04d1, Uniform Delay [s] 2923141093864081991026107853510341077535c, Capacity [veh/h] 1766190018101797190018101810190081918241900820s, saturation flow rate [veh/h]

0.140.140.050.160.160.090.210.210.190.210.210.15(v / s)_i Volume / Saturation Flow Rate

0.160.160.060.220.220.110.570.570.650.570.570.65g / C, Green / Cycle 20207262613686878686878g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.000.001.001.000.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 120120120120120120120120120120120120C, Cycle Length [s] CCLCCLCCLCCLLane Group
Lane Group Calculations
EPD Solutions, Inc.29
Scenario 20: 20 OY PM
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 9.43 15.20 15.23 10.54 15.19 15.22 62.42 47.03 47.16 65.52 55.38 56.00 Movement LOS A B B B B B E D D E E E
d_A, Approach Delay [s/veh] 14.39 14.42 50.45 56.88
Approach LOS B B D E
d_I, Intersection Delay [s/veh] 31.03
Intersection LOS C
Intersection V/C 0.479
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 51.34 51.34 51.34 51.34
I_p,int, Pedestrian LOS Score for Intersection 2.879 2.930 2.840 2.855 Crosswalk LOS C C C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 533 483 500 850 d_b, Bicycle Delay [s] 32.27 34.50 33.75 19.84
I_b,int, Bicycle LOS Score for Intersection 2.326 2.348 2.216 2.082 Bicycle LOS B B B B
----------------Ring 4
----------------Ring 3
------------8765Ring 2
------------4321Ring 1
Sequence
EPD Solutions, Inc.30
Scenario 20: 20 OY PM
Version 2022 (SP 0-10)
Generated with
Intersection Analysis Summary
12/21/2022Report File: C:\...\GP AM.pdf
Scenario 25 GP AMVistro File: C:\...\Pepper Ave Industrial - 1 Driveway.vistro V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

C29.70.577WB LeftHCM 6th
EditionSignalizedPepper Ave/Baseline Rd7
A8.50.491SB LeftHCM 6th
EditionSignalizedPepper Ave/Winchester Dr-
Terrace Rd6
A0.00.013SB ThruHCM 6th
EditionTwo-way stopPepper Ave/Truck Driveway5
A0.00.013SB ThruHCM 6th
EditionTwo-way stopPepper Ave/Auto Driveway4
B12.60.576EB LeftHCM 6th
EditionSignalizedPepper Avenue/North
Driveway3
C22.00.683SB LeftHCM 6th
EditionSignalizedPepper Ave/I-210 EB2
D53.10.886NB LeftHCM 6th
EditionSignalizedPepper Ave/I-210 WB1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID EPD Solutions, Inc.1
Scenario 25: 25 GP AM
Version 2022 (SP 0-10)
Generated with

0.886Volume to Capacity (v/c):

DLevel Of Service:

53.1Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 1: Pepper Ave/I-210 WB
Intersection Level Of Service Report
YesYesNoNoCrosswalk
YesYesYesCurb Present

0.000.000.000.00Grade [%]

40.0030.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.00100.00Exit Pocket Length [ft] 000000000001No. of Lanes in Exit Pocket
100.00100.00750.00100.00100.00100.00100.00100.00100.00100.00100.00310.00Entry Pocket Length [ft] 001000000001No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
I-210 WBPepper AvePepper AveName
Intersection Setup
EPD Solutions, Inc.2
Scenario 25: 25 GP AM
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
5555v_ci, Inbound Pedestrian Volume crossing mi
5555v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
73764400021837000387636Total Analysis Volume [veh/h]
18216100055930097159Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 73764400021837000387636Total Hourly Volume [veh/h]
25000007300000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
001310000610053109Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.24001.24001.24001.00001.00001.00001.24001.24001.00001.00001.24001.2400Growth Factor

0.000.000.002.002.002.000.000.002.002.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 79641400023524900269425Base Volume Input [veh/h]
I-210 WBPepper AvePepper AveName
Volumes
EPD Solutions, Inc.3
Scenario 25: 25 GP AM
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.01.00.00.00.00.00.01.00.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.00.00.00.02.00.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 01000000300100Pedestrian Clearance [s]
050000050050Walk [s]

0.03.00.00.00.00.00.03.00.00.03.03.0Vehicle Extension [s] 0350000021005534Split [s]

0.01.00.00.00.00.00.01.00.00.01.01.0All red [s]

0.02.00.00.00.00.00.02.00.00.02.02.0Amber [s]
0300000030003030Maximum Green [s]
070000070077Minimum Green [s]
-----------LeadLead / Lag
Auxiliary Signal Groups
040000020061Signal Group
SplitSplitSplitPermissPermissPermissPermissPermissPermissPermissPermissProtecteControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.4
Scenario 25: 25 GP AM
Version 2022 (SP 0-10)
Generated with

49.12653.77331.68290.5570.72671.3695th-Percentile Queue Length [ft/ln]

1.9626.1513.2711.622.8326.8595th-Percentile Queue Length [veh/ln]

27.29474.68212.22180.4139.29482.1450th-Percentile Queue Length [ft/ln]

1.0918.998.497.221.5719.2950th-Percentile Queue Length [veh/ln] NoYesYesNoNoYesCritical Lane Group
BFEDAFLane Group LOS

19.7663.8963.5448.289.1870.47d, Delay for Lane Group [s/veh]

0.141.000.890.770.191.02X, volume / capacity
Lane Group Results

1.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.1134.8928.4914.210.2040.97d2, Incremental Delay [s]

1.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.480.500.500.500.49k, delay calibration

19.6529.0035.0634.078.9829.50d1, Uniform Delay [s]
5826433303802090623c, Capacity [veh/h]
163618101648190036181810s, saturation flow rate [veh/h]

0.050.360.180.150.110.35(v / s)_i Volume / Saturation Flow Rate

0.360.360.200.200.580.34g / C, Green / Cycle
323218185231g_i, Effective Green Time [s]

1.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 909090909090C, Cycle Length [s]
CLCCCLLane Group
Lane Group Calculations
EPD Solutions, Inc.5
Scenario 25: 25 GP AM
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 70.47 9.18 0.00 0.00 51.42 63.54 0.00 0.00 0.00 63.89 19.76 19.76 Movement LOS F A D E F B B
d_A, Approach Delay [s/veh] 47.28 55.91 0.00 59.01
Approach LOS D E A E
d_I, Intersection Delay [s/veh] 53.09
Intersection LOS D
Intersection V/C 0.886
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 2.336 2.302 Crosswalk LOS F F B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1156 400 0 711 d_b, Bicycle Delay [s] 8.02 28.80 45.00 18.69
I_b,int, Bicycle LOS Score for Intersection 2.404 2.105 4.132 2.795 Bicycle LOS B B D C
----------------Ring 4
----------------Ring 3
--------------6-Ring 2
-------------421Ring 1
Sequence
EPD Solutions, Inc.6
Scenario 25: 25 GP AM
Version 2022 (SP 0-10)
Generated with

0.683Volume to Capacity (v/c):

CLevel Of Service:

22.0Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 2: Pepper Ave/I-210 EB
Intersection Level Of Service Report
YesYesNoNoCrosswalk
NoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0040.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00750.00100.00100.00310.00100.00100.00100.00Entry Pocket Length [ft] 000001001000No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
I-210 EBPepper AvePepper AveName
Intersection Setup
EPD Solutions, Inc.7
Scenario 25: 25 GP AM
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
5555v_ci, Inbound Pedestrian Volume crossing mi
5555v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
00047601660895813238610Total Analysis Volume [veh/h]
000119042022420812150Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 00047601660895813238610Total Hourly Volume [veh/h]
0001590000010800Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
00013000019201091620Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.24001.24001.24001.00001.24001.24001.24001.24001.0000Growth Factor

2.002.002.000.000.000.002.000.000.000.000.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 00040701340567652605640Base Volume Input [veh/h]
I-210 EBPepper AvePepper AveName
Volumes
EPD Solutions, Inc.8
Scenario 25: 25 GP AM
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.00.00.00.01.00.00.01.01.00.01.00.0l2, Clearance Lost Time [s]

0.00.00.00.02.00.00.02.02.00.02.00.0l1, Start-Up Lost Time [s] NoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 00001000100030Pedestrian Clearance [s]
000050050050Walk [s]

0.00.00.00.03.00.00.03.03.00.03.00.0Vehicle Extension [s] 0000540046340120Split [s]

0.00.00.00.01.00.00.01.01.00.01.00.0All red [s]

0.00.00.00.02.00.00.02.02.00.02.00.0Amber [s]
0000300030300300Maximum Green [s]
000070077070Minimum Green [s]
--------Lead---Lead / Lag
Auxiliary Signal Groups
000080025060Signal Group
PermissPermissPermissSplitSplitSplitPermissPermissProtectePermissPermissPermissControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
100Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.9
Scenario 25: 25 GP AM
Version 2022 (SP 0-10)
Generated with
438.65129.59193.9596.10367.14347.8595th-Percentile Queue Length [ft/ln]

17.555.187.763.8414.6913.9195th-Percentile Queue Length [veh/ln] 297.2772.00108.5253.39240.08224.8850th-Percentile Queue Length [ft/ln]

11.892.884.342.149.609.0050th-Percentile Queue Length [veh/ln] YesNoNoYesYesNoCritical Lane Group
DCBDCBLane Group LOS

42.5025.6410.1852.9620.9319.04d, Delay for Lane Group [s/veh]

0.920.290.400.690.660.59X, volume / capacity
Lane Group Results

1.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.00d3, Initial Queue Delay [s]

9.830.270.537.163.702.61d2, Incremental Delay [s]

1.001.001.001.001.001.00I, Upstream Filtering Factor

0.160.110.500.110.500.50k, delay calibration

32.6725.379.6545.8017.2316.43d1, Uniform Delay [s]
5195812239117904996c, Capacity [veh/h]
161518103618181017231900s, saturation flow rate [veh/h]

0.290.090.250.040.340.31(v / s)_i Volume / Saturation Flow Rate

0.320.320.620.060.530.53g / C, Green / Cycle
32326265353g_i, Effective Green Time [s]

1.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 100100100100100100C, Cycle Length [s]
CLCLCCLane Group
Lane Group Calculations
EPD Solutions, Inc.10
Scenario 25: 25 GP AM
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 0.00 19.63 20.93 52.96 10.18 0.00 25.64 42.50 42.50 0.00 0.00 0.00 Movement LOS B C D B C D D
d_A, Approach Delay [s/veh] 19.99 13.73 38.14 0.00
Approach LOS B B D A
d_I, Intersection Delay [s/veh] 21.97
Intersection LOS C
Intersection V/C 0.683
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 690.19 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 41.41 41.41
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 2.520 1.929 Crosswalk LOS F F B A
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 180 860 1020 0 d_b, Bicycle Delay [s] 41.41 16.25 12.01 50.00
I_b,int, Bicycle LOS Score for Intersection 2.626 2.365 2.881 4.132 Bicycle LOS B B C D
----------------Ring 4
----------------Ring 3
--------------65Ring 2
------------8-2-Ring 1
Sequence
EPD Solutions, Inc.11
Scenario 25: 25 GP AM
Version 2022 (SP 0-10)
Generated with

0.576Volume to Capacity (v/c):

BLevel Of Service:

12.6Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 3: Pepper Avenue/North Driveway
Intersection Level Of Service Report
YesYesYesYesCrosswalk
YesYesYesYesCurb Present

0.000.000.000.00Grade [%]

30.0030.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 100100101101No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
EPD Solutions, Inc.12
Scenario 25: 25 GP AM
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
10101010v_ci, Inbound Pedestrian Volume crossing mi
10101010v_co, Outbound Pedestrian Volume crossing
10101010v_di, Inbound Pedestrian Volume crossing m
10101010v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
19001291210223179999292103814171Total Analysis Volume [veh/h] 480323005645250732620443Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 19001291210223179999292103814171Total Hourly Volume [veh/h] 6400410060003400Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
10301021030103104-209105104-208104Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h]
151027590120135018733067Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.24001.00001.00001.24001.0000Growth Factor

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 0000000974008240Base Volume Input [veh/h]
Name
Volumes
EPD Solutions, Inc.13
Scenario 25: 25 GP AM
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.01.00.00.01.00.00.01.00.00.01.00.0l2, Clearance Lost Time [s]

0.02.00.00.02.00.00.02.00.00.02.00.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0250025001400140Pedestrian Clearance [s]
050050050050Walk [s]

0.03.00.00.03.00.00.03.00.00.03.00.0Vehicle Extension [s] 0280028002700220Split [s]

0.01.00.00.01.00.00.01.00.00.01.00.0All red [s]

0.02.00.00.02.00.00.02.00.00.02.00.0Amber [s]
0300030003000300Maximum Green [s]
070070070070Minimum Green [s]
------------Lead / Lag
Auxiliary Signal Groups
040080020060Signal Group
SplitSplitSplitSplitSplitSplitSplitSplitSplitSplitSplitSplitControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
75Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.14
Scenario 25: 25 GP AM
Version 2022 (SP 0-10)
Generated with
118.1778.79171.5389.2443.11139.7469.0223.45105.91117.0495th-Percentile Queue Length [ft/ln]

4.733.156.863.571.725.592.760.944.244.6895th-Percentile Queue Length [veh/ln]

65.6543.7795.2949.5823.9577.6338.3413.0358.8465.0250th-Percentile Queue Length [ft/ln]

2.631.753.811.980.963.111.530.522.352.6050th-Percentile Queue Length [veh/ln] NoNoYesNoNoNoNoNoNoYesCritical Lane Group
CCCCAABAACLane Group LOS

21.8721.3328.3129.176.287.8514.665.797.1923.34d, Delay for Lane Group [s/veh]

0.410.280.610.400.180.440.420.100.360.54X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.580.342.120.830.400.621.920.210.446.39d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.140.110.500.500.500.500.500.50k, delay calibration

21.2820.9926.1828.345.887.2212.745.596.7516.95d1, Uniform Delay [s] 463456364305996226768710022267318c, Capacity [veh/h]
158212301007118715893618119916003618483s, saturation flow rate [veh/h]

