Attachment 17 IS_MND Pratt Family Ranch Appendix-Technical Studies — Visalia City Council, September 5, 2023 (part 2 of 5)

May 26, 2020
Jaymie Brauer
Quad Knopf, Inc.

Via Email to: [email protected]
Re: Native American Consultation, Pursuant to Senate Bill 18 (SB18), Government Codes §65352.3 and §65352.4, as well as Assembly Bill 52 (AB52), Public Resources Codes §21080.1, §21080.3.1 and §21080.3.2, Pratt Valley Ranch, Tulare County Dear Ms. Brauer:

Attached is a consultation list of tribes with traditional lands or cultural places located within the boundaries of the above referenced counties or projects.

Government Codes §65352.3 and §65352.4 require local governments to consult with California Native American tribes identified by the Native American Heritage Commission (NAHC) for the purpose of avoiding, protecting, and/or mitigating impacts to cultural places when creating or amending General Plans, Specific Plans and Community Plans.

Public Resources Codes §21080.3.1 and §21080.3.2 requires public agencies to consult with California Native American tribes identified by the Native American Heritage Commission (NAHC) for the purpose of avoiding, protecting, and/or mitigating impacts to tribal cultural resources as defined, for California Environmental Quality Act (CEQA) projects.

The law does not preclude local governments and agencies from initiating consultation with the tribes that are culturally and traditionally affiliated within your jurisdiction. The NAHC believes that this is the best practice to ensure that tribes are consulted commensurate with the intent of the law.

Best practice for the AB52 process and in accordance with Public Resources Code §21080.3.1(d), is to do the following:

Within 14 days of determining that an application for a project is complete or a decision by a public agency to undertake a project, the lead agency shall provide formal notification to the designated contact of, or a tribal representative of, traditionally and culturally affiliated California Native American tribes that have requested notice, which shall be accomplished by means of at least one written notification that includes a brief description of the proposed project and its location, the lead agency contact information, and a notification that the California Native American tribe has 30 days to request consultation pursuant to this section.

The NAHC also recommends, but does not require that lead agencies include in their notification letters, information regarding any cultural resources assessment that has been completed on the area of potential affect (APE), such as:

CHAIRPERSON
Laura Miranda
Luiseño

VICE CHAIRPERSON
Reginald Pagaling
Chumash

SECRETARY
Merri Lopez-Keifer
Luiseño

PARLIAMENTARIAN
Russell Attebery
Karuk

COMMISSIONER
Marshall McKay
Wintun

COMMISSIONER
William Mungary
Paiute/White Mountain
Apache

COMMISSIONER
[Vacant]

COMMISSIONER
Julie TumamaitStenslie
Chumash

COMMISSIONER
[Vacant]

EXECUTIVE SECRETARY
Christina Snider
Pomo

NAHC HEADQUARTERS
1550 Harbor Boulevard
Suite 100
West Sacramento,
California 95691
(916) 373-3710
[email protected]
NAHC.ca.gov

Page 2 of 2 ends

1. The results of any record search that may have been conducted at an Information Center of the California Historical Resources Information System (CHRIS), including, but not limited to:
• A listing of any and all known cultural resources have already been recorded on or adjacent to the APE, such as known archaeological sites;
• Copies of any and all cultural resource records and study reports that may have been provided by the Information Center as part of the records search response; • Whether the records search indicates a low, moderate or high probability that unrecorded cultural resources are located in the APE; and
• If a survey is recommended by the Information Center to determine whether previously unrecorded cultural resources are present.

2. The results of any archaeological inventory survey that was conducted, including:
• Any report that may contain site forms, site significance, and suggested mitigation measures.

All information regarding site locations, Native American human remains, and associated funerary objects should be in a separate confidential addendum, and not be made available for public disclosure in accordance with Government Code Section 6254.10.

3. The result of the Sacred Lands File (SFL) check conducted through the Native American Heritage Commission was negative.

4. Any ethnographic studies conducted for any area including all or part of the potential APE; and

5. Any geotechnical reports regarding all or part of the potential APE.

Lead agencies should be aware that records maintained by the NAHC and CHRIS is not exhaustive, and a negative response to these searches does not preclude the existence of a tribal cultural resource. A tribe may be the only source of information regarding the existence of a tribal cultural resource.

This information will aid tribes in determining whether to request formal consultation. In the event, that they do, having the information beforehand well help to facilitate the consultation process.

If you receive notification of change of addresses and phone numbers from tribes, please notify the NAHC. With your assistance we can assure that our consultation list remains current.

If you have any questions, please contact me at my email address: [email protected].

Sincerely,
Nancy Gonzalez-Lopez
Cultural Resources Analyst
Attachment

Native American Heritage Commission
Tribal Consultation List
5/26/2020
Kern Valley Indian Community
Julie Turner, Secretary
P.O. Box 1010
Lake Isabella 93240
(661) 340-0032 Cell
Kawaiisu
CA Tubatulabal ,
Kern Valley Indian Community
Robert Robinson, Chairperson
P.O. Box 1010
Lake Isabella 93240
(760) 378-2915 Cell
Tubatulabal
, CA Kawaiisu
[email protected]
Kern Valley Indian Community
Brandy Kendricks
30741 Foxridge Court
Tehachapi 93561
(661) 821-1733
Kawaiisu
CA Tubatulabal ,
[email protected]
Santa Rosa Rancheria Tachi Yokut Tribe
Leo Sisco, Chairperson
P.O. Box 8
Lemoore 93245
(559) 924-1278
Tache
Tachi
Yokut
, CA
Tubatulabals of Kern Valley
Robert L. Gomez, Jr., Tribal Chairperson
P.O. Box 226
Lake Isabella 93240
(760) 379-4590
Tubatulabal
, CA
Tule River Indian Tribe
Neil Peyron, Chairperson
P.O. Box 589
Porterville 93258
(559) 781-4271
Yokuts
, CA
[email protected]
Wuksache Indian Tribe/Eshom Valley Band
Kenneth Woodrow, Chairperson
1179 Rock Haven Ct.

Salinas 93906
(831) 443-9702
Foothill Yokuts
Mono
Wuksache
, CA
[email protected]
This list is current only as of the date of this document and is based on the information available to the Commission on the date it was produced.

Distribution of this list does not relieve any person of statutory responsibility as defined in Section 7050.5 of the Health and Safety C ode, Section 5097.94 of the Public Resources Code and Section 5097.98 of the Public Resources Code.

This list is applicable only for consultation with Native American tribes under Government Code Sections 65352.3, 65362.4 et seq. and Public Resources Code Sections 21080.3.1 for the proposed: Pratt Valley Ranch, Tulare County.

Pratt Family Ranch
Transportation Impact Study
July 15, 2022
Prepared by:

VRPA Technologies, Inc.
4630 W. Jennifer, Suite 105
Fresno, CA 93722
Pratt Family Ranch
Transportation Impact Study
Study Team
 Georgiena Vivian, President, VRPA Technologies, Inc., [email protected], (559) 259-9257
 Erik Ruehr, Dir. of Traffic Engineering, VRPA Technologies, Inc., [email protected], (858) 566-1766
 Jeff Stine, Senior Transportation Planner, VRPA Technologies, Inc. [email protected],  (858) 566-1766
 Nisha Pathak, Transportation Engineer, VRPA Technologies, Inc., [email protected], (559) 271-1200
Table of Contents
Section Description Page
Executive Summary E-1

1.0 Introduction 1

1.1 Description of the Region/Project 1

1.1.1 Project Access 1

1.1.2 Study Area 1

1.1.3 Study Scenarios 2

1.2 Methodology 2

1.2.1 Intersection Analysis 2

1.3 Policies to Maintain Level of Service 8

1.3.1 City of Visalia 8

1.3.2 Tulare County 8

1.3.3 California Department of Transportation (Caltrans) 8

1.4 VMT Analysis 8

2.0 Existing Conditions 9

2.1 Existing Traffic Counts and Roadway Geometrics 9

2.2 Existing Functional Roadway Classification System 9

2.3 Affected Streets and Highways 10

2.4 Level of Service 14

2.4.1 Intersection Capacity Analysis 14

2.4.2 Queuing Analysis 14

2.5 Study Area Collision Data 17

2.6 Pedestrian and Bicycle Facilities 17

2.7 Transit 17

3.0 Transportation Impacts 19

3.1 Trip Generation 19

3.2 Trip Distribution 19

3.3 Project Traffic 22

3.4 Approved/Pending Project Traffic 22

3.5 Opening Year Traffic Conditions 22

3.6 5-Year Horizon Traffic Conditions 22

3.7 10-Year and 20-Year Horizon Traffic Conditions 39

3.8 Impacts 39

3.8.1 Intersection Capacity Analysis 39

3.8.2 Queuing Analysis 39

3.9 Project Access 39

3.10 Mooney Boulevard Alignment Mooney Boulevard/Riverway Drive Roundabout 40

3.11 VMT Analysis 41

3.12 Impacts to Public Transit, Bicycle, and Pedestrian Facilities 51

3.13 Phasing of Transportation Improvements 52

4.0 Mitigation 53

4.1 Recommended Improvements 53

4.1.1 Intersections 53

4.2 Equitable Share Responsibility 57
Appendices
Appendix A – Modified Arterial Level of Service Tables
Appendix B – Traffic Count Data Worksheets
Appendix C – Synchro 10 (HCM 6th Edition) Worksheets
Appendix D – Peak Hour Traffic Signal Warrant
Appendix E – Vehicle Miles Traveled Model Run

List of Tables
1-1 Signalized Intersection Level of Service Definitions 6 1-2 Unsignalized Intersections Level of Service Definitions 7 2-1 Existing Intersection Operations 15
2-2 Existing Queuing Operations 16
3-1 Project Trip Generation 19
3-2 Approved/Pending Project Trip Generation 28
3-3 Intersection Operations 47
3-4 Queuing Operations 48
3-5 Intersection Operations at Project Driveways 51
4-1 Intersection Operations with Mitigation 54
4-2 Left Turn and Right Turn Storage Requirements 56
4-3 10-Year Horizon Equitable Share Responsibility 57
List of Figures
1-1 Regional Location 3
1-2 Project Location 4
1-3 Project Site Plan 5
2-1 Existing Lane Geometry 11
2-2 Existing AM Peak Hour Traffic 12
2-3 Existing PM Peak Hour Traffic 13
2-4 Existing Study Area Collision Map 18
3-1a Project Trip Distribution
(Opening Year/5-Year Horizon) 20
3-1b Project Trip Distribution (10/20-Year Horizon) 21
3-2a Project AM Peak Hour Traffic (Opening Year/5-Year Horizon) 23 3-2b Project AM Peak Hour Traffic (10/20-Year Horizon) 24 3-3a Project PM Peak Hour Traffic (Opening Year/5-Year Horizon) 25 3-3b Project PM Peak Hour Traffic (10/20-Year Horizon) 26 3-4 Approved/Pending Project Location 27
3-5 Approved/Pending Project AM Peak Hour Traffic 29
3-6 Approved/Pending Project PM Peak Hour Traffic 29
3-7 Opening Year Without Project AM Peak Hour Traffic 31 3-8 Opening Year Without Project AM Peak Hour Traffic 32 3-9 Opening Year Plus Project AM Peak Hour Traffic 33
3-10 Opening Year Plus Project PM Peak Hour Traffic 34
3-11 5-Year Year Horizon Without Project AM Peak Hour Traffic 35 3-12 5-Year Year Horizon Without Project AM Peak Hour Traffic 36 3-13 5-Year Year Horizon Plus Project AM Peak Hour Traffic 37 3-14 5-Year Year Horizon Plus Project PM Peak Hour Traffic 38 3-15 10-Year Year Horizon Without Project AM Peak Hour Traffic 42 3-16 10-Year Year Horizon Without Project AM Peak Hour Traffic 43 3-17 10-Year Year Horizon Plus Project AM Peak Hour Traffic 44 3-18 10-Year Year Horizon Plus Project PM Peak Hour Traffic 45 3-19 20-Year Horizon Peak Hour Traffic 46
3-20 Project AM Peak Hour Trips at Driveways 49
3-21 Project PM Peak Hour Trips at Driveways 50
3-22 Mooney Boulevard/Riverway Drive Roundabout 53
3-23 Proposed Project Phasing 54
4-1 Proposed Roadway Improvements 55
1 Pratt Family Ranch
Transportation Impact Study, Executive Summary

Executive Summary
This Transportation Impact Study (TIS) has been prepared for the purpose of analyzing traffic conditions related to the Pratt Family Ranch Development (Project). The Project site is generally located at the northwest quadrant of the Riverway Drive and Mooney Boulevard intersection.

Regional access to the site is provided by State Route (SR) 198 and SR 63. The Project seeks to develop approximately 555 single family dwelling units.

Vehicular access to the site would be provided by Pratt Road, Mooney Boulevard, and Avenue 320. The extension of these roadways would be constructed to City standards and would be dedicated as public right of way. The proposed project would also construct a roundabout at the Riverway Drive and Mooney Boulevard intersection, which would also be dedicated as public right of way and would be constructed to Caltrans or City-approved standards.

STUDY AREA
The study intersections included in this TIS are listed below. The study intersections were developed in consultation with City of Visalia staff and are located within 1-mile of the Project site based on analysis requirements found in the City of Visalia “Procedures For Traffic Impact Analysis (TIA)”, dated March 2021.

The intersections of Riverway Drive at Dinuba Boulevard and Riverway Drive at Giddings Street were not included in the analysis since Riverway Drive is transitioning to no longer have thru access to Dinuba Boulevard. Riverway Drive will terminate and become a cul-de-sac approximately 900 feet east of Giddings Street. The intersection of Shannon Parkway at Dinuba Boulevard was not included in the analysis given the minimal amount of Project traffic that would impact the intersection.

 County Center Drive/Pratt Road
 County Center Drive/Shannon Parkway
 Ferguson Street / Mooney Boulevard
 Avenue 320 / Mooney Boulevard
 County Center Drive/Avenue 320
Study Scenarios
The TIS completed for the Project includes level of service (LOS) analysis for the following traffic scenarios.
 Existing Conditions
 Opening Year Without Project
 Opening Year Plus Project
 5-Year Horizon Without Project
 5-Year Horizon Plus Project
 10-Year Horizon Without Project
 10-Year Horizon Plus Project
 20-Year Horizon Without Project (Riggin Avenue / Dinuba Boulevard Only)  20-Year Horizon Plus Project (Riggin Avenue / Dinuba Boulevard Only)

IMPACTS
Intersections
Table E-1 shows intersections that are expected to fall short of desirable operating conditions for various scenarios. Potential mitigation measures are discussed below. 3 Pratt Family Ranch
Transportation Impact Study, Executive Summary

Table E-1
Intersection Operations DELAY LOS DELAY LOS DELAY LOS DELAY LOS DELAY LOS DELAY LOS DELAY LOS DELAY LOS AM 11.4 B 11.5 B 11.9 B 12.0 B 17.0 C 17.0 C PM 13.7 B 13.9 B 15.0 C 15.2 C 23.1 C 24.7 C AM 8.6 A 8.8 A PM 8.6 A 8.7 A
AM 0.0 A 0.0 A
PM 0.0 A 0.0 A
AM 14.8 B 15.0 C 16.1 C 16.4 C 17.2 C 17.3 C
PM 14.9 B 15.4 C 16.1 C 16.7 C 17.1 C 17.3 C AM 9.4 A 11.1 B 9.5 A 11.2 B 10.7 B 12.8 B PM 9.9 A 11.3 B 10.0 B 11.5 B 11.1 B 13.7 B AM 0.0 A 10.3 B 0.0 A 10.4 B 0.0 A 10.0 B PM 0.0 A 11.0 B 0.0 A 11.2 B 0.0 A 10.7 B AM 11.1 B 11.2 B 11.5 B 11.6 B 11.6 B 11.7 B PM 11.0 B 11.4 B 11.5 B 11.9 B 11.6 B 12.0 B AM 7.5 A 4.2 A 7.5 A 4.3 A 7.5 A 4.2 A PM 7.6 A 4.5 A 7.7 A 4.5 A 7.8 A 4.6 A
AM 28.2 C 28.8 C 29.4 C 30.0 C 30.8 C 31.5 C 35.0 D 35.6 D PM 45.3 D 49.1 D 49.8 D 54.2 D 57.5 E 61.2 E 90.5 F 93.9 F AM 17.9 C 17.9 C 20.8 C 20.8 C 24.1 C 24.1 C PM 17.0 C 17.0 C 19.3 C 19.3 C 19.7 C 19.7 C AM 5.2 A 5.7 A 5.5 A 6.0 A 4.8 A 5.1 A PM 3.5 A 4.0 A 3.7 A 4.1 A 3.8 A 4.2 A
AM 3.6 A 4.7 A 3.7 A 4.8 A 3.7 A 4.9 A
PM 4.3 A 6.2 A 4.5 A 6.5 A 4.5 A 6.3 A
AM 6.9 A 6.9 A 7.6 A 7.7 A 6.7 A 6.8 A
PM 4.2 A 4.3 A 4.4 A 4.4 A 4.4 A 4.4 A
AM 35.1 D 37.1 D 36.7 D 38.7 D 37.2 D 39.3 D
PM 37.7 D 42.0 D 40.8 D 46.1 D 43.9 D 51.1 D
AM 75.0 F ++ 99.8 F ++ 99.0 F ++ 130.0 F ++ 135.9 F ++ 168.7 F ++ PM 113.8 F ++ 152.7 F ++ 148.0 F ++ 186.9 F ++ 169.2 F ++ 208.9 F ++ AM 33.0 C 35.8 D 33.3 C 36.5 D 33.8 C 37.1 D PM 41.5 D 46.6 D 43.6 D 48.9 D 51.2 D 55.0 D
AM 264.5 F ++ 312.0 F ++ 309.9 F ++ 358.7 F ++ 322.5 F ++ 370.0 F ++ PM 193.0 F ++ 240.6 F ++ 232.3 F ++ 281.6 F ++ 277.5 F ++ 328.9 F ++ AM 14.1 B 16.4 C 15.4 C 18.4 C 15.8 C 18.7 C PM 86.3 F ++ 135.1 F ++ 114.3 F ++ 171.4 F ++ 153.8 F ++ 206.5 F ++ DELAY is meas ured in seconds per vehicle LOS = Level of Service / BOLD denotes LOS standa rd has been exceeded ++ Meets pea k hour si gnal warrants .

4. Pratt Road / Dema ree Street D

5. Pratt Road / County Center Street D

6. Pratt Road / Mooney Boulevard D

7. Riverway Drive / Demaree Street D

8. Riverway Drive / Mooney Boulevard D

INTERSECTION

TARGET LOS PEAK HOUR D

2. Avenue 320 / County Center Street (Future) D

3. Avenue 320 / Mooney Boulevard (Future)

1. Avenue 320 / Demaree Street 20-YEAR HORIZON PLUS PROJECT 20-YEAR HORIZON WITHOUT PROJECT D OPENING YEAR WITHOUT PROJECT 10-YEAR HORIZON PLUS PROJECT OPENING YEAR PLUS PROJECT 5-YEAR HORIZON WITHOUT PROJECT 5-YEAR HORIZON PLUS PROJECT 10-YEAR HORIZON WITHOUT PROJECT

9. Riggin Avenue / Dinuba Boulevard (SR-63) -- 1

10. Shannon Pa rkway / Demaree Street D
D

11. Shannon Pa rkway / County Center Street D

12. Shannon Pa rkway / Mooney Boul evard D

13. Shannon Pa rkway / Giddings Street D

14. Riggin Avenue / Demaree Street
1 - With the changes brought a bout by SB 743, Caltrans no longer us es level of s ervi ce to determine the need for transportation i mprovements . Instead, the focus is on providing adequa te fa ci lities for pedes trians, bicycles, and tra ns it a s wel l as safety cons iderati ons for all trans portation modes. Guidance is provided in the Trans portation Impact Study Guide da ted May 20, 2020 a nd the Interim La nd Development a nd Intergovernmental Revi ew Sa fety Review Practiti oners Guidance dated July 2020. This guidance was us ed in determini ng the need for roadwa y improvements on Ca ltrans facilities .

17. Riggin Avenue / Giddings Street D

18. Ferguson Avenue / Mooney Bouleva rd D
For s ignalized, roundabout, and a ll-wa y s top intersections , delay results show the avera ge for the entire intersection. For one-way and two-way s top controll ed intersections, dela y results s how the dela y for the worst movement.

15. Riggin Avenue / County Center Street D

16. Riggin Avenue / Mooney Boulevard D
4 Pratt Family Ranch
Transportation Impact Study, Executive Summary

MITIGATION
This section describes potential improvements to mitigate the traffic impacts of the Project. The potentially significant impacts resulting from the Project relate to the generation of unacceptable LOS at various intersections in the long term. Considering the criteria provided in Section 1.3 and the results presented above, the following improvements could be considered to alleviate project-specific impacts.
 Riggin Avenue at Dinuba Boulevard (SR-63)
Recommended improvements to achieve acceptable levels of service:
 10-Year Horizon and 20-Year Horizon scenarios:
o Widen the eastbound approach to 2 left turn lanes, 2 through lanes, and 1 right turn lane (adding 1 left turn lane)
Although the improvements identified appear to be needed based on the traffic analysis, this intersection is in the jurisdiction of Caltrans and Caltrans has no plans to improve the intersection. Payment of City transportation impact fees is considered to satisfy this mitigation measure directly or indirectly by contributing to overall transportation funding in the City of Visalia.
 Riggin Avenue at County Center Street
Recommended improvements to achieve acceptable levels of service:
 Opening Year, 5-Year Horizon, and 10-Year Horizon scenarios:
o Install Traffic Signal
The improvements identified above for the Opening Year, 5-Year Horizon, and 10-Year Horizon scenarios are sufficient to meet the City of Visalia’s acceptable LOS standard of ‘D’.

It should be noted that a traffic signal was recently installed at the intersection of Riggin Avenue and County Center Street and that satisfies this mitigation measure.  Riggin Avenue at Giddings Street
Recommended improvements to achieve acceptable levels of service:
 Opening Year, 5-Year Horizon, and 10-Year Horizon scenarios:
o Install Traffic Signal
The improvements identified above for the Opening Year, 5-Year Horizon, and 10-Year Horizon scenarios are sufficient to meet the City of Visalia’s acceptable LOS standard of ‘D’.

It should be noted that a traffic signal was recently installed at the intersection of Riggin Avenue and Giddings Street and that satisfies this mitigation measure.  Ferguson Avenue at Mooney Boulevard
Recommended improvements to achieve acceptable levels of service:
 Opening Year, 5-Year Horizon, and 10-Year Horizon scenarios:
o Install Traffic Signal
5 Pratt Family Ranch
Transportation Impact Study, Executive Summary

Payment of City transportation impact fees is considered to satisfy this mitigation measure directly or indirectly by contributing to overall transportation funding in the City of Visalia.  Riverway Drive at Mooney Boulevard
Proposed Project Improvements:
 Opening Year, 5-Year Horizon, and 10-Year Horizon scenarios:
o Install Roundabout
o Northbound approach: 1 Through/Right (a separate right turn lane could be added if needed to support the transition to the cross-section of Mooney Boulevard to the south)
o Southbound approach: 1 Through/Right
o Westbound approach: 1 Through/Right
The proposed design concept has been analyzed in this traffic analysis and no level of service deficiencies are indicated in any of the future scenarios. A design concept for the Mooney Boulevard/Riverway Drive roundabout will need to include a transition to the cross-section of Mooney Boulevard to the south. Roadway striping changes and/or geometric design changes will be needed in the area between Glendale Avenue and Riverway Drive. It is recommended that later stages of the project approval process include the preparation of a design for the roundabout that is acceptable to the City of Visalia.

Post-Mitigation Level of Service
The level of service resulting from the potential improvements identified above is shown in Table E-2 for study area intersections.

Table E-2
Intersection Operations with Mitigation DELAY LOS DELAY LOS DELAY LOS DELAY LOS DELAY LOS DELAY LOS DELAY LOS DELAY LOS AM 28.1 C 28.6 C 29.1 C 29.7 C 29.4 C 30.6 C 32.5 C 33.2 C PM 41.5 D 45.1 D 45.3 D 49.8 D 38.6 D 40.3 D 51.3 D 53.3 D AM 16.8 B 17.0 B 17.8 B 18.1 B 18.9 B 20.1 C
PM 18.1 B 17.9 B 17.8 B 20.0 B 19.0 B 21.1 C AM 24.3 C 28.5 C 32.1 C 38.3 D 33.9 C 41.0 D PM 17.3 B 19.4 B 19.3 B 22.7 C 22.4 C 27.1 C AM 14.3 B 14.5 B 14.8 B 15.1 B 15.0 B 15.3 B PM 19.8 B 21.6 C 21.6 C 24.7 C 24.6 C 29.3 C DELAY is meas ured in s econds per vehicle LOS = Level of Service / BOLD denotes LOS s tandard has been exceeded

15. Riggin Avenue / County Ce nter Street D
1 - With the changes brought about by SB 743, Caltrans no longer uses level of service to determine the need for trans porta tion improvements . Ins tead, the focus is on providing a dequate facilities for pedes trians, bicycles , and transit as well as s afety cons idera tions for all transportation modes. Guidance is provided in the Trans portation Impact Study Guide dated Ma y 20, 2020 and the Interim La nd Developme nt and Intergovernmental Review Safety Review Practitioners Guidance dated July 2020. This guidance was used in determining the need for roadway improvements on Caltrans facilities .

17. Riggin Avenue / Giddings Street D

18. Fergus on Avenue / Mooney Boulevard D
For s ignalized, roundabout, and all-way stop inters ections , delay res ults show the average for the entire intersection. For one -way and two-way s top controlled intersections , delay res ults show the delay for the worst move ment.

9. Riggin Avenue / Dinuba Boulevard (SR-63) -- 1
20-YEAR HORIZON PLUS PROJECT 20-YEAR HORIZON WITHOUT PROJECT OPENING YEAR WITHOUT PROJECT 10-YEAR HORIZON PLUS PROJECT OPENING YEAR PLUS PROJECT 5-YEAR HORIZON WITHOUT PROJECT 5-YEAR HORIZON PLUS PROJECT 10-YEAR HORIZON WITHOUT PROJECT

INTERSECTION

TARGET LOS PEAK HOUR
6 Pratt Family Ranch
Transportation Impact Study, Executive Summary

Project Percentage of Future Traffic
This section of the report provides analysis of the percentage of future traffic generated by the project at key study area locations. This information can be used in evaluating the need for improvements to be provided by the Project. The formulas used to calculate the Project percentage of future traffic to City of Visalia/Caltrans facilities is as follows:

Project Percentage of Future Traffic = (Project Trips)/(20-Year Horizon Plus Project Traffic – Existing Traffic)
Table E-3
20-Year Horizon Project Percentage of Future Traffic

INTERSECTION PEAK
HOUR

EXISTING PROJECT TRIPS
10-YEAR

HORIZON PLUS

PROJECT

FAIR SHARE

PERCENTAGE
AM 1,813 90 3,716 4.7%
PM 2,314 121 4,896 4.7%
AM 1,462 160 2,423 16.6%
PM 1,429 214 2,571 18.7%
AM 1,283 99 2,340 9.4%
PM 1,122 132 2,422 10.2%
AM 723 119 1,269 21.8%
PM 1,505 160 2,338 19.2%
1 - Fair-Share based on 20-Year Horizon
Riggin Avenue / County Center Street
Riggin Avenue / Dinuba Boulevard (SR-63) 1
Ferguson Avenue / Mooney Boulevard
Riggin Avenue / Giddings Street
1 Pratt Family Ranch
Transportation Impact Study, Introduction

1.0 Introduction

1.1 Description of the Region/Project
This Transportation Impact Study (TIS) has been prepared for the purpose of analyzing traffic conditions related to the Pratt Family Ranch development (Project). The Project site is generally located at the northwest quadrant of the Riverway Drive and Mooney Boulevard intersection.

Regional access to the site is provided by State Route (SR) 198 and SR 63. The Project seeks to develop approximately 555 single family dwelling units. Figure 1-1 shows the site’s regional context. Figure 1-2 shows the Project location within the City of Visalia. Figure 1-3 shows the tentative layout of the proposed Project.

1.1.1 Project Access
Vehicular access to the site would be provided by Pratt Road, Mooney Boulevard, and Avenue 320. The extension of these roadways would be constructed to City standards and would be dedicated as public right of way. The proposed project would also construct a roundabout at the Riverway Drive and Mooney Boulevard intersection, which would also be dedicated as public right of way and would be constructed to Caltrans or City-approved standards.

1.1.2 Study Area
The study intersections included in this TIS are listed below and shown in Figure 1-2. The study intersections were developed in consultation with City of Visalia staff. The intersections of Riverway Drive at Dinuba Boulevard and Riverway Drive at Giddings Street were not included in the analysis since Riverway Drive is transitioning to no longer have thru access to Dinuba Boulevard. Riverway Drive will terminate and become a cul-de-sac approximately 900 feet east of Giddings Street. The intersection of Shannon Parkway at Dinuba Boulevard was not included in the analysis given the minimal amount of Project traffic that would impact the intersection.

 County Center Drive/Pratt Road
 County Center Drive/Shannon Parkway
 Ferguson Street / Mooney Boulevard
 Avenue 320 / Mooney Boulevard
 County Center Drive/Avenue 320

1.1.3 Study Scenarios
The TIS completed for the Project includes level of service (LOS) analysis for the following traffic scenarios.
 Existing Conditions
 Opening Year Without Project
 Opening Year Plus Project
 5-Year Horizon Without Project
 5-Year Horizon Plus Project
 10-Year Horizon Without Project
 10-Year Horizon Plus Project
 20-Year Horizon Without Project (Riggin Avenue / Dinuba Boulevard Only)  20-Year Horizon Plus Project (Riggin Avenue / Dinuba Boulevard Only)

1.2 Methodology
When preparing a TIS, guidelines set by affected agencies are followed. In analyzing street and intersection capacities the Level of Service (LOS) methodologies are applied. LOS standards are applied by transportation agencies to quantitatively assess a street and highway system’s performance. In addition, safety concerns are analyzed to determine the need for appropriate mitigation resulting from increased traffic near sensitive uses, the need for dedicated ingress and egress access lanes to the project, and other evaluations such as the need for signalized intersections or other improvements. Guidelines incorporated in the Highway Capacity Manual (HCM), 6th Edition, published in 2016 were also used in the development of this TIS.

1.2.1 Intersection Analysis
Intersection LOS analysis was conducted using the Synchro software program. Synchro supports HCM methodologies and is deemed an acceptable program by City of Visalia staff for assessment of traffic impacts. Levels of Service can be determined for both signalized and unsignalized intersections.

Tables 1-1 and 1-2 indicate the ranges in the amounts of average delay for a vehicle at signalized and unsignalized intersections for the various levels of service ranging from LOS “A” to “F”.

The signalized LOS standards applied to calculate intersection LOS are in accordance with the current edition of the HCM. Intersection turning movement counts and roadway geometrics used to develop LOS calculations were obtained from field review findings and count data provided from the traffic count sources identified in Section 2.1. 3 Pratt Family Ranch
Transportation Impact Study, Introduction

4 Pratt Family Ranch
Transportation Impact Study, Introduction

5 Pratt Family Ranch
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Table 1-1
Signalized Intersections
Level of Service Definitions (Highway Capacity Manual)
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Table 1-2
Unsignalized Intersections
Level of Service Definitions (Highway Capacity Manual)
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When an unsignalized intersection does not meet acceptable LOS standards, the investigation of the need for a traffic signal shall be evaluated. The latest edition of the California Manual on Uniform Traffic Control Devices for Streets and Highways (California MUTCD) introduces standards for determining the need for traffic signals. The California MUTCD indicates that the satisfaction of one or more traffic signal warrants does not in itself require the installation of a traffic signal. In addition to the warrant analysis, an engineering study of the current or expected traffic conditions should be conducted to determine whether the installation of a traffic signal is justified. The City of Visalia uses the California MUTCD Eight-Hour Vehicular Volume Signal Warrant (Warrant 1) when evaluating the need for signalization at an intersection. The California MUTCD Peak Hour Warrant (Warrant 3) was solely used to illustrate peak hour conditions at unsignalized intersections that do not meet the City of Visalia’s acceptable level of service criteria.

1.3 Policies to Maintain Level of Service

1.3.1 City of Visalia
The City of Visalia General Plan states the City will plan for LOS “D” for street segments and intersections.

1.3.2 Tulare County
The Tulare County General Plan states the minimum LOS is “D” for street segments and intersections.

1.3.3 California Department of Transportation (Caltrans) With the changes brought about by SB 743, Caltrans no longer uses level of service to determine the need for transportation improvements. Instead, the focus is on providing adequate facilities for pedestrians, bicycles, and transit as well as safety considerations for all transportation modes.

Guidance is provided in the Transportation Impact Study Guide dated May 20, 2020, and the Interim Land Development and Intergovernmental Review Safety Review Practitioners Guidance dated July 2020. This guidance was used in determining the need for roadway improvements on Caltrans facilities.

1.4 VMT Analysis
Senate Bill 743 (SB 743) went into effect throughout California on July 1, 2020. This legislation changed the performance measure for CEQA transportation studies from level of service to vehicle miles traveled (VMT). An assessment of potential VMT impacts associated with the Project is provided in Chapter 3 to address changes in CEQA requirements. 9 Pratt Family Ranch
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2.0 Existing Conditions

2.1 Existing Traffic Counts and Roadway Geometrics
The first step toward assessing Project traffic impacts is to assess existing traffic conditions. This report reflects existing conditions as of the time of the most recent counts in late summer/early fall of 2021.

Existing AM and PM peak hour turning movements were collected at each study intersection by National Data and Surveying Services. Intersection turning movement counts were conducted for the peak hour periods of 7:00-9:00 AM and 4:00-6:00 PM for study intersections on Tuesday, January 5th and August 24th of 2021. Traffic count data worksheets are provided in Appendix A.

Existing traffic counts collected on January 5th were adjusted considering the Tulare County Association of Government (TCAG) travel model and historic traffic counts in the study area given the on-going COVID-19 pandemic. Following is the methodology used for adjusting turning movement counts collected on January 5th:
 A 2% per year growth rate was applied to historical peak hour counts collected in the study area (SR 63) to estimate Year 2021 pre-COVID conditions (Year 2021 peak hour values in nonCOVID conditions).  The estimated pre-COVID year 2021 peak hour values (obtained using the 2% per year growth rate) were compared to January 2021 values. Results of the comparison indicated that traffic counts taken in January 2021 (i.e., during COVID) should be increased by a factor of 1.37 to estimate 2021 pre-COVID levels (Year 2021 peak hour values in non-COVID conditions).

2.2 Existing Functional Roadway Classification System
Functional classification is the process by which streets and highways are grouped into classes, or systems, according to the type of service they are intended to provide. Fundamental to this process is the recognition that individual streets and highways do not serve travel independently in any major way. Rather, most travel involves movement through a network of roads.

The current hierarchical system of roadways within the study area consists of the following four (4) basic classifications:
 State Freeways and Highways – provide for the ability to carry large traffic volumes at high speeds for long distances. Access points are fully controlled. Freeways connect points within the City/County and link the City/County to other parts of the State.  Arterials – provide for mobility within the City/County, carrying through traffic on continuous routes and joining major traffic generators, freeways, and other arterials. Access to abutting private property and intersecting local streets shall generally be restricted. 10 Pratt Family Ranch
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 Collectors – provide for internal traffic movement within communities and connect local roads to arterials. Direct access to abutting private property shall generally be permitted.  Local Streets – Roadways which provide direct access to abutting property and connect with other local roads, collectors, and arterials. Local roads are typically developed as two-lane undivided roadways. Access to abutting private property and intersecting streets shall be permitted.

2.3 Affected Streets and Highways
Street and highway intersections and segments near and adjacent to the Project site were analyzed to determine levels of service utilizing HCM-based methodologies described previously.

The study intersections included in this TIS are listed below. The study intersections were developed in consultation with City of Visalia staff. The intersections of Riverway Drive at Dinuba Boulevard and Riverway Drive at Giddings Street were not included in the analysis since Riverway Drive is transitioning to no longer have thru access to Dinuba Boulevard. Riverway Drive will terminate and become a cul-de-sac approximately 900 feet east of Giddings Street. The intersection of Shannon Parkway at Dinuba Boulevard was not included in the analysis given the minimal amount of Project traffic that would impact the intersection.

Intersections
 Avenue 320 / Demaree Street
 Pratt Road / Demaree Street
 Riggin Avenue-Avenue 312 / Demaree Street
 Riggin Avenue / County Center Drive
 Pratt Road / Mooney Boulevard
 Riverway Drive / Mooney Boulevard
 Shannon Parkway / Mooney Boulevard
 Riggin Avenue / Mooney Boulevard
 Shannon Parkway / Giddings Street
 Riggin Avenue / Giddings Street
 Riggin Avenue / Dinuba Boulevard-State Route (SR) 63
 Shannon Parkway / Demaree Avenue
 Riverway Drive/Demaree Avenue
 County Center Drive/Pratt Road
 County Center Drive/Shannon Parkway
 Ferguson Street / Mooney Boulevard
 Avenue 320 / Mooney Boulevard
 County Center Drive/Avenue 320
The existing lane geometry at study area intersections is shown in Figure 2-1. Figures 2-2 and 2- 3 show existing traffic volumes for the AM and PM peak hours in the study area. 11 Pratt Family Ranch
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2.4 Level of Service

2.4.1 Intersection Capacity Analysis
All intersection LOS analyses were estimated using Synchro 10 Software. Various roadway geometrics, traffic volumes, and properties (peak hour factors, storage pocket length, etc.) were input into the Synchro 10 Software program to accurately determine the travel delay and LOS for each Study scenario. The intersection LOS and delays reported represent the 6th Edition HCM outputs. Synchro assumptions, listed below, show the various Synchro inputs and methodologies used in the analysis.
 Lane Geometry
 Storage lengths for turn lanes for existing intersections were obtained from aerial photos and rounded to the nearest 25 feet
 VRPA conducted a field study of the specified intersections and segments to verify lane geometry and intersection control as well as to obtain other pertinent data such as signal timing and phasing, where applicable
 Traffic Conditions
 Peak hour factors (PHF) for each intersection approach was obtained from traffic counts in the study area and were utilized for Existing, Opening Day, and 5-Year Horizon conditions. For 10-Year Horizon and 20-Year Horizon conditions, a PHF of 0.92 was applied unless the existing PHF was greater than 0.92
 Heavy vehicle percentages were based on the HCM default  Roadway link speed limits were observed in the field and input into the Synchro network to determine roadway link speeds
Results of the analysis show that all of the study intersections currently meet the City of Visalia’s minimum level of service criteria with the exception of the Riggin Avenue at Giddings Street intersection (AM Peak hour). It should be noted that peak hour traffic at the Riggin Avenue and Giddings Street intersection does not meet the California MUTCD Peak Hour Warrant (Warrant 3). As indicated in Chapter 1, the City of Visalia uses the California MUTCD Eight-Hour Vehicular Volume Signal Warrant (Warrant 1) when evaluating the need for signalization at an intersection.

Table 2-1 shows the intersection LOS for the existing conditions. Synchro 10 (HCM 6th Edition) Worksheets are provided in Appendix B.

2.4.2 Queuing Analysis
Table 2-2 provides a queue length summary for left and right turn lanes at the study intersections for Existing Conditions. Queuing analysis for City of Visalia intersections was completed using the queuing formulas presented in the City of Visalia “Procedures For Traffic Impact Analysis (TIA)”, dated March 2021. Queuing analysis for Caltrans intersections was completed using Index 405.2 of the Highway Design Manual (HDM). As shown in Table 2-2, there are a few locations where queuing currently exceeds the existing queue lane storage length. 15 Pratt Family Ranch
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Table 2-1
Existing Intersection Operations

DELAY LOS
AM 11.1 B
PM 13.1 B
AM 14.1 B
PM 14.2 B
AM 9.4 A
PM 9.8 A
AM 0.0 A
PM 0.0 A
AM 10.9 B
PM 10.8 B
AM 7.4 A
PM 7.5 A
AM 25.4 C
PM 27.3 C
AM 16.3 C
PM 15.9 C
AM 4.9 A
PM 3.4 A
AM 3.3 A
PM 4.0 A
AM 6.3 A
PM 3.7 A
AM 30.5 C
PM 31.9 C
AM 20.3 C
PM 21.8 C
AM 28.0 C
PM 33.5 C
AM 49.3 E +
PM 19.4 C
AM 10.8 B
PM 26.9 D
DELAY is measured in seconds per vehicle
LOS = Level of Service / BOLD denotes LOS standa rd has been exceeded

4. Pratt Roa d / Dema ree Street One-Way Stop Sign D
+ Does not meet peak hour signal wa rrants.

For signalized, roundabout, and all-way stop intersections, delay results show the average for the entire intersection.

For one-wa y and two-way stop controlled intersections, dela y results show the delay for the worst movement.

5. Pratt Roa d / County Center Street One-Way Stop Sign D

6. Pratt Roa d / Mooney Boulevard One-Way Stop Sign D

7. Riverwa y Drive / Demaree Street One-Way Stop Sign D

8. Riverwa y Drive / Mooney Boulevard All-Way Stop Sign

INTERSECTION CONTROL
TARGET
LOS
PEAK
HOUR

1. Avenue 320 / Demaree Street

EXISTING
Two-Way Stop Sign D
D

9. Riggin Avenue / Dinuba Boulevard (SR-63) Signalized -- 1

10. Shannon Parkway / Demaree Street One-Way Stop Sign D

11. Shannon Parkway / County Center Street Roundabout D

12. Shannon Parkway / Mooney Boulevard Roundabout D
D

13. Shannon Parkway / Giddings Street Roundabout D

14. Riggin Avenue / Demaree Street Signalized D
1 - With the cha nges brought about by SB 743, Ca ltrans no longer uses level of service to determine the need for transportation improvements. Instead, the focus is on providing adequate facilities for pedestrians, bicycles, and transit as well as sa fety considerations for all transportation modes. Guida nce is provided in the Transportation Impact Study Guide dated May 20, 2020 and the Interim Land Development and Intergovernmental Review Safety Review Practitioners Guida nce da ted July 2020. This guidance was used in determining the need for roadway improvements on Caltrans facilities.

17. Riggin Avenue / Giddings Street All-Way Stop Sign D

18. Ferguson Avenue / Mooney Boulevard All-Way Stop Sign D

15. Riggin Avenue / County Center Street All-Way Stop Sign D

16. Riggin Avenue / Mooney Boulevard Signalized
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Table 2-2
Existing Queuing Operations
AM
Queue
PM
Queue
NB Right1-- 21 28
WB Left 200 42 15
NB Right 225 8 8
WB Left 125 2 5
NB Left 175 14 32
NB Right1-- 13 18
NB Left 2 @ 375 130 146
NB Right 200 74 86
SB Left 2 @ 375 101 105
SB Right 325 92 121
EB Left 250 171 283
EB Right 300 162 90
WB Left 275 193 353
WB Right 300 60 86
SB Left 100 8 10
WB Left 150 120 67
NB Left 250 131 111
SB Left 200 39 53
EB Left 275 143 198
EB Right 150 114 123
WB Left 2 @ 150 267 344
WB Right 150 55 55
NB Left 175 78 43
SB Left 125 39 32
SB Right 125 47 27
EB Left 250 32 35
WB Left 150 61 80
NB Left 175 104 144
NB Right 125 71 120
SB Left 150 66 86
SB Right1-- 77 69
EB Left 300 139 175
EB Right 150 44 152
WB Left 125 92 207
WB Right 150 44 85
EB Left 150 37 34
WB Left 150 26 33
NB Left 150 21 65
NB Right1-- 19 93
SB Left 150 38 56
EB Left 150 22 43
WB Left 175 18 38
WB Right 50 16 48
Queue is measured in feet / BOLD denotes exceedance
Riggin Avenue / Mooney Boulevard
Riggin Avenue / Giddi ngs Street
Ferguson Avenue / Mooney Boulevard
Riggin Avenue / Demaree Street
Riggin Avenue / County Center Street
Riverway Drive / Mooney Boulevard
Riggin Avenue / Dinuba Boul evard (SR-63)
Shannon Parkway / Demaree Street
Pratt Road / County Center Street
1: Through lane terminates as right turn at intersection

INTERSECTION

EXISTING QUEUE
STORAGE LENGTH (ft)

EXISTING

CONDITIONS
Pratt Road / Demaree Street
Riverway Drive / Demaree Street
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2.5 Study Area Collision Data
The Transportation Injury Mapping System (TIMS) provided by University of California, Berkeley was used to evaluate traffic collisions in the study area. TIMS utilizes geocoded data provided by the Statewide Integrated Traffic Records System (SWITRS). SWITRS is a tool used by California Highway Patrol (CHP) and other Allied Agencies throughout California and includes various types of statistical reports and data. The database serves as a means to collect and process data gathered from a collision scene. Information from the TIMS database shows that approximately 63 injury or fatal accidents have occurred throughout the study area in the past 3 years. A graphical representation of traffic collisions throughout the study area for the past 3 years is provided in Figure 2-4. Collision data worksheets are provided in Appendix C. The City of Visalia area had approximately 1,276 injury or fatal accidents over the same timeframe referenced above. Injury and fatal accidents in the study area represent 5% of incidents that occurred in the City of Visalia. Collision data in the study area shows that ‘Broadside’ collisions are the most common accidents in the study area.

2.6 Pedestrian and Bicycle Facilities
The project site is located in a developing area of the City of Visalia. It is expected that facilities for pedestrians and bicycles that meet current design standards will be installed as the area develops. No existing deficiencies in pedestrian or bicycle facilities were noted in the vicinity of the project site.

2.7 Transit
The closest existing transit service is provided by Visalia Transit Route 16 at the Mooney Boulevard/Riggin Avenue intersection, approximately one-half mile from the nearest point on the project site. Visalia Transit Routes 7 and 8 traverse through the Dinuba Boulevard and Shannon Parkway and Riggin Avenue intersections.
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3.0 Transportation Impacts
This chapter provides an assessment of the traffic the Project is expected to generate and the impact of that traffic on the surrounding street system.

3.1 Trip Generation
To assess the impacts that the Project may have on the surrounding roadway network, the first step is to determine Project trip generation. Project trip generation was determined using trip generation rates from the Institute of Transportation Engineers (ITE) Trip Generation Manual (10th Edition) and the ITE Trip Generation Handbook (3rd Edition). The considerations described above led to the recommended trip generation for weekday AM (7:00-9:00am) and PM (4:00- 6:00pm) peak hours shown in Table 3-1.

Table 3-1
Project Trip Generation

3.2 Trip Distribution
Project trip distribution percentages for the Opening Year, 5-Year Horizon, 10-Year Horizon, and 20-Year Horizon scenarios are shown in Figure 3-1a and 3-1b. These percentages are based upon knowledge of the study area, engineering judgement, prevailing traffic patterns in the study area, major routes, population centers, and other existing development.

Based on the projected trips, the project will generate 549 PM peak hour trips. A project of this size is considered a moderate development and therefore requires a Category Ill analysis. VRPA has prepared an analysis consistent with Table 1 in the City of Visalia Procedures for Traffic Impact Analysis (TIA).

DAILY TRIP ENDS (ADT)
IN OUT TOTAL IN OUT TOTAL Single Family Residential
(210) 555 D.U. 9.44 5,239 0.74 25:75 103 308 411 0.99 63:37 346 203 549 5,239 103 308 411 346 203 549
Source: Generation factors from ITE Trip Generation Manual, 10th Edition.

Trip ends are one-way traffic movements, entering or leaving.

The numbers in parenthesis are ITE land use codes.

LAND USE Quantity WEEKDAY AM PEAK HOUR WEEKDAY PM PEAK HOUR RATE VOLUME RATE IN:OUT SPLIT VOLUME RATE IN:OUT SPLIT VOLUME TOTAL TRIP GENERATION 20 Pratt Family Ranch
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3.3 Project Traffic
Project traffic as shown in Table 3-1 was distributed to the roadway system using the trip distribution percentages shown in Figures 3-1a and 3-1b. A graphical representation of the resulting AM and PM peak hour Project trips used is shown in Figures 3-2a, 3-2b, 3-3a and 3-3b.

3.4 Approved/Pending Project Traffic
Traffic impact analyses typically require the analysis of approved or pending developments that have not yet been built in the vicinity of the Project. There are several development projects in the Project’s vicinity that will add new trips to the intersections and roadway segments being evaluated in this TIS. The approved or pending projects included in this TIS are graphically displayed in Figure 3-4. Trip generation and distribution information for the approved and pending developments was estimated using trip generation rates from the ITE Trip Generation Manual (10th Edition) and engineering judgement and prevailing traffic patterns. Trip generation for the approved and pending developments is shown in Table 3-2. Figures 3-5 and 3-6 show the AM and PM peak hour trips for Approved and Pending project traffic. The peak hour trips for approved and pending project traffic was applied to the Opening Year, 5-Year Horizon, 10-Year Horizon, and 20-Year Horizon conditions discussed later in the report.

3.5 Opening Year Traffic Conditions
Traffic conditions with and without the Project in the Year 2022 were estimated by applying a growth rate of 2% per year to the existing traffic volumes. A comparison of the TCAG base year and future year travel model showed that the growth in the study area is approximately 2% per year. The resulting traffic for the Opening Year scenario is shown in Figures 3-7, 3-8, 3-9 and 3-

10. 3.6 5-Year Horizon Traffic Conditions
Traffic conditions with and without the Project in the Year 2027 (5 years after Opening conditions) were estimated by applying a growth rate of 2% per year to the existing traffic volumes. A comparison of the TCAG base year and future year travel model showed that the growth in the study area is approximately 2% per year. The resulting traffic for the Opening Year scenario is shown in Figures 3-11, 3-12, 3-13 and 3-14. 23 Pratt Family Ranch
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Table 3-2
Approved/Pending Project Trip Generation DAILY TRIP ENDS (ADT) IN OUT TOTAL IN OUT TOTAL Shannon Ranch 3
Tentative Map 5506
Single Family Residential (210) 30 D.U. 9.44 283 0.74 5 17 22 0.99 19 11 30 River Island Ranch Tentative Map 5569
Single Family Residential (210) 136 D.U. 9.44 1,284 0.74 25 76 101 0.99 85 50 135 Highland Park Estates Tentative Map 5509 Single Family Residential (210) 223 D.U. 9.44 2,105 0.74 41 124 165 0.99 139 82 221 Highland Park Estates Tentative Map 5510 Single Family Residential (210) 54 D.U. 9.44 510 0.74 10 30 40 0.99 33 20 53 C.U.P. 2021-03 (4 Duplexes) Single Family Residential (210) 8 D.U. 9.44 76 0.74 1 5 6 0.99 5 3 8 Multi-Family Residential (220) 252 D.U. 7.32 1,845 0.46 28 88 116 0.56 89 52 141 100-Bed Shelter
(231) 100 D.U. 3.44 344 0.30 8 22 30 0.36 25 11 36 C.U.P. 2020-02 Multi-Family Residential (220) 216 D.U. 7.32 1,581 0.46 24 75 99 0.56 76 45 121 Gas-Station w/ Conv. Store (945) 12 Fueling Stations 205.36 2,464 12.47 76 74 150 13.99 86 82 168 QSR w/ Drive-Thru (934) 2.739 ksf 470.95 1,290 40.19 56 54 110 32.67 47 43 90 QSR w/ Drive-Thru (935) 1.400 ksf 459.20 643 33.76 22 25 47 42.65 30 30 60 Car Wash 1 (948) 4.400 ksf -- 620 8.98 20 20 40 14.20 31 31 62
4,766 165 164 330 184 177 361 C.U.P. 2021-19 Mini-Storage (151) 74.401 ksf 1.51 112 0.10 4 3 7 0.17 6 7 13
In-N-Out 2
(934) 3.900 ksf 470.95 1,837 -- 0 0 0 32.67 66 61 127
El Pollo Loco (934) 2.600 ksf 470.95 1,224 -- 0 0 0 32.67 44 41 85 Tommy's Car Wash 1
(948) 5.215 ksf -- 740 8.98 24 23 47 14.20 37 37 74 Retail Use (820) 60.000 ksf 37.75 2,265 0.94 35 21 56 3.81 110 119 229 QSR w/ Drive-Thru (934) 3.000 ksf 470.95 1,413 40.19 61 60 121 32.67 51 47 98 Gas-Station w/ Conv. Store (945) 12 Fueling Stations 205.36 2,464 12.47 76 74 150 13.99 86 82 168 5,835 163 147 311 235 236 470
Starbucks
(937) 1.500 ksf 820.38 1,231 88.99 68 65 133 43.38 32 33 65 Burger King (934) 3.000 ksf 470.95 1,413 40.19 61 60 121 32.67 51 47 98 Building Permit B204829 Commercial (820) 11.800 ksf 37.75 445 0.94 7 4 11 3.81 22 23 45 C.U.P 2021-07 Dutch Bros Coffee (937) 0.950 ksf 820.38 779 88.99 43 42 85 43.38 20 21 41 26,410 678 946 1623 1168 956 2124
Source: Generation factors from ITE Trip Generation Manual, 10th Edition.

Trip ends are one-way traffic movements, entering or leaving.

The numbers in parenthesis are ITE land use codes.

C.U.P. 2019-36 &
C.U.P. 2021-17

PROJECT NAME

TOTAL TRIP GENERATION
Colegio Village
WITH INTERNAL TRIP REDUCTION (5%)
LAND USE Quantity RATE
WITH INTERNAL TRIP REDUCTION (5%) C.U.P. 2018-03

WEEKDAY AM PEAK HOUR WEEKDAY PM PEAK HOUR VOLUME RATE VOLUME RATE VOLUME 2: In-N-Out was completed in September 2021. Existing traffic counts were conducted prior to the completion of In-N-Out completion. 1: Land Use 948 does not include AM Peak Hour Rate. AM Peak Hour Rate is based upon ratio of AM and PM peak hour rate for Land Use 949 (Car Wash and Detail Center). Daily Trips estimated to be 10 times PM peak hour trips.

C.U.P. 2021-27 C.U.P. 2019-26
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3.7 10-Year and 20-Year Horizon Traffic Conditions
The impacts of the Project were analyzed considering future traffic conditions in the year 2032 and 2042. It should be noted that 2042 conditions were only evaluated for the Riggin Avenue and Dinuba Boulevard intersection. The levels of traffic expected in 2032 and 2042 relate to the cumulative effect of traffic increases resulting from the implementation of the General Plans of local agencies, including the City of Visalia and Tulare County. Traffic conditions without the Project in the Year 2032 and 2042 were estimated by applying a growth rate of 2% per year to the existing traffic volumes. A comparison of the TCAG base year and future year travel model showed that the growth in the study area is approximately 2% per year. The resulting traffic for the 10-Year and 20-Year conditions is shown in Figures 3-15, 3-16, 3-17, 3-18, and 3-19.

3.8 Impacts

3.8.1 Intersection Capacity Analysis
Table 3-3 provides the intersection level of service analysis for the study intersections considering the study scenarios discussed above. Potential mitigation measures are discussed in Chapter 4 of this report. Results of the analysis show that the Project will contribute to an unacceptable LOS at three (3) of the study intersections when comparing the 10-Year Horizon scenarios.

3.8.2 Queuing Analysis
Table 3-4 provides a queue length summary for left and right turn lanes at study intersections.

Queuing analysis for City of Visalia intersections was completed using the queuing formulas presented in the City of Visalia “Procedures For Traffic Impact Analysis (TIA)”, dated March 2021.

Queuing analysis for Caltrans intersections was completed using Index 405.2 of the Highway Design Manual (HDM). The queue presented in Table 3-4 represents the approximate queue lengths for the respective lane movements. Results of the queuing analysis show that several movements exceed the existing queue lane storage lengths.

3.9 Project Access
As noted previously, vehicular access to the site would be provided by Pratt Road, Mooney Boulevard, and Avenue 320. The extension of these roadways would be constructed to City standards and would be dedicated as public right of way. There are two (2) driveways located along Avenue 320 and Mooney Boulevard, and four (4) driveways located along Pratt Road.

Figures 3-20 and 3-21 show AM and PM peak hour trips at Project driveways. Table 3-5 provides the intersection level of service analysis for Project driveways considering the 10-Year Horizon scenario. Results of the analysis show that all of the Project intersections will operate below the City of Visalia’s minimum level of service criteria.
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The project driveways are proposed to be gated. In order to function properly, gated driveways need to have sufficient storage space to minimize queuing of vehicles that would extend into the roadway system. The following analysis applies to this situation:
 Each gated driveway is proposed to have sufficient space for one queued vehicle.  Based on Figures 3-20 and 3-21, the maximum number of vehicles entering a gated driveway is 63 vehicles per hour. This occurs on the north side of Access Driveway G in the PM peak hour.
 The processing time for vehicles at gated driveways was conservatively estimated at 10 seconds per vehicle or 360 vehicles per hour.
 The design standard selected for the gated driveways was the accommodation of the 95th percentile queue. In other words, the expectation is that a queue will occur no more than 5% of the time. This is a commonly used value in traffic engineering queuing analysis.  Equation 20-68 of the Highway Capacity Manual was used to estimate the 95th percentile queue. Given the values described above, the 95th percentile queue is expected to be 0.68 vehicles. Therefore, the queue storage area of one vehicle will accommodate traffic demand more than 95% of the time.

Based on the analysis described above, the queuing area at the proposed gates is considered to be adequate.

3.10 Mooney Boulevard Alignment and Mooney Boulevard/Riverway Drive Roundabout
The segment of Mooney Boulevard between Riverway Drive and Avenue 320 is identified as an 84’ Collector per current City standards. The project proposes to build Mooney Boulevard to this standard and shift the roadway slightly to the east. In addition, the project proposes to build a roundabout at the Mooney Boulevard/Riverway Drive intersection. The recommended design concept for the roundabout is shown in Figure 3-22. The following additional recommendations apply to this proposed design concept:
 The proposed design concept has been analyzed in the traffic analysis and no level of service deficiencies are indicate in any of the future scenarios.  A detailed design concept including a proposed cross-section for this segment of Mooney Boulevard will need to be submitted and approved by the City of Visalia prior to approval of the environmental document.
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 Design details such as drainage and coordination with future development east of Mooney Boulevard will need to be addressed.
 A detailed design for the Mooney Boulevard/Riverway Drive roundabout will need to be submitted and approved by the City of Visalia at the appropriate point in the approval process. The recommended lane geometry for the Mooney Boulevard/Riverway Drive roundabout is as follows:
 Northbound: 1 Through/Right (a separate right turn lane could be added if needed to support the transition to the cross-section of Mooney Boulevard to the south)  Southbound: 1 Through/Right
 Westbound: 1 Through/Right
 The design of the northbound Mooney Drive approach to the Mooney Boulevard/Riverway Drive roundabout will need to include a transition to the cross-section of Mooney Boulevard to the south. Roadway striping changes and/or geometric design changes will be needed in the area between Glendale Avenue and Riverway Drive.

3.11 VMT Analysis
The VMT analysis was conducted according to the City of Visalia’s VMT Thresholds and Implementation Guidelines (City of Visalia 2021).

For residential projects, VMT analysis is conducted by comparing the project’s expected VMT/capita to regional averages. The Project’s VMT impacts are considered to be less than significant if the Project’s VMT per capita is 16% below regional averages (or lower).

The City of Visalia’s VMT Thresholds and Implementation Guidelines provide the following documentation for the selection of a significance threshold of VMT per capita 16% below the regional average:
“CARB establishes GHG targets for each of the 18 MPOs in the State, reviews the SCSs, and makes a determination of whether the SCSs would achieve GHG reduction targets if implemented. In the spring of 2018, CARB adopted new GHG targets for all the 18 MPOs in the State based on the 2017 Scoping Plan and other new data as illustrated in Figure 9. CARB established a 16 percent GHG reduction target for 2035 for the Tulare region. The State recognizes that Tulare County’s contribution to the aggregate 15 percent statewide GHG emission reduction is 16 percent. Other regions may achieve lower reductions to achieve the aggregate statewide goal.4 As such, reduction in GHG directly corresponds to reduction in VMT. In order to reach the statewide GHG reduction goal of 15 percent, the Tulare region must reduce GHG by 16 percent. The method of reducing GHG by 16 percent is to reduce VMT by 16 percent as well. 42 Pratt Family Ranch
Transportation Impact Study, Transportation Impacts
Therefore, the City has established a threshold for land use developments, specifically residential and office, of exceeding 16 percent below the existing regional VMT per capita or VMT per employee as indicative of a significant environmental impact.” A model run of the Tulare Council of Governments (TCAG) regional travel demand model was used in making this calculation. The results are as follows:

Project VMT/capita: 8.4
Regional VMT/capita: 11.7
The project’s VMT/capita is 28.2% less than the regional average. Therefore, the project’s VMT impacts are less than significant. A copy of the results of the model run is included in Appendix E.
43 Pratt Family Ranch
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44 Pratt Family Ranch
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45 Pratt Family Ranch
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46 Pratt Family Ranch
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47 Pratt Family Ranch
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48 Pratt Family Ranch
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Table 3-3
Intersection Operations DELAY LOS DELAY LOS DELAY LOS DELAY LOS DELAY LOS DELAY LOS DELAY LOS DELAY LOS AM 11.4 B 11.5 B 11.9 B 12.0 B 17.0 C 17.0 C PM 13.7 B 13.9 B 15.0 C 15.2 C 23.1 C 24.7 C AM 8.6 A 8.8 A PM 8.6 A 8.7 A
AM 0.0 A 0.0 A
PM 0.0 A 0.0 A
AM 14.8 B 15.0 C 16.1 C 16.4 C 17.2 C 17.3 C
PM 14.9 B 15.4 C 16.1 C 16.7 C 17.1 C 17.3 C AM 9.4 A 11.1 B 9.5 A 11.2 B 10.7 B 12.8 B PM 9.9 A 11.3 B 10.0 B 11.5 B 11.1 B 13.7 B AM 0.0 A 10.3 B 0.0 A 10.4 B 0.0 A 10.0 B PM 0.0 A 11.0 B 0.0 A 11.2 B 0.0 A 10.7 B AM 11.1 B 11.2 B 11.5 B 11.6 B 11.6 B 11.7 B PM 11.0 B 11.4 B 11.5 B 11.9 B 11.6 B 12.0 B AM 7.5 A 4.2 A 7.5 A 4.3 A 7.5 A 4.2 A PM 7.6 A 4.5 A 7.7 A 4.5 A 7.8 A 4.6 A
AM 28.2 C 28.8 C 29.4 C 30.0 C 30.8 C 31.5 C 35.0 D 35.6 D PM 45.3 D 49.1 D 49.8 D 54.2 D 57.5 E 61.2 E 90.5 F 93.9 F AM 17.9 C 17.9 C 20.8 C 20.8 C 24.1 C 24.1 C PM 17.0 C 17.0 C 19.3 C 19.3 C 19.7 C 19.7 C AM 5.2 A 5.7 A 5.5 A 6.0 A 4.8 A 5.1 A PM 3.5 A 4.0 A 3.7 A 4.1 A 3.8 A 4.2 A
AM 3.6 A 4.7 A 3.7 A 4.8 A 3.7 A 4.9 A
PM 4.3 A 6.2 A 4.5 A 6.5 A 4.5 A 6.3 A
AM 6.9 A 6.9 A 7.6 A 7.7 A 6.7 A 6.8 A
PM 4.2 A 4.3 A 4.4 A 4.4 A 4.4 A 4.4 A
AM 35.1 D 37.1 D 36.7 D 38.7 D 37.2 D 39.3 D
PM 37.7 D 42.0 D 40.8 D 46.1 D 43.9 D 51.1 D
AM 75.0 F ++ 99.8 F ++ 99.0 F ++ 130.0 F ++ 135.9 F ++ 168.7 F ++ PM 113.8 F ++ 152.7 F ++ 148.0 F ++ 186.9 F ++ 169.2 F ++ 208.9 F ++ AM 33.0 C 35.8 D 33.3 C 36.5 D 33.8 C 37.1 D PM 41.5 D 46.6 D 43.6 D 48.9 D 51.2 D 55.0 D
AM 264.5 F ++ 312.0 F ++ 309.9 F ++ 358.7 F ++ 322.5 F ++ 370.0 F ++ PM 193.0 F ++ 240.6 F ++ 232.3 F ++ 281.6 F ++ 277.5 F ++ 328.9 F ++ AM 14.1 B 16.4 C 15.4 C 18.4 C 15.8 C 18.7 C PM 86.3 F ++ 135.1 F ++ 114.3 F ++ 171.4 F ++ 153.8 F ++ 206.5 F ++ DELAY is measured in s econds per vehicle LOS = Level of Service / BOLD denotes LOS standard has been exceeded ++ Meets peak hour signal warrants.

4. Pratt Road / Demaree Street D

5. Pratt Road / County Center Street D

6. Pratt Road / Mooney Boulevard D

7. Riverway Drive / Demaree Street D

8. Riverway Drive / Mooney Boulevard D

INTERSECTION

TARGET LOS PEAK HOUR D

2. Avenue 320 / County Center Street (Future) D

3. Avenue 320 / Mooney Boulevard (Future)

9. Riggin Avenue / Dinuba Boulevard (SR-63) -- 1

10. Shannon Parkway / Demaree Street D
D

11. Shannon Parkway / County Center Street D

12. Shannon Parkway / Mooney Boulevard D

13. Shannon Parkway / Giddings Street D

14. Riggin Avenue / Demaree Street
1 - With the changes brought about by SB 743, Caltrans no longer uses level of s ervice to determine the need for transportation improvements. Instead, the focus is on providing adequate facilities for pedestrians, bicycles , and transit as well as safety considerations for all transportation modes. Guidance is provided in the Transportation Impact Study Guide dated May 20, 2020 and the Interim Land Development and Intergovernmental Review Safety Review Practitioners Guidance dated July 2020. This guidance was used in determining the need for roadway improvements on Caltrans facilities .

17. Riggin Avenue / Giddings Street D

18. Ferguson Avenue / Mooney Boulevard D
For signalized, roundabout, and all-way stop inters ections, delay results show the average for the entire inters ection. For one-way and two-way stop controlled inters ections , delay res ults show the delay for the worst movement.

15. Riggin Avenue / County Center Street D

16. Riggin Avenue / Mooney Boulevard D
49 Pratt Family Ranch
Transportation Impact Study, Transportation Impacts
Table 3-4
Queuing Operations AM Queue PM Queue AM Queue PM Queue AM Queue PM Queue AM Queue PM Queue AM Queue PM Queue AM Queue PM Queue AM Queue PM Queue AM Queue PM Queue NB Right1 -- 23 29 24 32 25 32 26 35 28 35 28 38 WB Left 200 44 16 47 18 48 18 52 19 53 19 56 21 NB Right 225 8 8 30 83 8 9 31 84 9 10 28 71 WB Left 125 2 5 68 49 2 6 68 50 2 6 56 42 NB Left 175 15 33 15 33 16 36 16 36 18 39 18 39 NB Right1 -- 13 18 13 18 14 21 14 21 16 23 16 23 NB Left 2 @ 375 216 289 235 350 230 305 248 365 245 321 264 382 280 362 299 421 NB Right 200 76 88 76 88 83 96 83 96 92 106 92 106 112 130 112 130 SB Left 2 @ 375 214 252 214 252 225 264 225 264 236 276 236 276 264 305 264 305 SB Right 325 319 337 319 337 330 350 330 350 340 365 340 365 365 398 365 398 EB Left 250 363 664 363 664 381 693 381 693 401 726 401 726 448 804 448 804 EB Right 300 222 131 276 168 238 141 292 176 257 152 311 188 302 176 356 211 WB Left 275 197 360 197 360 217 398 217 398 239 439 239 439 292 535 292 535 WB Right 300 152 254 152 254 159 263 159 263 166 273 166 273 182 296 182 296 SB Left 100 14 15 14 15 15 17 15 17 16 18 16 18 WB Left 150 126 70 126 70 138 77 138 77 153 85 153 85 NB Left 250 134 114 134 114 147 125 147 125 163 137 163 137 SB Left 200 57 73 57 73 60 79 60 79 66 85 66 85
EB Left 275 162 210 162 210 178 232 178 232 194 255 194 255 EB Right 150 117 125 117 125 128 139 128 139 141 152 141 152 WB Left 2 @ 150 499 576 611 650 526 613 639 687 559 653 671 726 WB Right 150 80 70 80 70 86 76 86 76 93 82 93 82 NB Left 175 81 44 81 44 89 48 89 48 98 53 98 53 SB Left 125 40 33 40 33 44 36 44 36 48 39 48 39
SB Right 125 48 28 109 68 53 30 114 71 58 33 120 74
EB Left 250 33 36 53 105 36 39 57 108 39 43 60 113 WB Left 150 68 86 68 86 74 94 74 94 81 104 81 104 NB Left 175 112 150 112 150 123 165 123 165 136 182 136 182 NB Right 125 162 330 162 330 169 341 169 341 178 356 178 356 SB Left 150 99 112 207 184 106 123 213 193 114 131 222 203 SB Right1-- 139 117 197 156 147 124 206 163 156 133 214 171 EB Left 300 209 232 228 298 223 251 242 316 239 271 258 337 EB Right 150 45 155 45 155 50 171 50 171 54 188 54 188 WB Left 125 255 365 255 365 265 386 265 386 276 411 276 411 WB Right 150 76 114 111 235 80 123 117 244 85 133 121 254 EB Left 150 68 142 68 142 73 145 73 145 77 149 77 149 WB Left 150 38 41 38 41 40 44 40 44 43 48 43 48 NB Left 150 22 67 22 67 23 73 23 73 26 81 26 81 NB Right1 -- 19 95 19 95 22 105 22 105 24 116 24 116
SB Left 150 41 58 46 63 45 65 50 68 49 71 54 74
EB Left 150 23 48 25 53 26 53 28 58 28 58 30 63 WB Left 175 18 38 18 38 21 43 21 43 23 47 23 47 WB Right 50 17 53 18 58 18 58 20 63 21 63 23 69 Queue is measured in feet / BOLD denotes exceedance 1: Through lane terminates as right turn at intersection

INTERSECTION
EXISTING QUEUE STORAGE LENGTH (ft) 5-YEAR HORIZON WITHOUT PROJECT 20-YEAR HORIZON WITHOUT PROJECT 20-YEAR HORIZON PLUS PROJECT OPENING YEAR PLUS PROJECT Pratt Road / Demaree Street OPENING YEAR WITHOUT PROJECT Ri verway Drive / Demaree Street 10-YEAR HORIZON PLUS PROJECT 5-YEAR HORIZON PLUS PROJECT 10-YEAR HORIZON WITHOUT PROJECT Pratt Road / County Center Street Ri verway Drive / Mooney Boulevard Ri ggin Avenue / Dinuba Boulevard (SR-63) Shannon Parkway / Demaree Street Ri ggin Avenue / Demaree Street Ri ggin Avenue / County Center Street Ri ggin Avenue / Mooney Boulevard Ri ggin Avenue / Giddings Street Fergus on Avenue / Mooney Boulevard 50 Pratt Family Ranch
Transportation Impact Study, Transportation Impacts
51 Pratt Family Ranch
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52 Pratt Family Ranch
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Table 3-5
Intersection Operations at Project Driveways

3.12 Impacts to Public Transit, Bicycle, and Pedestrian Facilities The Project does not conflict with any applicable adopted policies, plans, or programs regarding public transit, bicycle, or pedestrian facilities. Visalia Transit (VT) operates 13 bus routes that serve Visalia, Farmersville, Exeter, Goshen, and Tulare. Route 7 operates along Riggin Avenue, Ferguson Avenue, and Dinuba Boulevard. Route 8 operates along Riggin Avenue, Shannon Parkway, and Dinuba Boulevard. Route 16 operates along Riggin Avenue, Dinuba Boulevard, and Shannon Parkway. Implementation of the Project will not hinder the operation of Route 7, 8, and 16 in the City of Visalia.

DELAY LOS
AM 8.6 A
PM 8.7 A
AM 8.7 A
PM 8.7 A
AM 8.7 A
PM 8.5 A
AM 8.9 A
PM 8.7 A
AM 10.0 B
PM 11.0 B
AM 9.9 A
PM 10.7 B
AM 10.1 B
PM 11.2 B
AM 9.5 A
PM 10.1 B
DELAY is measured in seconds per vehicle
LOS = Level of Service / BOLD denotes LOS s tandard has been exceeded For one-way and two-way stop controlled intersections, delay res ults s how the delay for the worst movement.

Pratt Road / Driveway G Two-Way Stop Sign D
Pratt Road / Driveway H One-Way Stop Sign D
Pratt Road / Driveway E One-Way Stop Sign D
Pratt Road / Driveway F One-Way Stop Sign D
Mooney Boulevard / Driveway C One-Way Stop Sign D
Mooney Boulevard / Driveway D One-Way Stop Sign D
10-YEAR

HORIZON PLUS

PROJECT
Avenue 320 / Driveway A One-Way Stop Sign D
Avenue 320 / Driveway B One-Way Stop Sign D

INTERSECTION CONTROL
TARGET
LOS
PEAK
HOUR
53 Pratt Family Ranch
Transportation Impact Study, Transportation Impacts
The City of Visalia’s Active Transportation Plan (ATP) identifies goals and objectives to improve conditions for people walking, bicycling, or using other mobility devices throughout the City of Visalia. The proposed Project will not prohibit walking or bicycling throughout the study area or within the Project boundaries. As shown in Figure 1-3, the Project includes the development of multi-use trails which coincides with the goals and objectives of the ATP. The Project will also include the development of sidewalks throughout the Project site.

As a result, the Project will not conflict with adopted policies, plans, or programs regarding public transit, bicycle, or pedestrian facilities, or otherwise decrease the performance or safety of such facilities.

3.13 Phasing of Transportation Improvements
From the point of view of the transportation analysis, the project has been analyzed assuming it will be built in a single phase. This means that if there were any CEQA mitigation measures relating to significant vehicle miles traveled (VMT) impacts, they would need to be implemented at the time that all or any part of the project opens. Since the project has a less than significant VMT impact, no mitigation measures are needed.

With the implementation of SB 743, recommended improvements related to level of service and delay are not related to CEQA transportation impacts and the phasing of on site and off site roadway improvements can be determined in any appropriate manner without affecting the CEQA transportation conclusion.

Figure 3-23 shows the proposed project phasing plan. Recommendations for roadway improvements are as follows:
 The segments of Pratt Road, Riverway Drive, and Mooney Boulevard from the Pratt Road intersection to the south should be built with TD 1 - Phase 1. In addition, the Mooney Boulevard/Riverway Drive roundabout should be built with Phase 1, TD 1.  The remaining segments of Mooney Boulevard and Avenue 320 should be built as needed to provide access to the remainder of the project.

Figure
3-22
Pratt Family (Gunning) Development
Mooney Boulevard/Riverway Drive Roundabout
Mooney
Boulevard
Riverway
Drive
Notes:

1. This figure is shown for conceptual purposes only. Additional details, including entry deflection, will need to be determined during preliminary and final design.

North
Figur
e
3-23
Pratt Family (Gunning) Development
Proposed Project Phasing
53 Pratt Family Ranch
Transportation Impact Study, Mitigation

4.0 Mitigation
As discussed in Section 3.0 Impacts, the potentially significant impacts resulting from the Project relate to the generation of unacceptable LOS at various intersections in the long term.

Considering the criteria provided in Section 1.3 and the results presented in Section 3.0, the following improvements are recommended to alleviate project-specific impacts.

4.1 Recommended Improvements

4.1.1 Intersections
 Riggin Avenue at Dinuba Boulevard (SR-63)
Recommended improvements to achieve acceptable levels of service:
 10-Year Horizon and 20-Year Horizon scenarios:
o Widen the eastbound approach to 2 left turn lanes, 2 through lanes, and 1 right turn lane (adding 1 left turn lane)
Although the improvements identified appear to be needed based on the traffic analysis, this intersection is in the jurisdiction of Caltrans and Caltrans has no plans to improve the intersection. Payment of City transportation impact fees is considered to satisfy this mitigation measure directly or indirectly by contributing to overall transportation funding in the City of Visalia.
 Riggin Avenue at County Center Street
Recommended improvements to achieve acceptable levels of service:
 Opening Year, 5-Year Horizon, and 10-Year Horizon scenarios:
o Install Traffic Signal
The improvements identified above for the Opening Year, 5-Year Horizon, and 10-Year Horizon scenarios are sufficient to meet the City of Visalia’s acceptable LOS standard of ‘D’.

It should be noted that a traffic signal was recently installed at the intersection of Riggin Avenue and Giddings Street and that satisfies this mitigation measure. 54 Pratt Family Ranch
Transportation Impact Study, Mitigation

 Ferguson Avenue at Mooney Boulevard
Recommended improvements to achieve acceptable levels of service:
 Opening Year, 5-Year Horizon, and 10-Year Horizon scenarios:
o Install Traffic Signal
Payment of City transportation impact fees is considered to satisfy this mitigation measure directly or indirectly by contributing to overall transportation funding in the City of Visalia.  Riverway Drive at Mooney Boulevard
Proposed Project Improvements:
 Opening Year, 5-Year Horizon, and 10-Year Horizon scenarios:
o Install Roundabout
o Northbound approach: 1 Through/Right (a separate right turn lane could be added if needed to support the transition to the cross-section of Mooney Boulevard to the south)
o Southbound approach: 1 Through/Right
o Westbound approach: 1 Through/Right
The proposed design concept has been analyzed in this traffic analysis and no level of service deficiencies are indicated in any of the future scenarios. A design concept for the Mooney Boulevard/Riverway Drive roundabout will need to include a transition to the cross-section of Mooney Boulevard to the south. Roadway striping changes and/or geometric design changes will be needed in the area between Glendale Avenue and Riverway Drive. It is recommended that later stages of the project approval process include the preparation of a design for the roundabout that is acceptable to the City of Visalia.

Post-Mitigation Level of Significance
The level of service resulting from the potential improvements identified above is shown in Table 4-1. Figure 4-1 graphically displays the recommended improvements. Table 4-2 identifies the recommended left turn and right turn lane pocket lengths for the 10-Year Horizon scenario.

Although the need for extended turn lane pockets would occur at some locations prior to the 10- Year Horizon scenario, this scenario provides the maximum length needed and therefore these lengths would also provide for projected traffic volumes under the Opening Year and 5-Year Horizon scenarios.
55 Pratt Family Ranch
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Table 4-1
Intersection Operations with Mitigation DELAY LOS DELAY LOS DELAY LOS DELAY LOS DELAY LOS DELAY LOS DELAY LOS DELAY LOS AM 28.1 C 28.6 C 29.1 C 29.7 C 29.4 C 30.6 C 32.5 C 33.2 C PM 41.5 D 45.1 D 45.3 D 49.8 D 38.6 D 40.3 D 51.3 D 53.3 D AM 16.8 B 17.0 B 17.8 B 18.1 B 18.9 B 20.1 C
PM 18.1 B 17.9 B 17.8 B 20.0 B 19.0 B 21.1 C AM 24.3 C 28.5 C 32.1 C 38.3 D 33.9 C 41.0 D PM 17.3 B 19.4 B 19.3 B 22.7 C 22.4 C 27.1 C AM 14.3 B 14.5 B 14.8 B 15.1 B 15.0 B 15.3 B PM 19.8 B 21.6 C 21.6 C 24.7 C 24.6 C 29.3 C DELAY is meas ured in s econds per vehicle LOS = Level of Service / BOLD denotes LOS s tandard has been exceeded

17. Riggin Avenue / Giddings Street D

18. Fergus on Avenue / Mooney Boulevard D
For s ignalized, roundabout, and all-way stop inters ections , delay res ults show the average for the entire intersection. For one -way and two-way s top controlled intersections , delay res ults show the delay for the worst move ment.

INTERSECTION

TARGET LOS PEAK HOUR
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57 Pratt Family Ranch
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Table 4-2
Left Turn and Right Turn Storage Requirements
NB Right1-- NB Right1-- WB Left 200 WB Left 200
NB Right 225 NB Right 225
WB Left 125 WB Left 125
NB Left 175 NB Left 175
NB Right1-- NB Right1-- NB Left 2 @ 375 NB Left 2 @ 425 NB Right 200 NB Right 200
SB Left 2 @ 375 SB Left 2 @ 375
SB Right 325 SB Right 400
EB Left 250 EB Left 2 @ 400
EB Right 300 EB Right 350
WB Left 275 WB Left 400
WB Right 300 WB Right 300
SB Left 100 SB Left 100
WB Left 150 WB Left 150
NB Left 250 NB Left 250
SB Left 200 SB Left 200
EB Left 275 EB Left 275
EB Right 150 EB Right 150
WB Left 2 @ 150 WB Left 2 @ 150
WB Right 150 WB Right 150
NB Left 175 NB Left 175
SB Left 125 SB Left 125
SB Right 125 SB Right 125
EB Left 250 EB Left 250
WB Left 150 WB Left 150
NB Left 175 NB Left 175
NB Right 125 NB Right 350
SB Left 150 SB Left 150
SB Right1-- SB Right1-- EB Left 300 EB Left 350
EB Right 150 EB Right 200
WB Left 125 WB Left 400
WB Right 150 WB Right 175
EB Left 150 EB Left 150
WB Left 150 WB Left 150
NB Left 150 NB Left 150
NB Right1-- NB Right1-- SB Left 150 SB Left 150
EB Left 150 EB Left 150
WB Left 175 WB Left 175
WB Right 50 WB Right 50
BOLD denotes change in storage length
2: Based upon 20-Year Horizon Scenario
1: Through lane terminates as right turn at intersection

INTERSECTION

EXISTING QUEUE
STORAGE LENGTH (ft)
Pratt Road / Demaree Street
Riverway Drive / Demaree Street
10-YEAR HORIZON

RECOMMENDED
STORAGE LENGTH (ft)
Pratt Road / County Center Street
Riverway Drive / Mooney Boulevard
Riggin Avenue / Di nuba Boulevard (SR-63) 2 Shannon Parkway / Demaree Street Riggin Avenue / Demaree Street
Riggin Avenue / County Center Street
Riggin Avenue / Mooney Boulevard
Riggin Avenue / Gi ddings Street
Ferguson Avenue / Mooney Boulevard
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4.2 Equitable Share Responsibility
The Project will be required to contribute a fair-share towards the costs of improvements that are identified for future scenarios. The intent of determining the equitable responsibility for the improvements identified above for the 10-Year Horizon scenario, is to provide a starting point for early discussions between the applicant and the City of Visalia to address traffic mitigation equitability and to calculate the equitable share for mitigating traffic impacts. The formulas used to calculate the equitable share responsibility to City of Visalia facilities is as follows:

Equitable Share = (Project Trips)/(10-Year Horizon Plus Project Traffic – Existing Traffic) Table 4-3 shows the Project’s equitable fair share responsibility on a percentage basis for improvements to City of Visalia facilities as described above. The equitable fair share responsibility shown in Table 4-3 is the result of LOS enhancements related to capacity. The Project’s fair share contribution payment into the City of Visalia transportation impact fee mitigation program can be made in order to fulfill the mitigation requirement.

Table 4-3
10-Year Horizon Equitable Share Responsibility

INTERSECTION PEAK
HOUR

EXISTING PROJECT TRIPS
10-YEAR

HORIZON PLUS

PROJECT

FAIR SHARE

PERCENTAGE
AM 1,813 90 3,716 4.7%
PM 2,314 121 4,896 4.7%
AM 1,462 160 2,423 16.6%
PM 1,429 214 2,571 18.7%
AM 1,283 99 2,340 9.4%
PM 1,122 132 2,422 10.2%
AM 723 119 1,269 21.8%
PM 1,505 160 2,338 19.2%
1 - Fair-Share based on 20-Year Horizon
Riggin Avenue / County Center Street
Riggin Avenue / Dinuba Boulevard (SR-63) 1
Ferguson Avenue / Mooney Boulevard
Riggin Avenue / Giddings Street
Pratt Family Ranch
Transportation Impact Study - Appendix
July 15, 2022
Prepared by:

VRPA Technologies, Inc.
4630 W. Jennifer, Suite 105
Fresno, CA 93722

APPENDIX A
Existing Traffic Counts
National Data & Surveying Services
Intersection Turning Movement Count
Location: County Center St & Pratt Rd
City: Visalia Project ID: 21-090072-002
Control: 1-Way Stop (NB) Date:

NS/EW Streets:
1 0 1 0 0 0 0 0 0 1 0 0 1 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 1 0 1 0 0 0 0 0 0 17 5 0 1 11 0 0 36
7:15 AM 1 0 0 0 0 0 0 0 0 17 2 0 1 14 0 0 35
7:30 AM 2 0 3 0 0 0 0 0 0 14 4 0 0 22 0 0 45
7:45 AM 1 0 3 0 0 0 0 0 0 16 1 0 0 21 0 0 42
8:00 AM 0 0 3 0 0 0 0 0 0 18 2 0 1 16 0 0 40
8:15 AM 1 0 2 0 0 0 0 0 0 17 4 0 0 11 0 0 35
8:30 AM 1 0 2 0 0 0 0 0 0 17 7 0 0 13 0 0 40
8:45 AM 2 0 4 0 0 0 0 0 0 5 5 0 0 7 0 0 23

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 9 0 18 0 0 0 0 0 0 121 30 0 3 115 0 0 296 APPROACH %'s : 33.33% 0.00% 66.67% 0.00% 0.00% 80.13% 19.87% 0.00% 2.54% 97.46% 0.00% 0.00% PEAK HR : 07:15 AM 38 37 44 07:30 AM TOTAL
PEAK HR VOL : 4 0 9 0 0 0 0 0 0 65 9 0 2 73 0 0 162
PEAK HR FACTOR : 0.500 0.000 0.750 0.000 0.000 0.000 0.000 0.000 0.000 0.903 0.563 0.000 0.500 0.830 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 0 1 0 0 0 0 0 0 1 0 0 1 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 2 0 1 0 0 0 0 0 0 13 2 0 0 12 0 0 30
4:15 PM 7 0 2 0 0 0 0 0 0 7 3 0 0 16 0 0 35
4:30 PM 8 0 3 0 0 0 0 0 0 18 1 0 0 27 0 0 57
4:45 PM 4 0 3 0 0 0 0 0 0 22 9 0 2 23 0 0 63
5:00 PM 7 0 2 0 0 0 0 0 0 16 2 0 4 23 0 0 54
5:15 PM 3 0 1 0 0 0 0 0 0 12 4 0 1 9 0 0 30
5:30 PM 3 0 3 0 0 0 0 0 0 7 5 0 0 7 0 0 25
5:45 PM 2 0 1 0 0 0 0 0 0 13 1 0 0 4 0 0 21

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 36 0 16 0 0 0 0 0 0 108 27 0 7 121 0 0 315 APPROACH %'s : 69.23% 0.00% 30.77% 0.00% 0.00% 80.00% 20.00% 0.00% 5.47% 94.53% 0.00% 0.00% PEAK HR : 04:15 PM 290 289 296 04:45 PM TOTAL
PEAK HR VOL : 26 0 10 0 0 0 0 0 0 63 15 0 6 89 0 0 209
PEAK HR FACTOR : 0.813 0.000 0.833 0.000 0.000 0.000 0.000 0.000 0.000 0.716 0.417 0.000 0.375 0.824 0.000 0.000

EASTBOUND
8/31/2021
Pratt Rd

NORTHBOUND
Pratt Rd

0.852

WESTBOUND
County Center St County Center St

0.925

EASTBOUND
PM
AM
07:15 AM - 08:15 AM

NORTHBOUND

0.650 0.900
Total

0.829 0.629

WESTBOUND

0.880

SOUTHBOUND

0.818
04:15 PM - 05:15 PM

SOUTHBOUND
National Data & Surveying ServicesIntersection Turning Movement Count Location: County Center St & Riggin Ave
City: Visalia Project ID:

Control: 4-Way Stop Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 10 10 10 0 5 22 10 0 4 56 8 0 9 81 2 0 227
7:15 AM 11 9 23 0 10 17 11 0 7 63 10 0 7 94 3 0 265
7:30 AM 27 13 27 0 21 21 16 0 7 79 4 0 11 110 7 1 344
7:45 AM 30 23 28 0 10 26 13 0 8 112 11 0 14 107 3 1 386 8:00 AM 26 19 27 0 10 23 16 0 12 99 14 0 21 120 6 0 393 8:15 AM 10 13 13 0 6 11 11 0 11 114 15 0 25 98 12 0 339 8:30 AM 15 10 10 0 2 9 6 0 6 59 9 0 13 87 1 0 227
8:45 AM 10 6 12 0 5 5 6 0 4 49 6 0 7 62 3 1 176

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 139 103 150 0 69 134 89 0 59 631 77 0 107 759 37 3 2357 APPROACH %'s : 35.46% 26.28% 38.27% 0.00% 23.63% 45.89% 30.48% 0.00% 7.69% 82.27% 10.04% 0.00% 11.81% 83.77% 4.08% 0.33% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 93 68 95 0 47 81 56 0 38 404 44 0 71 435 28 2 1462 PEAK HR FACTOR : 0.775 0.739 0.848 0.000 0.560 0.779 0.875 0.000 0.792 0.886 0.733 0.000 0.710 0.906 0.583 0.500 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 1 1 1 0 1 1 1 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 15 13 16 0 5 13 7 0 7 108 14 0 13 77 10 1 299
4:15 PM 8 22 12 0 9 12 7 0 15 121 16 0 16 89 10 1 338
4:30 PM 9 13 18 0 7 8 6 0 12 113 21 0 26 96 6 0 335
4:45 PM 13 12 9 0 14 11 4 0 13 119 15 0 23 94 9 1 337
5:00 PM 16 22 15 0 12 14 10 0 8 143 21 0 27 101 11 2 402 5:15 PM 14 17 14 0 9 11 10 0 9 127 22 0 24 80 8 2 347
5:30 PM 8 15 21 0 3 16 8 0 12 127 9 0 17 95 12 0 343
5:45 PM 10 13 16 0 9 11 5 0 11 125 17 0 21 91 7 0 336

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 93 127 121 0 68 96 57 0 87 983 135 0 167 723 73 7 2737 APPROACH %'s : 27.27% 37.24% 35.48% 0.00% 30.77% 43.44% 25.79% 0.00% 7.22% 81.58% 11.20% 0.00% 17.22% 74.54% 7.53% 0.72% PEAK HR : 04:45 PM 292 0 0 TOTAL
PEAK HR VOL : 51 66 59 0 38 52 32 0 42 516 67 0 91 370 40 5 1429 PEAK HR FACTOR : 0.797 0.750 0.702 0.000 0.679 0.813 0.800 0.000 0.808 0.902 0.761 0.000 0.843 0.916 0.833 0.625 Data - Totals
County Center St County Center St Riggin Ave Riggin Ave

0.790 0.793 0.868 0.912
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
21-090072-009
8/24/2021
04:45 PM - 05:45 PM

0.889 0.830 0.847 0.908 0.897
07:30 AM - 08:30 AM

0.930
National Data & Surveying ServicesIntersection Turning Movement Count Location: County Center St & Shannon Pkwy
City: Visalia Project ID:

Control: 4-Way Yield Date:

NS/EW Streets:
0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 2 2 4 0 0 14 6 0 1 7 2 0 1 5 1 0 45
7:15 AM 0 8 4 1 0 6 6 0 2 6 4 0 1 10 2 0 50
7:30 AM 6 10 12 0 0 11 3 0 6 16 4 0 9 16 1 0 94
7:45 AM 2 18 29 0 2 8 7 0 10 30 10 0 26 36 4 1 183
8:00 AM 6 13 13 0 1 6 3 0 10 17 4 0 25 46 10 2 156
8:15 AM 4 9 4 0 0 5 1 0 3 10 2 0 5 7 5 0 55
8:30 AM 1 4 1 0 3 4 2 0 0 7 2 0 4 5 2 0 35
8:45 AM 4 2 2 0 0 3 3 0 1 7 5 0 1 3 0 0 31

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 25 66 69 1 6 57 31 0 33 100 33 0 72 128 25 3 649 APPROACH %'s : 15.53% 40.99% 42.86% 0.62% 6.38% 60.64% 32.98% 0.00% 19.88% 60.24% 19.88% 0.00% 31.58% 56.14% 10.96% 1.32% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 18 50 58 0 3 30 14 0 29 73 20 0 65 105 20 3 488 PEAK HR FACTOR : 0.750 0.694 0.500 0.000 0.375 0.682 0.500 0.000 0.725 0.608 0.500 0.000 0.625 0.571 0.500 0.375 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 4 7 6 1 0 7 4 1 3 20 6 0 5 15 1 0 80
4:15 PM 5 9 7 0 1 8 2 0 3 9 3 0 10 12 3 0 72
4:30 PM 2 4 8 0 1 3 1 0 1 11 3 0 5 13 1 0 53
4:45 PM 1 9 8 0 2 6 0 0 2 14 4 0 3 26 3 0 78
5:00 PM 5 4 4 0 0 6 2 0 4 16 4 0 11 10 1 0 67
5:15 PM 4 8 8 0 2 4 1 0 4 18 4 0 4 18 2 0 77
5:30 PM 5 8 2 0 2 7 3 0 1 20 3 0 6 11 2 0 70
5:45 PM 3 10 8 0 0 4 4 0 2 12 1 0 3 13 4 0 64

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 29 59 51 1 8 45 17 1 20 120 28 0 47 118 17 0 561 APPROACH %'s : 20.71% 42.14% 36.43% 0.71% 11.27% 63.38% 23.94% 1.41% 11.90% 71.43% 16.67% 0.00% 25.82% 64.84% 9.34% 0.00% PEAK HR : 04:45 PM 292 0 0 TOTAL
PEAK HR VOL : 15 29 22 0 6 23 6 0 11 68 15 0 24 65 8 0 292 PEAK HR FACTOR : 0.750 0.806 0.688 0.000 0.750 0.821 0.500 0.000 0.688 0.850 0.938 0.000 0.545 0.625 0.667 0.000 21-090072-006
8/24/2021
04:45 PM - 05:45 PM

0.936 0.825 0.729 0.904 0.758
07:30 AM - 08:30 AM

0.667
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.643 0.691 0.610 0.581
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
County Center St County Center St Shannon Pkwy Shannon Pkwy National Data & Surveying ServicesIntersection Turning Movement Count Location: N Demaree St & Ave 320
City: Visalia Project ID:

Control: 1-Way Stop (EB) Date:

NS/EW Streets:
0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 7 31 0 0 0 21 0 0 4 5 2 0 0 0 0 0 70
7:15 AM 7 29 0 0 0 23 6 0 1 3 1 0 0 0 0 0 70
7:30 AM 11 41 0 0 0 39 8 0 2 0 3 0 0 0 0 0 104
7:45 AM 5 39 0 0 0 33 11 0 6 1 7 0 0 3 0 0 105
8:00 AM 10 42 0 0 0 18 5 0 6 0 8 0 0 0 0 0 89
8:15 AM 4 21 0 0 0 23 6 0 5 0 3 0 0 0 0 0 62
8:30 AM 11 33 0 0 0 22 6 0 8 2 6 0 0 0 0 0 88
8:45 AM 9 21 0 0 0 29 3 0 5 1 3 0 0 0 1 0 72

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 64 257 0 0 0 208 45 0 37 12 33 0 0 3 1 0 660 APPROACH %'s : 19.94% 80.06% 0.00% 0.00% 0.00% 82.21% 17.79% 0.00% 45.12% 14.63% 40.24% 0.00% 0.00% 75.00% 25.00% 0.00% PEAK HR : 07:15 AM 38 0 0 TOTAL
PEAK HR VOL : 33 151 0 0 0 113 30 0 15 4 19 0 0 3 0 0 368 PEAK HR FACTOR : 0.750 0.899 0.000 0.000 0.000 0.724 0.682 0.000 0.625 0.333 0.594 0.000 0.000 0.250 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 6 38 0 0 0 50 5 0 13 0 27 0 0 0 0 0 139
4:15 PM 3 38 0 0 0 43 4 0 11 0 9 0 0 0 0 0 108
4:30 PM 14 45 0 0 0 37 9 0 5 0 19 0 0 0 0 0 129
4:45 PM 3 49 0 0 0 42 4 0 7 1 18 0 0 0 0 0 124
5:00 PM 5 45 0 0 0 53 7 0 8 1 13 0 0 0 0 0 132
5:15 PM 4 35 0 0 0 34 7 0 13 0 13 0 0 0 0 0 106
5:30 PM 5 40 0 0 0 43 2 0 8 0 10 0 0 0 0 0 108
5:45 PM 3 46 0 0 0 34 2 0 8 0 12 0 0 0 0 0 105