0.120.100.220.100.110.280.240.060.230.35(v / s)_i Volume / Saturation Flow Rate

0.290.290.290.290.630.630.630.630.630.63g / C, Green / Cycle 22222222474747474747g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.002.002.002.000.000.002.000.000.002.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 75757575757575757575C, Cycle Length [s]
RCCLRCLRCLLane Group
Lane Group Calculations
EPD Solutions, Inc.15
Scenario 25: 25 GP AM
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 23.34 7.19 5.79 14.66 7.85 6.28 28.86 28.31 28.31 21.33 21.33 21.87 Movement LOS C A A B A A C C C C C C
d_A, Approach Delay [s/veh] 9.60 9.01 28.61 21.65
Approach LOS A A C C
d_I, Intersection Delay [s/veh] 12.55
Intersection LOS B
Intersection V/C 0.576
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 29.04 29.04 29.04 29.04
I_p,int, Pedestrian LOS Score for Intersection 3.265 3.652 2.493 2.828 Crosswalk LOS C D B C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 507 640 667 667 d_b, Bicycle Delay [s] 20.91 17.34 16.67 16.67
I_b,int, Bicycle LOS Score for Intersection 2.485 2.822 2.195 2.192 Bicycle LOS B C B B
----------------Ring 4
----------------Ring 3
------------8-6-Ring 2
------------4-2-Ring 1
Sequence
EPD Solutions, Inc.16
Scenario 25: 25 GP AM
Version 2022 (SP 0-10)
Generated with

0.013Volume to Capacity (v/c):

ALevel Of Service:

0.0Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

Two-way stopControl Type:

Intersection 4: Pepper Ave/Auto Driveway
Intersection Level Of Service Report
YesYesYesCrosswalk

0.000.000.00Grade [%]

30.0045.0045.00Speed [mph]

0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftThruLeftRightThruTurning Movement
Lane Configuration
WestboundSouthboundNorthboundApproach
Pepper AveName
Intersection Setup
1000Pedestrian Volume [ped/h]
001294001122Total Analysis Volume [veh/h]
0032400281Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.0000Peak Hour Factor
001294001122Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
008600100Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]

1.00001.00001.24001.00001.00001.2400Growth Factor

0.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 0097400824Base Volume Input [veh/h]
Pepper AveName
Volumes
EPD Solutions, Inc.17
Scenario 25: 25 GP AM
Version 2022 (SP 0-10)
Generated with
AIntersection LOS

0.00d_I, Intersection Delay [s/veh]
BAAApproach LOS

12.750.000.00d_A, Approach Delay [s/veh]

0.000.000.000.000.000.0095th-Percentile Queue Length [ft/ln]

0.000.000.000.000.000.0095th-Percentile Queue Length [veh/ln] BAAAMovement LOS

12.750.000.000.000.000.00d_M, Delay for Movement [s/veh]

0.000.000.010.000.000.01V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
Flared Lane
StopFreeFreePriority Scheme
Intersection Settings
EPD Solutions, Inc.18
Scenario 25: 25 GP AM
Version 2022 (SP 0-10)
Generated with

0.013Volume to Capacity (v/c):

ALevel Of Service:

0.0Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

Two-way stopControl Type:

Intersection 5: Pepper Ave/Truck Driveway
Intersection Level Of Service Report
YesNoNoCrosswalk

0.000.000.00Grade [%]

25.0045.0045.00Speed [mph]

0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000100No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftThruLeftRightThruTurning Movement
Lane Configuration
WestboundSouthboundNorthboundApproach
S Project DrivewayPepper AvePepper AveName
Intersection Setup
1000Pedestrian Volume [ped/h]
001294001122Total Analysis Volume [veh/h]
0032400281Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.0000Peak Hour Factor
001294001122Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
008600100Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]

1.00001.00001.24001.00001.00001.2400Growth Factor

0.002.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 0097400824Base Volume Input [veh/h]
S Project DrivewayPepper AvePepper AveName
Volumes
EPD Solutions, Inc.19
Scenario 25: 25 GP AM
Version 2022 (SP 0-10)
Generated with
AIntersection LOS

0.00d_I, Intersection Delay [s/veh]
BAAApproach LOS

12.750.000.00d_A, Approach Delay [s/veh]

0.000.000.000.000.000.0095th-Percentile Queue Length [ft/ln]

0.000.000.000.000.000.0095th-Percentile Queue Length [veh/ln] BABAAMovement LOS

12.750.000.0010.820.000.00d_M, Delay for Movement [s/veh]

0.000.000.010.000.000.01V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
200Number of Storage Spaces in Median
YesTwo-Stage Gap Acceptance
000Storage Area [veh]
Flared Lane
StopFreeFreePriority Scheme
Intersection Settings
EPD Solutions, Inc.20
Scenario 25: 25 GP AM
Version 2022 (SP 0-10)
Generated with

0.491Volume to Capacity (v/c):

ALevel Of Service:

8.5Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 6: Pepper Ave/Winchester Dr-Terrace Rd
Intersection Level Of Service Report
YesYesYesYesCrosswalk
YesYesYesYesCurb Present

0.000.000.000.00Grade [%]

25.0025.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000001001No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Terrace RdWinchester DrPepper AvePepper AveName
Intersection Setup
EPD Solutions, Inc.21
Scenario 25: 25 GP AM
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
5555v_ci, Inbound Pedestrian Volume crossing mi
5555v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
7186028563120670994112Total Analysis Volume [veh/h]
20215121163022024928Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 7186028563120670994112Total Hourly Volume [veh/h]
30020002100000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
00000587800950Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.24001.00001.00001.24001.0000Growth Factor

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 1018802807691070725112Base Volume Input [veh/h]
Terrace RdWinchester DrPepper AvePepper AveName
Volumes
EPD Solutions, Inc.22
Scenario 25: 25 GP AM
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoMinimum Recall

0.01.00.00.01.00.00.01.01.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 01700170070070Pedestrian Clearance [s]
050050050050Walk [s]

0.03.00.00.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 025002500151002520Split [s]

0.01.00.00.01.00.00.01.01.00.01.01.0All red [s]

0.02.00.00.02.00.00.02.02.00.02.02.0Amber [s]
030003000303003030Maximum Green [s]
070070077077Minimum Green [s]
--------Lag--LeadLead / Lag
Auxiliary Signal Groups
040080025061Signal Group
PermissPermissPermissPermissPermissPermissPermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
60Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.23
Scenario 25: 25 GP AM
Version 2022 (SP 0-10)
Generated with

9.0792.97132.00133.426.0444.9744.9769.4095th-Percentile Queue Length [ft/ln]

0.363.725.285.340.241.801.802.7895th-Percentile Queue Length [veh/ln]

5.0451.6573.3374.123.3524.9824.9838.5550th-Percentile Queue Length [ft/ln]

0.202.072.932.960.131.001.001.5450th-Percentile Queue Length [veh/ln] NoYesYesNoNoNoNoYesCritical Lane Group
CCAADAACLane Group LOS

23.7627.157.747.6935.873.913.9129.44d, Delay for Lane Group [s/veh]

0.060.520.530.530.290.360.360.62X, volume / capacity
Lane Group Results

1.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.081.511.711.676.550.750.753.50d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.500.500.110.500.500.11k, delay calibration

23.6825.646.036.0229.323.163.1625.94d1, Uniform Delay [s] 290281118512072413701370180c, Capacity [veh/h]
17301612186519001810190019001810s, saturation flow rate [veh/h]

0.010.090.340.340.000.260.260.06(v / s)_i Volume / Saturation Flow Rate

0.110.110.640.640.010.720.720.10g / C, Green / Cycle
773838143436g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

2.002.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 6060606060606060C, Cycle Length [s]
CCCCLCCLLane Group
Lane Group Calculations
EPD Solutions, Inc.24
Scenario 25: 25 GP AM
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 29.44 3.91 3.91 35.87 7.71 7.74 27.15 27.15 27.15 23.76 23.76 23.76 Movement LOS C A A D A A C C C C C C
d_A, Approach Delay [s/veh] 6.49 7.87 27.15 23.76
Approach LOS A A C C
d_I, Intersection Delay [s/veh] 8.48
Intersection LOS A
Intersection V/C 0.491
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 21.68 21.68 21.68 21.68
I_p,int, Pedestrian LOS Score for Intersection 2.994 3.129 1.872 1.711 Crosswalk LOS C C A A
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 733 400 733 733 d_b, Bicycle Delay [s] 12.03 19.20 12.03 12.03
I_b,int, Bicycle LOS Score for Intersection 2.472 2.630 1.835 1.591 Bicycle LOS B B A A
----------------Ring 4
----------------Ring 3
------------8-65Ring 2
------------4-21Ring 1
Sequence
EPD Solutions, Inc.25
Scenario 25: 25 GP AM
Version 2022 (SP 0-10)
Generated with

0.577Volume to Capacity (v/c):

CLevel Of Service:

29.7Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 7: Pepper Ave/Baseline Rd
Intersection Level Of Service Report
YesYesYesYesCrosswalk
YesYesYesYesCurb Present

0.000.000.000.00Grade [%]

40.0040.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
100.00100.0085.00100.00100.00100.00100.00100.00100.00100.00100.0040.00Entry Pocket Length [ft] 001001001001No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Baseline RdBaseline RdPepper AvePepper AveName
Intersection Setup
EPD Solutions, Inc.26
Scenario 25: 25 GP AM
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
5555v_ci, Inbound Pedestrian Volume crossing mi
5555v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
2134048612429414912189621752755198Total Analysis Volume [veh/h] 531012231743730224541318950Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 2134048612429414912189621752755198Total Hourly Volume [veh/h] 7100410041001700Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
290000261835250400Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.24001.24001.24001.24001.24001.24001.24001.24001.24001.24001.24001.2400Growth Factor

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 206326691332379911669415556577160Base Volume Input [veh/h] Baseline RdBaseline RdPepper AvePepper AveName
Volumes
EPD Solutions, Inc.27
Scenario 25: 25 GP AM
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoNoNoMinimum Recall

0.01.01.00.01.01.00.01.01.00.01.01.0l2, Clearance Lost Time [s]

0.02.02.00.02.02.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0170017001700170Pedestrian Clearance [s]
050050050050Walk [s]

0.03.03.00.03.03.00.03.03.00.03.03.0Vehicle Extension [s] 05343025150421104110Split [s]

0.01.01.00.01.01.00.01.01.00.01.01.0All red [s]

0.02.02.00.02.02.00.02.02.00.02.02.0Amber [s]
03030030300303003030Maximum Green [s]
077077077077Minimum Green [s]
--Lead--Lead--Lead--LeadLead / Lag
Auxiliary Signal Groups
047083025061Signal Group
PermissPermissProtectePermissPermissProtectePermissPermissProtPerPermissPermissProtPerControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
120Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.28
Scenario 25: 25 GP AM
Version 2022 (SP 0-10)
Generated with
345.62375.27127.40221.70236.57212.11329.15338.64113.17261.26265.76106.5495th-Percentile Queue Length [ft/ln]

13.8215.015.108.879.468.4813.1713.554.5310.4510.634.2695th-Percentile Queue Length [veh/ln] 223.13246.5270.78128.68139.66121.67210.25217.6662.87158.14161.5459.1950th-Percentile Queue Length [ft/ln]

8.939.862.835.155.594.878.418.712.516.336.462.3750th-Percentile Queue Length [veh/ln] YesNoNoNoNoYesYesNoNoNoNoYesCritical Lane Group
DDEDDEBBBBBBLane Group LOS

54.1052.8865.1441.0940.8763.9918.7418.6213.3517.4417.4115.69d, Delay for Lane Group [s/veh]

0.880.870.760.500.500.850.500.500.420.400.400.46X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

7.356.229.800.990.8610.691.801.712.511.191.163.56d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.110.110.500.500.500.500.500.50k, delay calibration

46.7446.6655.3340.1040.0153.3016.9416.9210.8516.2516.2512.12d1, Uniform Delay [s] 332375114397440176996104051610001024428c, Capacity [veh/h] 1683190018101713190018101819190082018561900695s, saturation flow rate [veh/h]

0.170.170.050.120.110.080.270.270.260.210.210.28(v / s)_i Volume / Saturation Flow Rate

0.200.200.060.230.230.100.550.550.630.540.540.63g / C, Green / Cycle 24247282812666676656576g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.000.001.001.000.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 120120120120120120120120120120120120C, Cycle Length [s] CCLCCLCCLCCLLane Group
Lane Group Calculations
EPD Solutions, Inc.29
Scenario 25: 25 GP AM
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 15.69 17.42 17.44 13.35 18.67 18.74 63.99 40.93 41.09 65.14 53.12 54.10 Movement LOS B B B B B B E D D E D D
d_A, Approach Delay [s/veh] 17.08 17.75 47.03 54.88
Approach LOS B B D D
d_I, Intersection Delay [s/veh] 29.73
Intersection LOS C
Intersection V/C 0.577
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 51.34 51.34 51.34 51.34
I_p,int, Pedestrian LOS Score for Intersection 2.974 3.094 2.889 2.940 Crosswalk LOS C C C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 633 650 367 833 d_b, Bicycle Delay [s] 28.02 27.34 40.02 20.42
I_b,int, Bicycle LOS Score for Intersection 2.403 2.611 2.061 2.198 Bicycle LOS B B B B
----------------Ring 4
----------------Ring 3
------------8765Ring 2
------------4321Ring 1
Sequence
EPD Solutions, Inc.30
Scenario 25: 25 GP AM
Version 2022 (SP 0-10)
Generated with
Intersection Analysis Summary
12/21/2022Report File: C:\...\GP PM.pdf
Scenario 26 GP PMVistro File: C:\...\Pepper Ave Industrial - 1 Driveway.vistro V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