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 43 336 0 0 0 336 40 0 73 2 121 0 0 0 0 0 951 APPROACH %'s : 11.35% 88.65% 0.00% 0.00% 0.00% 89.36% 10.64% 0.00% 37.24% 1.02% 61.73% 0.00% PEAK HR : 04:00 PM 289 0 0 TOTAL
PEAK HR VOL : 26 170 0 0 0 172 22 0 36 1 73 0 0 0 0 0 500 PEAK HR FACTOR : 0.464 0.867 0.000 0.000 0.000 0.860 0.611 0.000 0.692 0.250 0.676 0.000 0.000 0.000 0.000 0.000 21-090001-001
1/5/2021
04:00 PM - 05:00 PM

0.899 0.831 0.882 0.688
07:15 AM - 08:15 AM

0.876
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.885 0.761 0.679 0.250
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
N Demaree St N Demaree St Ave 320 Ave 320
National Data & Surveying ServicesIntersection Turning Movement Count Location: N Demaree St & Pratt Rd
City: Visalia Project ID:

Control: 1-Way Stop(WB) Date:

NS/EW Streets:
0 1 1 0 0 1 0 0 0 0 0 0 1 0 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 44 6 0 6 30 0 0 0 0 0 0 9 0 11 0 106
7:15 AM 0 54 3 0 7 54 0 0 0 0 0 0 6 0 28 0 152
7:30 AM 0 79 7 0 5 50 0 0 0 0 0 0 19 0 27 0 187
7:45 AM 0 64 6 0 12 60 0 0 0 0 0 0 15 0 21 0 178
8:00 AM 0 54 9 0 11 41 0 0 0 0 0 0 10 0 27 0 152
8:15 AM 0 50 8 0 9 36 0 0 0 0 0 0 7 0 8 0 118
8:30 AM 0 38 4 0 5 26 0 0 0 0 0 0 5 0 10 0 88
8:45 AM 0 44 8 0 8 38 0 0 0 0 0 0 6 0 9 0 113

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 427 51 0 63 335 0 0 0 0 0 0 77 0 141 0 1094 APPROACH %'s : 0.00% 89.33% 10.67% 0.00% 15.83% 84.17% 0.00% 0.00% 35.32% 0.00% 64.68% 0.00% PEAK HR : 07:15 AM 38 0 0 TOTAL
PEAK HR VOL : 0 251 25 0 35 205 0 0 0 0 0 0 50 0 103 0 669 PEAK HR FACTOR : 0.000 0.794 0.694 0.000 0.729 0.854 0.000 0.000 0.000 0.000 0.000 0.000 0.658 0.000 0.920 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 1 1 0 0 1 0 0 0 0 0 0 1 0 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 37 13 0 11 69 0 0 0 0 0 0 9 0 2 0 141
4:15 PM 0 59 10 0 11 85 0 0 0 0 0 0 3 0 5 0 173
4:30 PM 0 67 6 0 10 61 0 0 0 0 0 0 6 0 8 0 158
4:45 PM 0 44 7 0 12 57 0 0 0 0 0 0 4 0 12 0 136
5:00 PM 0 56 10 0 11 66 0 0 0 0 0 0 5 0 3 0 151
5:15 PM 0 51 13 0 13 83 0 0 0 0 0 0 5 0 4 0 169
5:30 PM 0 42 19 0 7 51 0 0 0 0 0 0 7 0 8 0 134
5:45 PM 0 53 6 0 9 61 0 0 0 0 0 0 9 0 2 0 140

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 409 84 0 84 533 0 0 0 0 0 0 48 0 44 0 1202 APPROACH %'s : 0.00% 82.96% 17.04% 0.00% 13.61% 86.39% 0.00% 0.00% 52.17% 0.00% 47.83% 0.00% PEAK HR : 04:15 PM 290 0 0 TOTAL
PEAK HR VOL : 0 226 33 0 44 269 0 0 0 0 0 0 18 0 28 0 618 PEAK HR FACTOR : 0.000 0.843 0.825 0.000 0.917 0.791 0.000 0.000 0.000 0.000 0.000 0.000 0.750 0.000 0.583 0.000 21-090072-001
8/24/2021
04:15 PM - 05:15 PM

0.893 0.887 0.815 0.719
07:15 AM - 08:15 AM

0.894
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.802 0.833 0.832
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
N Demaree St N Demaree St Pratt Rd Pratt Rd
National Data & Surveying ServicesIntersection Turning Movement Count Location: N Demaree St & Riggin Ave
City: Visalia Project ID:

Control: Signalized Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 15 41 30 0 4 34 18 0 11 30 11 1 22 80 7 3 307
7:15 AM 8 48 17 0 6 81 22 0 17 65 16 0 35 73 9 1 398
7:30 AM 19 67 29 0 7 89 23 0 18 58 22 0 53 109 12 1 507 7:45 AM 28 75 30 0 10 71 35 0 19 89 18 0 36 127 9 2 549 8:00 AM 29 80 28 0 7 67 35 0 23 93 21 0 41 105 9 3 541
8:15 AM 14 59 34 0 3 36 10 0 38 88 17 0 41 88 8 6 442
8:30 AM 11 48 22 0 8 42 9 0 22 41 6 0 40 73 9 8 339
8:45 AM 12 63 17 0 3 41 8 0 19 36 1 0 45 47 6 8 306

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 136 481 207 0 48 461 160 0 167 500 112 1 313 702 69 32 3389 APPROACH %'s : 16.50% 58.37% 25.12% 0.00% 7.17% 68.91% 23.92% 0.00% 21.41% 64.10% 14.36% 0.13% 28.05% 62.90% 6.18% 2.87% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 90 281 121 0 27 263 103 0 98 328 78 0 171 429 38 12 2039 PEAK HR FACTOR : 0.776 0.878 0.890 0.000 0.675 0.739 0.736 0.000 0.645 0.882 0.886 0.000 0.807 0.844 0.792 0.500 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 1 2 0 0 1 2 1 0 2 2 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 13 82 37 0 11 64 18 0 46 73 15 0 47 60 7 21 494 4:15 PM 11 85 34 0 15 78 15 0 30 98 11 0 49 66 3 15 510 4:30 PM 18 79 35 0 11 53 18 0 30 101 20 0 53 75 11 9 513 4:45 PM 15 79 45 0 12 59 15 0 29 87 18 0 50 71 9 13 502 5:00 PM 23 75 42 0 11 61 10 0 36 120 31 0 54 72 13 8 556 5:15 PM 19 104 42 0 10 83 19 0 36 104 18 1 42 65 8 18 569 5:30 PM 18 79 47 0 7 67 18 0 28 91 12 0 48 73 9 6 503
5:45 PM 16 90 38 0 8 47 17 0 35 111 23 0 47 67 8 13 520

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 133 673 320 0 85 512 130 0 270 785 148 1 390 549 68 103 4167 APPROACH %'s : 11.81% 59.77% 28.42% 0.00% 11.69% 70.43% 17.88% 0.00% 22.43% 65.20% 12.29% 0.08% 35.14% 49.46% 6.13% 9.28% PEAK HR : 05:00 PM 293 0 0 TOTAL
PEAK HR VOL : 76 348 169 0 36 258 64 0 135 426 84 1 191 277 38 45 2148 PEAK HR FACTOR : 0.826 0.837 0.899 0.000 0.818 0.777 0.842 0.000 0.938 0.888 0.677 0.250 0.884 0.949 0.731 0.625 Data - Totals
N Demaree St N Demaree St Riggin Ave Riggin Ave

0.898 0.826 0.881 0.929
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
21-090072-008
8/24/2021
05:00 PM - 06:00 PM

0.944 0.898 0.799 0.864 0.937
07:30 AM - 08:30 AM

0.929
National Data & Surveying ServicesIntersection Turning Movement Count Location: N Demaree St & River Way Dr
City: Visalia Project ID:

Control: 1-Way Stop(EB) Date:

NS/EW Streets:
1 1 0 0 0 1 0 0 0 1 0 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 2 52 0 0 0 33 0 0 1 0 7 0 0 0 0 0 95
7:15 AM 2 62 0 0 0 63 2 0 0 0 13 0 0 0 0 0 142
7:30 AM 2 78 0 0 0 66 0 0 3 0 12 0 0 0 0 0 161
7:45 AM 4 73 0 0 0 79 0 0 5 0 18 0 0 0 0 0 179
8:00 AM 9 57 0 0 0 51 0 0 1 0 10 0 0 0 0 0 128
8:15 AM 10 54 0 1 0 31 0 0 0 0 4 0 0 0 0 0 100
8:30 AM 2 51 0 0 0 41 2 0 0 0 3 0 0 0 0 0 99
8:45 AM 8 42 0 0 0 39 0 0 2 0 4 0 0 0 0 0 95

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 39 469 0 1 0 403 4 0 12 0 71 0 0 0 0 0 999 APPROACH %'s : 7.66% 92.14% 0.00% 0.20% 0.00% 99.02% 0.98% 0.00% 14.46% 0.00% 85.54% 0.00% PEAK HR : 07:15 AM 38 0 0 TOTAL
PEAK HR VOL : 17 270 0 0 0 259 2 0 9 0 53 0 0 0 0 0 610 PEAK HR FACTOR : 0.472 0.865 0.000 0.000 0.000 0.820 0.250 0.000 0.450 0.000 0.736 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 1 0 0 0 1 0 0 0 1 0 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 7 49 0 1 0 72 2 0 1 0 4 0 0 0 0 0 136
4:15 PM 8 69 0 0 0 89 2 0 1 0 7 0 0 0 0 0 176
4:30 PM 9 72 0 2 0 67 1 0 0 0 9 0 0 0 0 0 160
4:45 PM 9 57 0 0 0 53 3 0 0 0 3 0 0 0 0 0 125
5:00 PM 10 57 0 0 0 65 3 0 4 0 8 0 0 0 0 0 147
5:15 PM 3 66 0 0 0 91 3 0 2 0 7 0 0 0 0 0 172
5:30 PM 10 55 0 0 0 58 2 0 1 0 5 0 0 0 0 0 131
5:45 PM 9 62 0 0 0 68 0 0 1 0 4 0 0 0 0 0 144

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 65 487 0 3 0 563 16 0 10 0 47 0 0 0 0 0 1191 APPROACH %'s : 11.71% 87.75% 0.00% 0.54% 0.00% 97.24% 2.76% 0.00% 17.54% 0.00% 82.46% 0.00% PEAK HR : 04:15 PM 290 0 0 TOTAL
PEAK HR VOL : 36 255 0 2 0 274 9 0 5 0 27 0 0 0 0 0 608 PEAK HR FACTOR : 0.900 0.885 0.000 0.250 0.000 0.770 0.750 0.000 0.313 0.000 0.750 0.000 0.000 0.000 0.000 0.000 21-090072-003
8/24/2021
04:15 PM - 05:15 PM

0.864 0.883 0.777 0.667
07:15 AM - 08:15 AM

0.852
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.897 0.826 0.674
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
N Demaree St N Demaree St River Way Dr River Way Dr
National Data & Surveying ServicesIntersection Turning Movement Count Location: N Demaree St & Shannon Pkwy
City: Visalia Project ID:

Control: 1-Way Stop(WB) Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 52 11 0 1 38 0 0 0 0 0 0 19 0 3 0 124
7:15 AM 0 57 11 0 4 73 0 0 0 0 0 0 32 0 6 0 183
7:30 AM 0 72 17 0 3 77 0 0 0 0 0 0 33 0 11 0 213
7:45 AM 0 68 23 0 0 95 0 0 0 0 0 0 36 0 7 0 229
8:00 AM 0 65 24 0 3 59 0 0 0 0 0 0 43 0 2 0 196
8:15 AM 0 58 14 0 2 32 0 0 0 0 0 0 11 0 6 0 123
8:30 AM 0 51 13 0 1 45 0 0 0 0 0 0 9 0 2 0 121
8:45 AM 0 47 12 1 2 36 0 0 0 0 0 0 11 0 4 0 113

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 470 125 1 16 455 0 0 0 0 0 0 194 0 41 0 1302 APPROACH %'s : 0.00% 78.86% 20.97% 0.17% 3.40% 96.60% 0.00% 0.00% 82.55% 0.00% 17.45% 0.00% PEAK HR : 07:15 AM 38 0 0 TOTAL
PEAK HR VOL : 0 262 75 0 10 304 0 0 0 0 0 0 144 0 26 0 821 PEAK HR FACTOR : 0.000 0.910 0.781 0.000 0.625 0.800 0.000 0.000 0.000 0.000 0.000 0.000 0.837 0.000 0.591 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 2 0 0 1 2 0 0 0 0 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 57 28 0 4 73 0 0 0 0 0 0 22 0 0 0 184
4:15 PM 0 71 30 0 4 92 0 0 2 0 2 0 17 0 4 0 222
4:30 PM 0 82 18 0 4 73 0 0 0 0 0 0 16 0 2 0 195
4:45 PM 0 64 33 0 0 57 0 0 0 0 0 0 28 0 1 0 183
5:00 PM 0 67 25 0 4 67 0 0 0 0 0 0 13 0 1 0 177
5:15 PM 0 68 40 0 4 96 0 0 0 0 0 0 23 0 0 0 231
5:30 PM 0 64 28 1 6 56 0 0 0 0 0 0 28 0 1 1 185
5:45 PM 0 72 21 0 2 71 0 0 0 0 0 0 12 0 0 0 178

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 545 223 1 28 585 0 0 2 0 2 0 159 0 9 1 1555 APPROACH %'s : 0.00% 70.87% 29.00% 0.13% 4.57% 95.43% 0.00% 0.00% 50.00% 0.00% 50.00% 0.00% 94.08% 0.00% 5.33% 0.59% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 0 281 116 0 12 293 0 0 0 0 0 0 80 0 4 0 786 PEAK HR FACTOR : 0.000 0.857 0.725 0.000 0.750 0.763 0.000 0.000 0.000 0.000 0.000 0.000 0.714 0.000 0.500 0.000 21-090072-005
8/24/2021
04:30 PM - 05:30 PM

0.851 0.919 0.763 0.724
07:15 AM - 08:15 AM

0.896
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.926 0.826 0.944
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
N Demaree St N Demaree St Shannon Pkwy Shannon Pkwy
National Data & Surveying ServicesIntersection Turning Movement Count Location: SR 63/Dinuba Blvd & Riggin Ave
City: Visalia Project ID:

Control: Signalized Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 13 52 8 1 14 53 21 0 13 35 9 0 9 29 3 1 261
7:15 AM 14 44 6 1 13 63 13 0 28 50 12 0 19 65 14 10 352 7:30 AM 11 50 4 0 17 115 20 1 17 75 26 0 25 43 7 4 415
7:45 AM 12 67 20 4 20 97 13 1 26 72 37 0 28 66 13 2 478 8:00 AM 31 75 12 1 17 82 17 0 30 49 29 0 20 68 14 5 450 8:15 AM 26 71 15 4 13 76 13 0 44 65 19 0 38 69 7 10 470 8:30 AM 25 71 6 2 13 56 21 0 26 31 14 0 27 47 6 11 356
8:45 AM 30 73 12 1 17 82 17 0 30 48 30 0 20 67 14 5 446

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 162 503 83 14 124 624 135 2 214 425 176 0 186 454 78 48 3228 APPROACH %'s : 21.26% 66.01% 10.89% 1.84% 14.01% 70.51% 15.25% 0.23% 26.26% 52.15% 21.60% 0.00% 24.28% 59.27% 10.18% 6.27% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 80 263 51 9 67 370 63 2 117 261 111 0 111 246 41 21 1813 PEAK HR FACTOR : 0.645 0.877 0.638 0.563 0.838 0.804 0.788 0.500 0.665 0.870 0.750 0.000 0.730 0.891 0.732 0.525 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 2 2 1 0 2 2 1 0 1 2 1 0 1 2 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 21 110 14 0 26 74 18 1 39 66 19 1 47 64 5 20 525 4:15 PM 31 118 12 2 25 104 15 2 55 45 24 0 35 58 9 27 562 4:30 PM 23 138 13 2 10 79 17 0 48 59 13 0 36 79 14 25 556 4:45 PM 29 127 18 1 14 88 23 0 57 47 14 0 39 67 10 17 551 5:00 PM 27 147 23 2 17 80 17 0 37 54 20 0 31 75 10 19 559 5:15 PM 23 161 12 0 18 95 21 2 57 66 14 0 41 65 12 20 607 5:30 PM 26 135 12 3 8 87 21 2 51 49 15 0 53 92 13 20 587 5:45 PM 17 138 12 2 23 76 24 2 49 61 13 0 43 62 24 15 561

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 197 1074 116 12 141 683 156 9 393 447 132 1 325 562 97 163 4508 APPROACH %'s : 14.08% 76.77% 8.29% 0.86% 14.26% 69.06% 15.77% 0.91% 40.39% 45.94% 13.57% 0.10% 28.33% 49.00% 8.46% 14.21% PEAK HR : 05:00 PM 293 0 0 TOTAL
PEAK HR VOL : 93 581 59 7 66 338 83 6 194 230 62 0 168 294 59 74 2314 PEAK HR FACTOR : 0.861 0.902 0.641 0.583 0.717 0.889 0.865 0.750 0.851 0.871 0.775 0.000 0.792 0.799 0.615 0.925 21-090072-004
8/24/2021
05:00 PM - 06:00 PM

0.953 0.930 0.906 0.887 0.836
07:30 AM - 08:30 AM

0.948
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.847 0.820 0.906 0.845
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
SR 63/Dinuba Blvd SR 63/Dinuba Blvd Riggin Ave Riggin Ave National Data & Surveying ServicesIntersection Turning Movement Count Location: N Giddings St & Riggin Ave
City: Visalia Project ID:

Control: Signalized Date:

NS/EW Streets:
0 1 0 0 0 1 0 0 1 1 0 0 1 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 11 2 3 0 3 4 5 0 1 57 8 0 6 62 2 0 164
7:15 AM 8 11 9 0 3 4 1 0 2 73 8 0 3 76 8 0 206
7:30 AM 10 41 5 0 10 23 10 0 8 93 12 0 5 75 4 0 296
7:45 AM 11 54 14 0 10 28 9 0 15 99 11 0 11 71 9 0 342
8:00 AM 15 50 17 0 15 44 16 0 11 87 8 0 9 89 9 0 370
8:15 AM 6 8 4 0 3 23 6 0 10 107 5 0 6 91 6 0 275
8:30 AM 4 7 4 0 1 5 6 0 3 63 9 0 6 83 4 0 195
8:45 AM 3 3 7 0 4 7 5 0 3 53 4 0 0 60 5 0 154

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 68 176 63 0 49 138 58 0 53 632 65 0 46 607 47 0 2002 APPROACH %'s : 22.15% 57.33% 20.52% 0.00% 20.00% 56.33% 23.67% 0.00% 7.07% 84.27% 8.67% 0.00% 6.57% 86.71% 6.71% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 42 153 40 0 38 118 41 0 44 386 36 0 31 326 28 0 1283 PEAK HR FACTOR : 0.700 0.708 0.588 0.000 0.633 0.670 0.641 0.000 0.733 0.902 0.750 0.000 0.705 0.896 0.778 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 1 0 0 0 1 0 0 1 1 0 0 1 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 9 4 7 0 4 7 3 0 7 105 4 0 11 75 6 0 242
4:15 PM 8 6 10 0 0 2 3 0 1 108 6 0 7 92 2 0 245
4:30 PM 6 3 9 0 3 5 8 0 2 102 1 0 9 97 3 0 248
4:45 PM 10 4 8 0 2 6 4 0 3 113 3 0 13 98 2 0 266
5:00 PM 4 9 8 0 3 5 2 0 7 113 1 0 11 104 4 0 271
5:15 PM 8 14 14 0 7 13 8 0 8 104 13 0 11 87 4 0 291
5:30 PM 4 8 7 0 4 9 6 0 7 103 9 0 13 109 4 0 283
5:45 PM 8 16 8 0 5 8 4 0 19 107 5 0 5 88 4 0 277

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 57 64 71 0 28 55 38 0 54 855 42 0 80 750 29 0 2123 APPROACH %'s : 29.69% 33.33% 36.98% 0.00% 23.14% 45.45% 31.40% 0.00% 5.68% 89.91% 4.42% 0.00% 9.31% 87.31% 3.38% 0.00% PEAK HR : 05:00 PM 293 0 0 TOTAL
PEAK HR VOL : 24 47 37 0 19 35 20 0 41 427 28 0 40 388 16 0 1122 PEAK HR FACTOR : 0.750 0.734 0.661 0.000 0.679 0.673 0.625 0.000 0.539 0.945 0.538 0.000 0.769 0.890 1.000 0.000 21-090072-010
8/24/2021
05:00 PM - 06:00 PM

0.964 0.750 0.661 0.947 0.881
07:30 AM - 08:30 AM

0.867
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.716 0.657 0.932 0.900
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
N Giddings St N Giddings St Riggin Ave Riggin Ave
National Data & Surveying ServicesIntersection Turning Movement Count Location: N Giddings St & Shannon Pkwy
City: Visalia Project ID:

Control: 4-Way Yield Date:

NS/EW Streets:

0.5 0.5 0 0 0.5 0.5 0 0 0.5 1 0.5 0 0.5 1 0.5 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 3 2 0 1 3 0 0 3 15 0 1 2 23 0 0 53
7:15 AM 3 13 2 0 3 4 5 0 9 25 1 1 4 9 6 1 86
7:30 AM 0 40 4 0 12 25 21 0 23 31 6 0 5 21 13 0 201
7:45 AM 3 67 6 0 19 36 18 1 28 41 6 0 2 24 25 0 276
8:00 AM 7 55 11 0 29 64 47 0 20 28 5 2 3 16 15 0 302
8:15 AM 3 9 5 0 10 27 19 0 8 11 2 1 4 21 3 0 123
8:30 AM 2 7 4 0 1 5 5 0 2 23 1 0 3 9 0 0 62
8:45 AM 0 2 2 0 1 4 5 0 1 17 1 0 5 14 1 1 54

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 18 196 36 0 76 168 120 1 94 191 22 5 28 137 63 2 1157 APPROACH %'s : 7.20% 78.40% 14.40% 0.00% 20.82% 46.03% 32.88% 0.27% 30.13% 61.22% 7.05% 1.60% 12.17% 59.57% 27.39% 0.87% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 13 171 26 0 70 152 105 1 79 111 19 3 14 82 56 0 902 PEAK HR FACTOR : 0.464 0.638 0.591 0.000 0.603 0.594 0.559 0.250 0.705 0.677 0.792 0.375 0.700 0.854 0.560 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU

0.5 0.5 0 0 0.5 0.5 0 0 0.5 1 0.5 0 0.5 1 0.5 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 2 5 2 1 4 3 3 0 1 21 1 1 6 19 2 0 71
4:15 PM 2 3 3 0 3 0 3 0 1 22 2 0 4 30 0 1 74
4:30 PM 0 1 5 0 2 4 3 0 2 20 1 0 3 22 1 1 65
4:45 PM 0 4 0 0 1 4 6 0 3 28 1 0 6 37 2 1 93
5:00 PM 1 9 6 0 3 5 10 0 8 22 1 0 4 20 5 1 95
5:15 PM 2 12 9 0 1 11 4 0 2 31 1 0 12 26 3 1 115
5:30 PM 1 9 6 0 3 5 10 0 8 22 1 0 4 20 5 1 95
5:45 PM 1 12 23 0 2 5 2 0 5 34 4 2 5 24 3 1 123

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 9 55 54 1 19 37 41 0 30 200 12 3 44 198 21 7 731 APPROACH %'s : 7.56% 46.22% 45.38% 0.84% 19.59% 38.14% 42.27% 0.00% 12.24% 81.63% 4.90% 1.22% 16.30% 73.33% 7.78% 2.59% PEAK HR : 05:00 PM 293 0 0 TOTAL
PEAK HR VOL : 5 42 44 0 9 26 26 0 23 109 7 2 25 90 16 4 428 PEAK HR FACTOR : 0.625 0.875 0.478 0.000 0.750 0.591 0.650 0.000 0.719 0.801 0.438 0.250 0.521 0.865 0.800 1.000 Data - Totals
N Giddings St N Giddings St Shannon Pkwy Shannon Pkwy

0.691 0.586 0.707 0.745
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
21-090072-007
8/24/2021
05:00 PM - 06:00 PM

0.870 0.632 0.847 0.783 0.804
07:30 AM - 08:30 AM

0.747
National Data & Surveying ServicesIntersection Turning Movement Count Location: Mooney Blvd & W Ferguson Ave
City: Visalia Project ID:

Control: 4-Way Stop Date:

NS/EW Streets:
1 1 1 0 1 1.5 0.5 0 1 2 0 0 1 1 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 7 11 2 0 2 17 0 0 2 9 1 0 4 18 2 0 75
7:15 AM 1 11 3 0 7 14 3 0 2 15 4 0 2 16 3 0 81
7:30 AM 3 15 6 0 10 33 4 0 8 26 5 0 8 17 5 0 140
7:45 AM 6 19 1 0 9 32 6 0 5 32 9 0 2 28 3 0 152
8:00 AM 4 20 6 0 10 30 4 0 3 26 7 0 3 13 4 0 130
8:15 AM 5 25 4 0 4 22 3 0 3 14 4 0 3 18 2 0 107
8:30 AM 6 21 5 0 6 30 8 0 5 13 8 0 6 19 4 0 131
8:45 AM 4 12 1 0 7 21 2 0 2 10 8 0 5 21 3 0 96

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 36 134 28 0 55 199 30 0 30 145 46 0 33 150 26 0 912 APPROACH %'s : 18.18% 67.68% 14.14% 0.00% 19.37% 70.07% 10.56% 0.00% 13.57% 65.61% 20.81% 0.00% 15.79% 71.77% 12.44% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 18 79 17 0 33 117 17 0 19 98 25 0 16 76 14 0 529 PEAK HR FACTOR : 0.750 0.790 0.708 0.000 0.825 0.886 0.708 0.000 0.594 0.766 0.694 0.000 0.500 0.679 0.700 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 1 1 0 1 1.5 0.5 0 1 2 0 0 1 1 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 10 50 10 0 13 39 7 0 7 48 14 0 8 37 11 0 254
4:15 PM 13 47 8 0 10 38 8 0 13 37 10 0 12 39 11 0 246
4:30 PM 14 49 18 0 18 37 5 0 16 43 7 0 2 34 15 0 258
4:45 PM 10 49 18 0 14 45 5 0 8 37 9 0 13 32 14 0 254
5:00 PM 18 47 25 0 9 38 6 0 11 37 6 0 6 45 11 0 259
5:15 PM 17 57 20 0 15 49 11 0 8 52 9 0 8 44 9 0 299
5:30 PM 12 57 19 0 11 48 13 0 10 48 6 0 6 48 8 0 286
5:45 PM 9 43 16 0 13 38 5 0 10 33 9 0 5 43 8 0 232

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 103 399 134 0 103 332 60 0 83 335 70 0 60 322 87 0 2088 APPROACH %'s : 16.19% 62.74% 21.07% 0.00% 20.81% 67.07% 12.12% 0.00% 17.01% 68.65% 14.34% 0.00% 12.79% 68.66% 18.55% 0.00% PEAK HR : 04:45 PM 292 0 0 TOTAL
PEAK HR VOL : 57 210 82 0 49 180 35 0 37 174 30 0 33 169 42 0 1098 PEAK HR FACTOR : 0.792 0.921 0.820 0.000 0.817 0.918 0.673 0.000 0.841 0.837 0.833 0.000 0.635 0.880 0.750 0.000 21-090001-006
1/5/2021
04:45 PM - 05:45 PM

0.918 0.928 0.880 0.873 0.984
07:30 AM - 08:30 AM

0.870
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.838 0.888 0.772 0.803
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
Mooney Blvd Mooney Blvd W Ferguson Ave W Ferguson Ave
National Data & Surveying ServicesIntersection Turning Movement Count Location: Mooney Blvd & Pratt Rd
City: Visalia Project ID:

Control: No Control Date:

NS/EW Streets:
0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 3 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 7
7:15 AM 8 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 12
7:30 AM 7 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 13
7:45 AM 5 0 0 0 0 0 0 0 0 0 7 0 0 0 0 0 12
8:00 AM 13 0 0 0 0 0 0 0 0 0 10 0 0 0 0 0 23
8:15 AM 10 0 0 0 0 0 0 0 0 0 10 0 0 0 0 0 20
8:30 AM 8 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 13
8:45 AM 6 0 0 0 0 0 0 0 0 0 12 0 0 0 0 0 18

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 60 0 0 0 0 0 0 0 0 0 58 0 0 0 0 0 118
APPROACH %'s : 100.00% 0.00% 0.00% 0.00% 0.00% 0.00% 100.00% 0.00% PEAK HR : 08:00 AM 41 0 0 TOTAL
PEAK HR VOL : 37 0 0 0 0 0 0 0 0 0 37 0 0 0 0 0 74
PEAK HR FACTOR : 0.712 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.771 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 18 0 0 0 0 0 0 0 0 0 17 0 0 0 0 0 35
4:15 PM 7 0 0 0 0 0 0 0 0 0 18 0 0 0 0 0 25
4:30 PM 13 0 0 0 0 0 0 0 0 0 15 0 0 0 0 0 28
4:45 PM 5 0 0 0 0 0 0 0 0 0 20 0 0 0 0 0 25
5:00 PM 10 0 0 0 0 0 0 0 0 0 16 0 0 0 0 0 26
5:15 PM 11 0 0 0 0 0 0 0 0 0 14 0 0 0 0 0 25
5:30 PM 10 0 0 0 0 0 0 0 0 0 11 0 0 0 0 0 21
5:45 PM 13 0 0 0 0 0 0 0 0 0 12 0 0 0 0 0 25

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 87 0 0 0 0 0 0 0 0 0 123 0 0 0 0 0 210
APPROACH %'s : 100.00% 0.00% 0.00% 0.00% 0.00% 0.00% 100.00% 0.00% PEAK HR : 04:00 PM 289 0 0 TOTAL
PEAK HR VOL : 43 0 0 0 0 0 0 0 0 0 70 0 0 0 0 0 113
PEAK HR FACTOR : 0.597 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.875 0.000 0.000 0.000 0.000 0.000 21-090001-002
1/5/2021
04:00 PM - 05:00 PM

0.807 0.597 0.875
08:00 AM - 09:00 AM

0.804
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.712 0.771
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
Mooney Blvd Mooney Blvd Pratt Rd Pratt Rd
National Data & Surveying ServicesIntersection Turning Movement Count Location: Mooney Blvd & W Riggin Ave
City: Visalia Project ID:

Control: Signalized Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 12 9 2 0 4 5 5 0 14 39 4 4 8 41 8 3 158
7:15 AM 9 6 1 0 3 5 4 0 14 25 5 1 5 52 7 1 138
7:30 AM 15 13 13 0 8 18 10 0 19 40 6 2 13 43 3 4 207
7:45 AM 11 13 12 0 8 19 12 0 17 47 8 3 10 57 8 2 227
8:00 AM 14 10 9 0 9 14 9 0 9 53 6 4 6 44 7 2 196
8:15 AM 12 14 2 0 8 14 8 0 11 38 2 4 5 55 4 3 180
8:30 AM 9 16 4 0 11 15 8 0 12 31 8 2 11 56 8 8 199
8:45 AM 3 14 10 0 7 7 4 0 12 51 8 2 15 53 5 6 197

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 85 95 53 0 58 97 60 0 108 324 47 22 73 401 50 29 1502 APPROACH %'s : 36.48% 40.77% 22.75% 0.00% 26.98% 45.12% 27.91% 0.00% 21.56% 64.67% 9.38% 4.39% 13.20% 72.51% 9.04% 5.24% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 52 50 36 0 33 65 39 0 56 178 22 13 34 199 22 11 810 PEAK HR FACTOR : 0.867 0.893 0.692 0.000 0.917 0.855 0.813 0.000 0.737 0.840 0.688 0.813 0.654 0.873 0.688 0.688 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 1 1 0 1 1 1 0 1 2 1 0 1 2 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 14 33 23 0 15 31 10 0 9 106 22 6 19 71 11 4 374 4:15 PM 19 29 11 0 8 15 7 0 19 94 14 7 29 91 7 5 355
4:30 PM 25 33 14 0 11 24 6 0 12 81 20 7 14 79 11 6 343
4:45 PM 14 34 12 0 9 21 11 0 23 92 20 5 26 74 13 0 354
5:00 PM 14 29 9 0 13 24 13 0 12 104 19 8 13 82 12 3 355 5:15 PM 11 31 11 0 15 23 3 0 14 102 24 4 21 85 16 4 364 5:30 PM 16 37 8 0 9 36 6 0 12 88 16 3 23 78 15 5 352
5:45 PM 13 26 13 0 12 18 4 0 16 93 23 5 24 69 8 1 325

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 126 252 101 0 92 192 60 0 117 760 158 45 169 629 93 28 2822 APPROACH %'s : 26.30% 52.61% 21.09% 0.00% 26.74% 55.81% 17.44% 0.00% 10.83% 70.37% 14.63% 4.17% 18.39% 68.44% 10.12% 3.05% PEAK HR : 04:00 PM 289 0 0 TOTAL
PEAK HR VOL : 72 129 60 0 43 91 34 0 63 373 76 25 88 315 42 15 1426 PEAK HR FACTOR : 0.720 0.949 0.652 0.000 0.717 0.734 0.773 0.000 0.685 0.880 0.864 0.893 0.759 0.865 0.808 0.625 Data - Totals
Mooney Blvd Mooney Blvd W Riggin Ave W Riggin Ave

0.841 0.878 0.897 0.864
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
21-090001-005
1/5/2021
04:00 PM - 05:00 PM

0.953 0.906 0.750 0.939 0.871
07:30 AM - 08:30 AM

0.892
National Data & Surveying ServicesIntersection Turning Movement Count Location: Mooney Blvd & Riverway Dr
City: Visalia Project ID:

Control: 3-Way Stop (NB/SB/WB) Date:

NS/EW Streets:
0 1 1 0 0 1 0 0 0 0 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 2 1 0 1 2 0 0 0 0 0 0 2 0 1 0 9
7:15 AM 0 3 1 0 2 2 0 0 0 0 0 0 0 0 5 0 13
7:30 AM 0 8 1 3 3 3 0 0 0 0 0 0 3 0 0 0 21
7:45 AM 0 2 6 3 5 2 0 0 0 0 0 0 3 0 3 0 24
8:00 AM 0 6 2 1 5 5 0 0 0 0 0 0 2 0 7 0 28
8:15 AM 0 5 2 2 7 3 0 0 0 0 0 0 2 0 5 0 26
8:30 AM 0 2 2 1 3 2 0 0 0 0 0 0 3 0 7 0 20
8:45 AM 0 3 1 1 10 2 0 0 0 0 0 0 0 0 4 0 21

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 31 16 11 36 21 0 0 0 0 0 0 15 0 32 0 162 APPROACH %'s : 0.00% 53.45% 27.59% 18.97% 63.16% 36.84% 0.00% 0.00% 31.91% 0.00% 68.09% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 0 21 11 9 20 13 0 0 0 0 0 0 10 0 15 0 99
PEAK HR FACTOR : 0.000 0.656 0.458 0.750 0.714 0.650 0.000 0.000 0.000 0.000 0.000 0.000 0.833 0.000 0.536 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 1 1 0 0 1 0 0 0 0 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 9 2 1 12 5 0 0 0 0 0 0 3 0 9 0 41
4:15 PM 0 4 1 1 12 6 0 0 0 0 0 0 2 0 4 0 30
4:30 PM 0 5 3 1 11 4 0 0 0 0 0 0 3 0 7 0 34
4:45 PM 0 5 1 1 15 5 0 0 0 0 0 0 2 0 0 0 29
5:00 PM 0 3 4 2 10 6 0 0 0 0 0 0 7 0 7 0 39
5:15 PM 0 6 2 3 8 6 0 0 0 0 0 0 5 0 5 0 35
5:30 PM 0 3 2 4 5 6 0 0 0 0 0 0 5 0 7 0 32
5:45 PM 0 7 8 2 5 7 0 0 0 0 0 0 3 0 6 0 38

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 42 23 15 78 45 0 0 0 0 0 0 30 0 45 0 278 APPROACH %'s : 0.00% 52.50% 28.75% 18.75% 63.41% 36.59% 0.00% 0.00% 40.00% 0.00% 60.00% 0.00% PEAK HR : 05:00 PM 293 0 0 TOTAL
PEAK HR VOL : 0 19 16 11 28 25 0 0 0 0 0 0 20 0 25 0 144 PEAK HR FACTOR : 0.000 0.679 0.500 0.688 0.700 0.893 0.000 0.000 0.000 0.000 0.000 0.000 0.714 0.000 0.893 0.000 21-090001-003
1/5/2021
05:00 PM - 06:00 PM

0.923 0.676 0.828 0.804
07:30 AM - 08:30 AM

0.884
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.854 0.825 0.694
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
Mooney Blvd Mooney Blvd Riverway Dr Riverway Dr
National Data & Surveying ServicesIntersection Turning Movement Count Location: Mooney Blvd & Shannon Pkwy
City: Visalia Project ID:

Control: 4-Way Yield Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 4 3 0 0 6 1 0 0 4 1 0 6 3 0 0 28
7:15 AM 2 4 7 0 1 3 0 0 0 3 2 0 1 3 0 0 26
7:30 AM 2 6 9 0 1 7 2 1 0 3 3 0 5 3 0 0 42
7:45 AM 0 9 6 0 0 10 1 0 0 7 1 0 4 8 1 0 47
8:00 AM 1 10 6 0 3 5 1 0 0 5 2 0 4 4 1 0 42
8:15 AM 1 5 6 1 1 11 2 0 0 11 2 0 6 3 1 0 50
8:30 AM 0 5 4 1 0 6 1 0 1 3 1 0 5 4 1 0 32
8:45 AM 0 7 4 0 2 6 0 0 0 2 1 0 7 2 1 0 32

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 6 50 45 2 8 54 8 1 1 38 13 0 38 30 5 0 299 APPROACH %'s : 5.83% 48.54% 43.69% 1.94% 11.27% 76.06% 11.27% 1.41% 1.92% 73.08% 25.00% 0.00% 52.05% 41.10% 6.85% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 4 30 27 1 5 33 6 1 0 26 8 0 19 18 3 0 181 PEAK HR FACTOR : 0.500 0.750 0.750 0.250 0.417 0.750 0.750 0.250 0.000 0.591 0.667 0.000 0.792 0.563 0.750 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 1 0 0 0 2 0 0 0 1 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 1 12 6 0 2 8 3 0 0 12 1 0 5 14 1 0 65
4:15 PM 1 6 8 0 1 4 1 0 1 10 2 0 7 12 2 0 55
4:30 PM 2 14 10 0 1 9 1 0 1 8 2 0 6 10 4 0 68
4:45 PM 2 9 10 1 3 4 1 0 3 11 2 0 6 13 6 0 71
5:00 PM 3 7 13 0 3 14 1 2 0 11 5 0 8 14 1 0 82
5:15 PM 4 10 5 0 1 11 3 1 2 8 0 1 9 11 7 0 73
5:30 PM 2 16 12 0 1 18 2 0 1 7 4 0 8 20 3 0 94
5:45 PM 2 14 6 0 3 8 4 1 0 9 4 0 11 6 3 0 71

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 17 88 70 1 15 76 16 4 8 76 20 1 60 100 27 0 579 APPROACH %'s : 9.66% 50.00% 39.77% 0.57% 13.51% 68.47% 14.41% 3.60% 7.62% 72.38% 19.05% 0.95% 32.09% 53.48% 14.44% 0.00% PEAK HR : 05:00 PM 293 0 0 TOTAL
PEAK HR VOL : 11 47 36 0 8 51 10 4 3 35 13 1 36 51 14 0 320 PEAK HR FACTOR : 0.688 0.734 0.692 0.000 0.667 0.708 0.625 0.500 0.375 0.795 0.650 0.250 0.818 0.638 0.500 0.000 21-090001-004
1/5/2021
05:00 PM - 06:00 PM

0.851 0.783 0.869 0.813 0.815
07:30 AM - 08:30 AM

0.905
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.912 0.804 0.654 0.769
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
Mooney Blvd Mooney Blvd Shannon Pkwy Shannon Pkwy

APPENDIX B
Synchro Worksheets

EXISTING CONDITIONS
HCM 6th TWSC
1: Demaree Street & Avenue 320 11/18/2021
Existing Conditions 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Int Delay, s/veh 1.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 21 31 45 207 155 41
Future Vol, veh/h 21 31 45 207 155 41
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 24 35 51 235 176 47
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 537 200 223 0 - 0
Stage 1 200 - - - - -
Stage 2 337 - - - - -
Critical Hdwy 6.43 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 2.227 - - -
Pot Cap-1 Maneuver 503 838 1340 - - -
Stage 1 831 - - - - -
Stage 2 721 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 481 838 1340 - - -
Mov Cap-2 Maneuver 481 - - - - -
Stage 1 794 - - - - -
Stage 2 721 - - - - -
Approach EB NB SB
HCM Control Delay, s 11.1 1.4 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1340 - 645 - -
HCM Lane V/C Ratio 0.038 - 0.092 - -
HCM Control Delay (s) 7.8 0 11.1 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.1 - 0.3 - -
HCM 6th TWSC
4: Demaree Street & Pratt Road 11/18/2021
Existing Conditions 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Int Delay, s/veh 3.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 50 103 251 25 35 205
Future Vol, veh/h 50 103 251 25 35 205
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 200 0 - 0 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 89 89 89 89 89 89
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 56 116 282 28 39 230
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 590 282 0 0 310 0
Stage 1 282 - - - - -
Stage 2 308 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 469 755 - - 1245 -
Stage 1 763 - - - - -
Stage 2 743 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 452 755 - - 1245 -
Mov Cap-2 Maneuver 452 - - - - -
Stage 1 763 - - - - -
Stage 2 716 - - - - -
Approach WB NB SB
HCM Control Delay, s 11.7 0 1.2

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 452 755 1245 -
HCM Lane V/C Ratio - - 0.124 0.153 0.032 -
HCM Control Delay (s) - - 14.1 10.6 8 0
HCM Lane LOS - - B B A A
HCM 95th %tile Q(veh) - - 0.4 0.5 0.1 -
HCM 6th TWSC
5: County Center Street & Pratt Road 11/18/2021
Existing Conditions 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Int Delay, s/veh 0.8
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 65 9 2 73 4 9
Future Vol, veh/h 65 9 2 73 4 9
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 125 - 0 225
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 72 10 2 81 4 10
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 82 0 162 77
Stage 1 - - - - 77 -
Stage 2 - - - - 85 -
Critical Hdwy - - 4.13 - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy - - 2.227 - 3.527 3.327
Pot Cap-1 Maneuver - - 1509 - 826 981
Stage 1 - - - - 943 -
Stage 2 - - - - 936 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1509 - 825 981
Mov Cap-2 Maneuver - - - - 825 -
Stage 1 - - - - 943 -
Stage 2 - - - - 935 -
Approach EB WB NB
HCM Control Delay, s 0 0.2 8.9

HCM LOS A
Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 825 981 - - 1509 -
HCM Lane V/C Ratio 0.005 0.01 - - 0.001 -
HCM Control Delay (s) 9.4 8.7 - - 7.4 -
HCM Lane LOS A A - - A -
HCM 95th %tile Q(veh) 0 0 - - 0 -
HCM 6th TWSC
6: Mooney Boulevard & Pratt Road 11/18/2021
Existing Conditions 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 4
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 51 51 0 0 0
Future Vol, veh/h 0 51 51 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 2 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 80 80 80 80 80 80
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 64 64 0 0 0
Major/Minor Major1 Minor2
Conflicting Flow All 0 0 128 0
Stage 1 - - 0 -
Stage 2 - - 128 -
Critical Hdwy 4.13 - 6.53 6.23
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - 5.53 -
Follow-up Hdwy 2.227 - 4.027 3.327
Pot Cap-1 Maneuver - - 761 -
Stage 1 - - - -
Stage 2 - - 788 -
Platoon blocked, % -
Mov Cap-1 Maneuver - - 0 -
Mov Cap-2 Maneuver - - 0 -
Stage 1 - - 0 -
Stage 2 - - 0 -
Approach NB SB
HCM Control Delay, s 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT SBLn1
Capacity (veh/h) - - -
HCM Lane V/C Ratio - - -
HCM Control Delay (s) - - 0
HCM Lane LOS - - A
HCM 95th %tile Q(veh) - - -
HCM 6th TWSC
7: Demaree Street & Riverway Drive 11/18/2021
Existing Conditions 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 5
Intersection
Int Delay, s/veh 1.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 9 53 17 270 259 2
Future Vol, veh/h 9 53 17 270 259 2
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 175 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 85 85 85 85 85 85
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 11 62 20 318 305 2
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 505 306 307 0 - 0
Stage 1 306 - - - - -
Stage 2 199 - - - - -
Critical Hdwy 6.645 6.245 4.145 - - -
Critical Hdwy Stg 1 5.445 - - - - -
Critical Hdwy Stg 2 5.845 - - - - -
Follow-up Hdwy 3.5285 3.3285 2.2285 - - -
Pot Cap-1 Maneuver 509 730 1246 - - -
Stage 1 743 - - - - -
Stage 2 813 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 501 730 1246 - - -
Mov Cap-2 Maneuver 501 - - - - -
Stage 1 731 - - - - -
Stage 2 813 - - - - -
Approach EB NB SB
HCM Control Delay, s 10.9 0.5 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1246 - 685 - -
HCM Lane V/C Ratio 0.016 - 0.106 - -
HCM Control Delay (s) 7.9 - 10.9 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0 - 0.4 - -
HCM 6th TWSC
10: Demaree Street & Shannon Parkway 11/18/2021
Existing Conditions 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 6
Intersection
Int Delay, s/veh 3.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 144 26 262 75 10 304
Future Vol, veh/h 144 26 262 75 10 304
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 150 0 - - 100 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 160 29 291 83 11 338
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 524 187 0 0 374 0
Stage 1 333 - - - - -
Stage 2 191 - - - - -
Critical Hdwy 6.86 6.96 - - 4.16 -
Critical Hdwy Stg 1 5.86 - - - - -
Critical Hdwy Stg 2 5.86 - - - - -
Follow-up Hdwy 3.53 3.33 - - 2.23 -
Pot Cap-1 Maneuver 480 820 - - 1174 -
Stage 1 695 - - - - -
Stage 2 819 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 476 820 - - 1174 -
Mov Cap-2 Maneuver 476 - - - - -
Stage 1 695 - - - - -
Stage 2 812 - - - - -
Approach WB NB SB
HCM Control Delay, s 15.3 0 0.3

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 476 820 1174 -
HCM Lane V/C Ratio - - 0.336 0.035 0.009 -
HCM Control Delay (s) - - 16.3 9.6 8.1 -
HCM Lane LOS - - C A A -
HCM 95th %tile Q(veh) - - 1.5 0.1 0 -
HCM 6th AWSC
8: Mooney Boulevard & Riverway Drive 11/18/2021
Existing Conditions 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 7.4
Intersection LOS A
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 14 21 41 15 27 18
Future Vol, veh/h 14 21 41 15 27 18
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 16 24 47 17 31 20
Number of Lanes 1 0 1 1 0 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 2
Conflicting Approach Left NB WB
Conflicting Lanes Left 2 0 1
Conflicting Approach Right SB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay 7.1 7.4 7.6

HCM LOS A A A

Lane NBLn1 NBLn2 WBLn1 SBLn1
Vol Left, % 0% 0% 40% 60%
Vol Thru, % 100% 0% 0% 40%
Vol Right, % 0% 100% 60% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 41 15 35 45
LT Vol 0 0 14 27
Through Vol 41 0 0 18
RT Vol 0 15 21 0
Lane Flow Rate 47 17 40 51
Geometry Grp 7 7 2 5
Degree of Util (X) 0.06 0.019 0.043 0.061
Departure Headway (Hd) 4.646 3.945 3.863 4.287
Convergence, Y/N Yes Yes Yes Yes
Cap 772 907 916 834
Service Time 2.371 1.67 1.935 2.322
HCM Lane V/C Ratio 0.061 0.019 0.044 0.061
HCM Control Delay 7.7 6.7 7.1 7.6
HCM Lane LOS A A A A
HCM 95th-tile Q 0.2 0.1 0.1 0.2
HCM 6th AWSC
15: County Center Street & Riggin Avenue 11/18/2021
Existing Conditions 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 20.3
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 38 404 44 73 435 28 93 68 95 47 81 56 Future Vol, veh/h 38 404 44 73 435 28 93 68 95 47 81 56 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 41 434 47 78 468 30 100 73 102 51 87 60
Number of Lanes 1 2 0 1 2 0 1 1 0 1 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 3 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 2 3 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 3 3 3
HCM Control Delay 22 22.8 16.3 14