C32.00.557WB LeftHCM 6th
EditionSignalizedPepper Ave/Baseline Rd7
A4.90.368SB LeftHCM 6th
EditionSignalizedPepper Ave/Winchester Dr-
Terrace Rd6
A0.00.013SB ThruHCM 6th
EditionTwo-way stopPepper Ave/Truck Driveway5
A0.00.013SB ThruHCM 6th
EditionTwo-way stopPepper Ave/Auto Driveway4
B10.50.486EB LeftHCM 6th
EditionSignalizedPepper Avenue/North
Driveway3
C23.30.685SB LeftHCM 6th
EditionSignalizedPepper Ave/I-210 EB2
C29.70.705WB LeftHCM 6th
EditionSignalizedPepper Ave/I-210 WB1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID EPD Solutions, Inc.1
Scenario 26: 26 GP PM
Version 2022 (SP 0-10)
Generated with

0.705Volume to Capacity (v/c):

CLevel Of Service:

29.7Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 1: Pepper Ave/I-210 WB
Intersection Level Of Service Report
YesYesNoNoCrosswalk
YesYesYesCurb Present

0.000.000.000.00Grade [%]

40.0030.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.00100.00Exit Pocket Length [ft] 000000000001No. of Lanes in Exit Pocket
100.00100.00750.00100.00100.00100.00100.00100.00100.00100.00100.00310.00Entry Pocket Length [ft] 001000000001No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
I-210 WBPepper AvePepper AveName
Intersection Setup
EPD Solutions, Inc.2
Scenario 26: 26 GP PM
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
5555v_ci, Inbound Pedestrian Volume crossing mi
5555v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
67646100012933900588567Total Analysis Volume [veh/h]
172115000328500147142Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 67646100012933900588567Total Hourly Volume [veh/h]
22000004300000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
00960000360041109Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.24001.24001.24001.00001.00001.00001.24001.24001.00001.00001.24001.2400Growth Factor

0.000.000.002.002.002.000.000.002.002.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 72529400013924400441369Base Volume Input [veh/h]
I-210 WBPepper AvePepper AveName
Volumes
EPD Solutions, Inc.3
Scenario 26: 26 GP PM
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.01.00.00.00.00.00.01.00.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.00.00.00.02.00.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 01000000300100Pedestrian Clearance [s]
050000050050Walk [s]

0.03.00.00.00.00.00.03.00.00.03.03.0Vehicle Extension [s] 0370000011005342Split [s]

0.01.00.00.00.00.00.01.00.00.01.01.0All red [s]

0.02.00.00.00.00.00.02.00.00.02.02.0Amber [s]
0300000030003030Maximum Green [s]
070000070077Minimum Green [s]
-----------LeadLead / Lag
Auxiliary Signal Groups
040000020061Signal Group
SplitSplitSplitPermissPermissPermissPermissPermissPermissPermissPermissProtecteControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.4
Scenario 26: 26 GP PM
Version 2022 (SP 0-10)
Generated with

51.33405.40194.52189.6984.36477.4495th-Percentile Queue Length [ft/ln]

2.0516.227.787.593.3719.1095th-Percentile Queue Length [veh/ln]

28.51270.52108.94105.4746.87328.7650th-Percentile Queue Length [ft/ln]

1.1410.824.364.221.8713.1550th-Percentile Queue Length [veh/ln] NoYesYesNoNoYesCritical Lane Group
CDCCADLane Group LOS

24.5543.7030.3129.036.7243.00d, Delay for Lane Group [s/veh]

0.160.910.480.440.250.93X, volume / capacity
Lane Group Results

1.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.1612.443.452.580.2514.23d2, Incremental Delay [s]

1.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.230.500.500.500.27k, delay calibration

24.3931.2726.8626.456.4728.76d1, Uniform Delay [s]
4585074835362362611c, Capacity [veh/h]
163518101713190036181810s, saturation flow rate [veh/h]

0.040.250.140.120.160.31(v / s)_i Volume / Saturation Flow Rate

0.280.280.280.280.650.34g / C, Green / Cycle
252525255930g_i, Effective Green Time [s]

1.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 909090909090C, Cycle Length [s]
CLCCCLLane Group
Lane Group Calculations
EPD Solutions, Inc.5
Scenario 26: 26 GP PM
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 43.00 6.72 0.00 0.00 29.42 30.31 0.00 0.00 0.00 43.70 24.55 24.55 Movement LOS D A C C D C C
d_A, Approach Delay [s/veh] 24.53 29.67 0.00 41.09
Approach LOS C C A D
d_I, Intersection Delay [s/veh] 29.74
Intersection LOS C
Intersection V/C 0.705
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 2.151 2.214 Crosswalk LOS F F B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1111 178 0 756 d_b, Bicycle Delay [s] 8.89 37.36 45.00 17.42
I_b,int, Bicycle LOS Score for Intersection 2.512 1.981 4.132 2.477 Bicycle LOS B A D B
----------------Ring 4
----------------Ring 3
--------------6-Ring 2
-------------421Ring 1
Sequence
EPD Solutions, Inc.6
Scenario 26: 26 GP PM
Version 2022 (SP 0-10)
Generated with

0.685Volume to Capacity (v/c):

CLevel Of Service:

23.3Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 2: Pepper Ave/I-210 EB
Intersection Level Of Service Report
YesYesNoNoCrosswalk
NoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0040.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00750.00100.00100.00310.00100.00100.00100.00Entry Pocket Length [ft] 000001001000No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
I-210 EBPepper AvePepper AveName
Intersection Setup
EPD Solutions, Inc.7
Scenario 26: 26 GP PM
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
5555v_ci, Inbound Pedestrian Volume crossing mi
5555v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
00045152780730713678770Total Analysis Volume [veh/h]
000113170018318922190Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 00045152780730713678770Total Hourly Volume [veh/h]
0001510000012200Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
0009400013201131500Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.24001.24001.24001.00001.24001.24001.24001.24001.0000Growth Factor

2.002.002.000.000.000.002.000.000.000.000.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 00041042240482573035860Base Volume Input [veh/h]
I-210 EBPepper AvePepper AveName
Volumes
EPD Solutions, Inc.8
Scenario 26: 26 GP PM
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.00.00.00.01.00.00.01.01.00.01.00.0l2, Clearance Lost Time [s]

0.00.00.00.02.00.00.02.02.00.02.00.0l1, Start-Up Lost Time [s] NoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 00001000100030Pedestrian Clearance [s]
000050050050Walk [s]

0.00.00.00.03.00.00.03.03.00.03.00.0Vehicle Extension [s] 0000410059330260Split [s]

0.00.00.00.01.00.00.01.01.00.01.00.0All red [s]

0.00.00.00.02.00.00.02.02.00.02.00.0Amber [s]
0000300030300300Maximum Green [s]
000070077070Minimum Green [s]
--------Lead---Lead / Lag
Auxiliary Signal Groups
000080025060Signal Group
PermissPermissPermissSplitSplitSplitPermissPermissProtectePermissPermissPermissControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
100Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.9
Scenario 26: 26 GP PM
Version 2022 (SP 0-10)
Generated with
451.49228.02141.7482.92378.33355.3795th-Percentile Queue Length [ft/ln]

18.069.125.673.3215.1314.2195th-Percentile Queue Length [veh/ln] 307.66133.3378.7546.07248.95230.8050th-Percentile Queue Length [ft/ln]

12.315.333.151.849.969.2350th-Percentile Queue Length [veh/ln] YesNoNoYesYesNoCritical Lane Group
DCADCBLane Group LOS

49.4029.068.8151.5120.4618.33d, Delay for Lane Group [s/veh]

0.920.500.320.630.670.61X, volume / capacity
Lane Group Results

1.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.00d3, Initial Queue Delay [s]

15.970.700.375.733.892.65d2, Incremental Delay [s]

1.001.001.001.001.001.00I, Upstream Filtering Factor

0.280.110.500.110.500.50k, delay calibration

33.4328.368.4445.7816.5715.68d1, Uniform Delay [s]
49755622891129251027c, Capacity [veh/h]
161818103618181017111900s, saturation flow rate [veh/h]

0.280.150.200.040.360.33(v / s)_i Volume / Saturation Flow Rate

0.310.310.630.060.540.54g / C, Green / Cycle
31316365454g_i, Effective Green Time [s]

1.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 100100100100100100C, Cycle Length [s]
CLCLCCLane Group
Lane Group Calculations
EPD Solutions, Inc.10
Scenario 26: 26 GP PM
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 0.00 18.95 20.46 51.51 8.81 0.00 29.06 49.40 49.40 0.00 0.00 0.00 Movement LOS B C D A C D D
d_A, Approach Delay [s/veh] 19.40 12.60 41.69 0.00
Approach LOS B B D A
d_I, Intersection Delay [s/veh] 23.32
Intersection LOS C
Intersection V/C 0.685
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 690.19 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 41.41 41.41
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 2.545 1.981 Crosswalk LOS F F B A
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 460 1120 760 0 d_b, Bicycle Delay [s] 29.65 9.68 19.22 50.00
I_b,int, Bicycle LOS Score for Intersection 2.687 2.220 3.020 4.132 Bicycle LOS B B C D
----------------Ring 4
----------------Ring 3
--------------65Ring 2
------------8-2-Ring 1
Sequence
EPD Solutions, Inc.11
Scenario 26: 26 GP PM
Version 2022 (SP 0-10)
Generated with

0.486Volume to Capacity (v/c):

BLevel Of Service:

10.5Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 3: Pepper Avenue/North Driveway
Intersection Level Of Service Report
YesYesYesYesCrosswalk
YesYesYesYesCurb Present

0.000.000.000.00Grade [%]

30.0030.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 100100101101No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
EPD Solutions, Inc.12
Scenario 26: 26 GP PM
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
10101010v_ci, Inbound Pedestrian Volume crossing mi
10101010v_co, Outbound Pedestrian Volume crossing
10101010v_di, Inbound Pedestrian Volume crossing m
10101010v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
175099127018813694420773941171Total Analysis Volume [veh/h] 440253204734236521823543Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 175099127018813694420773941171Total Hourly Volume [veh/h] 5900430045002400Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
720728708789-1627373-16188Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
16202783010192013424083Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.24001.00001.00001.24001.0000Growth Factor

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 0000000892008890Base Volume Input [veh/h]
Name
Volumes
EPD Solutions, Inc.13
Scenario 26: 26 GP PM
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.01.00.00.01.00.00.01.00.00.01.00.0l2, Clearance Lost Time [s]

0.02.00.00.02.00.00.02.00.00.02.00.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0250025001400140Pedestrian Clearance [s]
050050050050Walk [s]

0.03.00.00.03.00.00.03.00.00.03.00.0Vehicle Extension [s] 0280028002200220Split [s]

0.01.00.00.01.00.00.01.00.00.01.00.0All red [s]

0.02.00.00.02.00.00.02.00.00.02.00.0Amber [s]
0300030003000300Maximum Green [s]
070070070070Minimum Green [s]
------------Lead / Lag
Auxiliary Signal Groups
040080020060Signal Group
SplitSplitSplitSplitSplitSplitSplitSplitSplitSplitSplitSplitControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
70Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.14
Scenario 26: 26 GP PM
Version 2022 (SP 0-10)
Generated with
104.8157.35131.0481.6924.7999.5140.3012.7199.0888.6695th-Percentile Queue Length [ft/ln]

4.192.295.243.270.993.981.610.513.963.5595th-Percentile Queue Length [veh/ln]

58.2331.8672.8045.3913.7755.2822.397.0655.0449.2650th-Percentile Queue Length [ft/ln]

2.331.272.911.820.552.210.900.282.201.9750th-Percentile Queue Length [veh/ln] NoNoYesNoNoNoNoNoNoYesCritical Lane Group
CCCCAABAABLane Group LOS

22.1221.1824.3228.054.876.2211.934.556.2116.92d, Delay for Lane Group [s/veh]

0.420.240.510.390.130.400.320.070.400.46X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.690.301.050.850.260.511.270.130.504.14d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.500.500.500.500.500.50k, delay calibration

21.4320.8823.2627.214.615.7110.664.425.7012.79d1, Uniform Delay [s] 4124143862981038236265410452362369c, Capacity [veh/h]
157811911209119915903618109516003618530s, saturation flow rate [veh/h]

0.110.080.160.100.090.260.190.050.260.32(v / s)_i Volume / Saturation Flow Rate

0.260.260.260.260.650.650.650.650.650.65g / C, Green / Cycle 18181818464646464646g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.002.002.002.000.000.002.000.000.002.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 70707070707070707070C, Cycle Length [s]
RCCLRCLRCLLane Group
Lane Group Calculations
EPD Solutions, Inc.15
Scenario 26: 26 GP PM
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 16.92 6.21 4.55 11.93 6.22 4.87 27.14 24.32 24.32 21.18 21.18 22.12 Movement LOS B A A B A A C C C C C C
d_A, Approach Delay [s/veh] 7.65 6.99 25.71 21.78
Approach LOS A A C C
d_I, Intersection Delay [s/veh] 10.50
Intersection LOS B
Intersection V/C 0.486
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 26.58 26.58 26.58 26.58
I_p,int, Pedestrian LOS Score for Intersection 3.207 3.534 2.464 2.654 Crosswalk LOS C D B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 543 543 714 714 d_b, Bicycle Delay [s] 18.58 18.58 14.46 14.46
I_b,int, Bicycle LOS Score for Intersection 2.557 2.659 2.150 2.109 Bicycle LOS B B B B
----------------Ring 4
----------------Ring 3
------------8-6-Ring 2
------------4-2-Ring 1
Sequence
EPD Solutions, Inc.16
Scenario 26: 26 GP PM
Version 2022 (SP 0-10)
Generated with

0.013Volume to Capacity (v/c):

ALevel Of Service:

0.0Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

Two-way stopControl Type:

Intersection 4: Pepper Ave/Auto Driveway
Intersection Level Of Service Report
YesYesYesCrosswalk

0.000.000.00Grade [%]

30.0045.0045.00Speed [mph]

0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftThruLeftRightThruTurning Movement
Lane Configuration
WestboundSouthboundNorthboundApproach
Pepper AveName
Intersection Setup
1000Pedestrian Volume [ped/h]
001318001209Total Analysis Volume [veh/h]
0033000302Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.0000Peak Hour Factor
001318001209Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
0011000107Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]

1.00001.00001.24001.00001.00001.2400Growth Factor

0.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 0097400889Base Volume Input [veh/h]
Pepper AveName
Volumes
EPD Solutions, Inc.17
Scenario 26: 26 GP PM
Version 2022 (SP 0-10)
Generated with
AIntersection LOS

0.00d_I, Intersection Delay [s/veh]
BAAApproach LOS

13.270.000.00d_A, Approach Delay [s/veh]

0.000.000.000.000.000.0095th-Percentile Queue Length [ft/ln]

0.000.000.000.000.000.0095th-Percentile Queue Length [veh/ln] BAAAMovement LOS

13.270.000.000.000.000.00d_M, Delay for Movement [s/veh]

0.000.000.010.000.000.01V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
Flared Lane
StopFreeFreePriority Scheme
Intersection Settings
EPD Solutions, Inc.18
Scenario 26: 26 GP PM
Version 2022 (SP 0-10)
Generated with

0.013Volume to Capacity (v/c):

ALevel Of Service:

0.0Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

Two-way stopControl Type:

Intersection 5: Pepper Ave/Truck Driveway
Intersection Level Of Service Report
YesNoNoCrosswalk

0.000.000.00Grade [%]

25.0045.0045.00Speed [mph]

0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000100No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftThruLeftRightThruTurning Movement
Lane Configuration
WestboundSouthboundNorthboundApproach
S Project DrivewayPepper AvePepper AveName
Intersection Setup
1000Pedestrian Volume [ped/h]
001318001209Total Analysis Volume [veh/h]
0033000302Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.0000Peak Hour Factor
001318001209Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
0011000107Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]

1.00001.00001.24001.00001.00001.2400Growth Factor

0.002.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 0097400889Base Volume Input [veh/h]
S Project DrivewayPepper AvePepper AveName
Volumes
EPD Solutions, Inc.19
Scenario 26: 26 GP PM
Version 2022 (SP 0-10)
Generated with
AIntersection LOS

0.00d_I, Intersection Delay [s/veh]
BAAApproach LOS

13.270.000.00d_A, Approach Delay [s/veh]

0.000.000.000.000.000.0095th-Percentile Queue Length [ft/ln]

0.000.000.000.000.000.0095th-Percentile Queue Length [veh/ln] BABAAMovement LOS

13.270.000.0011.280.000.00d_M, Delay for Movement [s/veh]

0.000.000.010.000.000.01V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
200Number of Storage Spaces in Median
YesTwo-Stage Gap Acceptance
000Storage Area [veh]
Flared Lane
StopFreeFreePriority Scheme
Intersection Settings
EPD Solutions, Inc.20
Scenario 26: 26 GP PM
Version 2022 (SP 0-10)
Generated with

0.368Volume to Capacity (v/c):

ALevel Of Service:

4.9Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 6: Pepper Ave/Winchester Dr-Terrace Rd
Intersection Level Of Service Report
YesYesYesYesCrosswalk
YesYesYesYesCurb Present

0.000.000.000.00Grade [%]

25.0025.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000001001No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Terrace RdWinchester DrPepper AvePepper AveName
Intersection Setup
EPD Solutions, Inc.21
Scenario 26: 26 GP PM
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
5555v_ci, Inbound Pedestrian Volume crossing mi
5555v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
414726576108671111822Total Analysis Volume [veh/h]
101211619272202806Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 414726576108671111822Total Hourly Volume [veh/h]
1003002500100Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
00000710100001010Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.24001.00001.00001.24001.0000Growth Factor

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 51410258917957282022Base Volume Input [veh/h]
Terrace RdWinchester DrPepper AvePepper AveName
Volumes
EPD Solutions, Inc.22
Scenario 26: 26 GP PM
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoMinimum Recall

0.01.00.00.01.00.00.01.01.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 01700170070070Pedestrian Clearance [s]
050050050050Walk [s]

0.03.00.00.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 025002500251002510Split [s]

0.01.00.00.01.00.00.01.01.00.01.01.0All red [s]

0.02.00.00.02.00.00.02.02.00.02.02.0Amber [s]
030003000303003030Maximum Green [s]
070070077077Minimum Green [s]
--------Lag--LeadLead / Lag
Auxiliary Signal Groups
040080025061Signal Group
PermissPermissPermissPermissPermissPermissPermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
60Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.23
Scenario 26: 26 GP PM
Version 2022 (SP 0-10)
Generated with

5.3345.8551.5552.245.9634.1734.1714.9495th-Percentile Queue Length [ft/ln]

0.211.832.062.090.241.371.370.6095th-Percentile Queue Length [veh/ln]

2.9625.4728.6429.023.3118.9818.988.3050th-Percentile Queue Length [ft/ln]

0.121.021.151.160.130.760.760.3350th-Percentile Queue Length [veh/ln] NoYesYesNoNoNoNoYesCritical Lane Group
CCAADAACLane Group LOS

25.3226.864.184.1535.403.443.4431.12d, Delay for Lane Group [s/veh]

0.040.300.430.420.280.390.390.33X, volume / capacity
Lane Group Results

1.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.070.670.980.956.100.810.812.92d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.500.500.110.500.500.11k, delay calibration

25.2526.203.203.2029.302.632.6328.20d1, Uniform Delay [s] 23624813511384251427142866c, Capacity [veh/h]
17621592185519001810189919001810s, saturation flow rate [veh/h]

0.010.050.310.310.000.290.290.01(v / s)_i Volume / Saturation Flow Rate

0.080.080.730.730.010.750.750.04g / C, Green / Cycle
554444145452g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

2.002.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 6060606060606060C, Cycle Length [s]
CCCCLCCLLane Group
Lane Group Calculations
EPD Solutions, Inc.24
Scenario 26: 26 GP PM
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 31.12 3.44 3.44 35.40 4.17 4.18 26.86 26.86 26.86 25.32 25.32 25.32 Movement LOS C A A D A A C C C C C C
d_A, Approach Delay [s/veh] 3.97 4.35 26.86 25.32
Approach LOS A A C C
d_I, Intersection Delay [s/veh] 4.95
Intersection LOS A
Intersection V/C 0.368
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 21.68 21.68 21.68 21.68
I_p,int, Pedestrian LOS Score for Intersection 2.943 3.105 1.781 1.705 Crosswalk LOS C C A A
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 733 733 733 733 d_b, Bicycle Delay [s] 12.03 12.03 12.03 12.03
I_b,int, Bicycle LOS Score for Intersection 2.502 2.545 1.687 1.576 Bicycle LOS B B A A
----------------Ring 4
----------------Ring 3
------------8-65Ring 2
------------4-21Ring 1
Sequence
EPD Solutions, Inc.25
Scenario 26: 26 GP PM
Version 2022 (SP 0-10)
Generated with

0.557Volume to Capacity (v/c):

CLevel Of Service:

32.0Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 7: Pepper Ave/Baseline Rd
Intersection Level Of Service Report
YesYesYesYesCrosswalk
YesYesYesYesCurb Present

0.000.000.000.00Grade [%]

40.0040.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
100.00100.0085.00100.00100.00100.00100.00100.00100.00100.00100.0040.00Entry Pocket Length [ft] 001001001001No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Baseline RdBaseline RdPepper AvePepper AveName
Intersection Setup
EPD Solutions, Inc.26
Scenario 26: 26 GP PM
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
5555v_ci, Inbound Pedestrian Volume crossing mi
5555v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
142458929751520212775118992772134Total Analysis Volume [veh/h] 3611523241295132188472319334Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 142458929751520212775118992772134Total Hourly Volume [veh/h] 4700320042003100Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
280000282547280450Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.24001.24001.24001.24001.24001.24001.24001.24001.24001.24001.24001.2400Growth Factor

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 1303697410441514011656813099586108Base Volume Input [veh/h] Baseline RdBaseline RdPepper AvePepper AveName
Volumes
EPD Solutions, Inc.27
Scenario 26: 26 GP PM
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoNoNoMinimum Recall

0.01.01.00.01.01.00.01.01.00.01.01.0l2, Clearance Lost Time [s]

0.02.02.00.02.02.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0170017001700170Pedestrian Clearance [s]
050050050050Walk [s]

0.03.03.00.03.03.00.03.03.00.03.03.0Vehicle Extension [s] 03945030360351003510Split [s]

0.01.01.00.01.01.00.01.01.00.01.01.0All red [s]

0.02.02.00.02.02.00.02.02.00.02.02.0Amber [s]
03030030300303003030Maximum Green [s]
077077077077Minimum Green [s]
--Lead--Lead--Lead--LeadLead / Lag
Auxiliary Signal Groups
047083025061Signal Group
PermissPermissProtectePermissPermissProtectePermissPermissProtPerPermissPermissProtPerControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
120Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.28
Scenario 26: 26 GP PM
Version 2022 (SP 0-10)
Generated with
343.32362.95135.61312.93326.71264.56293.68305.09105.99289.85298.2066.7195th-Percentile Queue Length [ft/ln]

13.7314.525.4212.5213.0710.5811.7512.204.2411.5911.932.6795th-Percentile Queue Length [veh/ln] 221.33236.7775.34197.65208.35160.63182.81191.5958.88179.88186.2837.0650th-Percentile Queue Length [ft/ln]

8.859.473.017.918.336.437.317.662.367.207.451.4850th-Percentile Queue Length [veh/ln] YesNoNoNoNoYesNoNoYesYesNoNoCritical Lane Group
DDEDDEBBBBBBLane Group LOS

54.5053.6364.5841.8841.7860.1519.4219.3214.9919.2619.1912.70d, Delay for Lane Group [s/veh]

0.870.870.760.660.660.860.450.450.410.440.440.29X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

7.236.429.521.631.548.981.571.482.661.491.430.80d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.110.110.500.500.500.500.500.24k, delay calibration

47.2747.2155.0740.2540.2451.1617.8417.8312.3417.7717.7611.90d1, Uniform Delay [s] 330359121453479235944995463956994456c, Capacity [veh/h] 1748190018101797190018101802190077818271900769s, saturation flow rate [veh/h]

0.170.160.050.170.170.110.240.240.240.230.230.17(v / s)_i Volume / Saturation Flow Rate

0.190.190.070.250.250.130.520.520.610.520.520.61g / C, Green / Cycle 23238303016636373636373g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.000.001.001.000.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 120120120120120120120120120120120120C, Cycle Length [s] CCLCCLCCLCCLLane Group
Lane Group Calculations
EPD Solutions, Inc.29
Scenario 26: 26 GP PM
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 12.70 19.22 19.26 14.99 19.36 19.42 60.15 41.82 41.88 64.58 53.91 54.50 Movement LOS B B B B B B E D D E D D
d_A, Approach Delay [s/veh] 18.35 18.59 46.37 55.45
Approach LOS B B D E
d_I, Intersection Delay [s/veh] 32.00
Intersection LOS C
Intersection V/C 0.557
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 51.34 51.34 51.34 51.34
I_p,int, Pedestrian LOS Score for Intersection 2.944 3.039 2.882 2.934 Crosswalk LOS C C C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 533 533 450 600 d_b, Bicycle Delay [s] 32.27 32.27 36.04 29.40
I_b,int, Bicycle LOS Score for Intersection 2.409 2.475 2.258 2.169 Bicycle LOS B B B B
----------------Ring 4
----------------Ring 3
------------8765Ring 2
------------4321Ring 1
Sequence
EPD Solutions, Inc.30
Scenario 26: 26 GP PM
Version 2022 (SP 0-10)
Generated with
Intersection Analysis Summary
12/21/2022Report File: C:\...\OY AM + Proj.pdf
Scenario 21 OY AM + ProjVistro File: C:\...\Pepper Ave Industrial - 1 Driveway.vistro V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

C27.80.516WB LeftHCM 6th
EditionSignalizedPepper Ave/Baseline Rd7
B11.50.529SB LeftHCM 6th
EditionSignalizedPepper Ave/Winchester Dr-
Terrace Rd6
B12.20.042WB RightHCM 6th
EditionTwo-way stopPepper Ave/Truck Driveway5
B12.00.008WB RightHCM 6th
EditionTwo-way stopPepper Ave/Auto Driveway4
A7.50.335SB LeftHCM 6th
EditionSignalizedPepper Avenue/North
Driveway3
B18.20.521SB LeftHCM 6th
EditionSignalizedPepper Ave/I-210 EB2
C34.10.739WB LeftHCM 6th
EditionSignalizedPepper Ave/I-210 WB1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID EPD Solutions, Inc.1
Scenario 21: 21 OY AM + Proj
Version 2022 (SP 0-10)
Generated with

0.739Volume to Capacity (v/c):

CLevel Of Service:

34.1Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 1: Pepper Ave/I-210 WB
Intersection Level Of Service Report
YesYesNoNoCrosswalk
YesYesYesCurb Present

0.000.000.000.00Grade [%]

40.0030.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.00100.00Exit Pocket Length [ft] 000000000001No. of Lanes in Exit Pocket
100.00100.00750.00100.00100.00100.00100.00100.00100.00100.00100.00310.00Entry Pocket Length [ft] 001000000001No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
I-210 WBPepper AvePepper AveName
Intersection Setup
EPD Solutions, Inc.2
Scenario 21: 21 OY AM + Proj
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
5555v_ci, Inbound Pedestrian Volume crossing mi
5555v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
717551340022432600299483Total Analysis Volume [veh/h]
18213890056820075121Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.86200.86200.86201.00001.00001.00000.81800.81801.00001.00000.94200.9420Peak Hour Factor 616475340018326700282455Total Hourly Volume [veh/h]
21009006100000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
004434000800213Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.04001.04001.04001.00001.00001.00001.04001.04001.00001.00001.04001.0400Growth Factor

0.000.000.002.002.002.000.000.002.002.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 79641400023524900269425Base Volume Input [veh/h]
I-210 WBPepper AvePepper AveName
Volumes
EPD Solutions, Inc.3
Scenario 21: 21 OY AM + Proj
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.01.00.00.00.00.00.01.00.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.00.00.00.02.00.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 01000000300100Pedestrian Clearance [s]
050000050050Walk [s]

0.03.00.00.00.00.00.03.00.00.03.03.0Vehicle Extension [s] 0400000011005039Split [s]

0.01.00.00.00.00.00.01.00.00.01.01.0All red [s]