HCM LOS C C C B

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0%
Vol Thru, % 0% 42% 0% 100% 75% 0% 100% 84% 0% 100% 0%
Vol Right, % 0% 58% 0% 0% 25% 0% 0% 16% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 93 163 38 269 179 73 290 173 47 81 56 LT Vol 93 0 38 0 0 73 0 0 47 0 0
Through Vol 0 68 0 269 135 0 290 145 0 81 0
RT Vol 0 95 0 0 44 0 0 28 0 0 56
Lane Flow Rate 100 175 41 290 192 78 312 186 51 87 60
Geometry Grp 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.259 0.41 0.1 0.671 0.436 0.19 0.712 0.419 0.138 0.226 0.144 Departure Headway (Hd) 9.336 8.428 8.853 8.343 8.167 8.735 8.225 8.11 9.857 9.347 8.634 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 385 428 406 434 442 412 443 446 364 384 415
Service Time 7.084 6.176 6.573 6.063 5.887 6.454 5.944 5.829 7.613 7.104 6.39 HCM Lane V/C Ratio 0.26 0.409 0.101 0.668 0.434 0.189 0.704 0.417 0.14 0.227 0.145 HCM Control Delay 15.3 16.9 12.6 26.5 17.1 13.5 28.9 16.6 14.2 14.8 12.8 HCM Lane LOS C C B D C B D C B B B
HCM 95th-tile Q 1 2 0.3 4.8 2.2 0.7 5.5 2 0.5 0.9 0.5
HCM 6th AWSC
17: Giddings Street & Riggin Avenue 11/18/2021
Existing Conditions 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Intersection Delay, s/veh 49.3
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 44 386 36 31 326 28 42 153 40 38 118 41 Future Vol, veh/h 44 386 36 31 326 28 42 153 40 38 118 41 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 51 444 41 36 375 32 48 176 46 44 136 47
Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay 78.2 44.6 23.7 20.7

HCM LOS F E C C

Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 18% 100% 0% 100% 0% 19%
Vol Thru, % 65% 0% 91% 0% 92% 60%
Vol Right, % 17% 0% 9% 0% 8% 21%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 235 44 422 31 354 197
LT Vol 42 44 0 31 0 38
Through Vol 153 0 386 0 326 118
RT Vol 40 0 36 0 28 41
Lane Flow Rate 270 51 485 36 407 226
Geometry Grp 2 7 7 7 7 2
Degree of Util (X) 0.611 0.118 1.055 0.083 0.886 0.524
Departure Headway (Hd) 8.396 8.407 7.827 8.644 8.068 8.602 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 432 429 466 417 452 421
Service Time 6.396 6.107 5.527 6.344 5.768 6.602
HCM Lane V/C Ratio 0.625 0.119 1.041 0.086 0.9 0.537
HCM Control Delay 23.7 12.2 85.1 12.1 47.4 20.7
HCM Lane LOS C B F B E C
HCM 95th-tile Q 4 0.4 15.2 0.3 9.4 3
HCM 6th AWSC
18: Mooney Boulevard & Ferguson Avenue 11/18/2021
Existing Conditions 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 4
Intersection
Intersection Delay, s/veh 10.8
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 26 134 34 22 104 19 25 108 23 45 160 23 Future Vol, veh/h 26 134 34 22 104 19 25 108 23 45 160 23 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 30 154 39 25 120 22 29 124 26 52 184 26
Number of Lanes 1 1 0 1 1 1 1 1 1 1 2 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 2 3 3
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 3 2 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3 3 3 2
HCM Control Delay 11.7 10.6 10.6 10.4

HCM LOS B B B B

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 100% 0% 100% 0% 0% 100% 0% 0%
Vol Thru, % 0% 100% 0% 0% 80% 0% 100% 0% 0% 100% 70%
Vol Right, % 0% 0% 100% 0% 20% 0% 0% 100% 0% 0% 30%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 25 108 23 26 168 22 104 19 45 107 76 LT Vol 25 0 0 26 0 22 0 0 45 0 0
Through Vol 0 108 0 0 134 0 104 0 0 107 53
RT Vol 0 0 23 0 34 0 0 19 0 0 23
Lane Flow Rate 29 124 26 30 193 25 120 22 52 123 88
Geometry Grp 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.056 0.223 0.042 0.057 0.331 0.049 0.215 0.035 0.098 0.215 0.148 Departure Headway (Hd) 6.984 6.48 5.774 6.812 6.171 6.988 6.486 5.784 6.806 6.302 6.09 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 512 554 618 525 581 512 552 617 526 569 588
Service Time 4.736 4.231 3.525 4.557 3.916 4.74 4.239 3.536 4.553 4.049 3.837 HCM Lane V/C Ratio 0.057 0.224 0.042 0.057 0.332 0.049 0.217 0.036 0.099 0.216 0.15 HCM Control Delay 10.2 11.1 8.8 10 12 10.1 11 8.7 10.3 10.8 9.9 HCM Lane LOS B B A A B B B A B B A
HCM 95th-tile Q 0.2 0.8 0.1 0.2 1.4 0.2 0.8 0.1 0.3 0.8 0.5 HCM 6th Signalized Intersection Summary
9: Dinuba Boulevard & Riggin Avenue 11/18/2021
Existing Conditions 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 117 261 111 132 246 41 89 263 51 69 370 63 Future Volume (veh/h) 117 261 111 132 246 41 89 263 51 69 370 63 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 123 275 117 139 259 43 94 277 54 73 389 66 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 4 4 4 4 4 4
Cap, veh/h 157 451 201 175 487 217 238 1443 644 238 1443 644 Arrive On Green 0.09 0.13 0.13 0.10 0.14 0.14 0.07 0.41 0.41 0.07 0.41 0.41 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 3401 3497 1560 3401 3497 1560 Grp Volume(v), veh/h 123 275 117 139 259 43 94 277 54 73 389 66 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1700 1749 1560 1700 1749 1560 Q Serve(g_s), s 5.0 5.4 5.1 5.6 5.0 1.3 1.9 3.7 0.9 1.5 5.4 1.9 Cycle Q Clear(g_c), s 5.0 5.4 5.1 5.6 5.0 1.3 1.9 3.7 0.9 1.5 5.4 1.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 157 451 201 175 487 217 238 1443 644 238 1443 644 V/C Ratio(X) 0.79 0.61 0.58 0.80 0.53 0.20 0.39 0.19 0.08 0.31 0.27 0.10 Avail Cap(c_a), veh/h 245 1595 711 235 1575 703 280 1443 644 280 1443 644 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.6 30.1 30.0 32.2 29.2 15.7 32.4 13.7 4.5 32.2 14.2 13.1 Incr Delay (d2), s/veh 8.5 1.3 2.6 12.7 0.9 0.4 1.1 0.3 0.3 0.7 0.5 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 2.2 1.9 2.8 2.0 0.6 0.8 1.3 0.5 0.6 1.9 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.1 31.4 32.6 44.8 30.1 16.1 33.5 14.0 4.7 33.0 14.6 13.5 LnGrp LOS D C C D C B C B A C B B
Approach Vol, veh/h 515 441 425 528
Approach Delay, s/veh 34.0 33.4 17.1 17.0
Approach LOS C C B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.4 35.4 12.5 14.6 10.4 35.4 11.8 15.4 Change Period (Y+Rc), s 5.3 5.3 5.3 5.3 5.3 5.3 5.3 5.3 Max Green Setting (Gmax), s 6.0 30.1 9.7 33.0 6.0 30.1 10.1 32.6 Max Q Clear Time (g_c+I1), s 3.5 5.7 7.6 7.4 3.9 7.4 7.0 7.0 Green Ext Time (p_c), s 0.0 1.7 0.1 2.0 0.0 2.5 0.1 1.6 Intersection Summary
HCM 6th Ctrl Delay 25.4
HCM 6th LOS C
HCM 6th Signalized Intersection Summary
14: Demaree Street & Riggin Avenue 11/18/2021
Existing Conditions 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 98 328 78 183 429 38 90 281 121 27 263 103 Future Volume (veh/h) 98 328 78 183 429 38 90 281 121 27 263 103 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 105 353 84 197 461 41 97 302 130 29 283 111 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 133 602 268 276 602 268 124 1002 422 63 947 363 Arrive On Green 0.08 0.17 0.17 0.08 0.17 0.17 0.07 0.41 0.41 0.04 0.38 0.38 Sat Flow, veh/h 1767 3526 1572 3428 3526 1572 1767 2418 1018 1767 2492 955 Grp Volume(v), veh/h 105 353 84 197 461 41 97 218 214 29 198 196 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1714 1763 1572 1767 1763 1672 1767 1763 1684 Q Serve(g_s), s 4.8 7.5 3.8 4.6 10.2 1.8 4.4 6.8 7.0 1.3 6.4 6.7 Cycle Q Clear(g_c), s 4.8 7.5 3.8 4.6 10.2 1.8 4.4 6.8 7.0 1.3 6.4 6.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.61 1.00 0.57
Lane Grp Cap(c), veh/h 133 602 268 276 602 268 124 731 693 63 670 640 V/C Ratio(X) 0.79 0.59 0.31 0.71 0.77 0.15 0.79 0.30 0.31 0.46 0.30 0.31 Avail Cap(c_a), veh/h 169 873 389 319 864 385 147 731 693 130 670 640 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.1 31.2 29.6 36.6 32.3 28.8 37.3 16.0 16.0 38.6 17.7 17.7 Incr Delay (d2), s/veh 17.2 0.9 0.7 6.2 2.6 0.3 20.5 1.0 1.2 5.2 1.1 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 3.0 1.4 2.0 4.3 0.7 2.5 2.6 2.5 0.6 2.5 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.3 32.1 30.3 42.8 34.8 29.1 57.8 17.0 17.2 43.8 18.8 19.0 LnGrp LOS D C C D C C E B B D B B
Approach Vol, veh/h 542 699 529 423
Approach Delay, s/veh 36.1 36.8 24.6 20.6
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.1 40.0 12.4 20.1 11.9 37.2 12.4 20.1 Change Period (Y+Rc), s 6.2 6.2 5.8 6.2 6.2 6.2 6.2 * 6.2 Max Green Setting (Gmax), s 6.0 31.8 7.6 20.2 6.8 31.0 7.8 * 20 Max Q Clear Time (g_c+I1), s 3.3 9.0 6.6 9.5 6.4 8.7 6.8 12.2 Green Ext Time (p_c), s 0.0 2.2 0.1 1.7 0.0 2.0 0.0 1.8 Intersection Summary
HCM 6th Ctrl Delay 30.5
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
16: Mooney Boulevard & Riggin Avenue 11/18/2021
Existing Conditions 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 95 244 30 63 273 30 71 69 49 45 89 53 Future Volume (veh/h) 95 244 30 63 273 30 71 69 49 45 89 53 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 107 274 34 71 307 34 80 78 55 51 100 60 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 137 519 232 113 471 210 119 775 657 95 750 635 Arrive On Green 0.08 0.15 0.15 0.06 0.13 0.13 0.07 0.42 0.42 0.05 0.40 0.40 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 107 274 34 71 307 34 80 78 55 51 100 60 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 4.2 5.1 1.3 2.8 5.8 1.4 3.1 1.8 1.5 2.0 2.4 1.7 Cycle Q Clear(g_c), s 4.2 5.1 1.3 2.8 5.8 1.4 3.1 1.8 1.5 2.0 2.4 1.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 137 519 232 113 471 210 119 775 657 95 750 635 V/C Ratio(X) 0.78 0.53 0.15 0.63 0.65 0.16 0.67 0.10 0.08 0.54 0.13 0.09 Avail Cap(c_a), veh/h 230 1144 510 233 1149 513 173 775 657 173 750 635 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.9 27.8 26.2 32.2 29.0 27.1 32.1 12.5 12.4 32.5 13.2 13.0 Incr Delay (d2), s/veh 9.1 0.8 0.3 5.6 1.5 0.4 6.4 0.3 0.3 4.6 0.4 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 2.0 0.5 1.3 2.4 0.5 1.5 0.7 0.5 0.9 1.0 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.1 28.6 26.5 37.9 30.5 27.4 38.6 12.8 12.7 37.2 13.6 13.3 LnGrp LOS D C C D C C D B B D B B
Approach Vol, veh/h 415 412 213 211
Approach Delay, s/veh 31.7 31.5 22.4 19.2
Approach LOS C C C B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.2 34.9 10.3 16.2 10.1 33.9 11.3 15.2 Change Period (Y+Rc), s 5.4 5.4 5.8 5.8 5.4 5.4 5.8 5.8 Max Green Setting (Gmax), s 6.9 28.5 9.3 22.9 6.9 28.5 9.2 23.0 Max Q Clear Time (g_c+I1), s 4.0 3.8 4.8 7.1 5.1 4.4 6.2 7.8 Green Ext Time (p_c), s 0.0 0.5 0.0 1.4 0.0 0.6 0.1 1.6 Intersection Summary
HCM 6th Ctrl Delay 28.0
HCM 6th LOS C
HCM 6th Roundabout
11: County Center Street & Shannon Parkway 11/18/2021
Existing Conditions 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 4.9
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 182 288 189 70
Demand Flow Rate, veh/h 187 297 195 72
Vehicles Circulating, veh/h 154 149 160 294
Vehicles Exiting, veh/h 212 206 181 152
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 4.5 5.4 4.6 4.3
Approach LOS A A A A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 187 297 195 72
Cap Entry Lane, veh/h 1179 1185 1172 1022
Entry HV Adj Factor 0.972 0.971 0.968 0.968
Flow Entry, veh/h 182 288 189 70
Cap Entry, veh/h 1146 1151 1135 989
V/C Ratio 0.159 0.251 0.166 0.070
Control Delay, s/veh 4.5 5.4 4.6 4.3

LOS A A A A
95th %tile Queue, veh 1 1 1 0
HCM 6th Roundabout
12: Mooney Boulevard & Shannon Parkway 11/18/2021
Existing Conditions 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 3.3
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 52 60 93 67
Demand Flow Rate, veh/h 53 62 95 68
Vehicles Circulating, veh/h 89 53 50 65
Vehicles Exiting, veh/h 44 92 92 50
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 3.3 3.2 3.4 3.3
Approach LOS A A A A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 53 62 95 68
Cap Entry Lane, veh/h 1260 1307 1311 1291
Entry HV Adj Factor 0.977 0.971 0.975 0.979
Flow Entry, veh/h 52 60 93 67
Cap Entry, veh/h 1232 1269 1279 1264
V/C Ratio 0.042 0.047 0.072 0.053
Control Delay, s/veh 3.3 3.2 3.4 3.3

LOS A A A A
95th %tile Queue, veh 0 0 0 0
HCM 6th Roundabout
13: Giddings Street & Shannon Parkway 11/18/2021
Existing Conditions 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Intersection Delay, s/veh 6.3
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 2 2 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 282 203 280 438
Demand Flow Rate, veh/h 290 209 289 451
Vehicles Circulating, veh/h 327 365 362 150
Vehicles Exiting, veh/h 274 286 255 424
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 5.7 4.6 7.1 6.9
Approach LOS A A A A
Lane Left Right Left Right Left Left
Designated Moves LT R LT R LTR LTR
Assumed Moves LT R LT R LTR LTR
RT Channelized
Lane Util 0.910 0.090 0.632 0.368 1.000 1.000
Follow-Up Headway, s 2.535 2.535 2.535 2.535 2.609 2.609 Critical Headway, s 4.544 4.544 4.544 4.544 4.976 4.976 Entry Flow, veh/h 264 26 132 77 289 451
Cap Entry Lane, veh/h 1055 1055 1019 1019 954 1184
Entry HV Adj Factor 0.972 0.962 0.968 0.974 0.969 0.971 Flow Entry, veh/h 257 25 128 75 280 438
Cap Entry, veh/h 1025 1014 986 992 925 1150
V/C Ratio 0.250 0.025 0.130 0.076 0.303 0.381
Control Delay, s/veh 5.9 3.8 4.8 4.3 7.1 6.9

LOS A A A A A A
95th %tile Queue, veh 1 0 0 0 1 2
HCM 6th TWSC
1: Demaree Street & Avenue 320 11/18/2021
Existing Conditions 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Int Delay, s/veh 3.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 49 101 36 233 236 30
Future Vol, veh/h 49 101 36 233 236 30
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 54 112 40 259 262 33
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 618 279 295 0 - 0
Stage 1 279 - - - - -
Stage 2 339 - - - - -
Critical Hdwy 6.43 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 2.227 - - -
Pot Cap-1 Maneuver 451 757 1261 - - -
Stage 1 766 - - - - -
Stage 2 719 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 434 757 1261 - - -
Mov Cap-2 Maneuver 434 - - - - -
Stage 1 738 - - - - -
Stage 2 719 - - - - -
Approach EB NB SB
HCM Control Delay, s 13.1 1.1 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1261 - 609 - -
HCM Lane V/C Ratio 0.032 - 0.274 - -
HCM Control Delay (s) 7.9 0 13.1 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.1 - 1.1 - -
HCM 6th TWSC
4: Demaree Street & Pratt Road 11/18/2021
Existing Conditions 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Int Delay, s/veh 1.4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 18 28 226 33 44 269
Future Vol, veh/h 18 28 226 33 44 269
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 200 0 - 0 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 89 89 89 89 89 89
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 20 31 254 37 49 302
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 654 254 0 0 291 0
Stage 1 254 - - - - -
Stage 2 400 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 430 782 - - 1265 -
Stage 1 786 - - - - -
Stage 2 675 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 410 782 - - 1265 -
Mov Cap-2 Maneuver 410 - - - - -
Stage 1 786 - - - - -
Stage 2 643 - - - - -
Approach WB NB SB
HCM Control Delay, s 11.5 0 1.1

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 410 782 1265 -
HCM Lane V/C Ratio - - 0.049 0.04 0.039 -
HCM Control Delay (s) - - 14.2 9.8 8 0
HCM Lane LOS - - B A A A
HCM 95th %tile Q(veh) - - 0.2 0.1 0.1 -
HCM 6th TWSC
5: County Center Street & Pratt Road 11/18/2021
Existing Conditions 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Int Delay, s/veh 1.9
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 63 15 6 89 26 10
Future Vol, veh/h 63 15 6 89 26 10
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 125 - 0 225
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 83 83 83 83 83 83
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 76 18 7 107 31 12
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 94 0 206 85
Stage 1 - - - - 85 -
Stage 2 - - - - 121 -
Critical Hdwy - - 4.13 - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy - - 2.227 - 3.527 3.327
Pot Cap-1 Maneuver - - 1494 - 780 971
Stage 1 - - - - 936 -
Stage 2 - - - - 902 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1494 - 776 971
Mov Cap-2 Maneuver - - - - 776 -
Stage 1 - - - - 936 -
Stage 2 - - - - 897 -
Approach EB WB NB
HCM Control Delay, s 0 0.5 9.5

HCM LOS A
Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 776 971 - - 1494 -
HCM Lane V/C Ratio 0.04 0.012 - - 0.005 -
HCM Control Delay (s) 9.8 8.8 - - 7.4 -
HCM Lane LOS A A - - A -
HCM 95th %tile Q(veh) 0.1 0 - - 0 -
HCM 6th TWSC
6: Mooney Boulevard & Pratt Road 11/18/2021
Existing Conditions 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 4
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 96 59 0 0 0
Future Vol, veh/h 0 96 59 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 2 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 81 81 81 81 81 81
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 119 73 0 0 0
Major/Minor Major1 Minor2
Conflicting Flow All 0 0 146 0
Stage 1 - - 0 -
Stage 2 - - 146 -
Critical Hdwy 4.13 - 6.53 6.23
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - 5.53 -
Follow-up Hdwy 2.227 - 4.027 3.327
Pot Cap-1 Maneuver - - 744 -
Stage 1 - - - -
Stage 2 - - 774 -
Platoon blocked, % -
Mov Cap-1 Maneuver - - 0 -
Mov Cap-2 Maneuver - - 0 -
Stage 1 - - 0 -
Stage 2 - - 0 -
Approach NB SB
HCM Control Delay, s 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT SBLn1
Capacity (veh/h) - - -
HCM Lane V/C Ratio - - -
HCM Control Delay (s) - - 0
HCM Lane LOS - - A
HCM 95th %tile Q(veh) - - -
HCM 6th TWSC
7: Demaree Street & Riverway Drive 11/18/2021
Existing Conditions 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 5
Intersection
Int Delay, s/veh 1.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 5 27 38 255 274 9
Future Vol, veh/h 5 27 38 255 274 9
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 175 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 86 86 86 86 86 86
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 6 31 44 297 319 10
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 561 324 329 0 - 0
Stage 1 324 - - - - -
Stage 2 237 - - - - -
Critical Hdwy 6.645 6.245 4.145 - - -
Critical Hdwy Stg 1 5.445 - - - - -
Critical Hdwy Stg 2 5.845 - - - - -
Follow-up Hdwy 3.5285 3.3285 2.2285 - - -
Pot Cap-1 Maneuver 471 713 1223 - - -
Stage 1 729 - - - - -
Stage 2 778 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 454 713 1223 - - -
Mov Cap-2 Maneuver 454 - - - - -
Stage 1 703 - - - - -
Stage 2 778 - - - - -
Approach EB NB SB
HCM Control Delay, s 10.8 1 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1223 - 655 - -
HCM Lane V/C Ratio 0.036 - 0.057 - -
HCM Control Delay (s) 8.1 - 10.8 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.1 - 0.2 - -
HCM 6th TWSC
10: Demaree Street & Shannon Parkway 11/18/2021
Existing Conditions 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 6
Intersection
Int Delay, s/veh 1.8
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 80 4 281 116 12 293
Future Vol, veh/h 80 4 281 116 12 293
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 150 0 - - 100 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 85 85 85 85 85 85
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 94 5 331 136 14 345
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 600 234 0 0 467 0
Stage 1 399 - - - - -
Stage 2 201 - - - - -
Critical Hdwy 6.86 6.96 - - 4.16 -
Critical Hdwy Stg 1 5.86 - - - - -
Critical Hdwy Stg 2 5.86 - - - - -
Follow-up Hdwy 3.53 3.33 - - 2.23 -
Pot Cap-1 Maneuver 430 765 - - 1084 -
Stage 1 644 - - - - -
Stage 2 810 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 424 765 - - 1084 -
Mov Cap-2 Maneuver 424 - - - - -
Stage 1 644 - - - - -
Stage 2 799 - - - - -
Approach WB NB SB
HCM Control Delay, s 15.6 0 0.3

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 424 765 1084 -
HCM Lane V/C Ratio - - 0.222 0.006 0.013 -
HCM Control Delay (s) - - 15.9 9.7 8.4 -
HCM Lane LOS - - C A A -
HCM 95th %tile Q(veh) - - 0.8 0 0 -
HCM 6th AWSC
8: Mooney Boulevard & Riverway Drive 11/18/2021
Existing Conditions 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 7.5
Intersection LOS A
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 27 34 41 22 38 34
Future Vol, veh/h 27 34 41 22 38 34
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 29 37 45 24 41 37
Number of Lanes 1 0 1 1 0 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 2
Conflicting Approach Left NB WB
Conflicting Lanes Left 2 0 1
Conflicting Approach Right SB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay 7.4 7.4 7.8

HCM LOS A A A

Lane NBLn1 NBLn2 WBLn1 SBLn1
Vol Left, % 0% 0% 44% 53%
Vol Thru, % 100% 0% 0% 47%
Vol Right, % 0% 100% 56% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 41 22 61 72
LT Vol 0 0 27 38
Through Vol 41 0 0 34
RT Vol 0 22 34 0
Lane Flow Rate 45 24 66 78
Geometry Grp 7 7 2 5
Degree of Util (X) 0.058 0.027 0.073 0.094
Departure Headway (Hd) 4.709 4.008 3.953 4.325
Convergence, Y/N Yes Yes Yes Yes
Cap 758 889 892 824
Service Time 2.451 1.75 2.042 2.373
HCM Lane V/C Ratio 0.059 0.027 0.074 0.095
HCM Control Delay 7.7 6.9 7.4 7.8
HCM Lane LOS A A A A
HCM 95th-tile Q 0.2 0.1 0.2 0.3
HCM 6th AWSC
15: County Center Street & Riggin Avenue 11/18/2021
Existing Conditions 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 21.8
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 42 516 67 96 370 40 51 66 59 38 52 32 Future Vol, veh/h 42 516 67 96 370 40 51 66 59 38 52 32 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 47 580 75 108 416 45 57 74 66 43 58 36
Number of Lanes 1 2 0 1 2 0 1 1 0 1 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 3 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 2 3 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 3 3 3
HCM Control Delay 28.1 18.4 14.9 13.3

HCM LOS D C B B

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0%
Vol Thru, % 0% 53% 0% 100% 72% 0% 100% 76% 0% 100% 0%
Vol Right, % 0% 47% 0% 0% 28% 0% 0% 24% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 51 125 42 344 239 96 247 163 38 52 32 LT Vol 51 0 42 0 0 96 0 0 38 0 0
Through Vol 0 66 0 344 172 0 247 123 0 52 0
RT Vol 0 59 0 0 67 0 0 40 0 0 32
Lane Flow Rate 57 140 47 387 269 108 277 184 43 58 36
Geometry Grp 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.148 0.33 0.106 0.817 0.553 0.251 0.605 0.392 0.115 0.151 0.085 Departure Headway (Hd) 9.282 8.452 8.112 7.605 7.407 8.364 7.856 7.682 9.724 9.316 8.504 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 385 424 440 475 486 428 457 466 367 387 419
Service Time 7.07 6.24 5.887 5.38 5.181 6.142 5.634 5.46 7.524 7.016 6.304 HCM Lane V/C Ratio 0.148 0.33 0.107 0.815 0.553 0.252 0.606 0.395 0.117 0.15 0.086 HCM Control Delay 13.7 15.4 11.9 36.4 19 13.9 22.1 15.4 13.8 13.7 12.1 HCM Lane LOS B C B E C B C C B B B
HCM 95th-tile Q 0.5 1.4 0.4 7.8 3.3 1 3.9 1.8 0.4 0.5 0.3 HCM 6th AWSC
17: Giddings Street & Riggin Avenue 11/18/2021
Existing Conditions 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Intersection Delay, s/veh 19.4
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 41 427 28 40 388 16 24 47 37 19 35 20 Future Vol, veh/h 41 427 28 40 388 16 24 47 37 19 35 20 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 43 445 29 42 404 17 25 49 39 20 36 21
Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay 22.8 19.1 11.2 10.9

HCM LOS C C B B

Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 22% 100% 0% 100% 0% 26%
Vol Thru, % 44% 0% 94% 0% 96% 47%
Vol Right, % 34% 0% 6% 0% 4% 27%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 108 41 455 40 404 74
LT Vol 24 41 0 40 0 19
Through Vol 47 0 427 0 388 35
RT Vol 37 0 28 0 16 20
Lane Flow Rate 113 43 474 42 421 77
Geometry Grp 2 7 7 7 7 2
Degree of Util (X) 0.203 0.074 0.754 0.073 0.678 0.143
Departure Headway (Hd) 6.487 6.274 5.724 6.335 5.8 6.656 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 550 570 630 565 623 536
Service Time 4.563 4.022 3.472 4.084 3.549 4.736
HCM Lane V/C Ratio 0.205 0.075 0.752 0.074 0.676 0.144
HCM Control Delay 11.2 9.5 24 9.6 20 10.9
HCM Lane LOS B A C A C B
HCM 95th-tile Q 0.8 0.2 6.8 0.2 5.2 0.5
HCM 6th AWSC
18: Mooney Boulevard & Ferguson Avenue 11/18/2021
Existing Conditions 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 4
Intersection
Intersection Delay, s/veh 26.9
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 51 238 41 45 232 58 78 288 112 67 247 48 Future Vol, veh/h 51 238 41 45 232 58 78 288 112 67 247 48 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 55 259 45 49 252 63 85 313 122 73 268 52
Number of Lanes 1 1 0 1 1 1 1 1 1 1 2 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 2 3 3
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 3 2 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3 3 3 2
HCM Control Delay 33.3 25 30.2 18.6

HCM LOS D C D C

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 100% 0% 100% 0% 0% 100% 0% 0%
Vol Thru, % 0% 100% 0% 0% 85% 0% 100% 0% 0% 100% 63%
Vol Right, % 0% 0% 100% 0% 15% 0% 0% 100% 0% 0% 37%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 78 288 112 51 279 45 232 58 67 165 130 LT Vol 78 0 0 51 0 45 0 0 67 0 0
Through Vol 0 288 0 0 238 0 232 0 0 165 82
RT Vol 0 0 112 0 41 0 0 58 0 0 48
Lane Flow Rate 85 313 122 55 303 49 252 63 73 179 142
Geometry Grp 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.229 0.8 0.287 0.15 0.77 0.137 0.67 0.155 0.204 0.476 0.366 Departure Headway (Hd) 9.718 9.203 8.483 9.746 9.143 10.083 9.571 8.855 10.094 9.578 9.312 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 369 391 422 368 394 355 376 403 355 376 385
Service Time 7.501 6.986 6.265 7.524 6.921 7.87 7.358 6.642 7.885 7.368 7.102 HCM Lane V/C Ratio 0.23 0.801 0.289 0.149 0.769 0.138 0.67 0.156 0.206 0.476 0.369 HCM Control Delay 15.4 40.3 14.7 14.2 36.8 14.5 29.9 13.3 15.5 20.8 17.4 HCM Lane LOS C E B B E B D B C C C
HCM 95th-tile Q 0.9 7 1.2 0.5 6.4 0.5 4.7 0.5 0.8 2.5 1.6 HCM 6th Signalized Intersection Summary
9: Dinuba Boulevard & Riggin Avenue 11/18/2021
Existing Conditions 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 194 230 62 242 294 59 100 581 59 72 338 83 Future Volume (veh/h) 194 230 62 242 294 59 100 581 59 72 338 83 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 204 242 65 255 309 62 105 612 62 76 356 87 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 4 4 4 4 4 4
Cap, veh/h 249 388 173 303 496 221 230 1374 613 208 1351 603 Arrive On Green 0.14 0.11 0.11 0.17 0.14 0.14 0.07 0.39 0.39 0.06 0.39 0.39 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 3401 3497 1560 3401 3497 1560 Grp Volume(v), veh/h 204 242 65 255 309 62 105 612 62 76 356 87 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1700 1749 1560 1700 1749 1560 Q Serve(g_s), s 9.0 5.3 2.4 11.2 6.6 2.2 2.4 10.3 2.0 1.7 5.6 2.9 Cycle Q Clear(g_c), s 9.0 5.3 2.4 11.2 6.6 2.2 2.4 10.3 2.0 1.7 5.6 2.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 249 388 173 303 496 221 230 1374 613 208 1351 603 V/C Ratio(X) 0.82 0.62 0.38 0.84 0.62 0.28 0.46 0.45 0.10 0.37 0.26 0.14 Avail Cap(c_a), veh/h 518 1451 647 611 1636 730 327 1374 613 280 1351 603 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.5 34.1 19.9 32.2 32.4 18.5 36.0 17.9 15.4 36.1 16.8 16.0 Incr Delay (d2), s/veh 6.6 1.6 1.3 6.3 1.3 0.7 1.4 1.0 0.3 1.1 0.5 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.0 2.2 1.2 5.0 2.7 1.0 1.0 3.9 0.7 0.7 2.1 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.0 35.7 21.3 38.4 33.7 19.2 37.4 19.0 15.7 37.2 17.3 16.5 LnGrp LOS D D C D C B D B B D B B
Approach Vol, veh/h 511 626 779 519
Approach Delay, s/veh 35.6 34.2 21.2 20.1
Approach LOS D C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.2 36.8 19.0 14.1 10.7 36.3 16.6 16.6 Change Period (Y+Rc), s 5.3 5.3 5.3 5.3 5.3 5.3 5.3 5.3 Max Green Setting (Gmax), s 6.6 31.5 27.7 33.0 7.7 30.4 23.5 37.2 Max Q Clear Time (g_c+I1), s 3.7 12.3 13.2 7.3 4.4 7.6 11.0 8.6 Green Ext Time (p_c), s 0.0 3.8 0.6 1.6 0.1 2.3 0.4 2.0 Intersection Summary
HCM 6th Ctrl Delay 27.3
HCM 6th LOS C
HCM 6th Signalized Intersection Summary
14: Demaree Street & Riggin Avenue 11/18/2021
Existing Conditions 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 136 426 84 236 277 38 76 348 169 36 258 64 Future Volume (veh/h) 136 426 84 236 277 38 76 348 169 36 258 64 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 145 453 89 251 295 40 81 370 180 38 274 68 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 178 602 269 318 556 248 109 915 438 75 1058 258 Arrive On Green 0.10 0.17 0.17 0.09 0.16 0.16 0.06 0.40 0.40 0.04 0.38 0.38 Sat Flow, veh/h 1767 3526 1572 3428 3526 1572 1767 2312 1107 1767 2810 685 Grp Volume(v), veh/h 145 453 89 251 295 40 81 281 269 38 170 172 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1714 1763 1572 1767 1763 1656 1767 1763 1732 Q Serve(g_s), s 6.6 10.0 4.1 5.9 6.3 1.8 3.7 9.4 9.6 1.7 5.4 5.6 Cycle Q Clear(g_c), s 6.6 10.0 4.1 5.9 6.3 1.8 3.7 9.4 9.6 1.7 5.4 5.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.67 1.00 0.40
Lane Grp Cap(c), veh/h 178 602 269 318 556 248 109 698 655 75 664 652 V/C Ratio(X) 0.81 0.75 0.33 0.79 0.53 0.16 0.74 0.40 0.41 0.51 0.26 0.26 Avail Cap(c_a), veh/h 190 913 407 318 862 384 130 698 655 130 664 652 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.0 32.3 29.8 36.3 31.7 29.8 37.8 17.8 17.8 38.3 17.6 17.7 Incr Delay (d2), s/veh 21.8 1.9 0.7 12.4 0.8 0.3 17.1 1.7 1.9 5.2 0.9 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 4.1 1.5 2.9 2.6 0.7 2.0 3.7 3.5 0.8 2.1 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.8 34.2 30.5 48.8 32.5 30.1 54.9 19.5 19.7 43.6 18.5 18.6 LnGrp LOS E C C D C C D B B D B B
Approach Vol, veh/h 687 586 631 380
Approach Delay, s/veh 38.7 39.3 24.1 21.1
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.7 38.6 13.4 20.2 11.2 37.0 14.5 19.1 Change Period (Y+Rc), s 6.2 6.2 5.8 6.2 6.2 6.2 6.2 * 6.2 Max Green Setting (Gmax), s 6.0 30.8 7.6 21.2 6.0 30.8 8.8 * 20 Max Q Clear Time (g_c+I1), s 3.7 11.6 7.9 12.0 5.7 7.6 8.6 8.3 Green Ext Time (p_c), s 0.0 2.8 0.0 2.0 0.0 1.7 0.0 1.4 Intersection Summary
HCM 6th Ctrl Delay 31.9
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
16: Mooney Boulevard & Riggin Avenue 11/18/2021
Existing Conditions 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 120 511 104 142 432 58 99 177 82 59 125 47 Future Volume (veh/h) 120 511 104 142 432 58 99 177 82 59 125 47 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 126 538 109 149 455 61 104 186 86 62 132 49 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 159 703 314 185 755 337 133 741 628 92 698 591 Arrive On Green 0.09 0.20 0.20 0.10 0.21 0.21 0.08 0.40 0.40 0.05 0.38 0.38 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 126 538 109 149 455 61 104 186 86 62 132 49 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 6.4 13.2 5.5 7.6 10.7 2.3 5.3 6.1 2.0 3.2 4.4 1.8 Cycle Q Clear(g_c), s 6.4 13.2 5.5 7.6 10.7 2.3 5.3 6.1 2.0 3.2 4.4 1.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 159 703 314 185 755 337 133 741 628 92 698 591 V/C Ratio(X) 0.79 0.76 0.35 0.81 0.60 0.18 0.78 0.25 0.14 0.68 0.19 0.08 Avail Cap(c_a), veh/h 351 1123 501 409 1239 553 301 741 628 204 698 591 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.9 34.6 31.5 40.1 32.5 17.8 41.6 18.4 6.8 42.7 19.2 18.4 Incr Delay (d2), s/veh 8.6 1.8 0.7 8.0 0.8 0.3 9.5 0.8 0.5 8.3 0.6 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.0 5.5 2.0 3.5 4.4 1.1 2.6 2.6 1.1 1.5 1.9 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.4 36.4 32.2 48.1 33.3 18.1 51.2 19.2 7.2 51.0 19.8 18.7 LnGrp LOS D D C D C B D B A D B B
Approach Vol, veh/h 773 665 376 243
Approach Delay, s/veh 37.9 35.2 25.3 27.5
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.2 42.0 15.4 24.1 12.3 39.9 14.0 25.4 Change Period (Y+Rc), s 5.4 5.4 5.8 5.8 5.4 5.4 5.8 5.8 Max Green Setting (Gmax), s 10.6 36.6 21.2 29.2 15.6 31.6 18.2 32.2 Max Q Clear Time (g_c+I1), s 5.2 8.1 9.6 15.2 7.3 6.4 8.4 12.7 Green Ext Time (p_c), s 0.0 1.2 0.3 3.1 0.1 0.8 0.2 2.8 Intersection Summary
HCM 6th Ctrl Delay 33.5
HCM 6th LOS C
HCM 6th Roundabout
11: County Center Street & Shannon Parkway 11/18/2021
Existing Conditions 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 3.4
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 100 104 70 36
Demand Flow Rate, veh/h 102 107 72 37
Vehicles Circulating, veh/h 58 60 92 114
Vehicles Exiting, veh/h 93 104 68 53
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 3.5 3.5 3.4 3.2
Approach LOS A A A A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 102 107 72 37
Cap Entry Lane, veh/h 1301 1298 1256 1228
Entry HV Adj Factor 0.979 0.971 0.973 0.980
Flow Entry, veh/h 100 104 70 36
Cap Entry, veh/h 1273 1261 1223 1204
V/C Ratio 0.078 0.082 0.057 0.030
Control Delay, s/veh 3.5 3.5 3.4 3.2

LOS A A A A
95th %tile Queue, veh 0 0 0 0
HCM 6th Roundabout
12: Mooney Boulevard & Shannon Parkway 11/18/2021
Existing Conditions 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 4.0
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 83 162 151 117
Demand Flow Rate, veh/h 86 167 156 120
Vehicles Circulating, veh/h 164 102 84 163
Vehicles Exiting, veh/h 119 138 166 106
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 3.8 4.1 4.0 4.0
Approach LOS A A A A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 86 167 156 120
Cap Entry Lane, veh/h 1167 1244 1267 1169
Entry HV Adj Factor 0.969 0.967 0.966 0.971
Flow Entry, veh/h 83 162 151 117
Cap Entry, veh/h 1131 1203 1224 1135
V/C Ratio 0.074 0.134 0.123 0.103
Control Delay, s/veh 3.8 4.1 4.0 4.0

LOS A A A A
95th %tile Queue, veh 0 0 0 0
HCM 6th Roundabout
13: Giddings Street & Shannon Parkway 11/18/2021
Existing Conditions 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Intersection Delay, s/veh 3.7
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 2 2 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 162 154 105 70
Demand Flow Rate, veh/h 167 159 108 72
Vehicles Circulating, veh/h 75 85 169 146
Vehicles Exiting, veh/h 143 192 73 98
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 3.7 3.6 4.0 3.6
Approach LOS A A A A
Lane Left Right Left Right Left Left
Designated Moves LT R LT R LTR LTR
Assumed Moves LT R LT R LTR LTR
RT Channelized
Lane Util 0.952 0.048 0.881 0.119 1.000 1.000
Follow-Up Headway, s 2.535 2.535 2.535 2.535 2.609 2.609 Critical Headway, s 4.544 4.544 4.544 4.544 4.976 4.976 Entry Flow, veh/h 159 8 140 19 108 72
Cap Entry Lane, veh/h 1326 1326 1314 1314 1161 1189
Entry HV Adj Factor 0.970 1.000 0.971 0.947 0.968 0.974 Flow Entry, veh/h 154 8 136 18 105 70
Cap Entry, veh/h 1287 1326 1276 1245 1125 1158
V/C Ratio 0.120 0.006 0.107 0.014 0.093 0.061
Control Delay, s/veh 3.8 2.8 3.7 3.0 4.0 3.6

LOS A A A A A A
95th %tile Queue, veh 0 0 0 0 0 0

OPENING YEAR CONDITIONS
HCM 6th TWSC
1: Demaree Street & Avenue 320 11/18/2021
Opening Year Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Int Delay, s/veh 1.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 21 32 46 226 168 42
Future Vol, veh/h 21 32 46 226 168 42
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 24 36 52 257 191 48
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 576 215 239 0 - 0
Stage 1 215 - - - - -
Stage 2 361 - - - - -
Critical Hdwy 6.43 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 2.227 - - -
Pot Cap-1 Maneuver 477 822 1322 - - -
Stage 1 818 - - - - -
Stage 2 703 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 455 822 1322 - - -
Mov Cap-2 Maneuver 455 - - - - -
Stage 1 780 - - - - -
Stage 2 703 - - - - -
Approach EB NB SB
HCM Control Delay, s 11.4 1.3 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1322 - 623 - -
HCM Lane V/C Ratio 0.04 - 0.097 - -
HCM Control Delay (s) 7.8 0 11.4 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.1 - 0.3 - -
HCM 6th TWSC
4: Demaree Street & Pratt Road 11/18/2021
Opening Year Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Int Delay, s/veh 3.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 53 105 271 28 36 219
Future Vol, veh/h 53 105 271 28 36 219
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 200 0 - 0 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 89 89 89 89 89 89
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 60 118 304 31 40 246
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 630 304 0 0 335 0
Stage 1 304 - - - - -
Stage 2 326 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 444 733 - - 1219 -
Stage 1 746 - - - - -
Stage 2 729 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 427 733 - - 1219 -
Mov Cap-2 Maneuver 427 - - - - -
Stage 1 746 - - - - -
Stage 2 701 - - - - -
Approach WB NB SB
HCM Control Delay, s 12.2 0 1.1

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 427 733 1219 -
HCM Lane V/C Ratio - - 0.139 0.161 0.033 -
HCM Control Delay (s) - - 14.8 10.9 8.1 0
HCM Lane LOS - - B B A A
HCM 95th %tile Q(veh) - - 0.5 0.6 0.1 -
HCM 6th TWSC
5: County Center Street & Pratt Road 11/18/2021
Opening Year Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Int Delay, s/veh 0.8
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 66 9 2 74 4 9
Future Vol, veh/h 66 9 2 74 4 9
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 125 - 0 225
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 73 10 2 82 4 10
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 83 0 164 78
Stage 1 - - - - 78 -
Stage 2 - - - - 86 -
Critical Hdwy - - 4.13 - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy - - 2.227 - 3.527 3.327
Pot Cap-1 Maneuver - - 1508 - 824 980
Stage 1 - - - - 943 -
Stage 2 - - - - 935 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1508 - 823 980
Mov Cap-2 Maneuver - - - - 823 -
Stage 1 - - - - 943 -
Stage 2 - - - - 934 -
Approach EB WB NB
HCM Control Delay, s 0 0.2 8.9

HCM LOS A
Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 823 980 - - 1508 -
HCM Lane V/C Ratio 0.005 0.01 - - 0.001 -
HCM Control Delay (s) 9.4 8.7 - - 7.4 -
HCM Lane LOS A A - - A -
HCM 95th %tile Q(veh) 0 0 - - 0 -
HCM 6th TWSC
6: Mooney Boulevard & Pratt Road 11/18/2021
Opening Year Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 4
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 52 52 0 0 0
Future Vol, veh/h 0 52 52 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 2 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 80 80 80 80 80 80
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 65 65 0 0 0
Major/Minor Major1 Minor2
Conflicting Flow All 0 0 130 0
Stage 1 - - 0 -
Stage 2 - - 130 -
Critical Hdwy 4.13 - 6.53 6.23
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - 5.53 -
Follow-up Hdwy 2.227 - 4.027 3.327
Pot Cap-1 Maneuver - - 759 -
Stage 1 - - - -
Stage 2 - - 787 -
Platoon blocked, % -
Mov Cap-1 Maneuver - - 0 -
Mov Cap-2 Maneuver - - 0 -
Stage 1 - - 0 -
Stage 2 - - 0 -
Approach NB SB
HCM Control Delay, s 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT SBLn1
Capacity (veh/h) - - -
HCM Lane V/C Ratio - - -
HCM Control Delay (s) - - 0
HCM Lane LOS - - A
HCM 95th %tile Q(veh) - - -
HCM 6th TWSC
7: Demaree Street & Riverway Drive 11/18/2021
Opening Year Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 5
Intersection
Int Delay, s/veh 1.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 9 54 18 293 276 2
Future Vol, veh/h 9 54 18 293 276 2
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 175 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 85 85 85 85 85 85
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 11 64 21 345 325 2
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 541 326 327 0 - 0
Stage 1 326 - - - - -
Stage 2 215 - - - - -
Critical Hdwy 6.645 6.245 4.145 - - -
Critical Hdwy Stg 1 5.445 - - - - -
Critical Hdwy Stg 2 5.845 - - - - -
Follow-up Hdwy 3.5285 3.3285 2.2285 - - -
Pot Cap-1 Maneuver 484 712 1225 - - -
Stage 1 728 - - - - -
Stage 2 798 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 476 712 1225 - - -
Mov Cap-2 Maneuver 476 - - - - -
Stage 1 716 - - - - -
Stage 2 798 - - - - -
Approach EB NB SB
HCM Control Delay, s 11.1 0.5 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1225 - 665 - -
HCM Lane V/C Ratio 0.017 - 0.111 - -
HCM Control Delay (s) 8 - 11.1 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.1 - 0.4 - -
HCM 6th TWSC
10: Demaree Street & Shannon Parkway 11/18/2021
Opening Year Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 6
Intersection
Int Delay, s/veh 3.6
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 151 34 277 79 17 315
Future Vol, veh/h 151 34 277 79 17 315
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 150 0 - - 100 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 168 38 308 88 19 350
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 565 198 0 0 396 0
Stage 1 352 - - - - -
Stage 2 213 - - - - -
Critical Hdwy 6.86 6.96 - - 4.16 -
Critical Hdwy Stg 1 5.86 - - - - -
Critical Hdwy Stg 2 5.86 - - - - -
Follow-up Hdwy 3.53 3.33 - - 2.23 -
Pot Cap-1 Maneuver 453 807 - - 1152 -
Stage 1 680 - - - - -
Stage 2 799 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 446 807 - - 1152 -
Mov Cap-2 Maneuver 446 - - - - -
Stage 1 680 - - - - -
Stage 2 786 - - - - -
Approach WB NB SB
HCM Control Delay, s 16.4 0 0.4

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 446 807 1152 -
HCM Lane V/C Ratio - - 0.376 0.047 0.016 -
HCM Control Delay (s) - - 17.9 9.7 8.2 -
HCM Lane LOS - - C A A -
HCM 95th %tile Q(veh) - - 1.7 0.1 0.1 -
HCM 6th AWSC
8: Mooney Boulevard & Riverway Drive 11/18/2021
Opening Year Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 7.5
Intersection LOS A
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 14 21 48 15 28 25
Future Vol, veh/h 14 21 48 15 28 25
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 16 24 55 17 32 28
Number of Lanes 1 0 1 1 0 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 2
Conflicting Approach Left NB WB
Conflicting Lanes Left 2 0 1
Conflicting Approach Right SB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay 7.2 7.5 7.7

HCM LOS A A A

Lane NBLn1 NBLn2 WBLn1 SBLn1
Vol Left, % 0% 0% 40% 53%
Vol Thru, % 100% 0% 0% 47%
Vol Right, % 0% 100% 60% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 48 15 35 53
LT Vol 0 0 14 28
Through Vol 48 0 0 25
RT Vol 0 15 21 0
Lane Flow Rate 55 17 40 60
Geometry Grp 7 7 2 5
Degree of Util (X) 0.07 0.019 0.043 0.072
Departure Headway (Hd) 4.651 3.95 3.893 4.278
Convergence, Y/N Yes Yes Yes Yes
Cap 771 906 906 835
Service Time 2.377 1.676 1.974 2.316
HCM Lane V/C Ratio 0.071 0.019 0.044 0.072
HCM Control Delay 7.7 6.8 7.2 7.7
HCM Lane LOS A A A A
HCM 95th-tile Q 0.2 0.1 0.1 0.2
HCM 6th AWSC
15: County Center Street & Riggin Avenue 11/18/2021
Opening Year Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 68.4
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 39 574 47 81 675 29 97 69 104 48 83 57 Future Vol, veh/h 39 574 47 81 675 29 97 69 104 48 83 57 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 42 617 51 87 726 31 104 74 112 52 89 61
Number of Lanes 1 2 0 1 2 0 1 1 0 1 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 3 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 2 3 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 3 3 3
HCM Control Delay 66.3 98.4 21.8 17.1

HCM LOS F F C C

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0%
Vol Thru, % 0% 40% 0% 100% 80% 0% 100% 89% 0% 100% 0%
Vol Right, % 0% 60% 0% 0% 20% 0% 0% 11% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 97 173 39 383 238 81 450 254 48 83 57 LT Vol 97 0 39 0 0 81 0 0 48 0 0
Through Vol 0 69 0 383 191 0 450 225 0 83 0
RT Vol 0 104 0 0 47 0 0 29 0 0 57
Lane Flow Rate 104 186 42 411 256 87 484 273 52 89 61
Geometry Grp 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.318 0.52 0.114 1.061 0.651 0.233 1.229 0.688 0.164 0.271 0.174 Departure Headway (Hd) 11.136 10.215 10.161 9.648 9.506 9.849 9.336 9.254 11.912 11.397 10.676 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 324 355 355 379 382 367 392 393 303 317 338
Service Time 8.836 7.915 7.861 7.348 7.206 7.549 7.036 6.954 9.612 9.097 8.376 HCM Lane V/C Ratio 0.321 0.524 0.118 1.084 0.67 0.237 1.235 0.695 0.172 0.281 0.18 HCM Control Delay 18.9 23.5 14.2 95.3 28.3 15.5 152 30 16.9 18.3 15.6 HCM Lane LOS C C B F D C F D C C C
HCM 95th-tile Q 1.3 2.9 0.4 13.7 4.4 0.9 19.9 5 0.6 1.1 0.6 HCM 6th AWSC
17: Giddings Street & Riggin Avenue 11/18/2021
Opening Year Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Intersection Delay, s/veh 242.1
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 82 549 43 40 525 42 50 159 43 81 128 157 Future Vol, veh/h 82 549 43 40 525 42 50 159 43 81 128 157 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 94 631 49 46 603 48 57 183 49 93 147 180
Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay 327.1 316.7 48.4 95.4

HCM LOS F F E F

Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 20% 100% 0% 100% 0% 22%
Vol Thru, % 63% 0% 93% 0% 93% 35%
Vol Right, % 17% 0% 7% 0% 7% 43%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 252 82 592 40 567 366
LT Vol 50 82 0 40 0 81
Through Vol 159 0 549 0 525 128
RT Vol 43 0 43 0 42 157
Lane Flow Rate 290 94 680 46 652 421
Geometry Grp 2 7 7 7 7 2
Degree of Util (X) 0.763 0.255 1.74 0.125 1.667 1.03
Departure Headway (Hd) 13.093 11.275 10.69 11.218 10.633 11.711 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 278 320 347 321 345 316
Service Time 11.093 8.975 8.39 8.918 8.333 9.711
HCM Lane V/C Ratio 1.043 0.294 1.96 0.143 1.89 1.332
HCM Control Delay 48.4 17.8 369.9 15.5 338 95.4
HCM Lane LOS E C F C F F
HCM 95th-tile Q 5.7 1 37.1 0.4 34.4 11.5
HCM 6th AWSC
18: Mooney Boulevard & Ferguson Avenue 11/18/2021
Opening Year Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 4
Intersection
Intersection Delay, s/veh 13.8
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 28 137 35 22 106 20 26 205 23 49 295 28 Future Vol, veh/h 28 137 35 22 106 20 26 205 23 49 295 28 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 32 157 40 25 122 23 30 236 26 56 339 32
Number of Lanes 1 1 0 1 1 1 1 1 1 1 2 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 2 3 3
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 3 2 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3 3 3 2
HCM Control Delay 14 12.3 15.1 13.5

HCM LOS B B C B

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 100% 0% 100% 0% 0% 100% 0% 0%
Vol Thru, % 0% 100% 0% 0% 80% 0% 100% 0% 0% 100% 78%
Vol Right, % 0% 0% 100% 0% 20% 0% 0% 100% 0% 0% 22%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 26 205 23 28 172 22 106 20 49 197 126 LT Vol 26 0 0 28 0 22 0 0 49 0 0
Through Vol 0 205 0 0 137 0 106 0 0 197 98
RT Vol 0 0 23 0 35 0 0 20 0 0 28
Lane Flow Rate 30 236 26 32 198 25 122 23 56 226 145
Geometry Grp 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.064 0.471 0.048 0.07 0.394 0.057 0.257 0.044 0.116 0.435 0.273 Departure Headway (Hd) 7.708 7.201 6.492 7.825 7.183 8.11 7.606 6.9 7.441 6.935 6.778 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 465 502 552 459 502 442 473 519 482 520 530
Service Time 5.445 4.938 4.229 5.56 4.918 5.852 5.347 4.641 5.177 4.671 4.514 HCM Lane V/C Ratio 0.065 0.47 0.047 0.07 0.394 0.057 0.258 0.044 0.116 0.435 0.274 HCM Control Delay 11 16.2 9.6 11.2 14.5 11.3 13 10 11.2 14.9 12.1 HCM Lane LOS B C A B B B B A B B B
HCM 95th-tile Q 0.2 2.5 0.2 0.2 1.9 0.2 1 0.1 0.4 2.2 1.1 HCM 6th Signalized Intersection Summary
9: Dinuba Boulevard & Riggin Avenue 11/18/2021
Opening Year Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 233 309 152 135 289 100 148 358 52 138 511 181 Future Volume (veh/h) 233 309 152 135 289 100 148 358 52 138 511 181 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 245 325 160 142 304 105 156 377 55 145 538 191 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 4 4 4 4 4 4
Cap, veh/h 291 684 305 179 462 206 239 1316 587 248 1324 591 Arrive On Green 0.16 0.19 0.19 0.10 0.13 0.13 0.07 0.38 0.38 0.07 0.38 0.38 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 3401 3497 1560 3401 3497 1560 Grp Volume(v), veh/h 245 325 160 142 304 105 156 377 55 145 538 191 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1700 1749 1560 1700 1749 1560 Q Serve(g_s), s 11.2 6.8 7.6 6.5 6.8 5.2 3.7 6.2 1.2 3.4 9.4 3.8 Cycle Q Clear(g_c), s 11.2 6.8 7.6 6.5 6.8 5.2 3.7 6.2 1.2 3.4 9.4 3.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 291 684 305 179 462 206 239 1316 587 248 1324 591 V/C Ratio(X) 0.84 0.48 0.52 0.79 0.66 0.51 0.65 0.29 0.09 0.59 0.41 0.32 Avail Cap(c_a), veh/h 548 1688 753 384 1360 607 398 1316 587 406 1324 591 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.6 29.7 30.0 36.4 34.3 33.6 37.6 18.1 6.7 37.2 18.9 5.1 Incr Delay (d2), s/veh 6.6 0.5 1.4 7.7 1.6 1.9 3.0 0.5 0.3 2.2 0.9 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.0 2.7 2.8 3.0 2.8 2.0 1.6 2.4 0.7 1.4 3.6 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.2 30.2 31.4 44.1 35.9 35.5 40.5 18.6 7.0 39.4 19.8 6.6 LnGrp LOS D C C D D D D B A D B A
Approach Vol, veh/h 730 551 588 874
Approach Delay, s/veh 33.8 37.9 23.4 20.2
Approach LOS C D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.3 36.5 13.7 21.4 11.1 36.7 18.9 16.2 Change Period (Y+Rc), s 5.3 5.3 5.3 5.3 5.3 5.3 5.3 5.3 Max Green Setting (Gmax), s 9.9 31.2 18.0 39.7 9.7 31.4 25.7 32.0 Max Q Clear Time (g_c+I1), s 5.4 8.2 8.5 9.6 5.7 11.4 13.2 8.8 Green Ext Time (p_c), s 0.2 2.4 0.2 2.5 0.2 3.8 0.5 2.1 Intersection Summary
HCM 6th Ctrl Delay 28.1
HCM 6th LOS C
HCM 6th Signalized Intersection Summary
14: Demaree Street & Riggin Avenue 11/18/2021
Opening Year Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 111 387 80 328 510 55 92 309 225 39 291 113 Future Volume (veh/h) 111 387 80 328 510 55 92 309 225 39 291 113 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 119 416 86 353 548 59 99 332 242 42 313 122 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 150 555 248 443 697 311 126 825 589 74 974 372 Arrive On Green 0.08 0.16 0.16 0.13 0.20 0.20 0.07 0.42 0.42 0.04 0.39 0.39 Sat Flow, veh/h 1767 3526 1572 3428 3526 1572 1767 1964 1402 1767 2494 953 Grp Volume(v), veh/h 119 416 86 353 548 59 99 297 277 42 219 216 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1714 1763 1572 1767 1763 1603 1767 1763 1684 Q Serve(g_s), s 6.4 10.9 4.7 9.7 14.3 3.0 5.4 11.4 11.7 2.3 8.4 8.7 Cycle Q Clear(g_c), s 6.4 10.9 4.7 9.7 14.3 3.0 5.4 11.4 11.7 2.3 8.4 8.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.87 1.00 0.57
Lane Grp Cap(c), veh/h 150 555 248 443 697 311 126 741 674 74 689 658 V/C Ratio(X) 0.79 0.75 0.35 0.80 0.79 0.19 0.78 0.40 0.41 0.57 0.32 0.33 Avail Cap(c_a), veh/h 324 937 418 749 1060 473 269 741 674 142 689 658 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.6 39.1 36.5 41.0 37.0 32.5 44.3 19.6 19.7 45.7 20.6 20.7 Incr Delay (d2), s/veh 9.1 2.1 0.8 3.3 2.3 0.3 10.1 1.6 1.8 6.7 1.2 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.0 4.6 1.8 4.1 6.1 1.1 2.6 4.6 4.3 1.1 3.4 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.7 41.1 37.3 44.4 39.3 32.8 54.4 21.3 21.6 52.3 21.8 22.0 LnGrp LOS D D D D D C D C C D C C
Approach Vol, veh/h 621 960 673 477
Approach Delay, s/veh 42.8 40.7 26.3 24.6
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.3 47.0 18.3 21.5 13.1 44.1 14.4 25.4 Change Period (Y+Rc), s 6.2 6.2 5.8 6.2 6.2 6.2 6.2 * 6.2 Max Green Setting (Gmax), s 7.8 40.8 21.2 25.8 14.8 33.8 17.8 * 29 Max Q Clear Time (g_c+I1), s 4.3 13.7 11.7 12.9 7.4 10.7 8.4 16.3 Green Ext Time (p_c), s 0.0 3.3 0.8 2.2 0.1 2.2 0.2 2.9 Intersection Summary
HCM 6th Ctrl Delay 34.8
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
16: Mooney Boulevard & Riggin Avenue 11/18/2021
Opening Year Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 143 372 31 166 470 52 77 112 107 68 132 95 Future Volume (veh/h) 143 372 31 166 470 52 77 112 107 68 132 95 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 161 418 35 187 528 58 87 126 120 76 148 107 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 200 641 286 228 698 311 113 694 588 102 683 579 Arrive On Green 0.11 0.18 0.18 0.13 0.20 0.20 0.06 0.37 0.37 0.06 0.37 0.37 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 161 418 35 187 528 58 87 126 120 76 148 107 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 7.7 9.6 1.6 9.0 12.3 2.1 4.2 4.0 4.5 3.7 4.8 2.5 Cycle Q Clear(g_c), s 7.7 9.6 1.6 9.0 12.3 2.1 4.2 4.0 4.5 3.7 4.8 2.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 200 641 286 228 698 311 113 694 588 102 683 579 V/C Ratio(X) 0.81 0.65 0.12 0.82 0.76 0.19 0.77 0.18 0.20 0.74 0.22 0.18 Avail Cap(c_a), veh/h 450 1100 491 491 1181 527 296 694 588 276 683 579 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.7 33.1 29.8 37.0 33.0 17.1 40.2 18.3 18.5 40.4 18.9 7.1 Incr Delay (d2), s/veh 7.5 1.1 0.2 7.2 1.7 0.3 10.6 0.6 0.8 10.1 0.7 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.6 3.9 0.6 4.1 5.1 1.0 2.1 1.7 1.6 1.8 2.1 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.2 34.2 30.0 44.1 34.7 17.4 50.8 18.9 19.3 50.5 19.6 7.8 LnGrp LOS D C C D C B D B B D B A
Approach Vol, veh/h 614 773 333 331
Approach Delay, s/veh 36.8 35.7 27.4 22.9
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.4 38.0 17.0 21.7 11.0 37.5 15.6 23.0 Change Period (Y+Rc), s 5.4 5.4 5.8 5.8 5.4 5.4 5.8 5.8 Max Green Setting (Gmax), s 13.6 32.6 24.2 27.2 14.6 31.6 22.2 29.2 Max Q Clear Time (g_c+I1), s 5.7 6.5 11.0 11.6 6.2 6.8 9.7 14.3 Green Ext Time (p_c), s 0.1 1.0 0.4 2.3 0.1 1.1 0.3 2.9 Intersection Summary
HCM 6th Ctrl Delay 32.6
HCM 6th LOS C
HCM 6th Roundabout
11: County Center Street & Shannon Parkway 11/18/2021
Opening Year Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 5.2
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 211 320 191 71
Demand Flow Rate, veh/h 217 330 197 73
Vehicles Circulating, veh/h 157 152 190 327
Vehicles Exiting, veh/h 243 235 184 155
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 4.8 5.7 4.8 4.4
Approach LOS A A A A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 217 330 197 73
Cap Entry Lane, veh/h 1176 1182 1137 989
Entry HV Adj Factor 0.972 0.971 0.968 0.968
Flow Entry, veh/h 211 320 191 71
Cap Entry, veh/h 1143 1147 1101 956
V/C Ratio 0.185 0.279 0.173 0.074
Control Delay, s/veh 4.8 5.7 4.8 4.4

LOS A A A A
95th %tile Queue, veh 1 1 1 0
HCM 6th Roundabout
12: Mooney Boulevard & Shannon Parkway 11/18/2021
Opening Year Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 3.6
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 68 87 133 76
Demand Flow Rate, veh/h 70 90 138 78
Vehicles Circulating, veh/h 124 78 51 109
Vehicles Exiting, veh/h 63 111 143 59
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 3.5 3.5 3.7 3.5
Approach LOS A A A A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 70 90 138 78
Cap Entry Lane, veh/h 1216 1274 1310 1235
Entry HV Adj Factor 0.968 0.968 0.967 0.978
Flow Entry, veh/h 68 87 133 76
Cap Entry, veh/h 1177 1233 1266 1207
V/C Ratio 0.058 0.071 0.105 0.063
Control Delay, s/veh 3.5 3.5 3.7 3.5

LOS A A A A
95th %tile Queue, veh 0 0 0 0
HCM 6th Roundabout
13: Giddings Street & Shannon Parkway 11/18/2021
Opening Year Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Intersection Delay, s/veh 6.9
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 2 2 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 345 256 288 446
Demand Flow Rate, veh/h 355 264 297 459
Vehicles Circulating, veh/h 336 375 420 207
Vehicles Exiting, veh/h 330 342 271 432
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 6.4 5.1 7.8 7.7
Approach LOS A A A A
Lane Left Right Left Right Left Left
Designated Moves LT R LT R LTR LTR
Assumed Moves LT R LT R LTR LTR
RT Channelized
Lane Util 0.904 0.096 0.705 0.295 1.000 1.000
Follow-Up Headway, s 2.535 2.535 2.535 2.535 2.609 2.609 Critical Headway, s 4.544 4.544 4.544 4.544 4.976 4.976 Entry Flow, veh/h 321 34 186 78 297 459
Cap Entry Lane, veh/h 1046 1046 1009 1009 899 1117
Entry HV Adj Factor 0.972 0.971 0.969 0.974 0.970 0.971 Flow Entry, veh/h 312 33 180 76 288 446
Cap Entry, veh/h 1017 1015 978 984 872 1085
V/C Ratio 0.307 0.033 0.184 0.077 0.330 0.411
Control Delay, s/veh 6.6 3.8 5.4 4.4 7.8 7.7

LOS A A A A A A
95th %tile Queue, veh 1 0 1 0 1 2
HCM 6th TWSC
1: Demaree Street & Avenue 320 11/18/2021
Opening Year Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Int Delay, s/veh 3.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 50 103 37 248 255 31
Future Vol, veh/h 50 103 37 248 255 31
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 56 114 41 276 283 34
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 658 300 317 0 - 0
Stage 1 300 - - - - -
Stage 2 358 - - - - -
Critical Hdwy 6.43 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 2.227 - - -
Pot Cap-1 Maneuver 428 737 1237 - - -
Stage 1 749 - - - - -
Stage 2 705 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 411 737 1237 - - -
Mov Cap-2 Maneuver 411 - - - - -
Stage 1 720 - - - - -
Stage 2 705 - - - - -
Approach EB NB SB
HCM Control Delay, s 13.7 1 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1237 - 585 - -
HCM Lane V/C Ratio 0.033 - 0.291 - -
HCM Control Delay (s) 8 0 13.7 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.1 - 1.2 - -
HCM 6th TWSC
4: Demaree Street & Pratt Road 11/18/2021
Opening Year Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Int Delay, s/veh 1.4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 19 29 241 35 45 289
Future Vol, veh/h 19 29 241 35 45 289
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 200 0 - 0 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 89 89 89 89 89 89
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 21 33 271 39 51 325
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 698 271 0 0 310 0
Stage 1 271 - - - - -
Stage 2 427 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 405 765 - - 1245 -
Stage 1 772 - - - - -
Stage 2 656 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 385 765 - - 1245 -
Mov Cap-2 Maneuver 385 - - - - -
Stage 1 772 - - - - -
Stage 2 623 - - - - -
Approach WB NB SB
HCM Control Delay, s 11.9 0 1.1

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 385 765 1245 -
HCM Lane V/C Ratio - - 0.055 0.043 0.041 -
HCM Control Delay (s) - - 14.9 9.9 8 0
HCM Lane LOS - - B A A A
HCM 95th %tile Q(veh) - - 0.2 0.1 0.1 -
HCM 6th TWSC
5: County Center Street & Pratt Road 11/18/2021
Opening Year Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Int Delay, s/veh 1.9
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 64 15 6 91 27 10
Future Vol, veh/h 64 15 6 91 27 10
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 125 - 0 225
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 83 83 83 83 83 83
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 77 18 7 110 33 12
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 95 0 210 86
Stage 1 - - - - 86 -
Stage 2 - - - - 124 -
Critical Hdwy - - 4.13 - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy - - 2.227 - 3.527 3.327
Pot Cap-1 Maneuver - - 1493 - 776 970
Stage 1 - - - - 935 -
Stage 2 - - - - 899 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1493 - 772 970
Mov Cap-2 Maneuver - - - - 772 -
Stage 1 - - - - 935 -
Stage 2 - - - - 895 -
Approach EB WB NB
HCM Control Delay, s 0 0.5 9.6

HCM LOS A
Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 772 970 - - 1493 -
HCM Lane V/C Ratio 0.042 0.012 - - 0.005 -
HCM Control Delay (s) 9.9 8.8 - - 7.4 -
HCM Lane LOS A A - - A -
HCM 95th %tile Q(veh) 0.1 0 - - 0 -
HCM 6th TWSC
6: Mooney Boulevard & Pratt Road 11/18/2021
Opening Year Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 4
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 98 60 0 0 0
Future Vol, veh/h 0 98 60 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 2 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 81 81 81 81 81 81
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 121 74 0 0 0
Major/Minor Major1 Minor2
Conflicting Flow All 0 0 148 0
Stage 1 - - 0 -
Stage 2 - - 148 -
Critical Hdwy 4.13 - 6.53 6.23
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - 5.53 -
Follow-up Hdwy 2.227 - 4.027 3.327
Pot Cap-1 Maneuver - - 742 -
Stage 1 - - - -
Stage 2 - - 773 -
Platoon blocked, % -
Mov Cap-1 Maneuver - - 0 -
Mov Cap-2 Maneuver - - 0 -
Stage 1 - - 0 -
Stage 2 - - 0 -
Approach NB SB
HCM Control Delay, s 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT SBLn1
Capacity (veh/h) - - -
HCM Lane V/C Ratio - - -
HCM Control Delay (s) - - 0
HCM Lane LOS - - A
HCM 95th %tile Q(veh) - - -
HCM 6th TWSC
7: Demaree Street & Riverway Drive 11/18/2021
Opening Year Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 5
Intersection
Int Delay, s/veh 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 5 28 39 272 295 9
Future Vol, veh/h 5 28 39 272 295 9
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 175 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 86 86 86 86 86 86
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 6 33 45 316 343 10
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 596 348 353 0 - 0
Stage 1 348 - - - - -
Stage 2 248 - - - - -
Critical Hdwy 6.645 6.245 4.145 - - -
Critical Hdwy Stg 1 5.445 - - - - -
Critical Hdwy Stg 2 5.845 - - - - -
Follow-up Hdwy 3.5285 3.3285 2.2285 - - -
Pot Cap-1 Maneuver 448 692 1198 - - -
Stage 1 711 - - - - -
Stage 2 768 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 431 692 1198 - - -
Mov Cap-2 Maneuver 431 - - - - -
Stage 1 684 - - - - -
Stage 2 768 - - - - -
Approach EB NB SB
HCM Control Delay, s 11 1 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1198 - 634 - -
HCM Lane V/C Ratio 0.038 - 0.061 - -
HCM Control Delay (s) 8.1 - 11 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.1 - 0.2 - -
HCM 6th TWSC
10: Demaree Street & Shannon Parkway 11/18/2021
Opening Year Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 6
Intersection
Int Delay, s/veh 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 84 10 293 121 18 309
Future Vol, veh/h 84 10 293 121 18 309
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 150 0 - - 100 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 85 85 85 85 85 85
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 99 12 345 142 21 364
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 640 244 0 0 487 0
Stage 1 416 - - - - -
Stage 2 224 - - - - -
Critical Hdwy 6.86 6.96 - - 4.16 -
Critical Hdwy Stg 1 5.86 - - - - -
Critical Hdwy Stg 2 5.86 - - - - -
Follow-up Hdwy 3.53 3.33 - - 2.23 -
Pot Cap-1 Maneuver 406 753 - - 1065 -
Stage 1 631 - - - - -
Stage 2 789 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 398 753 - - 1065 -
Mov Cap-2 Maneuver 398 - - - - -
Stage 1 631 - - - - -
Stage 2 773 - - - - -
Approach WB NB SB
HCM Control Delay, s 16.2 0 0.5

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 398 753 1065 -
HCM Lane V/C Ratio - - 0.248 0.016 0.02 -
HCM Control Delay (s) - - 17 9.9 8.4 -
HCM Lane LOS - - C A A -
HCM 95th %tile Q(veh) - - 1 0 0.1 -
HCM 6th AWSC
8: Mooney Boulevard & Riverway Drive 11/18/2021
Opening Year Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 7.6
Intersection LOS A
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 28 35 47 22 39 40
Future Vol, veh/h 28 35 47 22 39 40
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 30 38 51 24 42 43
Number of Lanes 1 0 1 1 0 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 2
Conflicting Approach Left NB WB
Conflicting Lanes Left 2 0 1
Conflicting Approach Right SB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay 7.4 7.5 7.9

HCM LOS A A A

Lane NBLn1 NBLn2 WBLn1 SBLn1
Vol Left, % 0% 0% 44% 49%
Vol Thru, % 100% 0% 0% 51%
Vol Right, % 0% 100% 56% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 47 22 63 79
LT Vol 0 0 28 39
Through Vol 47 0 0 40
RT Vol 0 22 35 0
Lane Flow Rate 51 24 68 86
Geometry Grp 7 7 2 5
Degree of Util (X) 0.067 0.027 0.078 0.103
Departure Headway (Hd) 4.716 4.015 4.076 4.326
Convergence, Y/N Yes Yes Yes Yes
Cap 756 886 884 823
Service Time 2.467 1.765 2.076 2.384
HCM Lane V/C Ratio 0.067 0.027 0.077 0.104
HCM Control Delay 7.8 6.9 7.4 7.9
HCM Lane LOS A A A A
HCM 95th-tile Q 0.2 0.1 0.3 0.3
HCM 6th AWSC
15: County Center Street & Riggin Avenue 11/18/2021
Opening Year Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 101.3
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 43 813 69 103 606 41 53 67 65 39 53 33 Future Vol, veh/h 43 813 69 103 606 41 53 67 65 39 53 33 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 48 913 78 116 681 46 60 75 73 44 60 37
Number of Lanes 1 2 0 1 2 0 1 1 0 1 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 3 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 2 3 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 3 3 3
HCM Control Delay 158.7 64.9 19.6 16.2

HCM LOS F F C C

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0%
Vol Thru, % 0% 51% 0% 100% 80% 0% 100% 83% 0% 100% 0%
Vol Right, % 0% 49% 0% 0% 20% 0% 0% 17% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 53 132 43 542 340 103 404 243 39 53 33 LT Vol 53 0 43 0 0 103 0 0 39 0 0
Through Vol 0 67 0 542 271 0 404 202 0 53 0
RT Vol 0 65 0 0 69 0 0 41 0 0 33
Lane Flow Rate 60 148 48 609 382 116 454 273 44 60 37
Geometry Grp 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.181 0.417 0.122 1.447 0.893 0.293 1.085 0.644 0.138 0.179 0.104 Departure Headway (Hd) 11.486 10.642 9.292 8.782 8.637 9.631 9.121 9.001 12.092 11.579 10.861 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 314 341 388 420 424 375 399 404 298 312 332
Service Time 9.186 8.342 6.992 6.482 6.337 7.331 6.821 6.701 9.792 9.279 8.561 HCM Lane V/C Ratio 0.191 0.434 0.124 1.45 0.901 0.309 1.138 0.676 0.148 0.192 0.111 HCM Control Delay 16.7 20.7 13.3 237.9 50.9 16.3 100.4 26.6 16.7 16.8 14.8 HCM Lane LOS C C B F F C F D C C B
HCM 95th-tile Q 0.6 2 0.4 30.3 9.4 1.2 14.9 4.4 0.5 0.6 0.3 HCM 6th AWSC
17: Giddings Street & Riggin Avenue 11/18/2021
Opening Year Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Intersection Delay, s/veh 166.6
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 170 704 34 44 626 63 30 57 46 47 41 96 Future Vol, veh/h 170 704 34 44 626 63 30 57 46 47 41 96 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 177 733 35 46 652 66 31 59 48 49 43 100
Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay 195.4 195.5 16.2 17.6

HCM LOS F F C C

Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 23% 100% 0% 100% 0% 26%
Vol Thru, % 43% 0% 95% 0% 91% 22%
Vol Right, % 35% 0% 5% 0% 9% 52%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 133 170 738 44 689 184
LT Vol 30 170 0 44 0 47
Through Vol 57 0 704 0 626 41
RT Vol 46 0 34 0 63 96
Lane Flow Rate 139 177 769 46 718 192
Geometry Grp 2 7 7 7 7 2
Degree of Util (X) 0.304 0.362 1.457 0.096 1.385 0.402
Departure Headway (Hd) 9.246 7.915 7.367 8.087 7.506 8.781 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 392 457 500 446 488 412
Service Time 7.246 5.615 5.067 5.787 5.206 6.781
HCM Lane V/C Ratio 0.355 0.387 1.538 0.103 1.471 0.466
HCM Control Delay 16.2 15 237 11.6 207.2 17.6
HCM Lane LOS C B F B F C
HCM 95th-tile Q 1.3 1.6 35.4 0.3 31.1 1.9
HCM 6th AWSC
18: Mooney Boulevard & Ferguson Avenue 11/18/2021
Opening Year Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 4
Intersection
Intersection Delay, s/veh 80.2
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 57 243 42 46 237 63 80 446 114 70 373 52 Future Vol, veh/h 57 243 42 46 237 63 80 446 114 70 373 52 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 62 264 46 50 258 68 87 485 124 76 405 57
Number of Lanes 1 1 0 1 1 1 1 1 1 1 2 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 2 3 3
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 3 2 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3 3 3 2
HCM Control Delay 50.6 34.8 157 33

HCM LOS F D F D

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 100% 0% 100% 0% 0% 100% 0% 0%
Vol Thru, % 0% 100% 0% 0% 85% 0% 100% 0% 0% 100% 71%
Vol Right, % 0% 0% 100% 0% 15% 0% 0% 100% 0% 0% 29%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 80 446 114 57 285 46 237 63 70 249 176 LT Vol 80 0 0 57 0 46 0 0 70 0 0
Through Vol 0 446 0 0 243 0 237 0 0 249 124
RT Vol 0 0 114 0 42 0 0 63 0 0 52
Lane Flow Rate 87 485 124 62 310 50 258 68 76 270 192
Geometry Grp 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.261 1.385 0.329 0.186 0.881 0.155 0.764 0.19 0.228 0.772 0.536 Departure Headway (Hd) 10.801 10.282 9.555 11.408 10.805 11.982 11.464 10.739 11.548 11.026 10.81 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 332 354 375 317 338 301 317 336 313 330 335
Service Time 8.57 8.051 7.324 9.108 8.505 9.682 9.164 8.439 9.248 8.726 8.51 HCM Lane V/C Ratio 0.262 1.37 0.331 0.196 0.917 0.166 0.814 0.202 0.243 0.818 0.573 HCM Control Delay 17.4 217.8 17 16.7 57.4 16.9 43.3 15.9 17.6 42.8 25.3 HCM Lane LOS C F C C F C E C C E D
HCM 95th-tile Q 1 24.2 1.4 0.7 8.3 0.5 5.9 0.7 0.9 6.1 3 HCM 6th Signalized Intersection Summary
9: Dinuba Boulevard & Riggin Avenue 11/18/2021
Opening Year Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 410 296 90 247 367 162 198 773 60 164 484 196 Future Volume (veh/h) 410 296 90 247 367 162 198 773 60 164 484 196 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 432 312 95 260 386 171 208 814 63 173 509 206 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 4 4 4 4 4 4
Cap, veh/h 464 868 387 295 532 237 259 1069 477 242 1052 469 Arrive On Green 0.26 0.25 0.25 0.17 0.15 0.15 0.08 0.31 0.31 0.07 0.30 0.30 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 3401 3497 1560 3401 3497 1560 Grp Volume(v), veh/h 432 312 95 260 386 171 208 814 63 173 509 206 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1700 1749 1560 1700 1749 1560 Q Serve(g_s), s 24.1 7.4 4.9 14.5 10.6 8.3 6.1 21.3 1.8 5.0 12.0 10.8 Cycle Q Clear(g_c), s 24.1 7.4 4.9 14.5 10.6 8.3 6.1 21.3 1.8 5.0 12.0 10.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 464 868 387 295 532 237 259 1069 477 242 1052 469 V/C Ratio(X) 0.93 0.36 0.25 0.88 0.73 0.72 0.80 0.76 0.13 0.71 0.48 0.44 Avail Cap(c_a), veh/h 502 1333 594 393 1116 498 259 1069 477 242 1052 469 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.4 31.5 30.6 41.1 40.9 25.7 45.9 31.7 9.4 45.9 28.9 28.5 Incr Delay (d2), s/veh 23.5 0.3 0.3 16.2 1.9 4.1 16.5 5.1 0.6 9.5 1.6 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.8 3.0 1.8 7.4 4.5 3.2 3.1 9.2 1.1 2.4 5.0 4.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.9 31.8 30.9 57.3 42.8 29.8 62.4 36.9 10.0 55.5 30.5 31.4 LnGrp LOS E C C E D C E D A E C C
Approach Vol, veh/h 839 817 1085 888
Approach Delay, s/veh 46.1 44.7 40.2 35.6
Approach LOS D D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.5 36.2 22.2 30.2 13.0 35.7 31.8 20.6 Change Period (Y+Rc), s 5.3 5.3 5.3 5.3 5.3 5.3 5.3 5.3 Max Green Setting (Gmax), s 7.2 30.9 22.5 38.2 7.7 30.4 28.7 32.0 Max Q Clear Time (g_c+I1), s 7.0 23.3 16.5 9.4 8.1 14.0 26.1 12.6 Green Ext Time (p_c), s 0.0 3.2 0.4 2.2 0.0 3.4 0.4 2.7 Intersection Summary
HCM 6th Ctrl Delay 41.5
HCM 6th LOS D
HCM 6th Signalized Intersection Summary
14: Demaree Street & Riggin Avenue 11/18/2021
Opening Year Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 144 531 86 381 361 48 78 367 351 50 275 69 Future Volume (veh/h) 144 531 86 381 361 48 78 367 351 50 275 69 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 153 565 91 405 384 51 83 390 373 53 293 73 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 186 704 314 495 827 369 107 643 574 82 985 241 Arrive On Green 0.11 0.20 0.20 0.14 0.23 0.23 0.06 0.37 0.37 0.05 0.35 0.35 Sat Flow, veh/h 1767 3526 1572 3428 3526 1572 1767 1763 1572 1767 2807 688 Grp Volume(v), veh/h 153 565 91 405 384 51 83 390 373 53 182 184 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1714 1763 1572 1767 1763 1572 1767 1763 1732 Q Serve(g_s), s 8.5 15.2 4.9 11.4 9.3 2.6 4.6 18.0 19.7 2.9 7.5 7.7 Cycle Q Clear(g_c), s 8.5 15.2 4.9 11.4 9.3 2.6 4.6 18.0 19.7 2.9 7.5 7.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.40
Lane Grp Cap(c), veh/h 186 704 314 495 827 369 107 643 574 82 619 608 V/C Ratio(X) 0.82 0.80 0.29 0.82 0.46 0.14 0.78 0.61 0.65 0.65 0.29 0.30 Avail Cap(c_a), veh/h 333 983 438 763 1103 492 227 643 574 163 619 608 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.7 38.0 33.9 41.4 32.8 30.2 46.2 25.8 26.4 46.7 23.4 23.5 Incr Delay (d2), s/veh 8.6 3.3 0.5 4.1 0.4 0.2 11.5 4.2 5.6 8.3 1.2 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.0 6.5 1.8 4.9 3.8 0.9 2.3 7.7 7.6 1.4 3.1 3.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.3 41.4 34.4 45.5 33.2 30.4 57.7 30.0 32.0 55.0 24.6 24.8 LnGrp LOS D D C D C C E C C E C C
Approach Vol, veh/h 809 840 846 419
Approach Delay, s/veh 42.7 39.0 33.6 28.5
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.8 42.6 20.2 26.1 12.2 41.2 16.7 29.6 Change Period (Y+Rc), s 6.2 6.2 5.8 6.2 6.2 6.2 6.2 * 6.2 Max Green Setting (Gmax), s 9.2 36.4 22.2 27.8 12.8 32.8 18.8 * 31 Max Q Clear Time (g_c+I1), s 4.9 21.7 13.4 17.2 6.6 9.7 10.5 11.3 Green Ext Time (p_c), s 0.0 3.8 1.0 2.7 0.1 1.8 0.2 2.3 Intersection Summary
HCM 6th Ctrl Delay 36.9
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
16: Mooney Boulevard & Riggin Avenue 11/18/2021
Opening Year Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 159 777 106 241 640 78 103 215 214 77 160 80 Future Volume (veh/h) 159 777 106 241 640 78 103 215 214 77 160 80 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 167 818 112 254 674 82 108 226 225 81 168 84 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 199 949 423 287 1124 502 135 560 475 103 527 447 Arrive On Green 0.11 0.27 0.27 0.16 0.32 0.32 0.08 0.30 0.30 0.06 0.28 0.28 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 167 818 112 254 674 82 108 226 225 81 168 84 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 10.0 23.8 4.5 15.1 17.3 3.1 6.5 10.4 12.5 4.9 7.7 4.3 Cycle Q Clear(g_c), s 10.0 23.8 4.5 15.1 17.3 3.1 6.5 10.4 12.5 4.9 7.7 4.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 199 949 423 287 1124 502 135 560 475 103 527 447 V/C Ratio(X) 0.84 0.86 0.26 0.88 0.60 0.16 0.80 0.40 0.47 0.79 0.32 0.19 Avail Cap(c_a), veh/h 333 1087 485 381 1182 527 190 560 475 143 527 447 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.8 37.4 17.6 44.1 30.9 15.3 48.9 29.9 30.6 50.0 30.3 29.1 Incr Delay (d2), s/veh 9.1 6.5 0.3 17.3 0.8 0.2 15.0 2.2 3.4 17.4 1.6 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.7 10.6 2.2 7.7 7.1 1.4 3.3 4.8 5.0 2.6 3.6 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.9 44.0 17.9 61.4 31.6 15.4 63.9 32.0 34.0 67.4 31.9 30.1 LnGrp LOS E D B E C B E C C E C C
Approach Vol, veh/h 1097 1010 559 333
Approach Delay, s/veh 43.1 37.8 39.0 40.1
Approach LOS D D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.7 37.9 23.3 34.8 13.6 36.0 17.9 40.1 Change Period (Y+Rc), s 5.4 5.4 5.8 5.8 5.4 5.4 5.8 5.8 Max Green Setting (Gmax), s 8.7 32.5 23.2 33.2 11.6 29.6 20.3 36.1 Max Q Clear Time (g_c+I1), s 6.9 14.5 17.1 25.8 8.5 9.7 12.0 19.3 Green Ext Time (p_c), s 0.0 1.8 0.4 3.2 0.1 1.0 0.3 4.1 Intersection Summary
HCM 6th Ctrl Delay 40.2
HCM 6th LOS D
HCM 6th Roundabout
11: County Center Street & Shannon Parkway 11/18/2021
Opening Year Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 3.5
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 117 119 71 36
Demand Flow Rate, veh/h 120 123 73 37
Vehicles Circulating, veh/h 58 61 110 130
Vehicles Exiting, veh/h 109 122 68 54
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 3.6 3.6 3.5 3.3
Approach LOS A A A A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 120 123 73 37
Cap Entry Lane, veh/h 1301 1297 1233 1209
Entry HV Adj Factor 0.978 0.971 0.973 0.980
Flow Entry, veh/h 117 119 71 36
Cap Entry, veh/h 1272 1259 1200 1185
V/C Ratio 0.092 0.095 0.059 0.031
Control Delay, s/veh 3.6 3.6 3.5 3.3

LOS A A A A
95th %tile Queue, veh 0 0 0 0
HCM 6th Roundabout
12: Mooney Boulevard & Shannon Parkway 11/18/2021
Opening Year Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 4.3
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 101 184 194 126
Demand Flow Rate, veh/h 104 190 199 130
Vehicles Circulating, veh/h 192 122 89 199
Vehicles Exiting, veh/h 137 166 207 113
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 4.0 4.4 4.3 4.3
Approach LOS A A A A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 104 190 199 130
Cap Entry Lane, veh/h 1134 1218 1260 1126
Entry HV Adj Factor 0.973 0.971 0.973 0.971
Flow Entry, veh/h 101 184 194 126
Cap Entry, veh/h 1104 1183 1226 1094
V/C Ratio 0.092 0.156 0.158 0.115
Control Delay, s/veh 4.0 4.4 4.3 4.3

LOS A A A A
95th %tile Queue, veh 0 1 1 0
HCM 6th Roundabout
13: Giddings Street & Shannon Parkway 11/18/2021
Opening Year Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Intersection Delay, s/veh 4.2
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 2 2 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 237 233 115 72
Demand Flow Rate, veh/h 244 240 118 74
Vehicles Circulating, veh/h 87 95 241 235
Vehicles Exiting, veh/h 222 264 90 100
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 4.2 4.2 4.4 4.0
Approach LOS A A A A
Lane Left Right Left Right Left Left
Designated Moves LT R LT R LTR LTR
Assumed Moves LT R LT R LTR LTR
RT Channelized
Lane Util 0.947 0.053 0.921 0.079 1.000 1.000
Follow-Up Headway, s 2.535 2.535 2.535 2.535 2.609 2.609 Critical Headway, s 4.544 4.544 4.544 4.544 4.976 4.976 Entry Flow, veh/h 231 13 221 19 118 74
Cap Entry Lane, veh/h 1312 1312 1302 1302 1079 1086
Entry HV Adj Factor 0.970 1.000 0.972 0.947 0.971 0.974 Flow Entry, veh/h 224 13 215 18 115 72
Cap Entry, veh/h 1273 1312 1266 1234 1048 1057
V/C Ratio 0.176 0.010 0.170 0.015 0.109 0.068
Control Delay, s/veh 4.3 2.8 4.3 3.0 4.4 4.0

LOS A A A A A A
95th %tile Queue, veh 1 0 1 0 0 0
HCM 6th TWSC
1: Demaree Street & Avenue 320 11/18/2021
Opening Year Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Int Delay, s/veh 1.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 21 33 49 232 170 42
Future Vol, veh/h 21 33 49 232 170 42
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 24 38 56 264 193 48
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 593 217 241 0 - 0
Stage 1 217 - - - - -
Stage 2 376 - - - - -
Critical Hdwy 6.43 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 2.227 - - -
Pot Cap-1 Maneuver 467 820 1320 - - -
Stage 1 817 - - - - -
Stage 2 692 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 444 820 1320 - - -
Mov Cap-2 Maneuver 444 - - - - -
Stage 1 776 - - - - -
Stage 2 692 - - - - -
Approach EB NB SB
HCM Control Delay, s 11.5 1.4 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1320 - 617 - -
HCM Lane V/C Ratio 0.042 - 0.099 - -
HCM Control Delay (s) 7.8 0 11.5 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.1 - 0.3 - -
HCM 6th TWSC
4: Demaree Street & Pratt Road 11/18/2021
Opening Year Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Int Delay, s/veh 3.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 56 114 271 29 39 219
Future Vol, veh/h 56 114 271 29 39 219
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 200 0 - 0 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 89 89 89 89 89 89
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 63 128 304 33 44 246
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 638 304 0 0 337 0
Stage 1 304 - - - - -
Stage 2 334 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 439 733 - - 1217 -
Stage 1 746 - - - - -
Stage 2 723 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 421 733 - - 1217 -
Mov Cap-2 Maneuver 421 - - - - -
Stage 1 746 - - - - -
Stage 2 693 - - - - -
Approach WB NB SB
HCM Control Delay, s 12.3 0 1.2

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 421 733 1217 -
HCM Lane V/C Ratio - - 0.149 0.175 0.036 -
HCM Control Delay (s) - - 15 10.9 8.1 0
HCM Lane LOS - - C B A A
HCM 95th %tile Q(veh) - - 0.5 0.6 0.1 -
HCM 6th TWSC
5: County Center Street & Pratt Road 11/18/2021
Opening Year Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Int Delay, s/veh 3.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 70 9 82 87 4 36
Future Vol, veh/h 70 9 82 87 4 36
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 125 - 0 225
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 78 10 91 97 4 40
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 88 0 362 83
Stage 1 - - - - 83 -
Stage 2 - - - - 279 -
Critical Hdwy - - 4.13 - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy - - 2.227 - 3.527 3.327
Pot Cap-1 Maneuver - - 1501 - 635 974
Stage 1 - - - - 938 -
Stage 2 - - - - 766 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1501 - 596 974
Mov Cap-2 Maneuver - - - - 596 -
Stage 1 - - - - 938 -
Stage 2 - - - - 719 -
Approach EB WB NB
HCM Control Delay, s 0 3.7 9.1

HCM LOS A
Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 596 974 - - 1501 -
HCM Lane V/C Ratio 0.007 0.041 - - 0.061 -
HCM Control Delay (s) 11.1 8.9 - - 7.6 -
HCM Lane LOS B A - - A -
HCM 95th %tile Q(veh) 0 0.1 - - 0.2 -
HCM 6th TWSC
6: Mooney Boulevard & Pratt Road 11/18/2021
Opening Year Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 4
Intersection
Int Delay, s/veh 5.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 5 160 88 36 108 15
Future Vol, veh/h 5 160 88 36 108 15
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 80 80 80 80 80 80
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 6 200 110 45 135 19
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 410 145 154 0 - 0
Stage 1 145 - - - - -
Stage 2 265 - - - - -
Critical Hdwy 6.43 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 2.227 - - -
Pot Cap-1 Maneuver 596 900 1420 - - -
Stage 1 880 - - - - -
Stage 2 777 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 549 900 1420 - - -
Mov Cap-2 Maneuver 549 - - - - -
Stage 1 810 - - - - -
Stage 2 777 - - - - -
Approach EB NB SB
HCM Control Delay, s 10.3 5.5 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1420 - 883 - -
HCM Lane V/C Ratio 0.077 - 0.234 - -
HCM Control Delay (s) 7.7 0 10.3 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.3 - 0.9 - -
HCM 6th TWSC
7: Demaree Street & Riverway Drive 11/18/2021
Opening Year Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 5
Intersection
Int Delay, s/veh 1.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 10 54 18 293 276 5
Future Vol, veh/h 10 54 18 293 276 5
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 175 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 85 85 85 85 85 85
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 12 64 21 345 325 6
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 543 328 331 0 - 0
Stage 1 328 - - - - -
Stage 2 215 - - - - -
Critical Hdwy 6.645 6.245 4.145 - - -
Critical Hdwy Stg 1 5.445 - - - - -
Critical Hdwy Stg 2 5.845 - - - - -
Follow-up Hdwy 3.5285 3.3285 2.2285 - - -
Pot Cap-1 Maneuver 483 710 1220 - - -
Stage 1 726 - - - - -
Stage 2 798 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 475 710 1220 - - -
Mov Cap-2 Maneuver 475 - - - - -
Stage 1 714 - - - - -
Stage 2 798 - - - - -
Approach EB NB SB
HCM Control Delay, s 11.2 0.5 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1220 - 659 - -
HCM Lane V/C Ratio 0.017 - 0.114 - -
HCM Control Delay (s) 8 - 11.2 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.1 - 0.4 - -
HCM 6th TWSC
10: Demaree Street & Shannon Parkway 11/18/2021
Opening Year Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 6
Intersection
Int Delay, s/veh 3.6
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 151 34 277 79 17 315
Future Vol, veh/h 151 34 277 79 17 315
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 150 0 - - 100 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 168 38 308 88 19 350
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 565 198 0 0 396 0
Stage 1 352 - - - - -
Stage 2 213 - - - - -
Critical Hdwy 6.86 6.96 - - 4.16 -
Critical Hdwy Stg 1 5.86 - - - - -
Critical Hdwy Stg 2 5.86 - - - - -
Follow-up Hdwy 3.53 3.33 - - 2.23 -
Pot Cap-1 Maneuver 453 807 - - 1152 -
Stage 1 680 - - - - -
Stage 2 799 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 446 807 - - 1152 -
Mov Cap-2 Maneuver 446 - - - - -
Stage 1 680 - - - - -
Stage 2 786 - - - - -
Approach WB NB SB
HCM Control Delay, s 16.4 0 0.4

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 446 807 1152 -
HCM Lane V/C Ratio - - 0.376 0.047 0.016 -
HCM Control Delay (s) - - 17.9 9.7 8.2 -
HCM Lane LOS - - C A A -
HCM 95th %tile Q(veh) - - 1.7 0.1 0.1 -
HCM 6th AWSC
15: County Center Street & Riggin Avenue 11/18/2021
Opening Year Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 92
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 63 588 47 81 715 29 97 71 104 48 89 131 Future Vol, veh/h 63 588 47 81 715 29 97 71 104 48 89 131 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 68 632 51 87 769 31 104 76 112 52 96 141
Number of Lanes 1 2 0 1 2 0 1 1 0 1 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 3 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 2 3 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 3 3 3
HCM Control Delay 86.8 141.8 24.8 20.4

HCM LOS F F C C

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0%
Vol Thru, % 0% 41% 0% 100% 81% 0% 100% 89% 0% 100% 0%
Vol Right, % 0% 59% 0% 0% 19% 0% 0% 11% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 97 175 63 392 243 81 477 267 48 89 131 LT Vol 97 0 63 0 0 81 0 0 48 0 0
Through Vol 0 71 0 392 196 0 477 238 0 89 0
RT Vol 0 104 0 0 47 0 0 29 0 0 131
Lane Flow Rate 104 188 68 422 261 87 513 287 52 96 141
Geometry Grp 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.335 0.557 0.196 1.158 0.708 0.249 1.393 0.775 0.169 0.3 0.414 Departure Headway (Hd) 12.049 11.133 10.956 10.44 10.3 10.617 10.101 10.022 12.566 12.051 11.329 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 300 326 330 350 353 341 364 362 287 300 320
Service Time 9.749 8.833 8.656 8.14 8 8.317 7.801 7.722 10.266 9.751 9.029 HCM Lane V/C Ratio 0.347 0.577 0.206 1.206 0.739 0.255 1.409 0.793 0.181 0.32 0.441 HCM Control Delay 20.7 27 16.3 130.6 34.5 16.8 220.2 39.9 17.8 19.8 21.8 HCM Lane LOS C D C F D C F E C C C
HCM 95th-tile Q 1.4 3.2 0.7 16.1 5.2 1 25 6.3 0.6 1.2 2 HCM 6th AWSC
17: Giddings Street & Riggin Avenue 11/18/2021
Opening Year Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 289.9
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 82 617 49 40 547 42 52 159 43 81 128 157 Future Vol, veh/h 82 617 49 40 547 42 52 159 43 81 128 157 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 94 709 56 46 629 48 60 183 49 93 147 180
Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay 417.4 346.2 51.3 98.4