0.02.00.00.00.00.00.02.00.00.02.02.0Amber [s]
0300000030003030Maximum Green [s]
070000070077Minimum Green [s]
-----------LeadLead / Lag
Auxiliary Signal Groups
040000020061Signal Group
SplitSplitSplitPermissPermissPermissPermissPermissPermissPermissPermissProtecteControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.4
Scenario 21: 21 OY AM + Proj
Version 2022 (SP 0-10)
Generated with

50.31474.20233.99222.6848.24416.0395th-Percentile Queue Length [ft/ln]

2.0118.979.368.911.9316.6495th-Percentile Queue Length [veh/ln]

27.95326.11137.75129.4026.80279.0550th-Percentile Queue Length [ft/ln]

1.1213.045.515.181.0711.1650th-Percentile Queue Length [veh/ln] NoYesYesNoNoYesCritical Lane Group
CDCCADLane Group LOS

21.3743.6233.9130.957.8343.34d, Delay for Lane Group [s/veh]

0.140.920.600.520.140.92X, volume / capacity
Lane Group Results

1.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.1214.535.793.600.1312.53d2, Incremental Delay [s]

1.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.280.500.500.500.23k, delay calibration

21.2429.0928.1227.357.7030.81d1, Uniform Delay [s]
5395964565302185528c, Capacity [veh/h]
163718101636190036181810s, saturation flow rate [veh/h]

0.050.300.170.140.080.27(v / s)_i Volume / Saturation Flow Rate

0.330.330.280.280.600.29g / C, Green / Cycle
303025255426g_i, Effective Green Time [s]

1.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 909090909090C, Cycle Length [s]
CLCCCLLane Group
Lane Group Calculations
EPD Solutions, Inc.5
Scenario 21: 21 OY AM + Proj
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 43.34 7.83 0.00 0.00 31.42 33.91 0.00 0.00 0.00 43.62 21.37 21.37 Movement LOS D A C C D C C
d_A, Approach Delay [s/veh] 29.76 32.43 0.00 40.86
Approach LOS C C A D
d_I, Intersection Delay [s/veh] 34.07
Intersection LOS C
Intersection V/C 0.739
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 2.181 2.253 Crosswalk LOS F F B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1044 178 0 822 d_b, Bicycle Delay [s] 10.27 37.36 45.00 15.61
I_b,int, Bicycle LOS Score for Intersection 2.205 2.064 4.132 2.632 Bicycle LOS B B D B
----------------Ring 4
----------------Ring 3
--------------6-Ring 2
-------------421Ring 1
Sequence
EPD Solutions, Inc.6
Scenario 21: 21 OY AM + Proj
Version 2022 (SP 0-10)
Generated with

0.521Volume to Capacity (v/c):

BLevel Of Service:

18.2Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 2: Pepper Ave/I-210 EB
Intersection Level Of Service Report
YesYesNoNoCrosswalk
NoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0040.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00750.00100.00100.00310.00100.00100.00100.00Entry Pocket Length [ft] 000001001000No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
I-210 EBPepper AvePepper AveName
Intersection Setup
EPD Solutions, Inc.7
Scenario 21: 21 OY AM + Proj
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
5555v_ci, Inbound Pedestrian Volume crossing mi
5555v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
00035401520753762346650Total Analysis Volume [veh/h]
00089038018819591660Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00000.91700.91700.91701.00000.89800.89800.90500.90501.0000Peak Hour Factor 00032501390676682126020Total Hourly Volume [veh/h]
000108000007100Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
0001000086013150Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.04001.04001.04001.00001.04001.04001.04001.04001.0000Growth Factor

2.002.002.000.000.000.002.000.000.000.000.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 00040701340567652605640Base Volume Input [veh/h]
I-210 EBPepper AvePepper AveName
Volumes
EPD Solutions, Inc.8
Scenario 21: 21 OY AM + Proj
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.00.00.00.01.00.00.01.01.00.01.00.0l2, Clearance Lost Time [s]

0.00.00.00.02.00.00.02.02.00.02.00.0l1, Start-Up Lost Time [s] NoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 00001000100030Pedestrian Clearance [s]
000050050050Walk [s]

0.00.00.00.03.00.00.03.03.00.03.00.0Vehicle Extension [s] 0000400060330270Split [s]

0.00.00.00.01.00.00.01.01.00.01.00.0All red [s]

0.00.00.00.02.00.00.02.02.00.02.00.0Amber [s]
0000300030300300Maximum Green [s]
000070077070Minimum Green [s]
--------Lead---Lead / Lag
Auxiliary Signal Groups
000080025060Signal Group
PermissPermissPermissSplitSplitSplitPermissPermissProtectePermissPermissPermissControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
100Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.9
Scenario 21: 21 OY AM + Proj
Version 2022 (SP 0-10)
Generated with
354.46134.43109.2289.41213.19206.6595th-Percentile Queue Length [ft/ln]

14.185.384.373.588.538.2795th-Percentile Queue Length [veh/ln] 230.0874.6860.6849.67122.45117.6950th-Percentile Queue Length [ft/ln]

9.202.992.431.994.904.7150th-Percentile Queue Length [veh/ln] YesNoNoYesYesNoCritical Lane Group
DCADBBLane Group LOS

47.5131.656.1452.1811.9711.36d, Delay for Lane Group [s/veh]

0.900.340.300.660.430.39X, volume / capacity
Lane Group Results

1.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.00d3, Initial Queue Delay [s]

10.920.460.306.391.301.01d2, Incremental Delay [s]

1.001.001.001.001.001.00I, Upstream Filtering Factor

0.170.110.500.110.500.50k, delay calibration

36.5931.195.8445.7910.6710.35d1, Uniform Delay [s]
394442251711510441145c, Capacity [veh/h]
161518103618181017321900s, saturation flow rate [veh/h]

0.220.080.210.040.260.24(v / s)_i Volume / Saturation Flow Rate

0.240.240.700.060.600.60g / C, Green / Cycle
24247066060g_i, Effective Green Time [s]

1.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 100100100100100100C, Cycle Length [s]
CLCLCCLane Group
Lane Group Calculations
EPD Solutions, Inc.10
Scenario 21: 21 OY AM + Proj
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 0.00 11.56 11.97 52.18 6.14 0.00 31.65 47.51 47.51 0.00 0.00 0.00 Movement LOS B B D A C D D
d_A, Approach Delay [s/veh] 11.66 10.36 42.75 0.00
Approach LOS B B D A
d_I, Intersection Delay [s/veh] 18.22
Intersection LOS B
Intersection V/C 0.521
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 690.19 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 41.41 41.41
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 2.367 1.801 Crosswalk LOS F F B A
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 480 1140 740 0 d_b, Bicycle Delay [s] 28.88 9.25 19.85 50.00
I_b,int, Bicycle LOS Score for Intersection 2.360 2.244 2.573 4.132 Bicycle LOS B B B D
----------------Ring 4
----------------Ring 3
--------------65Ring 2
------------8-2-Ring 1
Sequence
EPD Solutions, Inc.11
Scenario 21: 21 OY AM + Proj
Version 2022 (SP 0-10)
Generated with

0.335Volume to Capacity (v/c):

ALevel Of Service:

7.5Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 3: Pepper Avenue/North Driveway
Intersection Level Of Service Report
YesYesYesYesCrosswalk
YesYesYesYesCurb Present

0.000.000.000.00Grade [%]

30.0030.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 100100101101No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
EPD Solutions, Inc.12
Scenario 21: 21 OY AM + Proj
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
10101010v_ci, Inbound Pedestrian Volume crossing mi
10101010v_co, Outbound Pedestrian Volume crossing
10101010v_di, Inbound Pedestrian Volume crossing m
10101010v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
303000012043149730Total Analysis Volume [veh/h]
1010000301812430Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.90000.90000.90000.90000.90000.90000.90000.89800.90000.90000.90500.9000Peak Hour Factor 303000010812848810Total Hourly Volume [veh/h]
100000000200Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
403000068286240Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.04001.00001.00001.04001.0000Growth Factor

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 0000000974008240Base Volume Input [veh/h]
Name
Volumes
EPD Solutions, Inc.13
Scenario 21: 21 OY AM + Proj
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoNoMinimum Recall

1.01.00.00.01.00.00.01.01.00.01.01.0l2, Clearance Lost Time [s]

2.02.00.00.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0250025001400140Pedestrian Clearance [s]
050050050050Walk [s]

3.03.00.00.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 3631003100483602210Split [s]

1.01.00.00.01.00.00.01.01.00.01.01.0All red [s]

2.02.00.00.02.00.00.02.02.00.02.02.0Amber [s]
3030003000303003030Maximum Green [s]
770070077077Minimum Green [s]
--------Lead--LeadLead / Lag
4,5Auxiliary Signal Groups
540080025061Signal Group
OverlapSplitSplitSplitSplitSplitPermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
120Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.14
Scenario 21: 21 OY AM + Proj
Version 2022 (SP 0-10)
Generated with

3.083.860.000.000.00201.6520.791.18189.290.0095th-Percentile Queue Length [ft/ln]

0.120.150.000.000.008.070.830.057.570.0095th-Percentile Queue Length [veh/ln]

1.712.150.000.000.00114.0711.550.66105.190.0050th-Percentile Queue Length [ft/ln]

0.070.090.000.000.004.560.460.034.210.0050th-Percentile Queue Length [veh/ln] YesNoNoNoNoYesNoNoNoNoCritical Lane Group
CDAAAAEAAALane Group LOS

34.7050.940.000.000.006.2656.895.077.340.00d, Delay for Lane Group [s/veh]

0.010.020.000.000.000.450.230.000.380.00X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.010.060.000.000.000.530.880.010.430.00d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.500.500.110.500.500.11k, delay calibration

34.6950.880.000.000.005.7356.025.076.920.00d1, Uniform Delay [s] 38014516814112072705134113625670c, Capacity [veh/h]
1584181019001436161536183514160136181810s, saturation flow rate [veh/h]

0.000.000.000.000.000.330.010.000.270.00(v / s)_i Volume / Saturation Flow Rate

0.240.080.070.070.750.750.040.710.710.00g / C, Green / Cycle 2910999090585850g_i, Effective Green Time [s]

0.001.001.001.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.002.002.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 120120120120120120120120120120C, Cycle Length [s]
RCCLRCLRCLLane Group
Lane Group Calculations
EPD Solutions, Inc.15
Scenario 21: 21 OY AM + Proj
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 0.00 7.34 5.07 56.89 6.26 0.00 0.00 0.00 0.00 50.94 50.94 34.70 Movement LOS A A A E A A A A A D D C
d_A, Approach Delay [s/veh] 7.33 7.53 0.00 42.82
Approach LOS A A A D
d_I, Intersection Delay [s/veh] 7.54
Intersection LOS A
Intersection V/C 0.335
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 51.34 51.34 51.34 51.34
I_p,int, Pedestrian LOS Score for Intersection 3.004 3.071 1.955 2.158 Crosswalk LOS C C A B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 317 750 467 467 d_b, Bicycle Delay [s] 42.50 23.44 35.27 35.27
I_b,int, Bicycle LOS Score for Intersection 2.367 2.578 1.560 1.571 Bicycle LOS B B A A
----------------Ring 4
----------------Ring 3
--------------65Ring 2
------------8421Ring 1
Sequence
EPD Solutions, Inc.16
Scenario 21: 21 OY AM + Proj
Version 2022 (SP 0-10)
Generated with

0.008Volume to Capacity (v/c):

BLevel Of Service:

12.0Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

Two-way stopControl Type:

Intersection 4: Pepper Ave/Auto Driveway
Intersection Level Of Service Report
YesYesYesCrosswalk

0.000.000.00Grade [%]

30.0045.0045.00Speed [mph]

0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftThruLeftRightThruTurning Movement
Lane Configuration
WestboundSouthboundNorthboundApproach
Pepper AveName
Intersection Setup
1000Pedestrian Volume [ped/h]
40120707976Total Analysis Volume [veh/h]
1030202244Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.90001.00000.89801.00000.90000.9050Peak Hour Factor
40108406883Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
40710626Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]

1.00001.00001.04001.00001.00001.0400Growth Factor

0.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 0097400824Base Volume Input [veh/h]
Pepper AveName
Volumes
EPD Solutions, Inc.17
Scenario 21: 21 OY AM + Proj
Version 2022 (SP 0-10)
Generated with
BIntersection LOS

0.02d_I, Intersection Delay [s/veh]
BAAApproach LOS

12.040.000.00d_A, Approach Delay [s/veh]

0.590.000.000.000.000.0095th-Percentile Queue Length [ft/ln]

0.020.000.000.000.000.0095th-Percentile Queue Length [veh/ln] BAAAMovement LOS

12.040.000.000.000.000.00d_M, Delay for Movement [s/veh]

0.010.000.010.000.000.01V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
Flared Lane
StopFreeFreePriority Scheme
Intersection Settings
EPD Solutions, Inc.18
Scenario 21: 21 OY AM + Proj
Version 2022 (SP 0-10)
Generated with

0.042Volume to Capacity (v/c):

BLevel Of Service:

12.2Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

Two-way stopControl Type:

Intersection 5: Pepper Ave/Truck Driveway
Intersection Level Of Service Report
YesNoNoCrosswalk

0.000.000.00Grade [%]

25.0045.0045.00Speed [mph]

0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000100No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftThruLeftRightThruTurning Movement
Lane Configuration
WestboundSouthboundNorthboundApproach
S Project DrivewayPepper AvePepper AveName
Intersection Setup
1000Pedestrian Volume [ped/h]
2201131760960Total Analysis Volume [veh/h]
60283190240Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.90001.00000.89800.90000.90000.9050Peak Hour Factor
2001016680869Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
200368012Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]

1.00001.00001.04001.00001.00001.0400Growth Factor

0.002.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 0097400824Base Volume Input [veh/h]
S Project DrivewayPepper AvePepper AveName
Volumes
EPD Solutions, Inc.19
Scenario 21: 21 OY AM + Proj
Version 2022 (SP 0-10)
Generated with
BIntersection LOS