HCM LOS F F F F

Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 20% 100% 0% 100% 0% 22%
Vol Thru, % 63% 0% 93% 0% 93% 35%
Vol Right, % 17% 0% 7% 0% 7% 43%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 254 82 666 40 589 366
LT Vol 52 82 0 40 0 81
Through Vol 159 0 617 0 547 128
RT Vol 43 0 49 0 42 157
Lane Flow Rate 292 94 766 46 677 421
Geometry Grp 2 7 7 7 7 2
Degree of Util (X) 0.77 0.256 1.96 0.125 1.735 1.032
Departure Headway (Hd) 13.761 11.42 10.834 11.574 10.988 12.285 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 266 317 344 312 339 299
Service Time 11.761 9.12 8.534 9.274 8.688 10.285
HCM Lane V/C Ratio 1.098 0.297 2.227 0.147 1.997 1.408
HCM Control Delay 51.3 18 466.6 15.9 368.6 98.4
HCM Lane LOS F C F C F F
HCM 95th-tile Q 5.7 1 45.3 0.4 36 11.3
HCM 6th AWSC
18: Mooney Boulevard & Ferguson Avenue 11/18/2021
Opening Year Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Intersection Delay, s/veh 16.1
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 30 137 35 22 106 22 26 231 23 55 372 34 Future Vol, veh/h 30 137 35 22 106 22 26 231 23 55 372 34 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 34 157 40 25 122 25 30 266 26 63 428 39
Number of Lanes 1 1 0 1 1 1 1 1 1 1 2 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 2 3 3
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 3 2 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3 3 3 2
HCM Control Delay 15.2 13.1 18 16.2

HCM LOS C B C C

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 100% 0% 100% 0% 0% 100% 0% 0%
Vol Thru, % 0% 100% 0% 0% 80% 0% 100% 0% 0% 100% 78%
Vol Right, % 0% 0% 100% 0% 20% 0% 0% 100% 0% 0% 22%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 26 231 23 30 172 22 106 22 55 248 158 LT Vol 26 0 0 30 0 22 0 0 55 0 0
Through Vol 0 231 0 0 137 0 106 0 0 248 124
RT Vol 0 0 23 0 35 0 0 22 0 0 34
Lane Flow Rate 30 266 26 34 198 25 122 25 63 285 182
Geometry Grp 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.067 0.558 0.05 0.079 0.419 0.06 0.274 0.052 0.135 0.567 0.354 Departure Headway (Hd) 8.074 7.566 6.856 8.265 7.622 8.606 8.101 7.393 7.671 7.164 7.012 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 443 475 521 433 473 416 442 483 467 505 512
Service Time 5.829 5.321 4.611 6.019 5.377 6.369 5.863 5.155 5.42 4.913 4.761 HCM Lane V/C Ratio 0.068 0.56 0.05 0.079 0.419 0.06 0.276 0.052 0.135 0.564 0.355 HCM Control Delay 11.4 19.5 10 11.7 15.8 11.9 13.9 10.6 11.6 18.9 13.6 HCM Lane LOS B C A B C B B B B C B
HCM 95th-tile Q 0.2 3.4 0.2 0.3 2 0.2 1.1 0.2 0.5 3.5 1.6 HCM 6th Signalized Intersection Summary
9: Dinuba Boulevard & Riggin Avenue 11/18/2021
Opening Year Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 233 340 189 135 300 100 161 358 52 138 511 181 Future Volume (veh/h) 233 340 189 135 300 100 161 358 52 138 511 181 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 245 358 199 142 316 105 169 377 55 145 538 191 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 4 4 4 4 4 4
Cap, veh/h 290 696 311 179 474 212 248 1304 582 256 1312 585 Arrive On Green 0.16 0.20 0.20 0.10 0.13 0.13 0.07 0.37 0.37 0.08 0.38 0.38 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 3401 3497 1560 3401 3497 1560 Grp Volume(v), veh/h 245 358 199 142 316 105 169 377 55 145 538 191 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1700 1749 1560 1700 1749 1560 Q Serve(g_s), s 11.3 7.6 9.7 6.6 7.1 5.2 4.1 6.3 1.2 3.4 9.5 3.9 Cycle Q Clear(g_c), s 11.3 7.6 9.7 6.6 7.1 5.2 4.1 6.3 1.2 3.4 9.5 3.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 290 696 311 179 474 212 248 1304 582 256 1312 585 V/C Ratio(X) 0.84 0.51 0.64 0.79 0.67 0.50 0.68 0.29 0.09 0.57 0.41 0.33 Avail Cap(c_a), veh/h 543 1672 746 380 1348 601 394 1304 582 402 1312 585 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.9 30.0 30.9 36.8 34.4 33.6 37.9 18.5 6.9 37.4 19.3 5.3 Incr Delay (d2), s/veh 6.6 0.6 2.2 7.8 1.6 1.8 3.3 0.6 0.3 2.0 0.9 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.1 3.1 3.6 3.1 3.0 2.0 1.7 2.4 0.7 1.4 3.7 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.6 30.6 33.1 44.5 36.0 35.4 41.2 19.0 7.2 39.4 20.3 6.8 LnGrp LOS D C C D D D D B A D C A
Approach Vol, veh/h 802 563 601 874
Approach Delay, s/veh 34.3 38.1 24.2 20.5
Approach LOS C D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.6 36.5 13.8 21.8 11.4 36.7 19.0 16.6 Change Period (Y+Rc), s 5.3 5.3 5.3 5.3 5.3 5.3 5.3 5.3 Max Green Setting (Gmax), s 9.9 31.2 18.0 39.7 9.7 31.4 25.7 32.0 Max Q Clear Time (g_c+I1), s 5.4 8.3 8.6 11.7 6.1 11.5 13.3 9.1 Green Ext Time (p_c), s 0.2 2.4 0.2 2.8 0.2 3.8 0.5 2.1 Intersection Summary
HCM 6th Ctrl Delay 28.6
HCM 6th LOS C
HCM 6th Signalized Intersection Summary
14: Demaree Street & Riggin Avenue 11/18/2021
Opening Year Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 111 399 80 405 547 55 92 309 250 39 291 113 Future Volume (veh/h) 111 399 80 405 547 55 92 309 250 39 291 113 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 119 429 86 435 588 59 99 332 269 42 313 122 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 149 557 248 521 781 348 126 758 602 73 938 358 Arrive On Green 0.08 0.16 0.16 0.15 0.22 0.22 0.07 0.41 0.41 0.04 0.38 0.38 Sat Flow, veh/h 1767 3526 1572 3428 3526 1572 1767 1868 1483 1767 2494 953 Grp Volume(v), veh/h 119 429 86 435 588 59 99 313 288 42 219 216 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1714 1763 1572 1767 1763 1589 1767 1763 1684 Q Serve(g_s), s 6.6 11.7 4.9 12.4 15.7 3.0 5.5 12.9 13.2 2.3 8.9 9.2 Cycle Q Clear(g_c), s 6.6 11.7 4.9 12.4 15.7 3.0 5.5 12.9 13.2 2.3 8.9 9.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.93 1.00 0.57
Lane Grp Cap(c), veh/h 149 557 248 521 781 349 126 716 645 73 663 633 V/C Ratio(X) 0.80 0.77 0.35 0.83 0.75 0.17 0.79 0.44 0.45 0.58 0.33 0.34 Avail Cap(c_a), veh/h 313 905 404 723 1024 457 260 716 645 137 663 633 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.2 40.6 37.7 41.4 36.5 31.6 45.9 21.6 21.7 47.3 22.4 22.4 Incr Delay (d2), s/veh 9.3 2.3 0.8 6.0 2.3 0.2 10.3 1.9 2.2 7.0 1.3 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 5.0 1.9 5.4 6.7 1.1 2.7 5.3 4.9 1.1 3.7 3.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.5 42.9 38.5 47.4 38.8 31.9 56.2 23.5 23.9 54.3 23.7 23.9 LnGrp LOS D D D D D C E C C D C C
Approach Vol, veh/h 634 1082 700 477
Approach Delay, s/veh 44.4 41.9 28.3 26.5
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.3 47.0 21.1 22.1 13.4 44.0 14.7 28.5 Change Period (Y+Rc), s 6.2 6.2 5.8 6.2 6.2 6.2 6.2 * 6.2 Max Green Setting (Gmax), s 7.8 40.8 21.2 25.8 14.8 33.8 17.8 * 29 Max Q Clear Time (g_c+I1), s 4.3 15.2 14.4 13.7 7.5 11.2 8.6 17.7 Green Ext Time (p_c), s 0.0 3.4 0.9 2.2 0.1 2.2 0.2 2.9 Intersection Summary
HCM 6th Ctrl Delay 36.6
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
16: Mooney Boulevard & Riggin Avenue 11/18/2021
Opening Year Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 156 372 31 166 470 76 77 142 107 142 221 135 Future Volume (veh/h) 156 372 31 166 470 76 77 142 107 142 221 135 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 175 418 35 187 528 85 87 160 120 160 248 152 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 212 656 293 225 682 304 112 635 538 193 720 610 Arrive On Green 0.12 0.19 0.19 0.13 0.19 0.19 0.06 0.34 0.34 0.11 0.39 0.39 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 175 418 35 187 528 85 87 160 120 160 248 152 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 9.2 10.4 1.8 9.8 13.5 3.2 4.6 5.9 5.2 8.4 9.0 3.8 Cycle Q Clear(g_c), s 9.2 10.4 1.8 9.8 13.5 3.2 4.6 5.9 5.2 8.4 9.0 3.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 212 656 293 225 682 304 112 635 538 193 720 610 V/C Ratio(X) 0.83 0.64 0.12 0.83 0.77 0.28 0.78 0.25 0.22 0.83 0.34 0.25 Avail Cap(c_a), veh/h 412 1007 449 449 1081 482 271 635 538 252 720 610 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.0 35.8 32.3 40.6 36.4 16.9 43.9 22.6 22.3 41.6 20.6 7.4 Incr Delay (d2), s/veh 7.9 1.0 0.2 7.7 1.9 0.5 10.8 1.0 1.0 15.9 1.3 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.3 4.4 0.7 4.6 5.7 1.6 2.3 2.6 1.9 4.4 3.9 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.9 36.8 32.4 48.3 38.3 17.4 54.8 23.5 23.3 57.5 21.9 8.4 LnGrp LOS D D C D D B D C C E C A
Approach Vol, veh/h 628 800 367 560
Approach Delay, s/veh 39.9 38.5 30.8 28.4
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.8 38.0 17.9 23.5 11.4 42.4 17.2 24.2 Change Period (Y+Rc), s 5.4 5.4 5.8 5.8 5.4 5.4 5.8 5.8 Max Green Setting (Gmax), s 13.6 32.6 24.2 27.2 14.6 31.6 22.2 29.2 Max Q Clear Time (g_c+I1), s 10.4 7.9 11.8 12.4 6.6 11.0 11.2 15.5 Green Ext Time (p_c), s 0.1 1.2 0.4 2.2 0.1 1.7 0.3 2.9 Intersection Summary
HCM 6th Ctrl Delay 35.3
HCM 6th LOS D
HCM 6th Roundabout
8: Mooney Boulevard & Riverway Drive 11/18/2021
Opening Year Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 4.2
Intersection LOS A
Approach WB NB SB
Entry Lanes 1 2 1
Conflicting Circle Lanes 1 1 1
Adj Approach Flow, veh/h 42 151 306
Demand Flow Rate, veh/h 43 156 315
Vehicles Circulating, veh/h 138 40 16
Vehicles Exiting, veh/h 58 291 165
Ped Vol Crossing Leg, #/h 0 0 0
Ped Cap Adj 1.000 1.000 1.000
Approach Delay, s/veh 3.4 3.4 4.7
Approach LOS A A A
Lane Left Left Right Left
Designated Moves LR LT R LT
Assumed Moves LR LT R LT
RT Channelized
Lane Util 1.000 0.885 0.115 1.000
Follow-Up Headway, s 2.609 2.535 2.535 2.609
Critical Headway, s 4.976 4.544 4.544 4.976
Entry Flow, veh/h 43 138 18 315
Cap Entry Lane, veh/h 1199 1369 1369 1358
Entry HV Adj Factor 0.977 0.971 0.944 0.971
Flow Entry, veh/h 42 134 17 306
Cap Entry, veh/h 1171 1329 1293 1319
V/C Ratio 0.036 0.101 0.013 0.232
Control Delay, s/veh 3.4 3.5 2.9 4.7

LOS A A A A
95th %tile Queue, veh 0 0 0 1
HCM 6th Roundabout
11: County Center Street & Shannon Parkway 11/18/2021
Opening Year Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 5.7
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 211 320 231 191
Demand Flow Rate, veh/h 217 330 238 197
Vehicles Circulating, veh/h 281 193 190 327
Vehicles Exiting, veh/h 243 235 308 196
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 5.6 6.1 5.2 5.7
Approach LOS A A A A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 217 330 238 197
Cap Entry Lane, veh/h 1036 1133 1137 989
Entry HV Adj Factor 0.972 0.971 0.969 0.970
Flow Entry, veh/h 211 320 231 191
Cap Entry, veh/h 1007 1100 1101 959
V/C Ratio 0.209 0.291 0.209 0.199
Control Delay, s/veh 5.6 6.1 5.2 5.7

LOS A A A A
95th %tile Queue, veh 1 1 1 1
HCM 6th Roundabout
12: Mooney Boulevard & Shannon Parkway 11/18/2021
Opening Year Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Intersection Delay, s/veh 4.7
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 68 90 207 305
Demand Flow Rate, veh/h 70 93 214 313
Vehicles Circulating, veh/h 359 154 57 109
Vehicles Exiting, veh/h 63 117 372 138
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 4.6 3.8 4.2 5.3
Approach LOS A A A A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 70 93 214 313
Cap Entry Lane, veh/h 957 1179 1302 1235
Entry HV Adj Factor 0.968 0.969 0.968 0.973
Flow Entry, veh/h 68 90 207 305
Cap Entry, veh/h 926 1142 1260 1201
V/C Ratio 0.073 0.079 0.164 0.254
Control Delay, s/veh 4.6 3.8 4.2 5.3

LOS A A A A
95th %tile Queue, veh 0 0 1 1
HCM 6th Roundabout
13: Giddings Street & Shannon Parkway 11/18/2021
Opening Year Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 4
Intersection
Intersection Delay, s/veh 6.9
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 2 2 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 353 259 288 446
Demand Flow Rate, veh/h 363 267 297 459
Vehicles Circulating, veh/h 336 375 428 210
Vehicles Exiting, veh/h 333 350 271 432
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 6.5 5.1 7.9 7.7
Approach LOS A A A A
Lane Left Right Left Right Left Left
Designated Moves LT R LT R LTR LTR
Assumed Moves LT R LT R LTR LTR
RT Channelized
Lane Util 0.906 0.094 0.708 0.292 1.000 1.000
Follow-Up Headway, s 2.535 2.535 2.535 2.535 2.609 2.609 Critical Headway, s 4.544 4.544 4.544 4.544 4.976 4.976 Entry Flow, veh/h 329 34 189 78 297 459
Cap Entry Lane, veh/h 1046 1046 1009 1009 892 1114
Entry HV Adj Factor 0.972 0.971 0.969 0.974 0.970 0.971 Flow Entry, veh/h 320 33 183 76 288 446
Cap Entry, veh/h 1017 1015 978 984 865 1082
V/C Ratio 0.315 0.033 0.187 0.077 0.333 0.412
Control Delay, s/veh 6.7 3.8 5.5 4.4 7.9 7.7

LOS A A A A A A
95th %tile Queue, veh 1 0 1 0 1 2
HCM 6th TWSC
1: Demaree Street & Avenue 320 11/18/2021
Opening Year Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Int Delay, s/veh 3.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 50 107 39 252 262 31
Future Vol, veh/h 50 107 39 252 262 31
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 56 119 43 280 291 34
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 674 308 325 0 - 0
Stage 1 308 - - - - -
Stage 2 366 - - - - -
Critical Hdwy 6.43 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 2.227 - - -
Pot Cap-1 Maneuver 418 730 1229 - - -
Stage 1 743 - - - - -
Stage 2 699 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 401 730 1229 - - -
Mov Cap-2 Maneuver 401 - - - - -
Stage 1 713 - - - - -
Stage 2 699 - - - - -
Approach EB NB SB
HCM Control Delay, s 13.9 1.1 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1229 - 579 - -
HCM Lane V/C Ratio 0.035 - 0.301 - -
HCM Control Delay (s) 8 0 13.9 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.1 - 1.3 - -
HCM 6th TWSC
4: Demaree Street & Pratt Road 11/18/2021
Opening Year Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Int Delay, s/veh 1.6
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 21 35 241 38 55 289
Future Vol, veh/h 21 35 241 38 55 289
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 200 0 - 0 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 89 89 89 89 89 89
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 24 39 271 43 62 325
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 720 271 0 0 314 0
Stage 1 271 - - - - -
Stage 2 449 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 393 765 - - 1241 -
Stage 1 772 - - - - -
Stage 2 641 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 369 765 - - 1241 -
Mov Cap-2 Maneuver 369 - - - - -
Stage 1 772 - - - - -
Stage 2 602 - - - - -
Approach WB NB SB
HCM Control Delay, s 12 0 1.3

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 369 765 1241 -
HCM Lane V/C Ratio - - 0.064 0.051 0.05 -
HCM Control Delay (s) - - 15.4 10 8.1 0
HCM Lane LOS - - C B A A
HCM 95th %tile Q(veh) - - 0.2 0.2 0.2 -
HCM 6th TWSC
5: County Center Street & Pratt Road 11/18/2021
Opening Year Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Int Delay, s/veh 4.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 78 15 59 99 27 100
Future Vol, veh/h 78 15 59 99 27 100
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 125 - 0 225
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 83 83 83 83 83 83
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 94 18 71 119 33 120
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 112 0 364 103
Stage 1 - - - - 103 -
Stage 2 - - - - 261 -
Critical Hdwy - - 4.13 - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy - - 2.227 - 3.527 3.327
Pot Cap-1 Maneuver - - 1471 - 633 949
Stage 1 - - - - 919 -
Stage 2 - - - - 780 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1471 - 603 949
Mov Cap-2 Maneuver - - - - 603 -
Stage 1 - - - - 919 -
Stage 2 - - - - 743 -
Approach EB WB NB
HCM Control Delay, s 0 2.8 9.7

HCM LOS A
Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 603 949 - - 1471 -
HCM Lane V/C Ratio 0.054 0.127 - - 0.048 -
HCM Control Delay (s) 11.3 9.3 - - 7.6 -
HCM Lane LOS B A - - A -
HCM 95th %tile Q(veh) 0.2 0.4 - - 0.2 -
HCM 6th TWSC
6: Mooney Boulevard & Pratt Road 11/18/2021
Opening Year Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 4
Intersection
Int Delay, s/veh 6.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 17 169 181 121 71 10
Future Vol, veh/h 17 169 181 121 71 10
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 81 81 81 81 81 81
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 21 209 223 149 88 12
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 689 94 100 0 - 0
Stage 1 94 - - - - -
Stage 2 595 - - - - -
Critical Hdwy 6.43 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 2.227 - - -
Pot Cap-1 Maneuver 410 960 1486 - - -
Stage 1 927 - - - - -
Stage 2 549 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 343 960 1486 - - -
Mov Cap-2 Maneuver 343 - - - - -
Stage 1 775 - - - - -
Stage 2 549 - - - - -
Approach EB NB SB
HCM Control Delay, s 11 4.7 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1486 - 824 - -
HCM Lane V/C Ratio 0.15 - 0.279 - -
HCM Control Delay (s) 7.9 0 11 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.5 - 1.1 - -
HCM 6th TWSC
7: Demaree Street & Riverway Drive 11/18/2021
Opening Year Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 5
Intersection
Int Delay, s/veh 1.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 9 28 39 272 295 11
Future Vol, veh/h 9 28 39 272 295 11
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 175 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 86 86 86 86 86 86
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 10 33 45 316 343 13
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 598 350 356 0 - 0
Stage 1 350 - - - - -
Stage 2 248 - - - - -
Critical Hdwy 6.645 6.245 4.145 - - -
Critical Hdwy Stg 1 5.445 - - - - -
Critical Hdwy Stg 2 5.845 - - - - -
Follow-up Hdwy 3.5285 3.3285 2.2285 - - -
Pot Cap-1 Maneuver 447 690 1195 - - -
Stage 1 710 - - - - -
Stage 2 768 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 430 690 1195 - - -
Mov Cap-2 Maneuver 430 - - - - -
Stage 1 683 - - - - -
Stage 2 768 - - - - -
Approach EB NB SB
HCM Control Delay, s 11.4 1 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1195 - 602 - -
HCM Lane V/C Ratio 0.038 - 0.071 - -
HCM Control Delay (s) 8.1 - 11.4 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.1 - 0.2 - -
HCM 6th TWSC
10: Demaree Street & Shannon Parkway 11/18/2021
Opening Year Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 6
Intersection
Int Delay, s/veh 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 84 10 293 121 18 309
Future Vol, veh/h 84 10 293 121 18 309
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 150 0 - - 100 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 85 85 85 85 85 85
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 99 12 345 142 21 364
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 640 244 0 0 487 0
Stage 1 416 - - - - -
Stage 2 224 - - - - -
Critical Hdwy 6.86 6.96 - - 4.16 -
Critical Hdwy Stg 1 5.86 - - - - -
Critical Hdwy Stg 2 5.86 - - - - -
Follow-up Hdwy 3.53 3.33 - - 2.23 -
Pot Cap-1 Maneuver 406 753 - - 1065 -
Stage 1 631 - - - - -
Stage 2 789 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 398 753 - - 1065 -
Mov Cap-2 Maneuver 398 - - - - -
Stage 1 631 - - - - -
Stage 2 773 - - - - -
Approach WB NB SB
HCM Control Delay, s 16.2 0 0.5

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 398 753 1065 -
HCM Lane V/C Ratio - - 0.248 0.016 0.02 -
HCM Control Delay (s) - - 17 9.9 8.4 -
HCM Lane LOS - - C A A -
HCM 95th %tile Q(veh) - - 1 0 0.1 -
HCM 6th AWSC
15: County Center Street & Riggin Avenue 11/18/2021
Opening Year Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 138
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 126 858 69 103 633 41 53 74 65 39 57 81 Future Vol, veh/h 126 858 69 103 633 41 53 74 65 39 57 81 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 142 964 78 116 711 46 60 83 73 44 64 91
Number of Lanes 1 2 0 1 2 0 1 1 0 1 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 3 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 2 3 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 3 3 3
HCM Control Delay 205.1 102.6 23.6 18.9

HCM LOS F F C C

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0%
Vol Thru, % 0% 53% 0% 100% 81% 0% 100% 84% 0% 100% 0%
Vol Right, % 0% 47% 0% 0% 19% 0% 0% 16% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 53 139 126 572 355 103 422 252 39 57 81 LT Vol 53 0 126 0 0 103 0 0 39 0 0
Through Vol 0 74 0 572 286 0 422 211 0 57 0
RT Vol 0 65 0 0 69 0 0 41 0 0 81
Lane Flow Rate 60 156 142 643 399 116 474 283 44 64 91
Geometry Grp 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.196 0.48 0.382 1.644 1.005 0.321 1.249 0.737 0.147 0.206 0.275 Departure Headway (Hd) 12.886 12.059 10.06 9.548 9.408 10.635 10.123 10.006 13.33 12.817 12.098 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 280 301 360 386 387 340 365 365 271 282 299
Service Time 10.586 9.759 7.76 7.248 7.108 8.335 7.823 7.706 11.03 10.517 9.798 HCM Lane V/C Ratio 0.214 0.518 0.394 1.666 1.031 0.341 1.299 0.775 0.162 0.227 0.304 HCM Control Delay 18.7 25.4 18.8 324.7 78.5 18.3 162.8 36.1 18.3 18.8 19.3 HCM Lane LOS C D C F F C F E C C C
HCM 95th-tile Q 0.7 2.5 1.7 36.7 12.1 1.4 19.6 5.7 0.5 0.8 1.1 HCM 6th AWSC
17: Giddings Street & Riggin Avenue 11/18/2021
Opening Year Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 212.9
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 170 749 38 44 702 63 37 57 46 47 41 96 Future Vol, veh/h 170 749 38 44 702 63 37 57 46 47 41 96 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 177 780 40 46 731 66 39 59 48 49 43 100
Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay 236.4 263.3 17.2 18.3

HCM LOS F F C C

Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 26% 100% 0% 100% 0% 26%
Vol Thru, % 41% 0% 95% 0% 92% 22%
Vol Right, % 33% 0% 5% 0% 8% 52%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 140 170 787 44 765 184
LT Vol 37 170 0 44 0 47
Through Vol 57 0 749 0 702 41
RT Vol 46 0 38 0 63 96
Lane Flow Rate 146 177 820 46 797 192
Geometry Grp 2 7 7 7 7 2
Degree of Util (X) 0.321 0.364 1.565 0.096 1.55 0.405
Departure Headway (Hd) 9.662 8.143 7.592 8.235 7.66 9.197 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 375 444 484 438 478 395
Service Time 7.662 5.843 5.292 5.935 5.36 7.197
HCM Lane V/C Ratio 0.389 0.399 1.694 0.105 1.667 0.486
HCM Control Delay 17.2 15.4 284.1 11.8 277.8 18.3
HCM Lane LOS C C F B F C
HCM 95th-tile Q 1.4 1.6 40.4 0.3 39.3 1.9
HCM 6th AWSC
18: Mooney Boulevard & Ferguson Avenue 11/18/2021
Opening Year Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Intersection Delay, s/veh 127.7
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 64 243 42 46 237 70 80 532 114 75 424 56 Future Vol, veh/h 64 243 42 46 237 70 80 532 114 75 424 56 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 70 264 46 50 258 76 87 578 124 82 461 61
Number of Lanes 1 1 0 1 1 1 1 1 1 1 2 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 2 3 3
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 3 2 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3 3 3 2
HCM Control Delay 56.6 38.6 268 45.4

HCM LOS F E F E

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 100% 0% 100% 0% 0% 100% 0% 0%
Vol Thru, % 0% 100% 0% 0% 85% 0% 100% 0% 0% 100% 72%
Vol Right, % 0% 0% 100% 0% 15% 0% 0% 100% 0% 0% 28%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 80 532 114 64 285 46 237 70 75 283 197 LT Vol 80 0 0 64 0 46 0 0 75 0 0
Through Vol 0 532 0 0 243 0 237 0 0 283 141
RT Vol 0 0 114 0 42 0 0 70 0 0 56
Lane Flow Rate 87 578 124 70 310 50 258 76 82 307 214
Geometry Grp 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.27 1.715 0.342 0.215 0.908 0.16 0.788 0.218 0.248 0.892 0.611 Departure Headway (Hd) 11.195 10.674 9.946 12.144 11.541 12.82 12.299 11.57 12.191 11.666 11.457 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 321 341 361 298 316 282 296 312 297 313 317
Service Time 8.968 8.448 7.719 9.844 9.241 10.52 9.999 9.27 9.891 9.366 9.157 HCM Lane V/C Ratio 0.271 1.695 0.343 0.235 0.981 0.177 0.872 0.244 0.276 0.981 0.675 HCM Control Delay 18.1 359.2 17.8 18.1 65.3 17.9 48.8 17.5 18.9 62.7 30.6 HCM Lane LOS C F C C F C E C C F D
HCM 95th-tile Q 1.1 35.9 1.5 0.8 8.7 0.6 6.2 0.8 1 8.3 3.8 HCM 6th Signalized Intersection Summary
9: Dinuba Boulevard & Riggin Avenue 11/18/2021
Opening Year Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 410 317 115 247 401 162 240 773 60 164 484 196 Future Volume (veh/h) 410 317 115 247 401 162 240 773 60 164 484 196 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 432 334 121 260 422 171 253 814 63 173 509 206 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 4 4 4 4 4 4
Cap, veh/h 462 904 403 294 569 254 255 1051 469 238 1034 461 Arrive On Green 0.26 0.26 0.26 0.17 0.16 0.16 0.07 0.30 0.30 0.07 0.30 0.30 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 3401 3497 1560 3401 3497 1560 Grp Volume(v), veh/h 432 334 121 260 422 171 253 814 63 173 509 206 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1700 1749 1560 1700 1749 1560 Q Serve(g_s), s 24.6 8.0 6.4 14.8 11.7 8.3 7.6 21.8 1.9 5.1 12.3 11.0 Cycle Q Clear(g_c), s 24.6 8.0 6.4 14.8 11.7 8.3 7.6 21.8 1.9 5.1 12.3 11.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 462 904 403 294 569 254 255 1051 469 238 1034 461 V/C Ratio(X) 0.93 0.37 0.30 0.88 0.74 0.67 0.99 0.77 0.13 0.73 0.49 0.45 Avail Cap(c_a), veh/h 493 1310 584 387 1098 490 255 1051 469 238 1034 461 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.1 31.4 30.8 41.9 41.0 25.5 47.5 32.8 9.9 46.8 29.8 29.4 Incr Delay (d2), s/veh 24.4 0.3 0.4 17.0 1.9 3.1 54.3 5.6 0.6 10.5 1.7 3.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 13.2 3.3 2.4 7.6 5.0 3.2 5.0 9.5 1.1 2.4 5.2 4.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.5 31.6 31.2 58.8 43.0 28.6 101.9 38.3 10.5 57.4 31.5 32.5 LnGrp LOS E C C E D C F D B E C C
Approach Vol, veh/h 887 853 1130 888
Approach Delay, s/veh 46.1 44.9 51.0 36.8
Approach LOS D D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.5 36.2 22.4 31.7 13.0 35.7 32.2 21.9 Change Period (Y+Rc), s 5.3 5.3 5.3 5.3 5.3 5.3 5.3 5.3 Max Green Setting (Gmax), s 7.2 30.9 22.5 38.2 7.7 30.4 28.7 32.0 Max Q Clear Time (g_c+I1), s 7.1 23.8 16.8 10.0 9.6 14.3 26.6 13.7 Green Ext Time (p_c), s 0.0 3.0 0.4 2.4 0.0 3.4 0.3 2.9 Intersection Summary
HCM 6th Ctrl Delay 45.1
HCM 6th LOS D
HCM 6th Signalized Intersection Summary
14: Demaree Street & Riggin Avenue 11/18/2021
Opening Year Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 144 573 86 432 385 48 78 367 437 50 275 69 Future Volume (veh/h) 144 573 86 432 385 48 78 367 437 50 275 69 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 153 610 91 460 410 51 83 390 465 53 293 73 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 185 739 329 545 915 408 106 619 552 80 943 231 Arrive On Green 0.10 0.21 0.21 0.16 0.26 0.26 0.06 0.35 0.35 0.05 0.34 0.34 Sat Flow, veh/h 1767 3526 1572 3428 3526 1572 1767 1763 1572 1767 2807 688 Grp Volume(v), veh/h 153 610 91 460 410 51 83 390 465 53 182 184 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1714 1763 1572 1767 1763 1572 1767 1763 1732 Q Serve(g_s), s 8.8 17.1 5.0 13.5 10.1 2.6 4.8 19.1 28.3 3.1 7.9 8.2 Cycle Q Clear(g_c), s 8.8 17.1 5.0 13.5 10.1 2.6 4.8 19.1 28.3 3.1 7.9 8.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.40
Lane Grp Cap(c), veh/h 185 739 329 545 915 408 106 619 552 80 593 582 V/C Ratio(X) 0.83 0.83 0.28 0.84 0.45 0.12 0.78 0.63 0.84 0.66 0.31 0.32 Avail Cap(c_a), veh/h 320 945 422 734 1061 473 218 619 552 157 593 582 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.5 39.2 34.4 42.4 32.2 29.4 48.0 28.0 31.0 48.7 25.5 25.6 Incr Delay (d2), s/veh 8.9 4.8 0.4 6.8 0.3 0.1 11.6 4.8 14.5 9.0 1.3 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.1 7.5 1.9 6.0 4.2 1.0 2.4 8.3 12.1 1.5 3.3 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.4 44.0 34.8 49.2 32.5 29.5 59.7 32.9 45.5 57.7 26.8 27.0 LnGrp LOS D D C D C C E C D E C C
Approach Vol, veh/h 854 921 938 419
Approach Delay, s/veh 44.9 40.7 41.5 30.8
Approach LOS D D D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.9 42.6 22.3 27.9 12.4 41.1 17.1 33.1 Change Period (Y+Rc), s 6.2 6.2 5.8 6.2 6.2 6.2 6.2 * 6.2 Max Green Setting (Gmax), s 9.2 36.4 22.2 27.8 12.8 32.8 18.8 * 31 Max Q Clear Time (g_c+I1), s 5.1 30.3 15.5 19.1 6.8 10.2 10.8 12.1 Green Ext Time (p_c), s 0.0 2.6 1.0 2.6 0.1 1.8 0.2 2.4 Intersection Summary
HCM 6th Ctrl Delay 40.7
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
16: Mooney Boulevard & Riggin Avenue 11/18/2021
Opening Year Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 204 777 106 241 640 161 103 315 214 126 219 107 Future Volume (veh/h) 204 777 106 241 640 161 103 315 214 126 219 107 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 215 818 112 254 674 169 108 332 225 133 231 113 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 246 938 419 286 1017 454 134 543 460 138 547 464 Arrive On Green 0.14 0.27 0.27 0.16 0.29 0.29 0.08 0.29 0.29 0.08 0.29 0.29 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 215 818 112 254 674 169 108 332 225 133 231 113 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 13.3 24.6 4.8 15.6 18.7 7.1 6.7 17.1 13.1 8.3 11.1 6.1 Cycle Q Clear(g_c), s 13.3 24.6 4.8 15.6 18.7 7.1 6.7 17.1 13.1 8.3 11.1 6.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 246 938 419 286 1017 454 134 543 460 138 547 464 V/C Ratio(X) 0.87 0.87 0.27 0.89 0.66 0.37 0.81 0.61 0.49 0.96 0.42 0.24 Avail Cap(c_a), veh/h 323 1053 470 369 1145 511 184 543 460 138 547 464 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.9 39.0 18.6 45.6 34.8 17.7 50.6 33.9 32.5 51.1 31.6 29.8 Incr Delay (d2), s/veh 18.2 7.5 0.3 18.8 1.2 0.5 16.4 5.1 3.7 64.6 2.4 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.9 11.1 2.3 8.1 7.8 3.4 3.5 8.2 5.3 6.1 5.2 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 65.1 46.5 18.9 64.4 36.0 18.2 67.0 39.0 36.2 115.7 34.0 31.0 LnGrp LOS E D B E D B E D D F C C
Approach Vol, veh/h 1145 1097 665 477
Approach Delay, s/veh 47.3 39.8 42.6 56.0
Approach LOS D D D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 14.1 37.9 23.8 35.4 13.8 38.2 21.3 37.9 Change Period (Y+Rc), s 5.4 5.4 5.8 5.8 5.4 5.4 5.8 5.8 Max Green Setting (Gmax), s 8.7 32.5 23.2 33.2 11.6 29.6 20.3 36.1 Max Q Clear Time (g_c+I1), s 10.3 19.1 17.6 26.6 8.7 13.1 15.3 20.7 Green Ext Time (p_c), s 0.0 2.2 0.3 2.9 0.1 1.4 0.3 4.2 Intersection Summary
HCM 6th Ctrl Delay 45.2
HCM 6th LOS D
HCM 6th Roundabout
8: Mooney Boulevard & Riverway Drive 11/18/2021
Opening Year Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 4.5
Intersection LOS A
Approach WB NB SB
Entry Lanes 1 2 1
Conflicting Circle Lanes 1 1 1
Adj Approach Flow, veh/h 76 331 240
Demand Flow Rate, veh/h 78 341 247
Vehicles Circulating, veh/h 316 48 31
Vehicles Exiting, veh/h 73 230 363
Ped Vol Crossing Leg, #/h 0 0 0
Ped Cap Adj 1.000 1.000 1.000
Approach Delay, s/veh 4.4 4.6 4.3
Approach LOS A A A
Lane Left Left Right Left
Designated Moves LR LT R LT
Assumed Moves LR LT R LT
RT Channelized
Lane Util 1.000 0.927 0.073 1.000
Follow-Up Headway, s 2.609 2.535 2.535 2.609
Critical Headway, s 4.976 4.544 4.544 4.976
Entry Flow, veh/h 78 316 25 247
Cap Entry Lane, veh/h 1000 1359 1359 1337
Entry HV Adj Factor 0.974 0.971 0.960 0.972
Flow Entry, veh/h 76 307 24 240
Cap Entry, veh/h 974 1320 1305 1300
V/C Ratio 0.078 0.232 0.018 0.185
Control Delay, s/veh 4.4 4.7 2.9 4.3

LOS A A A A
95th %tile Queue, veh 0 1 0 1
HCM 6th Roundabout
11: County Center Street & Shannon Parkway 11/18/2021
Opening Year Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 4.0
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 117 119 167 93
Demand Flow Rate, veh/h 120 123 172 95
Vehicles Circulating, veh/h 116 160 110 130
Vehicles Exiting, veh/h 109 122 126 153
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 3.8 4.1 4.2 3.7
Approach LOS A A A A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 120 123 172 95
Cap Entry Lane, veh/h 1226 1172 1233 1209
Entry HV Adj Factor 0.978 0.971 0.972 0.975
Flow Entry, veh/h 117 119 167 93
Cap Entry, veh/h 1199 1138 1199 1178
V/C Ratio 0.098 0.105 0.139 0.079
Control Delay, s/veh 3.8 4.1 4.2 3.7

LOS A A A A
95th %tile Queue, veh 0 0 0 0
HCM 6th Roundabout
12: Mooney Boulevard & Shannon Parkway 11/18/2021
Opening Year Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Intersection Delay, s/veh 6.2
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 101 193 464 288
Demand Flow Rate, veh/h 104 199 478 296
Vehicles Circulating, veh/h 358 401 94 199
Vehicles Exiting, veh/h 137 171 368 401
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 4.9 6.2 6.7 5.8
Approach LOS A A A A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 104 199 478 296
Cap Entry Lane, veh/h 958 917 1254 1126
Entry HV Adj Factor 0.973 0.972 0.972 0.972
Flow Entry, veh/h 101 193 464 288
Cap Entry, veh/h 932 891 1218 1094
V/C Ratio 0.109 0.217 0.381 0.263
Control Delay, s/veh 4.9 6.2 6.7 5.8

LOS A A A A
95th %tile Queue, veh 0 1 2 1
HCM 6th Roundabout
13: Giddings Street & Shannon Parkway 11/18/2021
Opening Year Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 4
Intersection
Intersection Delay, s/veh 4.3
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 2 2 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 242 240 115 72
Demand Flow Rate, veh/h 249 247 118 74
Vehicles Circulating, veh/h 87 95 246 242
Vehicles Exiting, veh/h 229 269 90 100
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 4.3 4.2 4.4 4.0
Approach LOS A A A A
Lane Left Right Left Right Left Left
Designated Moves LT R LT R LTR LTR
Assumed Moves LT R LT R LTR LTR
RT Channelized
Lane Util 0.948 0.052 0.923 0.077 1.000 1.000
Follow-Up Headway, s 2.535 2.535 2.535 2.535 2.609 2.609 Critical Headway, s 4.544 4.544 4.544 4.544 4.976 4.976 Entry Flow, veh/h 236 13 228 19 118 74
Cap Entry Lane, veh/h 1312 1312 1302 1302 1074 1078
Entry HV Adj Factor 0.970 1.000 0.972 0.947 0.971 0.974 Flow Entry, veh/h 229 13 222 18 115 72
Cap Entry, veh/h 1273 1312 1266 1234 1042 1050
V/C Ratio 0.180 0.010 0.175 0.015 0.110 0.069
Control Delay, s/veh 4.3 2.8 4.3 3.0 4.4 4.0

LOS A A A A A A
95th %tile Queue, veh 1 0 1 0 0 0
5-YEAR HORIZON CONDITIONS
HCM 6th TWSC
1: Demaree Street & Avenue 320 11/18/2021
5-Year Horizon Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Int Delay, s/veh 1.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 24 35 51 248 184 46
Future Vol, veh/h 24 35 51 248 184 46
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 27 40 58 282 209 52
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 633 235 261 0 - 0
Stage 1 235 - - - - -
Stage 2 398 - - - - -
Critical Hdwy 6.43 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 2.227 - - -
Pot Cap-1 Maneuver 442 802 1298 - - -
Stage 1 802 - - - - -
Stage 2 676 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 419 802 1298 - - -
Mov Cap-2 Maneuver 419 - - - - -
Stage 1 759 - - - - -
Stage 2 676 - - - - -
Approach EB NB SB
HCM Control Delay, s 11.9 1.3 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1298 - 585 - -
HCM Lane V/C Ratio 0.045 - 0.115 - -
HCM Control Delay (s) 7.9 0 11.9 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.1 - 0.4 - -
HCM 6th TWSC
4: Demaree Street & Pratt Road 11/18/2021
5-Year Horizon Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Int Delay, s/veh 3.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 58 116 298 30 39 240
Future Vol, veh/h 58 116 298 30 39 240
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 200 0 - 0 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 89 89 89 89 89 89
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 65 130 335 34 44 270
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 693 335 0 0 369 0
Stage 1 335 - - - - -
Stage 2 358 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 408 705 - - 1184 -
Stage 1 722 - - - - -
Stage 2 705 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 390 705 - - 1184 -
Mov Cap-2 Maneuver 390 - - - - -
Stage 1 722 - - - - -
Stage 2 674 - - - - -
Approach WB NB SB
HCM Control Delay, s 12.9 0 1.1

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 390 705 1184 -
HCM Lane V/C Ratio - - 0.167 0.185 0.037 -
HCM Control Delay (s) - - 16.1 11.3 8.2 0
HCM Lane LOS - - C B A A
HCM 95th %tile Q(veh) - - 0.6 0.7 0.1 -
HCM 6th TWSC
5: County Center Street & Pratt Road 11/18/2021
5-Year Horizon Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Int Delay, s/veh 0.8
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 73 10 2 82 5 10
Future Vol, veh/h 73 10 2 82 5 10
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 125 - 0 225
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 81 11 2 91 6 11
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 92 0 182 87
Stage 1 - - - - 87 -
Stage 2 - - - - 95 -
Critical Hdwy - - 4.13 - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy - - 2.227 - 3.527 3.327
Pot Cap-1 Maneuver - - 1496 - 805 969
Stage 1 - - - - 934 -
Stage 2 - - - - 926 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1496 - 804 969
Mov Cap-2 Maneuver - - - - 804 -
Stage 1 - - - - 934 -
Stage 2 - - - - 925 -
Approach EB WB NB
HCM Control Delay, s 0 0.2 9

HCM LOS A
Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 804 969 - - 1496 -
HCM Lane V/C Ratio 0.007 0.011 - - 0.001 -
HCM Control Delay (s) 9.5 8.8 - - 7.4 -
HCM Lane LOS A A - - A -
HCM 95th %tile Q(veh) 0 0 - - 0 -
HCM 6th TWSC
6: Mooney Boulevard & Pratt Road 11/18/2021
5-Year Horizon Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 4
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 57 57 0 0 0
Future Vol, veh/h 0 57 57 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 2 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 80 80 80 80 80 80
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 71 71 0 0 0
Major/Minor Major1 Minor2
Conflicting Flow All 0 0 142 0
Stage 1 - - 0 -
Stage 2 - - 142 -
Critical Hdwy 4.13 - 6.53 6.23
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - 5.53 -
Follow-up Hdwy 2.227 - 4.027 3.327
Pot Cap-1 Maneuver - - 747 -
Stage 1 - - - -
Stage 2 - - 777 -
Platoon blocked, % -
Mov Cap-1 Maneuver - - 0 -
Mov Cap-2 Maneuver - - 0 -
Stage 1 - - 0 -
Stage 2 - - 0 -
Approach NB SB
HCM Control Delay, s 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT SBLn1
Capacity (veh/h) - - -
HCM Lane V/C Ratio - - -
HCM Control Delay (s) - - 0
HCM Lane LOS - - A
HCM 95th %tile Q(veh) - - -
HCM 6th TWSC
7: Demaree Street & Riverway Drive 11/18/2021
5-Year Horizon Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 5
Intersection
Int Delay, s/veh 1.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 10 60 19 321 303 2
Future Vol, veh/h 10 60 19 321 303 2
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 175 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 85 85 85 85 85 85
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 12 71 22 378 356 2
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 590 357 358 0 - 0
Stage 1 357 - - - - -
Stage 2 233 - - - - -
Critical Hdwy 6.645 6.245 4.145 - - -
Critical Hdwy Stg 1 5.445 - - - - -
Critical Hdwy Stg 2 5.845 - - - - -
Follow-up Hdwy 3.5285 3.3285 2.2285 - - -
Pot Cap-1 Maneuver 452 684 1193 - - -
Stage 1 705 - - - - -
Stage 2 782 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 444 684 1193 - - -
Mov Cap-2 Maneuver 444 - - - - -
Stage 1 692 - - - - -
Stage 2 782 - - - - -
Approach EB NB SB
HCM Control Delay, s 11.5 0.5 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1193 - 635 - -
HCM Lane V/C Ratio 0.019 - 0.13 - -
HCM Control Delay (s) 8.1 - 11.5 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.1 - 0.4 - -
HCM 6th TWSC
10: Demaree Street & Shannon Parkway 11/18/2021
5-Year Horizon Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 6
Intersection
Int Delay, s/veh 4.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 166 37 305 87 18 347
Future Vol, veh/h 166 37 305 87 18 347
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 150 0 - - 100 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 184 41 339 97 20 386
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 621 218 0 0 436 0
Stage 1 388 - - - - -
Stage 2 233 - - - - -
Critical Hdwy 6.86 6.96 - - 4.16 -
Critical Hdwy Stg 1 5.86 - - - - -
Critical Hdwy Stg 2 5.86 - - - - -
Follow-up Hdwy 3.53 3.33 - - 2.23 -
Pot Cap-1 Maneuver 417 783 - - 1113 -
Stage 1 652 - - - - -
Stage 2 781 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 409 783 - - 1113 -
Mov Cap-2 Maneuver 409 - - - - -
Stage 1 652 - - - - -
Stage 2 767 - - - - -
Approach WB NB SB
HCM Control Delay, s 18.8 0 0.4

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 409 783 1113 -
HCM Lane V/C Ratio - - 0.451 0.053 0.018 -
HCM Control Delay (s) - - 20.8 9.9 8.3 -
HCM Lane LOS - - C A A -
HCM 95th %tile Q(veh) - - 2.3 0.2 0.1 -
HCM 6th AWSC
8: Mooney Boulevard & Riverway Drive 11/18/2021
5-Year Horizon Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 7.5
Intersection LOS A
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 16 24 53 17 30 27
Future Vol, veh/h 16 24 53 17 30 27
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 18 27 60 19 34 31
Number of Lanes 1 0 1 1 0 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 2
Conflicting Approach Left NB WB
Conflicting Lanes Left 2 0 1
Conflicting Approach Right SB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay 7.2 7.6 7.7

HCM LOS A A A

Lane NBLn1 NBLn2 WBLn1 SBLn1
Vol Left, % 0% 0% 40% 53%
Vol Thru, % 100% 0% 0% 47%
Vol Right, % 0% 100% 60% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 53 17 40 57
LT Vol 0 0 16 30
Through Vol 53 0 0 27
RT Vol 0 17 24 0
Lane Flow Rate 60 19 45 65
Geometry Grp 7 7 2 5
Degree of Util (X) 0.078 0.021 0.049 0.077
Departure Headway (Hd) 4.663 3.962 3.915 4.295
Convergence, Y/N Yes Yes Yes Yes
Cap 768 902 900 831
Service Time 2.392 1.691 2.002 2.336
HCM Lane V/C Ratio 0.078 0.021 0.05 0.078
HCM Control Delay 7.8 6.8 7.2 7.7
HCM Lane LOS A A A A
HCM 95th-tile Q 0.3 0.1 0.2 0.2
HCM 6th AWSC
15: County Center Street & Riggin Avenue 11/18/2021
5-Year Horizon Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 91.4
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 43 617 52 89 721 32 107 77 114 53 91 63 Future Vol, veh/h 43 617 52 89 721 32 107 77 114 53 91 63 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 46 663 56 96 775 34 115 83 123 57 98 68
Number of Lanes 1 2 0 1 2 0 1 1 0 1 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 3 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 2 3 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 3 3 3
HCM Control Delay 93.5 131 25.4 18.5