0.49d_I, Intersection Delay [s/veh]
BAAApproach LOS

12.170.670.00d_A, Approach Delay [s/veh]

3.280.000.008.930.000.0095th-Percentile Queue Length [ft/ln]

0.130.000.000.360.000.0095th-Percentile Queue Length [veh/ln] BABAAMovement LOS

12.170.000.0010.660.000.00d_M, Delay for Movement [s/veh]

0.040.000.010.110.000.01V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
200Number of Storage Spaces in Median
YesTwo-Stage Gap Acceptance
000Storage Area [veh]
Flared Lane
StopFreeFreePriority Scheme
Intersection Settings
EPD Solutions, Inc.20
Scenario 21: 21 OY AM + Proj
Version 2022 (SP 0-10)
Generated with

0.529Volume to Capacity (v/c):

BLevel Of Service:

11.5Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 6: Pepper Ave/Winchester Dr-Terrace Rd
Intersection Level Of Service Report
YesYesYesYesCrosswalk
YesYesYesYesCurb Present

0.000.000.000.00Grade [%]

25.0025.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000001001No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Terrace RdWinchester DrPepper AvePepper AveName
Intersection Setup
EPD Solutions, Inc.21
Scenario 21: 21 OY AM + Proj
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
5555v_ci, Inbound Pedestrian Volume crossing mi
5555v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
11213106414263104980904132Total Analysis Volume [veh/h] 30327135162622022633Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.63300.63300.63300.56500.56500.56500.90500.90500.90500.84700.84700.8470Peak Hour Factor 718602805794970766112Total Hourly Volume [veh/h]
30020001900000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
0000000300120Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.04001.00001.00001.04001.0000Growth Factor

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 1018802807691070725112Base Volume Input [veh/h]
Terrace RdWinchester DrPepper AvePepper AveName
Volumes
EPD Solutions, Inc.22
Scenario 21: 21 OY AM + Proj
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoMinimum Recall

0.01.00.00.01.00.00.01.01.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 01700170070070Pedestrian Clearance [s]
050050050050Walk [s]

0.03.00.00.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 025002500161002519Split [s]

0.01.00.00.01.00.00.01.01.00.01.01.0All red [s]

0.02.00.00.02.00.00.02.02.00.02.02.0Amber [s]
030003000303003030Maximum Green [s]
070070077077Minimum Green [s]
--------Lag--LeadLead / Lag
Auxiliary Signal Groups
040080025061Signal Group
PermissPermissPermissPermissPermissPermissPermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
60Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.23
Scenario 21: 21 OY AM + Proj
Version 2022 (SP 0-10)
Generated with

13.19153.69161.84164.346.5876.6676.6683.5195th-Percentile Queue Length [ft/ln]

0.536.156.476.570.263.073.073.3495th-Percentile Queue Length [veh/ln]

7.3385.3889.9191.303.6542.5942.5946.3950th-Percentile Queue Length [ft/ln]

0.293.423.603.650.151.701.701.8650th-Percentile Queue Length [veh/ln] NoYesYesNoNoNoNoYesCritical Lane Group
BCBBCAACLane Group LOS

19.9224.7510.5410.4934.775.915.9130.43d, Delay for Lane Group [s/veh]

0.070.630.540.530.290.370.370.69X, volume / capacity
Lane Group Results

1.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.071.692.001.955.560.870.874.51d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.500.500.110.500.500.11k, delay calibration

19.8523.068.548.5329.215.045.0425.92d1, Uniform Delay [s] 386397102810502812201220190c, Capacity [veh/h]
15371573186019001810190019001810s, saturation flow rate [veh/h]

0.020.160.300.300.000.240.240.07(v / s)_i Volume / Saturation Flow Rate

0.190.190.550.550.010.640.640.10g / C, Green / Cycle
11113333139396g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

2.002.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 6060606060606060C, Cycle Length [s]
CCCCLCCLLane Group
Lane Group Calculations
EPD Solutions, Inc.24
Scenario 21: 21 OY AM + Proj
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 30.43 5.91 5.91 34.77 10.51 10.54 24.75 24.75 24.75 19.92 19.92 19.92 Movement LOS C A A C B B C C C B B B
d_A, Approach Delay [s/veh] 9.03 10.69 24.75 19.92
Approach LOS A B C B
d_I, Intersection Delay [s/veh] 11.54
Intersection LOS B
Intersection V/C 0.529
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 21.68 21.68 21.68 21.68
I_p,int, Pedestrian LOS Score for Intersection 2.950 3.153 1.922 1.716 Crosswalk LOS C C A A
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 733 433 733 733 d_b, Bicycle Delay [s] 12.03 18.41 12.03 12.03
I_b,int, Bicycle LOS Score for Intersection 2.414 2.499 2.008 1.607 Bicycle LOS B B B A
----------------Ring 4
----------------Ring 3
------------8-65Ring 2
------------4-21Ring 1
Sequence
EPD Solutions, Inc.25
Scenario 21: 21 OY AM + Proj
Version 2022 (SP 0-10)
Generated with

0.516Volume to Capacity (v/c):

CLevel Of Service:

27.8Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 7: Pepper Ave/Baseline Rd
Intersection Level Of Service Report
YesYesYesYesCrosswalk
YesYesYesYesCurb Present

0.000.000.000.00Grade [%]

40.0040.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
100.00100.0085.00100.00100.00100.00100.00100.00100.00100.00100.0040.00Entry Pocket Length [ft] 001001001001No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Baseline RdBaseline RdPepper AvePepper AveName
Intersection Setup
EPD Solutions, Inc.26
Scenario 21: 21 OY AM + Proj
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
5555v_ci, Inbound Pedestrian Volume crossing mi
5555v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
1763667811727912110684318949694191Total Analysis Volume [veh/h] 44911929703027211471217448Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.92700.92700.92700.88200.88200.88200.85800.85800.85800.87000.87000.8700Peak Hour Factor 163339721032461079172316243604166Total Hourly Volume [veh/h] 5500350031001500Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
400004111040Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.04001.04001.04001.04001.04001.04001.04001.04001.04001.04001.04001.0400Growth Factor

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 206326691332379911669415556577160Base Volume Input [veh/h] Baseline RdBaseline RdPepper AvePepper AveName
Volumes
EPD Solutions, Inc.27
Scenario 21: 21 OY AM + Proj
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoNoNoMinimum Recall

0.01.01.00.01.01.00.01.01.00.01.01.0l2, Clearance Lost Time [s]

0.02.02.00.02.02.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0170017001700170Pedestrian Clearance [s]
050050050050Walk [s]

0.03.03.00.03.03.00.03.03.00.03.03.0Vehicle Extension [s] 05240025130441104411Split [s]

0.01.01.00.01.01.00.01.01.00.01.01.0All red [s]

0.02.02.00.02.02.00.02.02.00.02.02.0Amber [s]
03030030300303003030Maximum Green [s]
077077077077Minimum Green [s]
--Lead--Lead--Lead--LeadLead / Lag
Auxiliary Signal Groups
047083025061Signal Group
PermissPermissProtectePermissPermissProtectePermissPermissProtPerPermissPermissProtPerControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
120Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.28
Scenario 21: 21 OY AM + Proj
Version 2022 (SP 0-10)
Generated with
314.44337.02116.45220.80234.43179.34276.74284.7182.15215.01218.7486.5195th-Percentile Queue Length [ft/ln]

12.5813.484.668.839.387.1711.0711.393.298.608.753.4695th-Percentile Queue Length [veh/ln] 198.82216.4064.70128.02138.0899.63169.86175.9445.64123.78126.5148.0650th-Percentile Queue Length [ft/ln]

7.958.662.595.125.523.996.797.041.834.955.061.9250th-Percentile Queue Length [veh/ln] YesNoNoNoNoYesYesNoNoNoNoYesCritical Lane Group
EDEDDEBBABBBLane Group LOS

55.5854.1765.9744.7144.3965.2415.1815.119.9213.7413.7111.82d, Delay for Lane Group [s/veh]

0.870.850.750.560.540.820.440.440.330.340.340.40X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

7.486.2010.271.421.2210.951.301.241.570.850.832.43d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.110.110.500.500.500.500.500.50k, delay calibration

48.0947.9755.7043.2943.1754.3013.8813.878.3512.8912.899.38d1, Uniform Delay [s] 2983331043413781471067111156910851111482c, Capacity [veh/h] 1696190018101714190018101824190083618551900721s, saturation flow rate [veh/h]

0.150.150.040.110.110.070.260.250.230.200.200.26(v / s)_i Volume / Saturation Flow Rate

0.180.180.060.200.200.080.590.590.670.590.590.67g / C, Green / Cycle 21217242410707080707080g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.000.001.001.000.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 120120120120120120120120120120120120C, Cycle Length [s] CCLCCLCCLCCLLane Group
Lane Group Calculations
EPD Solutions, Inc.29
Scenario 21: 21 OY AM + Proj
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 11.82 13.72 13.74 9.92 15.14 15.18 65.24 44.47 44.71 65.97 54.48 55.58 Movement LOS B B B A B B E D D E D E
d_A, Approach Delay [s/veh] 13.34 14.28 49.39 56.24
Approach LOS B B D E
d_I, Intersection Delay [s/veh] 27.77
Intersection LOS C
Intersection V/C 0.516
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 51.34 51.34 51.34 51.34
I_p,int, Pedestrian LOS Score for Intersection 2.928 3.007 2.852 2.869 Crosswalk LOS C C C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 683 683 367 817 d_b, Bicycle Delay [s] 26.00 26.00 40.02 21.00
I_b,int, Bicycle LOS Score for Intersection 2.343 2.524 2.015 2.116 Bicycle LOS B B B B
----------------Ring 4
----------------Ring 3
------------8765Ring 2
------------4321Ring 1
Sequence
EPD Solutions, Inc.30
Scenario 21: 21 OY AM + Proj
Version 2022 (SP 0-10)
Generated with
Intersection Analysis Summary
12/21/2022Report File: C:\...\OY PM + Proj.pdf
Scenario 22 OY PM + ProjVistro File: C:\...\Pepper Ave Industrial - 1 Driveway.vistro V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

C31.00.484WB LeftHCM 6th
EditionSignalizedPepper Ave/Baseline Rd7
A5.00.318SB LeftHCM 6th
EditionSignalizedPepper Ave/Winchester Dr-
Terrace Rd6
B13.90.158WB RightHCM 6th
EditionTwo-way stopPepper Ave/Truck Driveway5
B13.20.031WB RightHCM 6th
EditionTwo-way stopPepper Ave/Auto Driveway4
A7.90.332SB LeftHCM 6th
EditionSignalizedPepper Avenue/North
Driveway3
C20.20.571SB LeftHCM 6th
EditionSignalizedPepper Ave/I-210 EB2
C25.60.579WB LeftHCM 6th
EditionSignalizedPepper Ave/I-210 WB1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID EPD Solutions, Inc.1
Scenario 22: 22 OY PM + Proj
Version 2022 (SP 0-10)
Generated with

0.579Volume to Capacity (v/c):

CLevel Of Service:

25.6Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 1: Pepper Ave/I-210 WB
Intersection Level Of Service Report
YesYesNoNoCrosswalk
YesYesYesCurb Present

0.000.000.000.00Grade [%]

40.0030.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.00100.00Exit Pocket Length [ft] 000000000001No. of Lanes in Exit Pocket
100.00100.00750.00100.00100.00100.00100.00100.00100.00100.00100.00310.00Entry Pocket Length [ft] 001000000001No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
I-210 WBPepper AvePepper AveName
Intersection Setup
EPD Solutions, Inc.2
Scenario 22: 22 OY PM + Proj
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
5555v_ci, Inbound Pedestrian Volume crossing mi
5555v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
64637000012429300497456Total Analysis Volume [veh/h]
16192000317300124114Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.87400.87400.87401.00001.00001.00000.87800.87801.00001.00000.93900.9390Peak Hour Factor 56532300010925700467428Total Hourly Volume [veh/h]
19000003600000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
00170000300844Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.04001.04001.04001.00001.00001.00001.04001.04001.00001.00001.04001.0400Growth Factor

0.000.000.002.002.002.000.000.002.002.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 72529400013924400441369Base Volume Input [veh/h]
I-210 WBPepper AvePepper AveName
Volumes
EPD Solutions, Inc.3
Scenario 22: 22 OY PM + Proj
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.01.00.00.00.00.00.01.00.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.00.00.00.02.00.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 01000000300100Pedestrian Clearance [s]
050000050050Walk [s]

0.03.00.00.00.00.00.03.00.00.03.03.0Vehicle Extension [s] 0370000011005342Split [s]

0.01.00.00.00.00.00.01.00.00.01.01.0All red [s]

0.02.00.00.00.00.00.02.00.00.02.02.0Amber [s]
0300000030003030Maximum Green [s]
070000070077Minimum Green [s]
-----------LeadLead / Lag
Auxiliary Signal Groups
040000020061Signal Group
SplitSplitSplitPermissPermissPermissPermissPermissPermissPermissPermissProtecteControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.4
Scenario 22: 22 OY PM + Proj
Version 2022 (SP 0-10)
Generated with

53.42324.40134.42131.2452.85384.4395th-Percentile Queue Length [ft/ln]

2.1412.985.385.252.1115.3895th-Percentile Queue Length [veh/ln]

29.68206.5574.6872.9129.36253.8050th-Percentile Queue Length [ft/ln]

1.198.262.992.921.1710.1550th-Percentile Queue Length [veh/ln] NoYesYesNoNoYesCritical Lane Group
CDCBADLane Group LOS

28.0540.9520.1719.624.7940.81d, Delay for Lane Group [s/veh]

0.190.890.310.280.200.91X, volume / capacity
Lane Group Results

1.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.237.481.220.940.179.38d2, Incremental Delay [s]

1.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.130.500.500.500.16k, delay calibration

27.8133.4718.9518.694.6231.43d1, Uniform Delay [s]
3784186697452541502c, Capacity [veh/h]
163618101706190036181810s, saturation flow rate [veh/h]

0.040.200.120.110.140.25(v / s)_i Volume / Saturation Flow Rate

0.230.230.390.390.700.28g / C, Green / Cycle
212135356325g_i, Effective Green Time [s]

1.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 909090909090C, Cycle Length [s]
CLCCCLLane Group
Lane Group Calculations
EPD Solutions, Inc.5
Scenario 22: 22 OY PM + Proj
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 40.81 4.79 0.00 0.00 19.78 20.17 0.00 0.00 0.00 40.95 28.05 28.05 Movement LOS D A B C D C C
d_A, Approach Delay [s/veh] 22.02 19.90 0.00 38.89
Approach LOS C B A D
d_I, Intersection Delay [s/veh] 25.64
Intersection LOS C
Intersection V/C 0.579
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 2.031 2.168 Crosswalk LOS F F B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1111 178 0 756 d_b, Bicycle Delay [s] 8.89 37.36 45.00 17.42
I_b,int, Bicycle LOS Score for Intersection 2.346 1.933 4.132 2.317 Bicycle LOS B A D B
----------------Ring 4
----------------Ring 3
--------------6-Ring 2
-------------421Ring 1
Sequence
EPD Solutions, Inc.6
Scenario 22: 22 OY PM + Proj
Version 2022 (SP 0-10)
Generated with

0.571Volume to Capacity (v/c):

CLevel Of Service:

20.2Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 2: Pepper Ave/I-210 EB
Intersection Level Of Service Report
YesYesNoNoCrosswalk
NoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0040.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00750.00100.00100.00310.00100.00100.00100.00Entry Pocket Length [ft] 000001001000No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
I-210 EBPepper AvePepper AveName
Intersection Setup
EPD Solutions, Inc.7
Scenario 22: 22 OY PM + Proj
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
5555v_ci, Inbound Pedestrian Volume crossing mi
5555v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
00035942520550623097630Total Analysis Volume [veh/h]
00090163013816771910Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00000.92600.92600.92601.00000.94700.94700.86600.86601.0000Peak Hour Factor 00033242330521592686610Total Hourly Volume [veh/h]
000111000008900Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
0001700020042520Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.04001.04001.04001.00001.04001.04001.04001.04001.0000Growth Factor

2.002.002.000.000.000.002.000.000.000.000.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 00041042240482573035860Base Volume Input [veh/h]
I-210 EBPepper AvePepper AveName
Volumes
EPD Solutions, Inc.8
Scenario 22: 22 OY PM + Proj
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.00.00.00.01.00.00.01.01.00.01.00.0l2, Clearance Lost Time [s]

0.00.00.00.02.00.00.02.02.00.02.00.0l1, Start-Up Lost Time [s] NoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 00001000100030Pedestrian Clearance [s]
000050050050Walk [s]

0.00.00.00.03.00.00.03.03.00.03.00.0Vehicle Extension [s] 0000380062330290Split [s]

0.00.00.00.01.00.00.01.01.00.01.00.0All red [s]

0.00.00.00.02.00.00.02.02.00.02.00.0Amber [s]
0000300030300300Maximum Green [s]
000070077070Minimum Green [s]
--------Lead---Lead / Lag
Auxiliary Signal Groups
000080025060Signal Group
PermissPermissPermissSplitSplitSplitPermissPermissProtectePermissPermissPermissControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
100Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.9
Scenario 22: 22 OY PM + Proj
Version 2022 (SP 0-10)
Generated with
366.32225.3176.9871.73263.57252.1395th-Percentile Queue Length [ft/ln]

14.659.013.082.8710.5410.0995th-Percentile Queue Length [veh/ln] 239.43131.3442.7739.85159.89151.2750th-Percentile Queue Length [ft/ln]

9.585.251.711.596.406.0550th-Percentile Queue Length [veh/ln] YesNoNoYesYesNoCritical Lane Group
DCADBBLane Group LOS

48.6133.715.8950.6213.5112.53d, Delay for Lane Group [s/veh]

0.900.560.220.580.520.47X, volume / capacity
Lane Group Results

1.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.00d3, Initial Queue Delay [s]

12.391.070.204.811.881.39d2, Incremental Delay [s]

1.001.001.001.001.001.00I, Upstream Filtering Factor

0.200.110.500.110.500.50k, delay calibration

36.2232.645.6845.8111.6311.13d1, Uniform Delay [s]
405453249510710301140c, Capacity [veh/h]
161818103618181017161900s, saturation flow rate [veh/h]

0.220.140.150.030.310.28(v / s)_i Volume / Saturation Flow Rate

0.250.250.690.060.600.60g / C, Green / Cycle
25256966060g_i, Effective Green Time [s]

1.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 100100100100100100C, Cycle Length [s]
CLCLCCLane Group
Lane Group Calculations
EPD Solutions, Inc.10
Scenario 22: 22 OY PM + Proj
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 0.00 12.82 13.51 50.62 5.89 0.00 33.71 48.61 48.61 0.00 0.00 0.00 Movement LOS B B D A C D D
d_A, Approach Delay [s/veh] 13.02 10.42 42.50 0.00
Approach LOS B B D A
d_I, Intersection Delay [s/veh] 20.21
Intersection LOS C
Intersection V/C 0.571
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 690.19 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 41.41 41.41
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 2.419 1.882 Crosswalk LOS F F B A
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 520 1180 700 0 d_b, Bicycle Delay [s] 27.38 8.41 21.13 50.00
I_b,int, Bicycle LOS Score for Intersection 2.517 2.065 2.758 4.132 Bicycle LOS B B C D
----------------Ring 4
----------------Ring 3
--------------65Ring 2
------------8-2-Ring 1
Sequence
EPD Solutions, Inc.11
Scenario 22: 22 OY PM + Proj
Version 2022 (SP 0-10)
Generated with

0.332Volume to Capacity (v/c):

ALevel Of Service:

7.9Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 3: Pepper Avenue/North Driveway
Intersection Level Of Service Report
YesYesYesYesCrosswalk
YesYesYesYesCurb Present

0.000.000.000.00Grade [%]

30.0030.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 100100101101No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
EPD Solutions, Inc.12
Scenario 22: 22 OY PM + Proj
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
10101010v_ci, Inbound Pedestrian Volume crossing mi
10101010v_co, Outbound Pedestrian Volume crossing
10101010v_di, Inbound Pedestrian Volume crossing m
10101010v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
110130000100712211620Total Analysis Volume [veh/h]
3030000252312900Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.90000.90000.90000.90000.90000.90000.90000.94700.90000.90000.86600.9000Peak Hour Factor 10012000095411210060Total Hourly Volume [veh/h]
300000000100Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
13012000026113810Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.04001.00001.00001.04001.0000Growth Factor

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 0000000892008890Base Volume Input [veh/h]
Name
Volumes
EPD Solutions, Inc.13
Scenario 22: 22 OY PM + Proj
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoNoMinimum Recall

1.01.00.01.01.00.00.01.01.00.01.01.0l2, Clearance Lost Time [s]

2.02.00.02.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 02502525001400140Pedestrian Clearance [s]
050550050050Walk [s]

3.03.00.03.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 10310313100481004810Split [s]

1.01.00.01.01.00.00.01.01.00.01.01.0All red [s]

2.02.00.02.02.00.00.02.02.00.02.02.0Amber [s]
30300303000303003030Maximum Green [s]
770770077077Minimum Green [s]
--------Lead--LeadLead / Lag
4,5Auxiliary Signal Groups
540880025061Signal Group
OverlapSplitSplitSplitSplitSplitPermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
120Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.14
Scenario 22: 22 OY PM + Proj
Version 2022 (SP 0-10)
Generated with

11.3916.470.000.000.00175.118.410.58228.180.0095th-Percentile Queue Length [ft/ln]

0.460.660.000.000.007.000.340.029.130.0095th-Percentile Queue Length [veh/ln]

6.339.150.000.000.0097.284.670.32133.450.0050th-Percentile Queue Length [ft/ln]

0.250.370.000.000.003.890.190.015.340.0050th-Percentile Queue Length [veh/ln] NoYesNoNoNoNoYesNoYesNoCritical Lane Group
DDAAAAEAAALane Group LOS

35.1549.630.000.000.006.4159.114.977.880.00d, Delay for Lane Group [s/veh]

0.030.080.000.000.000.380.180.000.450.00X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.030.180.000.000.000.421.220.000.570.00d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.500.500.110.500.500.11k, delay calibration

35.1249.450.000.000.005.9957.894.977.310.00d1, Uniform Delay [s] 3751731681431182264768114125770c, Capacity [veh/h]
1580181019001426161536183514160136181810s, saturation flow rate [veh/h]

0.010.010.000.000.000.280.000.000.320.00(v / s)_i Volume / Saturation Flow Rate

0.240.100.070.070.730.730.020.710.710.00g / C, Green / Cycle 2811998888286860g_i, Effective Green Time [s]

0.001.001.001.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.002.002.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 120120120120120120120120120120C, Cycle Length [s]
RCCLRCLRCLLane Group
Lane Group Calculations
EPD Solutions, Inc.15
Scenario 22: 22 OY PM + Proj
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 0.00 7.88 4.97 59.11 6.41 0.00 0.00 0.00 0.00 49.63 49.63 35.15 Movement LOS A A A E A A A A A D D D
d_A, Approach Delay [s/veh] 7.87 7.03 0.00 42.99
Approach LOS A A A D
d_I, Intersection Delay [s/veh] 7.86
Intersection LOS A
Intersection V/C 0.332
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 51.34 51.34 51.34 51.34
I_p,int, Pedestrian LOS Score for Intersection 3.002 3.068 1.955 2.161 Crosswalk LOS C C A B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 750 750 467 467 d_b, Bicycle Delay [s] 23.44 23.44 35.27 35.27
I_b,int, Bicycle LOS Score for Intersection 2.521 2.400 1.560 1.604 Bicycle LOS B B A A
----------------Ring 4
----------------Ring 3
--------------65Ring 2
------------8421Ring 1
Sequence
EPD Solutions, Inc.16
Scenario 22: 22 OY PM + Proj
Version 2022 (SP 0-10)
Generated with

0.031Volume to Capacity (v/c):

BLevel Of Service:

13.2Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

Two-way stopControl Type:

Intersection 4: Pepper Ave/Auto Driveway
Intersection Level Of Service Report
YesYesYesCrosswalk

0.000.000.00Grade [%]

30.0045.0045.00Speed [mph]

0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftThruLeftRightThruTurning Movement
Lane Configuration
WestboundSouthboundNorthboundApproach
Pepper AveName
Intersection Setup
1000Pedestrian Volume [ped/h]
1401110031150Total Analysis Volume [veh/h]
4027701288Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.90001.00000.94701.00000.90000.8660Peak Hour Factor
130105103996Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
130380371Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]

1.00001.00001.04001.00001.00001.0400Growth Factor

0.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 0097400889Base Volume Input [veh/h]
Pepper AveName
Volumes
EPD Solutions, Inc.17
Scenario 22: 22 OY PM + Proj
Version 2022 (SP 0-10)
Generated with
BIntersection LOS

0.08d_I, Intersection Delay [s/veh]
BAAApproach LOS

13.180.000.00d_A, Approach Delay [s/veh]

2.380.000.000.000.000.0095th-Percentile Queue Length [ft/ln]

0.100.000.000.000.000.0095th-Percentile Queue Length [veh/ln] BAAAMovement LOS

13.180.000.000.000.000.00d_M, Delay for Movement [s/veh]

0.030.000.010.000.000.01V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
Flared Lane
StopFreeFreePriority Scheme
Intersection Settings
EPD Solutions, Inc.18
Scenario 22: 22 OY PM + Proj
Version 2022 (SP 0-10)
Generated with

0.158Volume to Capacity (v/c):

BLevel Of Service:

13.9Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

Two-way stopControl Type:

Intersection 5: Pepper Ave/Truck Driveway
Intersection Level Of Service Report
YesNoNoCrosswalk

0.000.000.00Grade [%]

25.0045.0045.00Speed [mph]

0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000100No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftThruLeftRightThruTurning Movement
Lane Configuration
WestboundSouthboundNorthboundApproach
S Project DrivewayPepper AvePepper AveName
Intersection Setup
1000Pedestrian Volume [ped/h]
76010822901075Total Analysis Volume [veh/h]
19027170269Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.90001.00000.94700.90000.90000.8660Peak Hour Factor
6801025260931Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
680122606Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]

1.00001.00001.04001.00001.00001.0400Growth Factor

0.002.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 0097400889Base Volume Input [veh/h]
S Project DrivewayPepper AvePepper AveName
Volumes
EPD Solutions, Inc.19
Scenario 22: 22 OY PM + Proj
Version 2022 (SP 0-10)
Generated with
BIntersection LOS

0.61d_I, Intersection Delay [s/veh]
BAAApproach LOS

13.880.280.00d_A, Approach Delay [s/veh]

13.910.000.003.530.000.0095th-Percentile Queue Length [ft/ln]

0.560.000.000.140.000.0095th-Percentile Queue Length [veh/ln] BABAAMovement LOS

13.880.000.0010.850.000.00d_M, Delay for Movement [s/veh]

0.160.000.010.050.000.01V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
200Number of Storage Spaces in Median
YesTwo-Stage Gap Acceptance
000Storage Area [veh]
Flared Lane
StopFreeFreePriority Scheme
Intersection Settings
EPD Solutions, Inc.20
Scenario 22: 22 OY PM + Proj
Version 2022 (SP 0-10)
Generated with

0.318Volume to Capacity (v/c):

ALevel Of Service:

5.0Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 6: Pepper Ave/Winchester Dr-Terrace Rd
Intersection Level Of Service Report
YesYesYesYesCrosswalk
YesYesYesYesCurb Present

0.000.000.000.00Grade [%]

25.0025.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000001001No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Terrace RdWinchester DrPepper AvePepper AveName
Intersection Setup
EPD Solutions, Inc.21
Scenario 22: 22 OY PM + Proj
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
5555v_ci, Inbound Pedestrian Volume crossing mi
5555v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
6268269728827197225Total Analysis Volume [veh/h]
202211718221202436Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.62500.62500.62500.84100.84100.84100.95100.95100.95100.88400.88400.8840Peak Hour Factor 4147258688397185922Total Hourly Volume [veh/h]
1003002300100Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
0000000120060Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.04001.00001.00001.04001.0000Growth Factor