HCM LOS F F D C

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0%
Vol Thru, % 0% 40% 0% 100% 80% 0% 100% 88% 0% 100% 0%
Vol Right, % 0% 60% 0% 0% 20% 0% 0% 12% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 107 191 43 411 258 89 481 272 53 91 63 LT Vol 107 0 43 0 0 89 0 0 53 0 0
Through Vol 0 77 0 411 206 0 481 240 0 91 0
RT Vol 0 114 0 0 52 0 0 32 0 0 63
Lane Flow Rate 115 205 46 442 277 96 517 293 57 98 68
Geometry Grp 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.358 0.588 0.13 1.182 0.73 0.265 1.358 0.763 0.186 0.305 0.198 Departure Headway (Hd) 11.763 10.845 10.69 10.175 10.03 10.356 9.841 9.756 12.585 12.069 11.347 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 308 335 338 358 363 349 372 375 287 299 318
Service Time 9.463 8.545 8.39 7.875 7.73 8.056 7.541 7.456 10.285 9.769 9.047 HCM Lane V/C Ratio 0.373 0.612 0.136 1.235 0.763 0.275 1.39 0.781 0.199 0.328 0.214 HCM Control Delay 20.9 27.9 15 138 35.6 16.7 204.9 37.8 18.1 20 16.8 HCM Lane LOS C D B F E C F E C C C
HCM 95th-tile Q 1.6 3.5 0.4 17.2 5.6 1 24.1 6.2 0.7 1.3 0.7 HCM 6th AWSC
17: Giddings Street & Riggin Avenue 11/18/2021
5-Year Horizon Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Intersection Delay, s/veh 287
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 87 590 47 43 559 45 54 175 47 85 141 161 Future Vol, veh/h 87 590 47 43 559 45 54 175 47 85 141 161 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 100 678 54 49 643 52 62 201 54 98 162 185
Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay 386 368.3 63.1 125.4

HCM LOS F F F F

Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 20% 100% 0% 100% 0% 22%
Vol Thru, % 63% 0% 93% 0% 93% 36%
Vol Right, % 17% 0% 7% 0% 7% 42%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 276 87 637 43 604 387
LT Vol 54 87 0 43 0 85
Through Vol 175 0 590 0 559 141
RT Vol 47 0 47 0 45 161
Lane Flow Rate 317 100 732 49 694 445
Geometry Grp 2 7 7 7 7 2
Degree of Util (X) 0.844 0.273 1.887 0.135 1.79 1.116
Departure Headway (Hd) 14.088 11.944 11.356 11.859 11.27 12.588 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 260 303 329 304 333 294
Service Time 12.088 9.644 9.056 9.559 8.97 10.588
HCM Lane V/C Ratio 1.219 0.33 2.225 0.161 2.084 1.514
HCM Control Delay 63.1 19.1 436.1 16.4 393.4 125.4
HCM Lane LOS F C F C F F
HCM 95th-tile Q 6.8 1.1 40.7 0.5 37.3 13.2
HCM 6th AWSC
18: Mooney Boulevard & Ferguson Avenue 11/18/2021
5-Year Horizon Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 4
Intersection
Intersection Delay, s/veh 15.1
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 31 151 38 25 117 22 28 216 26 54 312 31 Future Vol, veh/h 31 151 38 25 117 22 28 216 26 54 312 31 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 36 174 44 29 134 25 32 248 30 62 359 36
Number of Lanes 1 1 0 1 1 1 1 1 1 1 2 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 2 3 3
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 3 2 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3 3 3 2
HCM Control Delay 15.5 13.2 16.6 14.6

HCM LOS C B C B

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 100% 0% 100% 0% 0% 100% 0% 0%
Vol Thru, % 0% 100% 0% 0% 80% 0% 100% 0% 0% 100% 77%
Vol Right, % 0% 0% 100% 0% 20% 0% 0% 100% 0% 0% 23%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 28 216 26 31 189 25 117 22 54 208 135 LT Vol 28 0 0 31 0 25 0 0 54 0 0
Through Vol 0 216 0 0 151 0 117 0 0 208 104
RT Vol 0 0 26 0 38 0 0 22 0 0 31
Lane Flow Rate 32 248 30 36 217 29 134 25 62 239 155
Geometry Grp 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.072 0.518 0.056 0.08 0.45 0.067 0.296 0.051 0.133 0.48 0.304 Departure Headway (Hd) 8.024 7.517 6.806 8.091 7.451 8.424 7.918 7.211 7.733 7.226 7.063 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 446 479 525 443 482 425 453 495 464 497 509
Service Time 5.777 5.27 4.559 5.842 5.201 6.184 5.678 4.971 5.483 4.976 4.813 HCM Lane V/C Ratio 0.072 0.518 0.057 0.081 0.45 0.068 0.296 0.051 0.134 0.481 0.305 HCM Control Delay 11.4 18.1 10 11.5 16.2 11.8 14 10.4 11.7 16.5 12.9 HCM Lane LOS B C A B C B B B B C B
HCM 95th-tile Q 0.2 2.9 0.2 0.3 2.3 0.2 1.2 0.2 0.5 2.6 1.3 HCM 6th Signalized Intersection Summary
9: Dinuba Boulevard & Riggin Avenue 11/18/2021
5-Year Horizon Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 245 337 163 149 316 104 158 386 57 145 551 188 Future Volume (veh/h) 245 337 163 149 316 104 158 386 57 145 551 188 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 258 355 172 157 333 109 166 406 60 153 580 198 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 4 4 4 4 4 4
Cap, veh/h 303 706 315 195 492 219 243 1269 566 263 1290 575 Arrive On Green 0.17 0.20 0.20 0.11 0.14 0.14 0.07 0.36 0.36 0.08 0.37 0.37 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 3401 3497 1560 3401 3497 1560 Grp Volume(v), veh/h 258 355 172 157 333 109 166 406 60 153 580 198 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1700 1749 1560 1700 1749 1560 Q Serve(g_s), s 12.1 7.6 8.4 7.4 7.6 5.5 4.1 7.1 1.4 3.7 10.7 4.2 Cycle Q Clear(g_c), s 12.1 7.6 8.4 7.4 7.6 5.5 4.1 7.1 1.4 3.7 10.7 4.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 303 706 315 195 492 219 243 1269 566 263 1290 575 V/C Ratio(X) 0.85 0.50 0.55 0.80 0.68 0.50 0.68 0.32 0.11 0.58 0.45 0.34 Avail Cap(c_a), veh/h 533 1602 715 394 1325 591 387 1269 566 407 1290 575 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.2 30.3 30.6 37.0 34.8 33.9 38.6 19.5 7.2 37.9 20.3 5.5 Incr Delay (d2), s/veh 6.8 0.6 1.5 7.6 1.6 1.7 3.4 0.7 0.4 2.0 1.1 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.4 3.1 3.1 3.4 3.2 2.1 1.7 2.8 0.8 1.5 4.2 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.0 30.8 32.0 44.5 36.4 35.6 41.9 20.2 7.5 40.0 21.5 7.1 LnGrp LOS D C C D D D D C A D C A
Approach Vol, veh/h 785 599 632 931
Approach Delay, s/veh 34.4 38.4 24.7 21.5
Approach LOS C D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.9 36.2 14.7 22.4 11.4 36.7 19.9 17.2 Change Period (Y+Rc), s 5.3 5.3 5.3 5.3 5.3 5.3 5.3 5.3 Max Green Setting (Gmax), s 10.2 30.9 19.0 38.7 9.7 31.4 25.7 32.0 Max Q Clear Time (g_c+I1), s 5.7 9.1 9.4 10.4 6.1 12.7 14.1 9.6 Green Ext Time (p_c), s 0.2 2.5 0.3 2.7 0.2 4.0 0.5 2.2 Intersection Summary
HCM 6th Ctrl Delay 29.1
HCM 6th LOS C
HCM 6th Signalized Intersection Summary
14: Demaree Street & Riggin Avenue 11/18/2021
5-Year Horizon Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 122 422 88 347 556 59 101 338 238 41 319 124 Future Volume (veh/h) 122 422 88 347 556 59 101 338 238 41 319 124 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 131 454 95 373 598 63 109 363 256 44 343 133 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 162 610 272 460 745 333 138 810 562 75 927 353 Arrive On Green 0.09 0.17 0.17 0.13 0.21 0.21 0.08 0.41 0.41 0.04 0.37 0.37 Sat Flow, veh/h 1767 3526 1572 3428 3526 1572 1767 1989 1381 1767 2496 951 Grp Volume(v), veh/h 131 454 95 373 598 63 109 321 298 44 241 235 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1714 1763 1572 1767 1763 1607 1767 1763 1684 Q Serve(g_s), s 7.3 12.3 5.3 10.6 16.1 3.3 6.1 13.2 13.5 2.5 10.0 10.2 Cycle Q Clear(g_c), s 7.3 12.3 5.3 10.6 16.1 3.3 6.1 13.2 13.5 2.5 10.0 10.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.86 1.00 0.56
Lane Grp Cap(c), veh/h 162 610 272 460 745 333 138 718 654 75 655 626 V/C Ratio(X) 0.81 0.74 0.35 0.81 0.80 0.19 0.79 0.45 0.46 0.59 0.37 0.38 Avail Cap(c_a), veh/h 296 907 405 725 1062 474 279 718 654 138 655 626 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.6 39.3 36.5 42.2 37.5 32.5 45.4 21.5 21.6 47.1 22.9 23.0 Incr Delay (d2), s/veh 9.1 1.8 0.8 3.8 3.0 0.3 9.7 2.0 2.3 7.2 1.6 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.5 5.2 2.0 4.5 6.9 1.2 2.9 5.4 5.1 1.2 4.1 4.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.7 41.2 37.2 46.0 40.5 32.7 55.1 23.6 23.9 54.3 24.5 24.7 LnGrp LOS D D D D D C E C C D C C
Approach Vol, veh/h 680 1034 728 520
Approach Delay, s/veh 43.0 42.0 28.4 27.1
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.4 47.0 19.3 23.5 14.0 43.4 15.4 27.4 Change Period (Y+Rc), s 6.2 6.2 5.8 6.2 6.2 6.2 6.2 * 6.2 Max Green Setting (Gmax), s 7.8 40.8 21.2 25.8 15.8 32.8 16.8 * 30 Max Q Clear Time (g_c+I1), s 4.5 15.5 12.6 14.3 8.1 12.2 9.3 18.1 Green Ext Time (p_c), s 0.0 3.5 0.9 2.3 0.1 2.4 0.2 3.0 Intersection Summary
HCM 6th Ctrl Delay 36.3
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
16: Mooney Boulevard & Riggin Avenue 11/18/2021
5-Year Horizon Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 153 398 34 172 499 55 84 119 112 73 141 101 Future Volume (veh/h) 153 398 34 172 499 55 84 119 112 73 141 101 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 172 447 38 193 561 62 94 134 126 82 158 113 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 211 689 307 234 734 327 121 665 563 106 649 550 Arrive On Green 0.12 0.20 0.20 0.13 0.21 0.21 0.07 0.36 0.36 0.06 0.35 0.35 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 172 447 38 193 561 62 94 134 126 82 158 113 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 8.4 10.3 1.8 9.4 13.2 2.2 4.6 4.4 4.9 4.0 5.3 2.8 Cycle Q Clear(g_c), s 8.4 10.3 1.8 9.4 13.2 2.2 4.6 4.4 4.9 4.0 5.3 2.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 211 689 307 234 734 327 121 665 563 106 649 550 V/C Ratio(X) 0.81 0.65 0.12 0.83 0.76 0.19 0.78 0.20 0.22 0.77 0.24 0.21 Avail Cap(c_a), veh/h 445 1127 503 485 1207 538 293 665 563 272 649 550 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.9 32.7 29.3 37.3 32.9 16.8 40.4 19.6 19.7 40.9 20.4 7.7 Incr Delay (d2), s/veh 7.4 1.0 0.2 7.2 1.7 0.3 10.1 0.7 0.9 11.2 0.9 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 4.2 0.6 4.3 5.5 1.0 2.3 1.9 1.8 2.0 2.3 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.3 33.7 29.4 44.5 34.6 17.1 50.5 20.3 20.7 52.1 21.3 8.6 LnGrp LOS D C C D C B D C C D C A
Approach Vol, veh/h 657 816 354 353
Approach Delay, s/veh 36.5 35.6 28.4 24.4
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.7 37.0 17.5 23.0 11.5 36.2 16.3 24.2 Change Period (Y+Rc), s 5.4 5.4 5.8 5.8 5.4 5.4 5.8 5.8 Max Green Setting (Gmax), s 13.6 31.6 24.2 28.2 14.6 30.6 22.2 30.2 Max Q Clear Time (g_c+I1), s 6.0 6.9 11.4 12.3 6.6 7.3 10.4 15.2 Green Ext Time (p_c), s 0.1 1.1 0.4 2.5 0.1 1.1 0.3 3.2 Intersection Summary
HCM 6th Ctrl Delay 32.9
HCM 6th LOS C
HCM 6th Roundabout
11: County Center Street & Shannon Parkway 11/19/2021
5-Year Horizon Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 5.5
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 231 352 211 79
Demand Flow Rate, veh/h 237 362 218 82
Vehicles Circulating, veh/h 175 168 206 358
Vehicles Exiting, veh/h 265 256 206 172
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 5.1 6.2 5.1 4.7
Approach LOS A A A A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 237 362 218 82
Cap Entry Lane, veh/h 1154 1163 1118 958
Entry HV Adj Factor 0.973 0.972 0.970 0.969
Flow Entry, veh/h 231 352 211 79
Cap Entry, veh/h 1123 1130 1085 928
V/C Ratio 0.205 0.311 0.195 0.086
Control Delay, s/veh 5.1 6.2 5.1 4.7

LOS A A A A
95th %tile Queue, veh 1 1 1 0
HCM 6th Roundabout
12: Mooney Boulevard & Shannon Parkway 11/19/2021
5-Year Horizon Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 3.7
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 74 94 144 83
Demand Flow Rate, veh/h 76 97 149 85
Vehicles Circulating, veh/h 133 84 56 116
Vehicles Exiting, veh/h 68 121 153 65
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 3.6 3.6 3.8 3.6
Approach LOS A A A A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 76 97 149 85
Cap Entry Lane, veh/h 1205 1267 1303 1226
Entry HV Adj Factor 0.969 0.969 0.968 0.978
Flow Entry, veh/h 74 94 144 83
Cap Entry, veh/h 1168 1228 1262 1199
V/C Ratio 0.063 0.077 0.114 0.069
Control Delay, s/veh 3.6 3.6 3.8 3.6

LOS A A A A
95th %tile Queue, veh 0 0 0 0
HCM 6th Roundabout
13: Giddings Street & Shannon Parkway 11/19/2021
5-Year Horizon Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Intersection Delay, s/veh 7.6
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 2 2 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 375 276 317 492
Demand Flow Rate, veh/h 386 285 327 507
Vehicles Circulating, veh/h 370 414 459 220
Vehicles Exiting, veh/h 357 372 297 479
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 7.0 5.4 8.8 8.5
Approach LOS A A A A
Lane Left Right Left Right Left Left
Designated Moves LT R LT R LTR LTR
Assumed Moves LT R LT R LTR LTR
RT Channelized
Lane Util 0.904 0.096 0.695 0.305 1.000 1.000
Follow-Up Headway, s 2.535 2.535 2.535 2.535 2.609 2.609 Critical Headway, s 4.544 4.544 4.544 4.544 4.976 4.976 Entry Flow, veh/h 349 37 198 87 327 507
Cap Entry Lane, veh/h 1014 1014 974 974 864 1103
Entry HV Adj Factor 0.970 0.973 0.970 0.966 0.970 0.971 Flow Entry, veh/h 339 36 192 84 317 492
Cap Entry, veh/h 984 987 945 941 838 1070
V/C Ratio 0.344 0.036 0.203 0.089 0.378 0.460
Control Delay, s/veh 7.3 4.0 5.8 4.6 8.8 8.5

LOS A A A A A A
95th %tile Queue, veh 2 0 1 0 2 2
HCM 6th TWSC
1: Demaree Street & Avenue 320 11/18/2021
5-Year Horizon Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Int Delay, s/veh 3.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 55 114 41 273 280 34
Future Vol, veh/h 55 114 41 273 280 34
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 61 127 46 303 311 38
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 725 330 349 0 - 0
Stage 1 330 - - - - -
Stage 2 395 - - - - -
Critical Hdwy 6.43 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 2.227 - - -
Pot Cap-1 Maneuver 391 709 1204 - - -
Stage 1 726 - - - - -
Stage 2 678 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 373 709 1204 - - -
Mov Cap-2 Maneuver 373 - - - - -
Stage 1 693 - - - - -
Stage 2 678 - - - - -
Approach EB NB SB
HCM Control Delay, s 15 1.1 0

HCM LOS C
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1204 - 548 - -
HCM Lane V/C Ratio 0.038 - 0.343 - -
HCM Control Delay (s) 8.1 0 15 - -
HCM Lane LOS A A C - -
HCM 95th %tile Q(veh) 0.1 - 1.5 - -
HCM 6th TWSC
4: Demaree Street & Pratt Road 11/18/2021
5-Year Horizon Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Int Delay, s/veh 1.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 21 32 265 38 50 318
Future Vol, veh/h 21 32 265 38 50 318
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 200 0 - 0 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 89 89 89 89 89 89
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 24 36 298 43 56 357
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 767 298 0 0 341 0
Stage 1 298 - - - - -
Stage 2 469 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 369 739 - - 1213 -
Stage 1 751 - - - - -
Stage 2 628 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 348 739 - - 1213 -
Mov Cap-2 Maneuver 348 - - - - -
Stage 1 751 - - - - -
Stage 2 592 - - - - -
Approach WB NB SB
HCM Control Delay, s 12.5 0 1.1

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 348 739 1213 -
HCM Lane V/C Ratio - - 0.068 0.049 0.046 -
HCM Control Delay (s) - - 16.1 10.1 8.1 0
HCM Lane LOS - - C B A A
HCM 95th %tile Q(veh) - - 0.2 0.2 0.1 -
HCM 6th TWSC
5: County Center Street & Pratt Road 11/18/2021
5-Year Horizon Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Int Delay, s/veh 1.9
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 71 17 7 100 29 11
Future Vol, veh/h 71 17 7 100 29 11
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 125 - 0 225
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 83 83 83 83 83 83
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 86 20 8 120 35 13
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 106 0 232 96
Stage 1 - - - - 96 -
Stage 2 - - - - 136 -
Critical Hdwy - - 4.13 - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy - - 2.227 - 3.527 3.327
Pot Cap-1 Maneuver - - 1479 - 754 958
Stage 1 - - - - 925 -
Stage 2 - - - - 888 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1479 - 750 958
Mov Cap-2 Maneuver - - - - 750 -
Stage 1 - - - - 925 -
Stage 2 - - - - 884 -
Approach EB WB NB
HCM Control Delay, s 0 0.5 9.7

HCM LOS A
Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 750 958 - - 1479 -
HCM Lane V/C Ratio 0.047 0.014 - - 0.006 -
HCM Control Delay (s) 10 8.8 - - 7.4 -
HCM Lane LOS B A - - A -
HCM 95th %tile Q(veh) 0.1 0 - - 0 -
HCM 6th TWSC
6: Mooney Boulevard & Pratt Road 11/18/2021
5-Year Horizon Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 4
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 108 66 0 0 0
Future Vol, veh/h 0 108 66 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 2 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 81 81 81 81 81 81
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 133 81 0 0 0
Major/Minor Major1 Minor2
Conflicting Flow All 0 0 162 0
Stage 1 - - 0 -
Stage 2 - - 162 -
Critical Hdwy 4.13 - 6.53 6.23
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - 5.53 -
Follow-up Hdwy 2.227 - 4.027 3.327
Pot Cap-1 Maneuver - - 729 -
Stage 1 - - - -
Stage 2 - - 762 -
Platoon blocked, % -
Mov Cap-1 Maneuver - - 0 -
Mov Cap-2 Maneuver - - 0 -
Stage 1 - - 0 -
Stage 2 - - 0 -
Approach NB SB
HCM Control Delay, s 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT SBLn1
Capacity (veh/h) - - -
HCM Lane V/C Ratio - - -
HCM Control Delay (s) - - 0
HCM Lane LOS - - A
HCM 95th %tile Q(veh) - - -
HCM 6th TWSC
7: Demaree Street & Riverway Drive 11/18/2021
5-Year Horizon Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 5
Intersection
Int Delay, s/veh 1.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 6 31 43 299 324 10
Future Vol, veh/h 6 31 43 299 324 10
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 175 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 86 86 86 86 86 86
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 7 36 50 348 377 12
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 657 383 389 0 - 0
Stage 1 383 - - - - -
Stage 2 274 - - - - -
Critical Hdwy 6.645 6.245 4.145 - - -
Critical Hdwy Stg 1 5.445 - - - - -
Critical Hdwy Stg 2 5.845 - - - - -
Follow-up Hdwy 3.5285 3.3285 2.2285 - - -
Pot Cap-1 Maneuver 412 661 1161 - - -
Stage 1 686 - - - - -
Stage 2 746 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 394 661 1161 - - -
Mov Cap-2 Maneuver 394 - - - - -
Stage 1 657 - - - - -
Stage 2 746 - - - - -
Approach EB NB SB
HCM Control Delay, s 11.5 1 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1161 - 596 - -
HCM Lane V/C Ratio 0.043 - 0.072 - -
HCM Control Delay (s) 8.2 - 11.5 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.1 - 0.2 - -
HCM 6th TWSC
10: Demaree Street & Shannon Parkway 11/18/2021
5-Year Horizon Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 6
Intersection
Int Delay, s/veh 2.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 92 10 323 134 20 340
Future Vol, veh/h 92 10 323 134 20 340
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 150 0 - - 100 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 85 85 85 85 85 85
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 108 12 380 158 24 400
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 707 269 0 0 538 0
Stage 1 459 - - - - -
Stage 2 248 - - - - -
Critical Hdwy 6.86 6.96 - - 4.16 -
Critical Hdwy Stg 1 5.86 - - - - -
Critical Hdwy Stg 2 5.86 - - - - -
Follow-up Hdwy 3.53 3.33 - - 2.23 -
Pot Cap-1 Maneuver 368 726 - - 1019 -
Stage 1 600 - - - - -
Stage 2 767 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 359 726 - - 1019 -
Mov Cap-2 Maneuver 359 - - - - -
Stage 1 600 - - - - -
Stage 2 749 - - - - -
Approach WB NB SB
HCM Control Delay, s 18.4 0 0.5

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 359 726 1019 -
HCM Lane V/C Ratio - - 0.301 0.016 0.023 -
HCM Control Delay (s) - - 19.3 10 8.6 -
HCM Lane LOS - - C B A -
HCM 95th %tile Q(veh) - - 1.2 0 0.1 -
HCM 6th AWSC
8: Mooney Boulevard & Riverway Drive 11/18/2021
5-Year Horizon Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 7.7
Intersection LOS A
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 30 38 51 25 43 44
Future Vol, veh/h 30 38 51 25 43 44
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 33 41 55 27 47 48
Number of Lanes 1 0 1 1 0 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 2
Conflicting Approach Left NB WB
Conflicting Lanes Left 2 0 1
Conflicting Approach Right SB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay 7.5 7.6 8

HCM LOS A A A

Lane NBLn1 NBLn2 WBLn1 SBLn1
Vol Left, % 0% 0% 44% 49%
Vol Thru, % 100% 0% 0% 51%
Vol Right, % 0% 100% 56% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 51 25 68 87
LT Vol 0 0 30 43
Through Vol 51 0 0 44
RT Vol 0 25 38 0
Lane Flow Rate 55 27 74 95
Geometry Grp 7 7 2 5
Degree of Util (X) 0.073 0.03 0.084 0.114
Departure Headway (Hd) 4.731 4.03 4.11 4.342
Convergence, Y/N Yes Yes Yes Yes
Cap 753 882 877 819
Service Time 2.486 1.784 2.11 2.404
HCM Lane V/C Ratio 0.073 0.031 0.084 0.116
HCM Control Delay 7.9 6.9 7.5 8
HCM Lane LOS A A A A
HCM 95th-tile Q 0.2 0.1 0.3 0.4
HCM 6th AWSC
15: County Center Street & Riggin Avenue 11/18/2021
5-Year Horizon Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 138.4
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 47 868 77 113 646 45 58 74 72 43 59 36 Future Vol, veh/h 47 868 77 113 646 45 58 74 72 43 59 36 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 53 975 87 127 726 51 65 83 81 48 66 40
Number of Lanes 1 2 0 1 2 0 1 1 0 1 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 3 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 2 3 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 3 3 3
HCM Control Delay 215.3 93.5 22.8 17.7

HCM LOS F F C C

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0%
Vol Thru, % 0% 51% 0% 100% 79% 0% 100% 83% 0% 100% 0%
Vol Right, % 0% 49% 0% 0% 21% 0% 0% 17% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 58 146 47 579 366 113 431 260 43 59 36 LT Vol 58 0 47 0 0 113 0 0 43 0 0
Through Vol 0 74 0 579 289 0 431 215 0 59 0
RT Vol 0 72 0 0 77 0 0 45 0 0 36
Lane Flow Rate 65 164 53 650 412 127 484 293 48 66 40
Geometry Grp 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.208 0.486 0.14 1.629 1.014 0.337 1.219 0.727 0.159 0.209 0.12 Departure Headway (Hd) 12.346 11.501 9.818 9.306 9.156 10.14 9.629 9.506 12.935 12.422 11.703 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 293 315 368 397 399 357 382 383 279 291 308
Service Time 10.046 9.201 7.518 7.006 6.856 7.84 7.329 7.206 10.635 10.122 9.403 HCM Lane V/C Ratio 0.222 0.521 0.144 1.637 1.033 0.356 1.267 0.765 0.172 0.227 0.13 HCM Control Delay 18.3 24.6 14.1 317.4 79.7 17.9 149.4 33.7 18.1 18.4 16 HCM Lane LOS C C B F F C F D C C C
HCM 95th-tile Q 0.8 2.5 0.5 36.8 12.6 1.5 19.2 5.6 0.6 0.8 0.4 HCM 6th AWSC
17: Giddings Street & Riggin Avenue 11/18/2021
5-Year Horizon Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Intersection Delay, s/veh 205.2
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 174 750 37 48 668 65 32 62 50 49 45 98 Future Vol, veh/h 174 750 37 48 668 65 32 62 50 49 45 98 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 181 781 39 50 696 68 33 65 52 51 47 102
Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay 241.6 240.8 17.3 18.7

HCM LOS F F C C

Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 22% 100% 0% 100% 0% 26%
Vol Thru, % 43% 0% 95% 0% 91% 23%
Vol Right, % 35% 0% 5% 0% 9% 51%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 144 174 787 48 733 192
LT Vol 32 174 0 48 0 49
Through Vol 62 0 750 0 668 45
RT Vol 50 0 37 0 65 98
Lane Flow Rate 150 181 820 50 764 200
Geometry Grp 2 7 7 7 7 2
Degree of Util (X) 0.332 0.377 1.582 0.106 1.498 0.424
Departure Headway (Hd) 9.63 8.176 7.626 8.327 7.747 9.168 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 377 442 484 433 473 396
Service Time 7.63 5.876 5.326 6.027 5.447 7.168
HCM Lane V/C Ratio 0.398 0.41 1.694 0.115 1.615 0.505
HCM Control Delay 17.3 15.7 291.5 12 255.8 18.7
HCM Lane LOS C C F B F C
HCM 95th-tile Q 1.4 1.7 41.1 0.4 36.1 2.1
HCM 6th AWSC
18: Mooney Boulevard & Ferguson Avenue 11/18/2021
5-Year Horizon Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 4
Intersection
Intersection Delay, s/veh 109.7
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 63 268 46 51 261 69 88 477 126 78 400 57 Future Vol, veh/h 63 268 46 51 261 69 88 477 126 78 400 57 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 68 291 50 55 284 75 96 518 137 85 435 62
Number of Lanes 1 1 0 1 1 1 1 1 1 1 2 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 2 3 3
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 3 2 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3 3 3 2
HCM Control Delay 80.1 50.1 209.4 44.1

HCM LOS F F F E

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 100% 0% 100% 0% 0% 100% 0% 0%
Vol Thru, % 0% 100% 0% 0% 85% 0% 100% 0% 0% 100% 70%
Vol Right, % 0% 0% 100% 0% 15% 0% 0% 100% 0% 0% 30%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 88 477 126 63 314 51 261 69 78 267 190 LT Vol 88 0 0 63 0 51 0 0 78 0 0
Through Vol 0 477 0 0 268 0 261 0 0 267 133
RT Vol 0 0 126 0 46 0 0 69 0 0 57
Lane Flow Rate 96 518 137 68 341 55 284 75 85 290 207
Geometry Grp 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.299 1.562 0.385 0.216 1.023 0.182 0.891 0.221 0.267 0.874 0.612 Departure Headway (Hd) 11.677 11.154 10.423 12.156 11.554 12.832 12.311 11.582 12.449 11.923 11.702 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 310 332 348 297 317 282 298 312 291 307 310
Service Time 9.377 8.854 8.123 9.856 9.254 10.532 10.011 9.282 10.149 9.623 9.402 HCM Lane V/C Ratio 0.31 1.56 0.394 0.229 1.076 0.195 0.953 0.24 0.292 0.945 0.668 HCM Control Delay 19.3 294.7 19.5 18.2 92.5 18.4 64.9 17.5 19.6 60.4 31.2 HCM Lane LOS C F C C F C F C C F D
HCM 95th-tile Q 1.2 29.2 1.8 0.8 11.4 0.7 8.1 0.8 1.1 7.9 3.8 HCM 6th Signalized Intersection Summary
9: Dinuba Boulevard & Riggin Avenue 11/18/2021
5-Year Horizon Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 431 321 97 273 398 169 209 834 66 172 519 204 Future Volume (veh/h) 431 321 97 273 398 169 209 834 66 172 519 204 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 454 338 102 287 419 178 220 878 69 181 546 215 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 4 4 4 4 4 4
Cap, veh/h 480 881 393 321 564 252 251 1039 463 231 1019 454 Arrive On Green 0.27 0.25 0.25 0.18 0.16 0.16 0.07 0.30 0.30 0.07 0.29 0.29 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 3401 3497 1560 3401 3497 1560 Grp Volume(v), veh/h 454 338 102 287 419 178 220 878 69 181 546 215 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1700 1749 1560 1700 1749 1560 Q Serve(g_s), s 26.3 8.3 5.4 16.6 11.8 8.9 6.7 24.6 2.0 5.5 13.7 11.8 Cycle Q Clear(g_c), s 26.3 8.3 5.4 16.6 11.8 8.9 6.7 24.6 2.0 5.5 13.7 11.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 480 881 393 321 564 252 251 1039 463 231 1019 454 V/C Ratio(X) 0.95 0.38 0.26 0.89 0.74 0.71 0.88 0.85 0.15 0.78 0.54 0.47 Avail Cap(c_a), veh/h 486 1220 544 417 1081 482 251 1039 463 231 1019 454 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.2 32.5 31.4 41.7 41.8 26.4 47.9 34.4 9.6 47.9 31.1 30.4 Incr Delay (d2), s/veh 27.5 0.3 0.3 17.6 2.0 3.6 27.5 8.4 0.7 15.8 2.0 3.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 14.4 3.4 2.0 8.5 5.1 3.4 3.7 11.1 1.3 2.7 5.8 4.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.7 32.7 31.7 59.3 43.7 30.1 75.4 42.9 10.3 63.7 33.1 33.9 LnGrp LOS E C C E D C E D B E C C
Approach Vol, veh/h 894 884 1167 942
Approach Delay, s/veh 48.9 46.0 47.1 39.1
Approach LOS D D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.4 36.3 24.3 31.4 13.0 35.7 33.7 22.0 Change Period (Y+Rc), s 5.3 5.3 5.3 5.3 5.3 5.3 5.3 5.3 Max Green Setting (Gmax), s 7.1 31.0 24.6 36.1 7.7 30.4 28.7 32.0 Max Q Clear Time (g_c+I1), s 7.5 26.6 18.6 10.3 8.7 15.7 28.3 13.8 Green Ext Time (p_c), s 0.0 2.2 0.4 2.3 0.0 3.5 0.1 2.9 Intersection Summary
HCM 6th Ctrl Delay 45.3
HCM 6th LOS D
HCM 6th Signalized Intersection Summary
14: Demaree Street & Riggin Avenue 11/18/2021
5-Year Horizon Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 159 576 95 407 390 52 86 404 369 54 302 76 Future Volume (veh/h) 159 576 95 407 390 52 86 404 369 54 302 76 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 169 613 101 433 415 55 91 430 393 57 321 81 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 202 740 330 515 852 380 116 636 567 82 956 238 Arrive On Green 0.11 0.21 0.21 0.15 0.24 0.24 0.07 0.36 0.36 0.05 0.34 0.34 Sat Flow, veh/h 1767 3526 1572 3428 3526 1572 1767 1763 1572 1767 2798 696 Grp Volume(v), veh/h 169 613 101 433 415 55 91 430 393 57 201 201 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1714 1763 1572 1767 1763 1572 1767 1763 1730 Q Serve(g_s), s 9.8 17.4 5.7 12.9 10.6 2.9 5.3 21.6 22.3 3.3 8.9 9.1 Cycle Q Clear(g_c), s 9.8 17.4 5.7 12.9 10.6 2.9 5.3 21.6 22.3 3.3 8.9 9.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.40
Lane Grp Cap(c), veh/h 202 740 330 515 852 380 116 636 567 82 602 591 V/C Ratio(X) 0.84 0.83 0.31 0.84 0.49 0.14 0.79 0.68 0.69 0.70 0.33 0.34 Avail Cap(c_a), veh/h 346 936 417 694 959 428 199 636 567 148 602 591 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.4 39.6 35.0 43.3 34.1 31.2 48.2 28.3 28.5 49.2 25.6 25.7 Incr Delay (d2), s/veh 8.8 5.1 0.5 6.9 0.4 0.2 11.1 5.7 6.8 10.1 1.5 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.6 7.6 2.1 5.7 4.4 1.1 2.6 9.4 8.8 1.6 3.7 3.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.2 44.7 35.5 50.3 34.6 31.4 59.4 34.0 35.3 59.3 27.1 27.3 LnGrp LOS D D D D C C E C D E C C
Approach Vol, veh/h 883 903 914 459
Approach Delay, s/veh 45.4 41.9 37.1 31.2
Approach LOS D D D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.1 44.0 21.5 28.2 13.1 42.0 18.2 31.5 Change Period (Y+Rc), s 6.2 6.2 5.8 6.2 6.2 6.2 6.2 * 6.2 Max Green Setting (Gmax), s 8.8 37.8 21.2 27.8 11.8 34.8 20.5 * 29 Max Q Clear Time (g_c+I1), s 5.3 24.3 14.9 19.4 7.3 11.1 11.8 12.6 Green Ext Time (p_c), s 0.0 4.0 0.9 2.6 0.1 2.0 0.3 2.3 Intersection Summary
HCM 6th Ctrl Delay 39.9
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
16: Mooney Boulevard & Riggin Avenue 11/18/2021
5-Year Horizon Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 172 831 117 256 686 84 113 234 223 84 173 85 Future Volume (veh/h) 172 831 117 256 686 84 113 234 223 84 173 85 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 181 875 123 269 722 88 119 246 235 88 182 89 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 213 996 444 301 1171 522 146 521 442 111 484 411 Arrive On Green 0.12 0.28 0.28 0.17 0.33 0.33 0.08 0.28 0.28 0.06 0.26 0.26 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 181 875 123 269 722 88 119 246 235 88 182 89 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 11.0 26.1 5.0 16.4 18.9 3.3 7.3 12.1 13.9 5.4 8.8 4.9 Cycle Q Clear(g_c), s 11.0 26.1 5.0 16.4 18.9 3.3 7.3 12.1 13.9 5.4 8.8 4.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 213 996 444 301 1171 522 146 521 442 111 484 411 V/C Ratio(X) 0.85 0.88 0.28 0.89 0.62 0.17 0.81 0.47 0.53 0.79 0.38 0.22 Avail Cap(c_a), veh/h 342 1099 490 373 1171 522 186 521 442 148 484 411 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.4 37.7 17.0 44.7 30.9 14.8 49.6 32.8 33.5 50.8 33.3 31.8 Incr Delay (d2), s/veh 10.8 7.8 0.3 20.1 1.0 0.2 19.1 3.1 4.5 18.7 2.2 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.3 11.8 2.4 8.6 7.8 1.6 3.9 5.7 5.6 2.9 4.2 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 58.2 45.5 17.3 64.8 31.8 14.9 68.7 35.9 38.0 69.6 35.5 33.1 LnGrp LOS E D B E C B E D D E D C
Approach Vol, veh/h 1179 1079 600 359
Approach Delay, s/veh 44.5 38.7 43.2 43.3
Approach LOS D D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.3 36.3 24.5 36.9 14.5 34.1 19.1 42.3 Change Period (Y+Rc), s 5.4 5.4 5.8 5.8 5.4 5.4 5.8 5.8 Max Green Setting (Gmax), s 9.2 30.9 23.2 34.3 11.6 28.5 21.3 36.2 Max Q Clear Time (g_c+I1), s 7.4 15.9 18.4 28.1 9.3 10.8 13.0 20.9 Green Ext Time (p_c), s 0.0 1.9 0.3 3.0 0.1 1.1 0.3 4.3 Intersection Summary
HCM 6th Ctrl Delay 42.2
HCM 6th LOS D
HCM 6th Roundabout
11: County Center Street & Shannon Parkway 11/18/2021
5-Year Horizon Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 3.7
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 128 130 80 42
Demand Flow Rate, veh/h 132 134 83 43
Vehicles Circulating, veh/h 66 68 120 143
Vehicles Exiting, veh/h 120 135 78 59
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 3.7 3.7 3.6 3.4
Approach LOS A A A A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 132 134 83 43
Cap Entry Lane, veh/h 1290 1287 1221 1193
Entry HV Adj Factor 0.970 0.972 0.963 0.980
Flow Entry, veh/h 128 130 80 42
Cap Entry, veh/h 1252 1251 1176 1169
V/C Ratio 0.102 0.104 0.068 0.036
Control Delay, s/veh 3.7 3.7 3.6 3.4

LOS A A A A
95th %tile Queue, veh 0 0 0 0
HCM 6th Roundabout
12: Mooney Boulevard & Shannon Parkway 11/18/2021
5-Year Horizon Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 4.5
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 110 203 211 139
Demand Flow Rate, veh/h 113 210 218 144
Vehicles Circulating, veh/h 211 135 98 218
Vehicles Exiting, veh/h 151 181 226 127
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 4.2 4.6 4.5 4.5
Approach LOS A A A A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 113 210 218 144
Cap Entry Lane, veh/h 1113 1202 1249 1105
Entry HV Adj Factor 0.973 0.967 0.969 0.965
Flow Entry, veh/h 110 203 211 139
Cap Entry, veh/h 1083 1163 1210 1067
V/C Ratio 0.102 0.175 0.175 0.130
Control Delay, s/veh 4.2 4.6 4.5 4.5

LOS A A A A
95th %tile Queue, veh 0 1 1 0
HCM 6th Roundabout
13: Giddings Street & Shannon Parkway 11/18/2021
5-Year Horizon Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Intersection Delay, s/veh 4.4
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 2 2 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 254 251 125 77
Demand Flow Rate, veh/h 261 258 129 79
Vehicles Circulating, veh/h 94 103 258 250
Vehicles Exiting, veh/h 235 284 97 111
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 4.4 4.3 4.6 4.1
Approach LOS A A A A
Lane Left Right Left Right Left Left
Designated Moves LT R LT R LTR LTR
Assumed Moves LT R LT R LTR LTR
RT Channelized
Lane Util 0.946 0.054 0.915 0.085 1.000 1.000
Follow-Up Headway, s 2.535 2.535 2.535 2.535 2.609 2.609 Critical Headway, s 4.544 4.544 4.544 4.544 4.976 4.976 Entry Flow, veh/h 247 14 236 22 129 79
Cap Entry Lane, veh/h 1304 1304 1293 1293 1061 1069
Entry HV Adj Factor 0.971 1.000 0.973 0.955 0.972 0.975 Flow Entry, veh/h 240 14 230 21 125 77
Cap Entry, veh/h 1265 1304 1258 1234 1031 1042
V/C Ratio 0.189 0.011 0.183 0.017 0.122 0.074
Control Delay, s/veh 4.5 2.8 4.4 3.1 4.6 4.1

LOS A A A A A A
95th %tile Queue, veh 1 0 1 0 0 0
HCM 6th TWSC
1: Demaree Street & Avenue 320 11/18/2021
5-Year Horizon Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Int Delay, s/veh 1.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 24 36 54 254 186 46
Future Vol, veh/h 24 36 54 254 186 46
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 27 41 61 289 211 52
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 648 237 263 0 - 0
Stage 1 237 - - - - -
Stage 2 411 - - - - -
Critical Hdwy 6.43 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 2.227 - - -
Pot Cap-1 Maneuver 433 800 1295 - - -
Stage 1 800 - - - - -
Stage 2 667 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 409 800 1295 - - -
Mov Cap-2 Maneuver 409 - - - - -
Stage 1 755 - - - - -
Stage 2 667 - - - - -
Approach EB NB SB
HCM Control Delay, s 12 1.4 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1295 - 579 - -
HCM Lane V/C Ratio 0.047 - 0.118 - -
HCM Control Delay (s) 7.9 0 12 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.1 - 0.4 - -
HCM 6th TWSC
4: Demaree Street & Pratt Road 11/18/2021
5-Year Horizon Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Int Delay, s/veh 3.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 62 125 298 31 43 240
Future Vol, veh/h 62 125 298 31 43 240
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 200 0 - 0 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 89 89 89 89 89 89
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 70 140 335 35 48 270
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 701 335 0 0 370 0
Stage 1 335 - - - - -
Stage 2 366 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 403 705 - - 1183 -
Stage 1 722 - - - - -
Stage 2 699 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 384 705 - - 1183 -
Mov Cap-2 Maneuver 384 - - - - -
Stage 1 722 - - - - -
Stage 2 665 - - - - -
Approach WB NB SB
HCM Control Delay, s 13.1 0 1.2

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 384 705 1183 -
HCM Lane V/C Ratio - - 0.181 0.199 0.041 -
HCM Control Delay (s) - - 16.4 11.4 8.2 0
HCM Lane LOS - - C B A A
HCM 95th %tile Q(veh) - - 0.7 0.7 0.1 -
HCM 6th TWSC
5: County Center Street & Pratt Road 11/18/2021
5-Year Horizon Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Int Delay, s/veh 3.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 77 10 82 95 5 37
Future Vol, veh/h 77 10 82 95 5 37
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 125 - 0 225
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 86 11 91 106 6 41
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 97 0 380 92
Stage 1 - - - - 92 -
Stage 2 - - - - 288 -
Critical Hdwy - - 4.13 - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy - - 2.227 - 3.527 3.327
Pot Cap-1 Maneuver - - 1490 - 620 963
Stage 1 - - - - 929 -
Stage 2 - - - - 759 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1490 - 582 963
Mov Cap-2 Maneuver - - - - 582 -
Stage 1 - - - - 929 -
Stage 2 - - - - 713 -
Approach EB WB NB
HCM Control Delay, s 0 3.5 9.2

HCM LOS A
Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 582 963 - - 1490 -
HCM Lane V/C Ratio 0.01 0.043 - - 0.061 -
HCM Control Delay (s) 11.2 8.9 - - 7.6 -
HCM Lane LOS B A - - A -
HCM 95th %tile Q(veh) 0 0.1 - - 0.2 -
HCM 6th TWSC
6: Mooney Boulevard & Pratt Road 11/18/2021
5-Year Horizon Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 4
Intersection
Int Delay, s/veh 5.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 5 165 93 36 108 15
Future Vol, veh/h 5 165 93 36 108 15
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 80 80 80 80 80 80
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 6 206 116 45 135 19
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 422 145 154 0 - 0
Stage 1 145 - - - - -
Stage 2 277 - - - - -
Critical Hdwy 6.43 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 2.227 - - -
Pot Cap-1 Maneuver 586 900 1420 - - -
Stage 1 880 - - - - -
Stage 2 767 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 537 900 1420 - - -
Mov Cap-2 Maneuver 537 - - - - -
Stage 1 806 - - - - -
Stage 2 767 - - - - -
Approach EB NB SB
HCM Control Delay, s 10.4 5.6 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1420 - 882 - -
HCM Lane V/C Ratio 0.082 - 0.241 - -
HCM Control Delay (s) 7.8 0 10.4 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.3 - 0.9 - -
HCM 6th TWSC
7: Demaree Street & Riverway Drive 11/18/2021
5-Year Horizon Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 5
Intersection
Int Delay, s/veh 1.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 11 60 19 321 303 5
Future Vol, veh/h 11 60 19 321 303 5
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 175 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 85 85 85 85 85 85
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 13 71 22 378 356 6
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 592 359 362 0 - 0
Stage 1 359 - - - - -
Stage 2 233 - - - - -
Critical Hdwy 6.645 6.245 4.145 - - -
Critical Hdwy Stg 1 5.445 - - - - -
Critical Hdwy Stg 2 5.845 - - - - -
Follow-up Hdwy 3.5285 3.3285 2.2285 - - -
Pot Cap-1 Maneuver 451 682 1189 - - -
Stage 1 703 - - - - -
Stage 2 782 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 442 682 1189 - - -
Mov Cap-2 Maneuver 442 - - - - -
Stage 1 690 - - - - -
Stage 2 782 - - - - -
Approach EB NB SB
HCM Control Delay, s 11.6 0.5 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1189 - 629 - -
HCM Lane V/C Ratio 0.019 - 0.133 - -
HCM Control Delay (s) 8.1 - 11.6 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.1 - 0.5 - -
HCM 6th TWSC
10: Demaree Street & Shannon Parkway 11/18/2021
5-Year Horizon Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 6
Intersection
Int Delay, s/veh 4.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 166 37 305 87 18 347
Future Vol, veh/h 166 37 305 87 18 347
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 150 0 - - 100 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 184 41 339 97 20 386
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 621 218 0 0 436 0
Stage 1 388 - - - - -
Stage 2 233 - - - - -
Critical Hdwy 6.86 6.96 - - 4.16 -
Critical Hdwy Stg 1 5.86 - - - - -
Critical Hdwy Stg 2 5.86 - - - - -
Follow-up Hdwy 3.53 3.33 - - 2.23 -
Pot Cap-1 Maneuver 417 783 - - 1113 -
Stage 1 652 - - - - -
Stage 2 781 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 409 783 - - 1113 -
Mov Cap-2 Maneuver 409 - - - - -
Stage 1 652 - - - - -
Stage 2 767 - - - - -
Approach WB NB SB
HCM Control Delay, s 18.8 0 0.4

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 409 783 1113 -
HCM Lane V/C Ratio - - 0.451 0.053 0.018 -
HCM Control Delay (s) - - 20.8 9.9 8.3 -
HCM Lane LOS - - C A A -
HCM 95th %tile Q(veh) - - 2.3 0.2 0.1 -
HCM 6th AWSC
15: County Center Street & Riggin Avenue 11/18/2021
5-Year Horizon Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 121.3
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 68 631 52 89 761 32 107 79 114 53 97 137 Future Vol, veh/h 68 631 52 89 761 32 107 79 114 53 97 137 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 73 678 56 96 818 34 115 85 123 57 104 147
Number of Lanes 1 2 0 1 2 0 1 1 0 1 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 3 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 2 3 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 3 3 3
HCM Control Delay 121.6 184.5 29.5 22.5