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 51410258917957282022Base Volume Input [veh/h]
Terrace RdWinchester DrPepper AvePepper AveName
Volumes
EPD Solutions, Inc.22
Scenario 22: 22 OY PM + Proj
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoMinimum Recall

0.01.00.00.01.00.00.01.01.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 01700170070070Pedestrian Clearance [s]
050050050050Walk [s]

0.03.00.00.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 025002500251002510Split [s]

0.01.00.00.01.00.00.01.01.00.01.01.0All red [s]

0.02.00.00.02.00.00.02.02.00.02.02.0Amber [s]
030003000303003030Maximum Green [s]
070070077077Minimum Green [s]
--------Lag--LeadLead / Lag
Auxiliary Signal Groups
040080025061Signal Group
PermissPermissPermissPermissPermissPermissPermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
60Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.23
Scenario 22: 22 OY PM + Proj
Version 2022 (SP 0-10)
Generated with

8.2848.9241.9042.675.9629.2529.2516.6995th-Percentile Queue Length [ft/ln]

0.331.961.681.710.241.171.170.6795th-Percentile Queue Length [veh/ln]

4.6027.1823.2823.703.3116.2516.259.2750th-Percentile Queue Length [ft/ln]

0.181.090.930.950.130.650.650.3750th-Percentile Queue Length [veh/ln] NoYesYesNoNoNoNoYesCritical Lane Group
CCAADAACLane Group LOS

25.2726.823.843.8235.403.203.2030.76d, Delay for Lane Group [s/veh]

0.060.310.350.350.280.340.340.34X, volume / capacity
Lane Group Results

1.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.100.700.730.716.100.660.662.75d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.500.500.110.500.500.11k, delay calibration

25.1726.123.113.1129.302.552.5528.01d1, Uniform Delay [s] 24125213341372251422142373c, Capacity [veh/h]
17671597184819001810189919001810s, saturation flow rate [veh/h]

0.010.050.250.250.000.260.260.01(v / s)_i Volume / Saturation Flow Rate

0.090.090.720.720.010.750.750.04g / C, Green / Cycle
554343145452g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

2.002.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 6060606060606060C, Cycle Length [s]
CCCCLCCLLane Group
Lane Group Calculations
EPD Solutions, Inc.24
Scenario 22: 22 OY PM + Proj
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 30.76 3.20 3.20 35.40 3.83 3.84 26.82 26.82 26.82 25.27 25.27 25.27 Movement LOS C A A D A A C C C C C C
d_A, Approach Delay [s/veh] 3.89 4.06 26.82 25.27
Approach LOS A A C C
d_I, Intersection Delay [s/veh] 5.00
Intersection LOS A
Intersection V/C 0.318
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 21.68 21.68 21.68 21.68
I_p,int, Pedestrian LOS Score for Intersection 2.846 3.006 1.783 1.708 Crosswalk LOS C C A A
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 733 733 733 733 d_b, Bicycle Delay [s] 12.03 12.03 12.03 12.03
I_b,int, Bicycle LOS Score for Intersection 2.384 2.371 1.695 1.584 Bicycle LOS B B A A
----------------Ring 4
----------------Ring 3
------------8-65Ring 2
------------4-21Ring 1
Sequence
EPD Solutions, Inc.25
Scenario 22: 22 OY PM + Proj
Version 2022 (SP 0-10)
Generated with

0.484Volume to Capacity (v/c):

CLevel Of Service:

31.0Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 7: Pepper Ave/Baseline Rd
Intersection Level Of Service Report
YesYesYesYesCrosswalk
YesYesYesYesCurb Present

0.000.000.000.00Grade [%]

40.0040.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
100.00100.0085.00100.00100.00100.00100.00100.00100.00100.00100.0040.00Entry Pocket Length [ft] 001001001001No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Baseline RdBaseline RdPepper AvePepper AveName
Intersection Setup
EPD Solutions, Inc.26
Scenario 22: 22 OY PM + Proj
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
5555v_ci, Inbound Pedestrian Volume crossing mi
5555v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
110409829550417310767515887691127Total Analysis Volume [veh/h] 2710221241264327169392217332Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.93900.93900.93900.85700.85700.85700.88200.88200.88200.88400.88400.8840Peak Hour Factor 10338477814321489459513977611112Total Hourly Volume [veh/h] 3400270031002600Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
200002444020Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.04001.04001.04001.04001.04001.04001.04001.04001.04001.04001.04001.0400Growth Factor

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 1303697410441514011656813099586108Base Volume Input [veh/h] Baseline RdBaseline RdPepper AvePepper AveName
Volumes
EPD Solutions, Inc.27
Scenario 22: 22 OY PM + Proj
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoNoNoMinimum Recall

0.01.01.00.01.01.00.01.01.00.01.01.0l2, Clearance Lost Time [s]

0.02.02.00.02.02.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0170017001700170Pedestrian Clearance [s]
050050050050Walk [s]

0.03.03.00.03.03.00.03.03.00.03.03.0Vehicle Extension [s] 05442033210321003513Split [s]

0.01.01.00.01.01.00.01.01.00.01.01.0All red [s]

0.02.02.00.02.02.00.02.02.00.02.02.0Amber [s]
03030030300303003030Maximum Green [s]
077077077077Minimum Green [s]
--Lead--Lead--Lead--LeadLead / Lag
Auxiliary Signal Groups
047083025061Signal Group
PermissPermissProtectePermissPermissProtectePermissPermissProtPerPermissPermissProtPerControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
120Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.28
Scenario 22: 22 OY PM + Proj
Version 2022 (SP 0-10)
Generated with
308.28322.10121.90323.14336.91236.55236.35245.0073.08235.88242.8852.8895th-Percentile Queue Length [ft/ln]

12.3312.884.8812.9313.489.469.459.802.929.449.722.1295th-Percentile Queue Length [veh/ln] 194.05204.7667.72205.57216.31139.65139.50145.9440.60139.15144.3629.3850th-Percentile Queue Length [ft/ln]

7.768.192.718.228.655.595.585.841.625.575.771.1850th-Percentile Queue Length [veh/ln] YesNoNoNoNoYesNoNoYesYesNoNoCritical Lane Group
EDEDDEBBBBBALane Group LOS

55.9655.0065.5246.7546.5562.3315.4515.3910.7815.4115.369.60d, Delay for Lane Group [s/veh]

0.860.850.750.750.750.860.370.370.300.370.370.24X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

7.276.3910.002.872.699.971.050.991.421.020.980.41d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.110.110.500.500.500.500.500.19k, delay calibration

48.6948.6055.5143.8843.8652.3614.4014.399.3614.3814.389.19d1, Uniform Delay [s] 2923151093904132021021107353210301073529c, Capacity [veh/h] 1764190018101797190018101807190081818241900815s, saturation flow rate [veh/h]

0.140.140.050.160.160.100.210.210.190.210.210.16(v / s)_i Volume / Saturation Flow Rate

0.170.170.060.220.220.110.570.570.650.560.560.65g / C, Green / Cycle 20207262613686878686878g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.000.001.001.000.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 120120120120120120120120120120120120C, Cycle Length [s] CCLCCLCCLCCLLane Group
Lane Group Calculations
EPD Solutions, Inc.29
Scenario 22: 22 OY PM + Proj
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 9.60 15.38 15.41 10.78 15.41 15.45 62.33 46.63 46.75 65.52 55.33 55.96 Movement LOS A B B B B B E D D E E E
d_A, Approach Delay [s/veh] 14.57 14.64 50.16 56.84
Approach LOS B B D E
d_I, Intersection Delay [s/veh] 31.02
Intersection LOS C
Intersection V/C 0.484
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 51.34 51.34 51.34 51.34
I_p,int, Pedestrian LOS Score for Intersection 2.882 2.938 2.842 2.861 Crosswalk LOS C C C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 533 483 500 850 d_b, Bicycle Delay [s] 32.27 34.50 33.75 19.84
I_b,int, Bicycle LOS Score for Intersection 2.328 2.361 2.219 2.083 Bicycle LOS B B B B
----------------Ring 4
----------------Ring 3
------------8765Ring 2
------------4321Ring 1
Sequence
EPD Solutions, Inc.30
Scenario 22: 22 OY PM + Proj
Version 2022 (SP 0-10)
Generated with
Intersection Analysis Summary
12/21/2022Report File: C:\...\Future AM + Proj.pdf
Scenario 23 Future AM + ProjVistro File: C:\...\Pepper Ave Industrial - 1 Driveway.vistro V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

C29.60.586WB LeftHCM 6th
EditionSignalizedPepper Ave/Baseline Rd7
B12.10.573SB LeftHCM 6th
EditionSignalizedPepper Ave/Winchester Dr-
Terrace Rd6
B13.10.047WB RightHCM 6th
EditionTwo-way stopPepper Ave/Truck Driveway5
B12.90.009WB RightHCM 6th
EditionTwo-way stopPepper Ave/Auto Driveway4
C33.70.649NB LeftHCM 6th
EditionSignalizedPepper Avenue/North
Driveway3
C22.60.701SB LeftHCM 6th
EditionSignalizedPepper Ave/I-210 EB2
E63.80.932NB LeftHCM 6th
EditionSignalizedPepper Ave/I-210 WB1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID EPD Solutions, Inc.1
Scenario 23: 23 Future AM + Proj
Version 2022 (SP 0-10)
Generated with

0.932Volume to Capacity (v/c):

ELevel Of Service:

63.8Delay (sec / veh):
15 minutesAnalysis Period:

HCM 6th EditionAnalysis Method:

SignalizedControl Type:

Intersection 1: Pepper Ave/I-210 WB
Intersection Level Of Service Report
YesYesNoNoCrosswalk
YesYesYesCurb Present

0.000.000.000.00Grade [%]

40.0030.0045.0045.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.00100.00Exit Pocket Length [ft] 000000000001No. of Lanes in Exit Pocket
100.00100.00750.00100.00100.00100.00100.00100.00100.00100.00100.00310.00Entry Pocket Length [ft] 001000000001No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
I-210 WBPepper AvePepper AveName
Intersection Setup
EPD Solutions, Inc.2
Scenario 23: 23 Future AM + Proj
Version 2022 (SP 0-10)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
5555v_ci, Inbound Pedestrian Volume crossing mi
5555v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
717704340023340200375635Total Analysis Volume [veh/h]
182176900581010094159Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.86200.86200.86201.00001.00001.00000.81800.81801.00001.00000.94200.9420Peak Hour Factor 616607340019132900353598Total Hourly Volume [veh/h]
21009006400000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
0017634005700067126Site-Generated Trips [veh/h]
0000006000630In-Process Volume [veh/h]

1.04001.04001.04001.00001.00001.00001.04001.04001.00001.00001.04001.0400Growth Factor

0.000.000.002.002.002.000.000.002.002.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 79641400023524900269425Base Volume Input [veh/h]
I-210 WBPepper AvePepper AveName
Volumes
EPD Solutions, Inc.3
Scenario 23: 23 Future AM + Proj
Version 2022 (SP 0-10)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.01.00.00.00.00.00.01.00.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.00.00.00.02.00.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 01000000300100Pedestrian Clearance [s]
050000050050Walk [s]

0.03.00.00.00.00.00.03.00.00.03.03.0Vehicle Extension [s] 0360000021005433Split [s]

0.01.00.00.00.00.00.01.00.00.01.01.0All red [s]

0.02.00.00.00.00.00.02.00.00.02.02.0Amber [s]
0300000030003030Maximum Green [s]
070000070077Minimum Green [s]
-----------LeadLead / Lag
Auxiliary Signal Groups
040000020061Signal Group
SplitSplitSplitPermissPermissPermissPermissPermissPermissPermissPermissProtecteControl Type Phasing & Timing

0.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
EPD Solutions, Inc.4
Scenario 23: 23 Future AM + Proj
Version 2022 (SP 0-10)
Generated with

46.78795.18386.10325.0970.94720.7195th-Percentile Queue Length [ft/ln]

1.8731.8115.4413.002.8428.8395th-Percentile Queue Length [veh/ln]

25.99568.06255.12207.0939.41511.2350th-Percentile Queue Length [ft/ln]

1.0422.7210.208.281.5820.4550th-Percentile Queue Length [veh/ln] NoYesYesNoNoYesCritical Lane Group
BFEDAFLane Group LOS

19.0580.7676.5053.709.6281.30d, Delay for Lane Group [s/veh]

0.131.060.960.840.181.05X, volume / capacity
Lane Group Results

1.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.1052.2640.8419.120.2051.30d2, Incremental Delay [s]

1.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.500.500.500.500.50k, delay calibration

18.9528.5035.6634.589.4330.00d1, Uniform Delay [s]
6006633303802050603c, Capacity [veh/h]
163718101650190036181810s, saturation flow rate [veh/h]

0.050.390.190.170.100.35(v / s)_i Volume / Saturation Flow Rate

0.370.370.200.200.570.33g / C, Green / Cycle
333318185130g_i, Effective Green Time [s]

1.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 909090909090C, Cycle Length [s]
CLCCCLLane Group
Lane Group Calculations
EPD Solutions, Inc.5
Scenario 23: 23 Future AM + Proj
Version 2022 (SP 0-10)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 81.30 9.62 0.00 0.00 58.49 76.50 0.00 0.00 0.00 80.76 19.05 19.05 Movement LOS F A E E F B B
d_A, Approach Delay [s/veh] 54.69 65.10 0.00 74.60
Approach LOS D E A E
d_I, Intersection Delay [s/veh] 63.83
Intersection LOS E
Intersection V/C 0.932
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 2.340 2.320 Crosswalk LOS F F B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1133 400 0 733 d_b, Bicycle Delay [s] 8.45 28.80 45.00 18.05
I_b,int, Bicycle LOS Score for Intersection 2.393 2.136 4.132 2.885 Bicycle LOS B B D C
----------------Ring 4
----------------Ring 3
--------------6-Ring 2
-------------421Ring 1
Sequence
EPD Solutions, Inc.6
Scenario 23: 23 Future AM + Proj
Version 2022 (SP 0-10)
Generated with