HCM LOS F F D C

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0%
Vol Thru, % 0% 41% 0% 100% 80% 0% 100% 89% 0% 100% 0%
Vol Right, % 0% 59% 0% 0% 20% 0% 0% 11% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 107 193 68 421 262 89 507 286 53 97 137 LT Vol 107 0 68 0 0 89 0 0 53 0 0
Through Vol 0 79 0 421 210 0 507 254 0 97 0
RT Vol 0 114 0 0 52 0 0 32 0 0 137
Lane Flow Rate 115 208 73 452 282 96 546 307 57 104 147 Geometry Grp 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.381 0.636 0.22 1.299 0.799 0.285 1.548 0.865 0.193 0.339 0.45 Departure Headway (Hd) 12.753 11.839 11.561 11.044 10.9 11.204 10.687 10.606 13.331 12.815 12.091 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 284 307 312 335 336 323 344 344 271 283 301
Service Time 10.453 9.539 9.261 8.744 8.6 8.904 8.387 8.306 11.031 10.515 9.791 HCM Lane V/C Ratio 0.405 0.678 0.234 1.349 0.839 0.297 1.587 0.892 0.21 0.367 0.488 HCM Control Delay 23.1 33.1 17.5 185.8 45.6 18.3 287.2 54 19.2 21.9 24.3 HCM Lane LOS C D C F E C F F C C C
HCM 95th-tile Q 1.7 4.1 0.8 20.1 6.6 1.1 29.7 8 0.7 1.4 2.2 HCM 6th AWSC
17: Giddings Street & Riggin Avenue 11/18/2021
5-Year Horizon Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 336.9
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 87 658 53 43 582 45 56 175 47 85 141 161 Future Vol, veh/h 87 658 53 43 582 45 56 175 47 85 141 161 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 100 756 61 49 669 52 64 201 54 98 162 185
Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay 479 400.1 66.6 128.5

HCM LOS F F F F

Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 20% 100% 0% 100% 0% 22%
Vol Thru, % 63% 0% 93% 0% 93% 36%
Vol Right, % 17% 0% 7% 0% 7% 42%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 278 87 711 43 627 387
LT Vol 56 87 0 43 0 85
Through Vol 175 0 658 0 582 141
RT Vol 47 0 53 0 45 161
Lane Flow Rate 320 100 817 49 721 445
Geometry Grp 2 7 7 7 7 2
Degree of Util (X) 0.85 0.274 2.111 0.135 1.863 1.118
Departure Headway (Hd) 14.812 12.104 11.514 12.232 11.643 13.204 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 249 299 327 295 317 280
Service Time 12.812 9.804 9.214 9.932 9.343 11.204
HCM Lane V/C Ratio 1.285 0.334 2.498 0.166 2.274 1.589
HCM Control Delay 66.6 19.3 535.2 16.8 426.4 128.5
HCM Lane LOS F C F C F F
HCM 95th-tile Q 6.8 1.1 48.5 0.5 38.9 12.9
HCM 6th AWSC
18: Mooney Boulevard & Ferguson Avenue 11/18/2021
5-Year Horizon Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Intersection Delay, s/veh 17.9
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 33 151 38 25 117 24 28 242 26 60 389 37 Future Vol, veh/h 33 151 38 25 117 24 28 242 26 60 389 37 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 38 174 44 29 134 28 32 278 30 69 447 43
Number of Lanes 1 1 0 1 1 1 1 1 1 1 2 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 2 3 3
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 3 2 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3 3 3 2
HCM Control Delay 16.9 14.1 20.4 18.1

HCM LOS C B C C

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 100% 0% 100% 0% 0% 100% 0% 0%
Vol Thru, % 0% 100% 0% 0% 80% 0% 100% 0% 0% 100% 78%
Vol Right, % 0% 0% 100% 0% 20% 0% 0% 100% 0% 0% 22%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 28 242 26 33 189 25 117 24 60 259 167 LT Vol 28 0 0 33 0 25 0 0 60 0 0
Through Vol 0 242 0 0 151 0 117 0 0 259 130
RT Vol 0 0 26 0 38 0 0 24 0 0 37
Lane Flow Rate 32 278 30 38 217 29 134 28 69 298 192
Geometry Grp 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.075 0.61 0.06 0.09 0.477 0.071 0.315 0.059 0.153 0.619 0.389 Departure Headway (Hd) 8.406 7.898 7.186 8.546 7.905 8.94 8.433 7.723 7.979 7.471 7.313 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 425 456 496 418 454 399 425 462 448 483 490
Service Time 6.18 5.671 4.958 6.317 5.676 6.725 6.218 5.508 5.745 5.237 5.079 HCM Lane V/C Ratio 0.075 0.61 0.06 0.091 0.478 0.073 0.315 0.061 0.154 0.617 0.392 HCM Control Delay 11.9 22.4 10.4 12.2 17.7 12.4 15.1 11 12.2 21.7 14.7 HCM Lane LOS B C B B C B C B B C B
HCM 95th-tile Q 0.2 4 0.2 0.3 2.5 0.2 1.3 0.2 0.5 4.1 1.8 HCM 6th Signalized Intersection Summary
9: Dinuba Boulevard & Riggin Avenue 11/18/2021
5-Year Horizon Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 245 367 200 149 326 104 170 386 57 145 551 188 Future Volume (veh/h) 245 367 200 149 326 104 170 386 57 145 551 188 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 258 386 211 157 343 109 179 406 60 153 580 198 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 4 4 4 4 4 4
Cap, veh/h 302 716 319 195 502 224 256 1256 560 276 1276 569 Arrive On Green 0.17 0.20 0.20 0.11 0.14 0.14 0.08 0.36 0.36 0.08 0.36 0.36 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 3401 3497 1560 3401 3497 1560 Grp Volume(v), veh/h 258 386 211 157 343 109 179 406 60 153 580 198 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1700 1749 1560 1700 1749 1560 Q Serve(g_s), s 12.2 8.4 10.6 7.5 8.0 5.5 4.4 7.2 1.4 3.7 10.9 4.3 Cycle Q Clear(g_c), s 12.2 8.4 10.6 7.5 8.0 5.5 4.4 7.2 1.4 3.7 10.9 4.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 302 716 319 195 502 224 256 1256 560 276 1276 569 V/C Ratio(X) 0.85 0.54 0.66 0.81 0.68 0.49 0.70 0.32 0.11 0.55 0.45 0.35 Avail Cap(c_a), veh/h 528 1586 707 390 1311 585 383 1256 560 403 1276 569 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.6 30.7 31.6 37.4 35.1 34.0 38.8 20.0 7.4 38.0 20.8 5.7 Incr Delay (d2), s/veh 6.8 0.6 2.3 7.6 1.7 1.6 3.4 0.7 0.4 1.7 1.2 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.5 3.4 4.0 3.5 3.3 2.1 1.9 2.8 0.8 1.5 4.2 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.5 31.3 33.9 45.0 36.7 35.6 42.2 20.7 7.8 39.8 22.0 7.4 LnGrp LOS D C C D D D D C A D C A
Approach Vol, veh/h 855 609 645 931
Approach Delay, s/veh 35.0 38.7 25.5 21.8
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.3 36.2 14.8 22.8 11.8 36.7 20.0 17.5 Change Period (Y+Rc), s 5.3 5.3 5.3 5.3 5.3 5.3 5.3 5.3 Max Green Setting (Gmax), s 10.2 30.9 19.0 38.7 9.7 31.4 25.7 32.0 Max Q Clear Time (g_c+I1), s 5.7 9.2 9.5 12.6 6.4 12.9 14.2 10.0 Green Ext Time (p_c), s 0.2 2.5 0.3 3.0 0.2 4.0 0.5 2.3 Intersection Summary
HCM 6th Ctrl Delay 29.7
HCM 6th LOS C
HCM 6th Signalized Intersection Summary
14: Demaree Street & Riggin Avenue 11/18/2021
5-Year Horizon Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 122 434 88 424 593 59 101 338 263 41 319 124 Future Volume (veh/h) 122 434 88 424 593 59 101 338 263 41 319 124 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 131 467 95 456 638 63 109 363 283 44 343 133 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 162 593 264 539 810 362 137 752 577 74 899 343 Arrive On Green 0.09 0.17 0.17 0.16 0.23 0.23 0.08 0.40 0.40 0.04 0.36 0.36 Sat Flow, veh/h 1767 3526 1572 3428 3526 1572 1767 1898 1458 1767 2496 951 Grp Volume(v), veh/h 131 467 95 456 638 63 109 337 309 44 241 235 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1714 1763 1572 1767 1763 1593 1767 1763 1684 Q Serve(g_s), s 7.5 13.1 5.5 13.3 17.5 3.3 6.2 14.7 15.0 2.5 10.4 10.7 Cycle Q Clear(g_c), s 7.5 13.1 5.5 13.3 17.5 3.3 6.2 14.7 15.0 2.5 10.4 10.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.92 1.00 0.56
Lane Grp Cap(c), veh/h 162 593 264 539 810 362 137 698 631 74 635 607 V/C Ratio(X) 0.81 0.79 0.36 0.85 0.79 0.17 0.79 0.48 0.49 0.60 0.38 0.39 Avail Cap(c_a), veh/h 288 883 394 706 1034 461 271 698 631 134 635 607 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.9 41.1 37.9 42.2 37.3 31.8 46.7 23.2 23.3 48.5 24.4 24.5 Incr Delay (d2), s/veh 9.3 2.9 0.8 7.4 3.2 0.2 9.9 2.4 2.7 7.5 1.7 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.6 5.6 2.1 6.0 7.6 1.2 3.0 6.1 5.7 1.2 4.4 4.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.2 43.9 38.8 49.6 40.5 32.0 56.6 25.6 26.0 56.0 26.1 26.4 LnGrp LOS E D D D D C E C C E C C
Approach Vol, veh/h 693 1157 755 520
Approach Delay, s/veh 45.4 43.6 30.2 28.8
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.5 47.0 22.0 23.5 14.2 43.3 15.6 29.9 Change Period (Y+Rc), s 6.2 6.2 5.8 6.2 6.2 6.2 6.2 * 6.2 Max Green Setting (Gmax), s 7.8 40.8 21.2 25.8 15.8 32.8 16.8 * 30 Max Q Clear Time (g_c+I1), s 4.5 17.0 15.3 15.1 8.2 12.7 9.5 19.5 Green Ext Time (p_c), s 0.0 3.7 0.9 2.2 0.1 2.4 0.2 3.1 Intersection Summary
HCM 6th Ctrl Delay 38.3
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
16: Mooney Boulevard & Riggin Avenue 11/18/2021
5-Year Horizon Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 166 398 34 172 499 80 84 149 112 146 231 141 Future Volume (veh/h) 166 398 34 172 499 80 84 149 112 146 231 141 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 187 447 38 193 561 90 94 167 126 164 260 158 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 224 704 314 231 718 320 120 606 514 197 686 582 Arrive On Green 0.13 0.20 0.20 0.13 0.20 0.20 0.07 0.33 0.33 0.11 0.37 0.37 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 187 447 38 193 561 90 94 167 126 164 260 158 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 10.0 11.2 1.9 10.3 14.6 3.3 5.1 6.4 5.7 8.8 9.9 4.2 Cycle Q Clear(g_c), s 10.0 11.2 1.9 10.3 14.6 3.3 5.1 6.4 5.7 8.8 9.9 4.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 224 704 314 231 718 320 120 606 514 197 686 582 V/C Ratio(X) 0.84 0.63 0.12 0.84 0.78 0.28 0.78 0.28 0.25 0.83 0.38 0.27 Avail Cap(c_a), veh/h 406 1028 459 442 1101 491 267 606 514 249 686 582 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.2 35.5 31.7 41.0 36.5 16.6 44.3 24.1 23.8 42.1 22.3 8.1 Incr Delay (d2), s/veh 8.0 1.0 0.2 7.8 2.0 0.5 10.4 1.1 1.1 17.4 1.6 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.7 4.7 0.7 4.8 6.2 1.7 2.5 2.9 2.1 4.7 4.4 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.2 36.4 31.9 48.9 38.5 17.1 54.7 25.2 24.9 59.5 23.9 9.2 LnGrp LOS D D C D D B D C C E C A
Approach Vol, veh/h 672 844 387 582
Approach Delay, s/veh 39.7 38.6 32.3 29.9
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 16.2 37.0 18.4 25.1 12.0 41.2 18.0 25.5 Change Period (Y+Rc), s 5.4 5.4 5.8 5.8 5.4 5.4 5.8 5.8 Max Green Setting (Gmax), s 13.6 31.6 24.2 28.2 14.6 30.6 22.2 30.2 Max Q Clear Time (g_c+I1), s 10.8 8.4 12.3 13.2 7.1 11.9 12.0 16.6 Green Ext Time (p_c), s 0.1 1.2 0.4 2.4 0.1 1.8 0.3 3.1 Intersection Summary
HCM 6th Ctrl Delay 35.9
HCM 6th LOS D
HCM 6th Roundabout
8: Mooney Boulevard & Riverway Drive 11/18/2021
5-Year Horizon Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 4.3
Intersection LOS A
Approach WB NB SB
Entry Lanes 1 2 1
Conflicting Circle Lanes 1 1 1
Adj Approach Flow, veh/h 48 159 311
Demand Flow Rate, veh/h 50 164 320
Vehicles Circulating, veh/h 144 43 19
Vehicles Exiting, veh/h 63 296 175
Ped Vol Crossing Leg, #/h 0 0 0
Ped Cap Adj 1.000 1.000 1.000
Approach Delay, s/veh 3.5 3.5 4.8
Approach LOS A A A
Lane Left Left Right Left
Designated Moves LR LT R LT
Assumed Moves LR LT R LT
RT Channelized
Lane Util 1.000 0.878 0.122 1.000
Follow-Up Headway, s 2.609 2.535 2.535 2.609
Critical Headway, s 4.976 4.544 4.544 4.976
Entry Flow, veh/h 50 144 20 320
Cap Entry Lane, veh/h 1191 1366 1366 1353
Entry HV Adj Factor 0.960 0.971 0.950 0.972
Flow Entry, veh/h 48 140 19 311
Cap Entry, veh/h 1144 1326 1297 1315
V/C Ratio 0.042 0.105 0.015 0.236
Control Delay, s/veh 3.5 3.6 2.9 4.8

LOS A A A A
95th %tile Queue, veh 0 0 0 1
HCM 6th Roundabout
11: County Center Street & Shannon Parkway 11/18/2021
5-Year Horizon Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 6.0
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 231 352 251 198
Demand Flow Rate, veh/h 237 362 259 204
Vehicles Circulating, veh/h 297 209 206 358
Vehicles Exiting, veh/h 265 256 328 213
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 5.9 6.5 5.5 6.0
Approach LOS A A A A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 237 362 259 204
Cap Entry Lane, veh/h 1019 1115 1118 958
Entry HV Adj Factor 0.973 0.972 0.970 0.970
Flow Entry, veh/h 231 352 251 198
Cap Entry, veh/h 992 1084 1085 929
V/C Ratio 0.233 0.325 0.232 0.213
Control Delay, s/veh 5.9 6.5 5.5 6.0

LOS A A A A
95th %tile Queue, veh 1 1 1 1
HCM 6th Roundabout
12: Mooney Boulevard & Shannon Parkway 11/18/2021
5-Year Horizon Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Intersection Delay, s/veh 4.8
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 74 97 219 313
Demand Flow Rate, veh/h 76 100 226 322
Vehicles Circulating, veh/h 370 161 62 116
Vehicles Exiting, veh/h 68 127 384 145
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 4.7 3.9 4.3 5.4
Approach LOS A A A A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 76 100 226 322
Cap Entry Lane, veh/h 946 1171 1295 1226
Entry HV Adj Factor 0.969 0.970 0.969 0.973
Flow Entry, veh/h 74 97 219 313
Cap Entry, veh/h 917 1136 1255 1193
V/C Ratio 0.080 0.085 0.174 0.263
Control Delay, s/veh 4.7 3.9 4.3 5.4

LOS A A A A
95th %tile Queue, veh 0 0 1 1
HCM 6th Roundabout
13: Giddings Street & Shannon Parkway 11/18/2021
5-Year Horizon Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 4
Intersection
Intersection Delay, s/veh 7.7
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 2 2 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 383 279 317 492
Demand Flow Rate, veh/h 395 288 327 507
Vehicles Circulating, veh/h 370 414 468 223
Vehicles Exiting, veh/h 360 381 297 479
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 7.1 5.5 8.9 8.5
Approach LOS A A A A
Lane Left Right Left Right Left Left
Designated Moves LT R LT R LTR LTR
Assumed Moves LT R LT R LTR LTR
RT Channelized
Lane Util 0.906 0.094 0.698 0.302 1.000 1.000
Follow-Up Headway, s 2.535 2.535 2.535 2.535 2.609 2.609 Critical Headway, s 4.544 4.544 4.544 4.544 4.976 4.976 Entry Flow, veh/h 358 37 201 87 327 507
Cap Entry Lane, veh/h 1014 1014 974 974 856 1099
Entry HV Adj Factor 0.970 0.973 0.970 0.966 0.970 0.971 Flow Entry, veh/h 347 36 195 84 317 492
Cap Entry, veh/h 984 987 945 941 831 1067
V/C Ratio 0.353 0.036 0.206 0.089 0.382 0.461
Control Delay, s/veh 7.4 4.0 5.8 4.6 8.9 8.5

LOS A A A A A A
95th %tile Queue, veh 2 0 1 0 2 2
HCM 6th TWSC
1: Demaree Street & Avenue 320 11/18/2021
5-Year Horizon Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Int Delay, s/veh 3.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 55 117 43 277 287 34
Future Vol, veh/h 55 117 43 277 287 34
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 61 130 48 308 319 38
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 742 338 357 0 - 0
Stage 1 338 - - - - -
Stage 2 404 - - - - -
Critical Hdwy 6.43 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 2.227 - - -
Pot Cap-1 Maneuver 382 702 1196 - - -
Stage 1 720 - - - - -
Stage 2 672 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 364 702 1196 - - -
Mov Cap-2 Maneuver 364 - - - - -
Stage 1 685 - - - - -
Stage 2 672 - - - - -
Approach EB NB SB
HCM Control Delay, s 15.2 1.1 0

HCM LOS C
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1196 - 541 - -
HCM Lane V/C Ratio 0.04 - 0.353 - -
HCM Control Delay (s) 8.1 0 15.2 - -
HCM Lane LOS A A C - -
HCM 95th %tile Q(veh) 0.1 - 1.6 - -
HCM 6th TWSC
4: Demaree Street & Pratt Road 11/18/2021
5-Year Horizon Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Int Delay, s/veh 1.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 23 38 265 42 60 318
Future Vol, veh/h 23 38 265 42 60 318
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 200 0 - 0 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 89 89 89 89 89 89
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 26 43 298 47 67 357
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 789 298 0 0 345 0
Stage 1 298 - - - - -
Stage 2 491 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 358 739 - - 1208 -
Stage 1 751 - - - - -
Stage 2 613 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 333 739 - - 1208 -
Mov Cap-2 Maneuver 333 - - - - -
Stage 1 751 - - - - -
Stage 2 571 - - - - -
Approach WB NB SB
HCM Control Delay, s 12.7 0 1.3

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 333 739 1208 -
HCM Lane V/C Ratio - - 0.078 0.058 0.056 -
HCM Control Delay (s) - - 16.7 10.2 8.2 0
HCM Lane LOS - - C B A A
HCM 95th %tile Q(veh) - - 0.3 0.2 0.2 -
HCM 6th TWSC
5: County Center Street & Pratt Road 11/18/2021
5-Year Horizon Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Int Delay, s/veh 4.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 85 17 60 108 29 101
Future Vol, veh/h 85 17 60 108 29 101
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 125 - 0 225
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 83 83 83 83 83 83
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 102 20 72 130 35 122
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 122 0 386 112
Stage 1 - - - - 112 -
Stage 2 - - - - 274 -
Critical Hdwy - - 4.13 - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy - - 2.227 - 3.527 3.327
Pot Cap-1 Maneuver - - 1459 - 615 938
Stage 1 - - - - 910 -
Stage 2 - - - - 770 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1459 - 585 938
Mov Cap-2 Maneuver - - - - 585 -
Stage 1 - - - - 910 -
Stage 2 - - - - 732 -
Approach EB WB NB
HCM Control Delay, s 0 2.7 9.9

HCM LOS A
Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 585 938 - - 1459 -
HCM Lane V/C Ratio 0.06 0.13 - - 0.05 -
HCM Control Delay (s) 11.5 9.4 - - 7.6 -
HCM Lane LOS B A - - A -
HCM 95th %tile Q(veh) 0.2 0.4 - - 0.2 -
HCM 6th TWSC
6: Mooney Boulevard & Pratt Road 11/18/2021
5-Year Horizon Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 4
Intersection
Int Delay, s/veh 6.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 17 179 188 121 71 10
Future Vol, veh/h 17 179 188 121 71 10
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 81 81 81 81 81 81
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 21 221 232 149 88 12
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 707 94 100 0 - 0
Stage 1 94 - - - - -
Stage 2 613 - - - - -
Critical Hdwy 6.43 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 2.227 - - -
Pot Cap-1 Maneuver 400 960 1486 - - -
Stage 1 927 - - - - -
Stage 2 539 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 332 960 1486 - - -
Mov Cap-2 Maneuver 332 - - - - -
Stage 1 769 - - - - -
Stage 2 539 - - - - -
Approach EB NB SB
HCM Control Delay, s 11.2 4.8 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1486 - 825 - -
HCM Lane V/C Ratio 0.156 - 0.293 - -
HCM Control Delay (s) 7.9 0 11.2 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.6 - 1.2 - -
HCM 6th TWSC
7: Demaree Street & Riverway Drive 11/18/2021
5-Year Horizon Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 5
Intersection
Int Delay, s/veh 1.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 9 31 43 299 324 12
Future Vol, veh/h 9 31 43 299 324 12
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 175 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 86 86 86 86 86 86
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 10 36 50 348 377 14
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 658 384 391 0 - 0
Stage 1 384 - - - - -
Stage 2 274 - - - - -
Critical Hdwy 6.645 6.245 4.145 - - -
Critical Hdwy Stg 1 5.445 - - - - -
Critical Hdwy Stg 2 5.845 - - - - -
Follow-up Hdwy 3.5285 3.3285 2.2285 - - -
Pot Cap-1 Maneuver 411 660 1160 - - -
Stage 1 685 - - - - -
Stage 2 746 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 393 660 1160 - - -
Mov Cap-2 Maneuver 393 - - - - -
Stage 1 656 - - - - -
Stage 2 746 - - - - -
Approach EB NB SB
HCM Control Delay, s 11.9 1 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1160 - 572 - -
HCM Lane V/C Ratio 0.043 - 0.081 - -
HCM Control Delay (s) 8.2 - 11.9 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.1 - 0.3 - -
HCM 6th TWSC
10: Demaree Street & Shannon Parkway 11/18/2021
5-Year Horizon Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 6
Intersection
Int Delay, s/veh 2.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 92 10 323 134 20 340
Future Vol, veh/h 92 10 323 134 20 340
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 150 0 - - 100 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 85 85 85 85 85 85
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 108 12 380 158 24 400
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 707 269 0 0 538 0
Stage 1 459 - - - - -
Stage 2 248 - - - - -
Critical Hdwy 6.86 6.96 - - 4.16 -
Critical Hdwy Stg 1 5.86 - - - - -
Critical Hdwy Stg 2 5.86 - - - - -
Follow-up Hdwy 3.53 3.33 - - 2.23 -
Pot Cap-1 Maneuver 368 726 - - 1019 -
Stage 1 600 - - - - -
Stage 2 767 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 359 726 - - 1019 -
Mov Cap-2 Maneuver 359 - - - - -
Stage 1 600 - - - - -
Stage 2 749 - - - - -
Approach WB NB SB
HCM Control Delay, s 18.4 0 0.5

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 359 726 1019 -
HCM Lane V/C Ratio - - 0.301 0.016 0.023 -
HCM Control Delay (s) - - 19.3 10 8.6 -
HCM Lane LOS - - C B A -
HCM 95th %tile Q(veh) - - 1.2 0 0.1 -
HCM 6th AWSC
15: County Center Street & Riggin Avenue 11/18/2021
5-Year Horizon Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 174.3
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 130 913 77 113 672 45 58 81 72 43 63 85 Future Vol, veh/h 130 913 77 113 672 45 58 81 72 43 63 85 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 146 1026 87 127 755 51 65 91 81 48 71 96
Number of Lanes 1 2 0 1 2 0 1 1 0 1 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 3 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 2 3 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 3 3 3
HCM Control Delay 260.5 130.8 27.1 20.4

HCM LOS F F D C

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0%
Vol Thru, % 0% 53% 0% 100% 80% 0% 100% 83% 0% 100% 0%
Vol Right, % 0% 47% 0% 0% 20% 0% 0% 17% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 58 153 130 609 381 113 448 269 43 63 85 LT Vol 58 0 130 0 0 113 0 0 43 0 0
Through Vol 0 81 0 609 304 0 448 224 0 63 0
RT Vol 0 72 0 0 77 0 0 45 0 0 85
Lane Flow Rate 65 172 146 684 428 127 503 302 48 71 96
Geometry Grp 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.221 0.543 0.409 1.819 1.123 0.361 1.363 0.808 0.166 0.233 0.296 Departure Headway (Hd) 13.641 12.812 10.531 10.017 9.872 11.16 10.648 10.527 14.075 13.562 12.843 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 265 284 345 369 373 325 347 348 257 266 282
Service Time 11.341 10.512 8.231 7.717 7.572 8.86 8.348 8.227 11.775 11.262 10.543 HCM Lane V/C Ratio 0.245 0.606 0.423 1.854 1.147 0.391 1.45 0.868 0.187 0.267 0.34 HCM Control Delay 20.2 29.7 20.3 402.3 116.1 20 209.9 45.5 19.6 20.3 20.9 HCM Lane LOS C D C F F C F E C C C
HCM 95th-tile Q 0.8 3 1.9 42.6 15.5 1.6 22.9 6.9 0.6 0.9 1.2 HCM 6th AWSC
17: Giddings Street & Riggin Avenue 11/18/2021
5-Year Horizon Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 253.2
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 174 794 41 48 744 65 39 62 50 49 45 98 Future Vol, veh/h 174 794 41 48 744 65 39 62 50 49 45 98 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 181 827 43 50 775 68 41 65 52 51 47 102
Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay 283.5 311.2 18.3 19.5

HCM LOS F F C C

Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 26% 100% 0% 100% 0% 26%
Vol Thru, % 41% 0% 95% 0% 92% 23%
Vol Right, % 33% 0% 5% 0% 8% 51%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 151 174 835 48 809 192
LT Vol 39 174 0 48 0 49
Through Vol 62 0 794 0 744 45
RT Vol 50 0 41 0 65 98
Lane Flow Rate 157 181 870 50 843 200
Geometry Grp 2 7 7 7 7 2
Degree of Util (X) 0.349 0.379 1.69 0.107 1.666 0.426
Departure Headway (Hd) 10.044 8.411 7.857 8.472 7.897 9.593 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 360 431 470 426 472 378
Service Time 8.044 6.111 5.557 6.172 5.597 7.593
HCM Lane V/C Ratio 0.436 0.42 1.851 0.117 1.786 0.529
HCM Control Delay 18.3 16.2 339.2 12.2 328.9 19.5
HCM Lane LOS C C F B F C
HCM 95th-tile Q 1.5 1.7 45.9 0.4 44.4 2.1
HCM 6th AWSC
18: Mooney Boulevard & Ferguson Avenue 11/18/2021
5-Year Horizon Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Intersection Delay, s/veh 158.9
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 70 268 46 51 261 76 88 563 126 82 450 61 Future Vol, veh/h 70 268 46 51 261 76 88 563 126 82 450 61 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 76 291 50 55 284 83 96 612 137 89 489 66
Number of Lanes 1 1 0 1 1 1 1 1 1 1 2 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 2 3 3
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 3 2 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3 3 3 2
HCM Control Delay 88.3 54.8 320 61.7

HCM LOS F F F F

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 100% 0% 100% 0% 0% 100% 0% 0%
Vol Thru, % 0% 100% 0% 0% 85% 0% 100% 0% 0% 100% 71%
Vol Right, % 0% 0% 100% 0% 15% 0% 0% 100% 0% 0% 29%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 88 563 126 70 314 51 261 76 82 300 211 LT Vol 88 0 0 70 0 51 0 0 82 0 0
Through Vol 0 563 0 0 268 0 261 0 0 300 150
RT Vol 0 0 126 0 46 0 0 76 0 0 61
Lane Flow Rate 96 612 137 76 341 55 284 83 89 326 229
Geometry Grp 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.307 1.881 0.399 0.247 1.052 0.186 0.913 0.25 0.284 0.996 0.688 Departure Headway (Hd) 12.056 11.532 10.799 12.832 12.229 13.609 13.085 12.353 13.06 12.532 12.318 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 300 324 336 282 300 266 278 292 277 293 296
Service Time 9.756 9.232 8.499 10.532 9.929 11.309 10.785 10.053 10.76 10.232 10.018 HCM Lane V/C Ratio 0.32 1.889 0.408 0.27 1.137 0.207 1.022 0.284 0.321 1.113 0.774 HCM Control Delay 20 433.9 20.5 19.7 103.6 19.4 72.1 19.1 20.9 89.3 38.3 HCM Lane LOS C F C C F C F C C F E
HCM 95th-tile Q 1.3 39.9 1.9 0.9 11.8 0.7 8.3 1 1.1 10.3 4.7 HCM 6th Signalized Intersection Summary
9: Dinuba Boulevard & Riggin Avenue 11/18/2021
5-Year Horizon Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 431 341 121 273 433 169 250 834 66 172 519 204 Future Volume (veh/h) 431 341 121 273 433 169 250 834 66 172 519 204 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 454 359 127 287 456 178 263 878 69 181 546 215 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 4 4 4 4 4 4
Cap, veh/h 478 916 408 321 602 268 247 1022 456 228 1002 447 Arrive On Green 0.27 0.26 0.26 0.18 0.17 0.17 0.07 0.29 0.29 0.07 0.29 0.29 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 3401 3497 1560 3401 3497 1560 Grp Volume(v), veh/h 454 359 127 287 456 178 263 878 69 181 546 215 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1700 1749 1560 1700 1749 1560 Q Serve(g_s), s 26.8 8.9 6.9 16.8 13.1 9.0 7.7 25.2 2.1 5.6 14.0 12.1 Cycle Q Clear(g_c), s 26.8 8.9 6.9 16.8 13.1 9.0 7.7 25.2 2.1 5.6 14.0 12.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 478 916 408 321 602 268 247 1022 456 228 1002 447 V/C Ratio(X) 0.95 0.39 0.31 0.90 0.76 0.66 1.07 0.86 0.15 0.80 0.54 0.48 Avail Cap(c_a), veh/h 478 1199 535 410 1063 474 247 1022 456 228 1002 447 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.0 32.4 31.6 42.4 41.9 26.3 49.2 35.5 10.1 48.8 32.0 31.3 Incr Delay (d2), s/veh 28.8 0.3 0.4 18.3 2.0 2.8 75.7 9.4 0.7 17.5 2.1 3.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 14.8 3.7 2.6 8.7 5.6 3.4 5.8 11.5 1.3 2.8 5.9 4.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.8 32.6 32.1 60.8 43.9 29.1 124.9 44.9 10.8 66.3 34.1 35.0 LnGrp LOS E C C E D C F D B E C D
Approach Vol, veh/h 940 921 1210 942
Approach Delay, s/veh 49.1 46.3 60.3 40.5
Approach LOS D D E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.4 36.3 24.6 32.9 13.0 35.7 34.0 23.4 Change Period (Y+Rc), s 5.3 5.3 5.3 5.3 5.3 5.3 5.3 5.3 Max Green Setting (Gmax), s 7.1 31.0 24.6 36.1 7.7 30.4 28.7 32.0 Max Q Clear Time (g_c+I1), s 7.6 27.2 18.8 10.9 9.7 16.0 28.8 15.1 Green Ext Time (p_c), s 0.0 2.0 0.4 2.5 0.0 3.5 0.0 3.0 Intersection Summary
HCM 6th Ctrl Delay 49.8
HCM 6th LOS D
HCM 6th Signalized Intersection Summary
14: Demaree Street & Riggin Avenue 11/18/2021
5-Year Horizon Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 159 618 95 457 415 52 86 404 455 54 302 76 Future Volume (veh/h) 159 618 95 457 415 52 86 404 455 54 302 76 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 169 657 101 486 441 55 91 430 484 57 321 81 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 201 770 343 560 932 416 115 614 547 80 918 228 Arrive On Green 0.11 0.22 0.22 0.16 0.26 0.26 0.07 0.35 0.35 0.05 0.33 0.33 Sat Flow, veh/h 1767 3526 1572 3428 3526 1572 1767 1763 1572 1767 2798 696 Grp Volume(v), veh/h 169 657 101 486 441 55 91 430 484 57 201 201 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1714 1763 1572 1767 1763 1572 1767 1763 1730 Q Serve(g_s), s 10.2 19.4 5.8 15.0 11.4 2.9 5.5 22.8 31.5 3.5 9.4 9.6 Cycle Q Clear(g_c), s 10.2 19.4 5.8 15.0 11.4 2.9 5.5 22.8 31.5 3.5 9.4 9.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.40
Lane Grp Cap(c), veh/h 201 770 343 560 932 416 115 614 547 80 579 568 V/C Ratio(X) 0.84 0.85 0.29 0.87 0.47 0.13 0.79 0.70 0.88 0.71 0.35 0.35 Avail Cap(c_a), veh/h 334 903 403 669 932 416 192 614 547 143 579 568 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.1 40.8 35.4 44.3 33.6 30.4 50.0 30.5 33.3 51.1 27.6 27.7 Incr Delay (d2), s/veh 9.4 7.0 0.5 10.2 0.4 0.1 11.3 6.5 18.5 11.0 1.6 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.8 8.7 2.2 6.9 4.7 1.1 2.7 10.1 13.9 1.7 4.0 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.6 47.8 35.9 54.5 34.0 30.6 61.3 37.1 51.8 62.1 29.3 29.5 LnGrp LOS E D D D C C E D D E C C
Approach Vol, veh/h 927 982 1005 459
Approach Delay, s/veh 48.1 43.9 46.4 33.4
Approach LOS D D D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.1 44.0 23.5 29.9 13.3 41.8 18.6 34.9 Change Period (Y+Rc), s 6.2 6.2 5.8 6.2 6.2 6.2 6.2 * 6.2 Max Green Setting (Gmax), s 8.8 37.8 21.2 27.8 11.8 34.8 20.5 * 29 Max Q Clear Time (g_c+I1), s 5.5 33.5 17.0 21.4 7.5 11.6 12.2 13.4 Green Ext Time (p_c), s 0.0 2.1 0.7 2.3 0.1 2.0 0.3 2.4 Intersection Summary
HCM 6th Ctrl Delay 44.4
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
16: Mooney Boulevard & Riggin Avenue 11/18/2021
5-Year Horizon Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 217 831 117 256 686 167 113 334 223 132 232 112 Future Volume (veh/h) 217 831 117 256 686 167 113 334 223 132 232 112 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 228 875 123 269 722 176 119 352 235 139 244 118 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 259 984 439 299 1066 475 146 506 429 143 504 427 Arrive On Green 0.15 0.28 0.28 0.17 0.30 0.30 0.08 0.27 0.27 0.08 0.27 0.27 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 228 875 123 269 722 176 119 352 235 139 244 118 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 14.3 27.0 5.2 16.9 20.4 7.4 7.5 19.3 14.5 8.9 12.5 6.7 Cycle Q Clear(g_c), s 14.3 27.0 5.2 16.9 20.4 7.4 7.5 19.3 14.5 8.9 12.5 6.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 259 984 439 299 1066 475 146 506 429 143 504 427 V/C Ratio(X) 0.88 0.89 0.28 0.90 0.68 0.37 0.82 0.70 0.55 0.97 0.48 0.28 Avail Cap(c_a), veh/h 332 1067 476 362 1126 502 181 506 429 143 504 427 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.4 39.2 17.9 46.1 34.7 17.1 51.2 37.0 35.3 51.9 34.6 32.5 Incr Delay (d2), s/veh 19.3 8.9 0.3 21.6 1.5 0.5 20.6 7.7 5.0 65.6 3.3 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.5 12.4 2.5 9.0 8.6 3.6 4.1 9.6 5.9 6.5 6.0 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.8 48.1 18.2 67.7 36.2 17.6 71.8 44.7 40.2 117.5 38.0 34.1 LnGrp LOS E D B E D B E D D F D C
Approach Vol, veh/h 1226 1167 706 501
Approach Delay, s/veh 48.6 40.7 47.8 59.1
Approach LOS D D D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 14.6 36.3 25.0 37.5 14.7 36.2 22.4 40.1 Change Period (Y+Rc), s 5.4 5.4 5.8 5.8 5.4 5.4 5.8 5.8 Max Green Setting (Gmax), s 9.2 30.9 23.2 34.3 11.6 28.5 21.3 36.2 Max Q Clear Time (g_c+I1), s 10.9 21.3 18.9 29.0 9.5 14.5 16.3 22.4 Green Ext Time (p_c), s 0.0 2.0 0.3 2.7 0.0 1.4 0.3 4.3 Intersection Summary
HCM 6th Ctrl Delay 47.3
HCM 6th LOS D
HCM 6th Roundabout
8: Mooney Boulevard & Riverway Drive 11/18/2021
5-Year Horizon Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 4.5
Intersection LOS A
Approach WB NB SB
Entry Lanes 1 2 1
Conflicting Circle Lanes 1 1 1
Adj Approach Flow, veh/h 82 339 249
Demand Flow Rate, veh/h 84 349 257
Vehicles Circulating, veh/h 321 53 34
Vehicles Exiting, veh/h 81 238 371
Ped Vol Crossing Leg, #/h 0 0 0
Ped Cap Adj 1.000 1.000 1.000
Approach Delay, s/veh 4.5 4.6 4.4
Approach LOS A A A
Lane Left Left Right Left
Designated Moves LR LT R LT
Assumed Moves LR LT R LT
RT Channelized
Lane Util 1.000 0.920 0.080 1.000
Follow-Up Headway, s 2.609 2.535 2.535 2.609
Critical Headway, s 4.976 4.544 4.544 4.976
Entry Flow, veh/h 84 321 28 257
Cap Entry Lane, veh/h 995 1353 1353 1333
Entry HV Adj Factor 0.976 0.971 0.964 0.969
Flow Entry, veh/h 82 312 27 249
Cap Entry, veh/h 971 1314 1305 1292
V/C Ratio 0.084 0.237 0.021 0.193
Control Delay, s/veh 4.5 4.8 2.9 4.4

LOS A A A A
95th %tile Queue, veh 0 1 0 1
HCM 6th Roundabout
11: County Center Street & Shannon Parkway 11/18/2021
5-Year Horizon Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 4.1
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 128 130 176 98
Demand Flow Rate, veh/h 132 134 182 101
Vehicles Circulating, veh/h 124 167 120 143
Vehicles Exiting, veh/h 120 135 136 158
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 4.0 4.2 4.3 3.8
Approach LOS A A A A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 132 134 182 101
Cap Entry Lane, veh/h 1216 1164 1221 1193
Entry HV Adj Factor 0.970 0.972 0.967 0.975
Flow Entry, veh/h 128 130 176 98
Cap Entry, veh/h 1180 1131 1181 1163
V/C Ratio 0.109 0.115 0.149 0.085
Control Delay, s/veh 4.0 4.2 4.3 3.8

LOS A A A A
95th %tile Queue, veh 0 0 1 0
HCM 6th Roundabout
12: Mooney Boulevard & Shannon Parkway 11/18/2021
5-Year Horizon Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Intersection Delay, s/veh 6.5
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 110 211 480 301
Demand Flow Rate, veh/h 113 218 495 311
Vehicles Circulating, veh/h 378 412 103 218
Vehicles Exiting, veh/h 151 186 388 412
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 5.1 6.6 6.9 6.1
Approach LOS A A A A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 113 218 495 311
Cap Entry Lane, veh/h 938 906 1242 1105
Entry HV Adj Factor 0.973 0.969 0.970 0.969
Flow Entry, veh/h 110 211 480 301
Cap Entry, veh/h 913 878 1205 1070
V/C Ratio 0.120 0.240 0.398 0.282
Control Delay, s/veh 5.1 6.6 6.9 6.1

LOS A A A A
95th %tile Queue, veh 0 1 2 1
HCM 6th Roundabout
13: Giddings Street & Shannon Parkway 11/18/2021
5-Year Horizon Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 4
Intersection
Intersection Delay, s/veh 4.4
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 2 2 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 259 259 125 77
Demand Flow Rate, veh/h 266 267 129 79
Vehicles Circulating, veh/h 94 103 263 259
Vehicles Exiting, veh/h 244 289 97 111
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 4.4 4.4 4.6 4.1
Approach LOS A A A A
Lane Left Right Left Right Left Left
Designated Moves LT R LT R LTR LTR
Assumed Moves LT R LT R LTR LTR
RT Channelized
Lane Util 0.947 0.053 0.918 0.082 1.000 1.000
Follow-Up Headway, s 2.535 2.535 2.535 2.535 2.609 2.609 Critical Headway, s 4.544 4.544 4.544 4.544 4.976 4.976 Entry Flow, veh/h 252 14 245 22 129 79
Cap Entry Lane, veh/h 1304 1304 1293 1293 1055 1060
Entry HV Adj Factor 0.971 1.000 0.973 0.955 0.972 0.975 Flow Entry, veh/h 245 14 238 21 125 77
Cap Entry, veh/h 1266 1304 1258 1234 1026 1033
V/C Ratio 0.193 0.011 0.189 0.017 0.122 0.075
Control Delay, s/veh 4.5 2.8 4.5 3.1 4.6 4.1

LOS A A A A A A
95th %tile Queue, veh 1 0 1 0 0 0
10-YEAR HORIZON CONDITIONS
HCM 6th TWSC
1: Demaree Street & Avenue 320 11/18/2021
10-Year Horizon Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Int Delay, s/veh 3.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 26 20 39 15 20 10 56 272 10 15 202 51 Future Vol, veh/h 26 20 39 15 20 10 56 272 10 15 202 51 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 28 22 42 16 22 11 61 296 11 16 220 55
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 720 709 248 736 731 302 275 0 0 307 0 0 Stage 1 280 280 - 424 424 - - - - - - -
Stage 2 440 429 - 312 307 - - - - - - -
Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 - - - - - - - Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 342 358 788 333 348 735 1282 - - 1248 - - Stage 1 725 677 - 606 585 - - - - - - -
Stage 2 594 582 - 696 659 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 302 333 788 283 323 735 1282 - - 1248 - - Mov Cap-2 Maneuver 302 333 - 283 323 - - - - - - -
Stage 1 684 667 - 571 552 - - - - - - -
Stage 2 530 549 - 628 649 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 15.5 17 1.3 0.4

HCM LOS C C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1282 - - 434 350 1248 - -
HCM Lane V/C Ratio 0.047 - - 0.213 0.14 0.013 - -
HCM Control Delay (s) 7.9 0 - 15.5 17 7.9 0 -
HCM Lane LOS A A - C C A A -
HCM 95th %tile Q(veh) 0.1 - - 0.8 0.5 0 - -
HCM 6th TWSC
2: County Center Street & Avenue 320 11/18/2021
10-Year Horizon Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Int Delay, s/veh 5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 0 10 0 0 15 0
Future Vol, veh/h 0 10 0 0 15 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 11 0 0 16 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 11 0 7 6
Stage 1 - - - - 6 -
Stage 2 - - - - 1 -
Critical Hdwy - - 4.13 - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy - - 2.227 - 3.527 3.327
Pot Cap-1 Maneuver - - 1602 - 1011 1074
Stage 1 - - - - 1014 -
Stage 2 - - - - 1020 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1602 - 1011 1074
Mov Cap-2 Maneuver - - - - 1011 -
Stage 1 - - - - 1014 -
Stage 2 - - - - 1020 -
Approach EB WB NB
HCM Control Delay, s 0 0 8.6

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 1011 - - 1602 -
HCM Lane V/C Ratio 0.016 - - - -
HCM Control Delay (s) 8.6 - - 0 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) 0 - - 0 -
HCM 6th TWSC
4: Demaree Street & Pratt Road 11/18/2021
10-Year Horizon Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Int Delay, s/veh 3.4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 64 128 327 33 44 264
Future Vol, veh/h 64 128 327 33 44 264
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 200 0 - 0 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 70 139 355 36 48 287
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 738 355 0 0 391 0
Stage 1 355 - - - - -
Stage 2 383 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 384 687 - - 1162 -
Stage 1 707 - - - - -
Stage 2 687 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 365 687 - - 1162 -
Mov Cap-2 Maneuver 365 - - - - -
Stage 1 707 - - - - -
Stage 2 653 - - - - -
Approach WB NB SB
HCM Control Delay, s 13.5 0 1.2

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 365 687 1162 -
HCM Lane V/C Ratio - - 0.191 0.203 0.041 -
HCM Control Delay (s) - - 17.2 11.6 8.2 0
HCM Lane LOS - - C B A A
HCM 95th %tile Q(veh) - - 0.7 0.8 0.1 -
HCM 6th TWSC
5: County Center Street & Pratt Road 11/18/2021
10-Year Horizon Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 4
Intersection
Int Delay, s/veh 3.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 15 81 11 2 91 10 5 20 11 15 20 10
Future Vol, veh/h 15 81 11 2 91 10 5 20 11 15 20 10
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - 125 - - 225 - 225 225 - 225
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 16 88 12 2 99 11 5 22 12 16 22 11
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 110 0 0 100 0 0 251 240 94 252 241 105 Stage 1 - - - - - - 126 126 - 109 109 -
Stage 2 - - - - - - 125 114 - 143 132 -
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 - - - - - - 6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 - - - - - - 6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1474 - - 1486 - - 700 660 960 699 659 947 Stage 1 - - - - - - 875 790 - 894 803 -
Stage 2 - - - - - - 877 799 - 857 785 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1474 - - 1486 - - 668 651 960 666 650 947 Mov Cap-2 Maneuver - - - - - - 668 651 - 666 650 -
Stage 1 - - - - - - 865 781 - 883 802 -
Stage 2 - - - - - - 842 798 - 813 776 -
Approach EB WB NB SB
HCM Control Delay, s 1 0.1 10.1 10.2

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 NBLn2 NBLn3 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 SBLn3 Capacity (veh/h) 668 651 960 1474 - - 1486 - - 666 650 947 HCM Lane V/C Ratio 0.008 0.033 0.012 0.011 - - 0.001 - - 0.024 0.033 0.011 HCM Control Delay (s) 10.4 10.7 8.8 7.5 0 - 7.4 - - 10.5 10.7 8.8 HCM Lane LOS B B A A A - A - - B B A
HCM 95th %tile Q(veh) 0 0.1 0 0 - - 0 - - 0.1 0.1 0
HCM 6th TWSC
6: Mooney Boulevard & Pratt Road 11/18/2021
10-Year Horizon Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 5
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 63 63 0 0 0
Future Vol, veh/h 0 63 63 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 2 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 68 68 0 0 0
Major/Minor Major1 Minor2
Conflicting Flow All 0 0 136 0
Stage 1 - - 0 -
Stage 2 - - 136 -
Critical Hdwy 4.13 - 6.53 6.23
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - 5.53 -
Follow-up Hdwy 2.227 - 4.027 3.327
Pot Cap-1 Maneuver - - 753 -
Stage 1 - - - -
Stage 2 - - 782 -
Platoon blocked, % -
Mov Cap-1 Maneuver - - 0 -
Mov Cap-2 Maneuver - - 0 -
Stage 1 - - 0 -
Stage 2 - - 0 -
Approach NB SB
HCM Control Delay, s 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT SBLn1
Capacity (veh/h) - - -
HCM Lane V/C Ratio - - -
HCM Control Delay (s) - - 0
HCM Lane LOS - - A
HCM 95th %tile Q(veh) - - -
HCM 6th TWSC
7: Demaree Street & Riverway Drive 11/18/2021
10-Year Horizon Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 6
Intersection
Int Delay, s/veh 1.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 11 66 21 353 334 2
Future Vol, veh/h 11 66 21 353 334 2
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 175 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 12 72 23 384 363 2
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 602 364 365 0 - 0
Stage 1 364 - - - - -
Stage 2 238 - - - - -
Critical Hdwy 6.645 6.245 4.145 - - -
Critical Hdwy Stg 1 5.445 - - - - -
Critical Hdwy Stg 2 5.845 - - - - -
Follow-up Hdwy 3.5285 3.3285 2.2285 - - -
Pot Cap-1 Maneuver 445 677 1186 - - -
Stage 1 699 - - - - -
Stage 2 777 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 437 677 1186 - - -
Mov Cap-2 Maneuver 437 - - - - -
Stage 1 686 - - - - -
Stage 2 777 - - - - -
Approach EB NB SB
HCM Control Delay, s 11.6 0.5 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1186 - 628 - -
HCM Lane V/C Ratio 0.019 - 0.133 - -
HCM Control Delay (s) 8.1 - 11.6 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.1 - 0.5 - -
HCM 6th TWSC
10: Demaree Street & Shannon Parkway 11/18/2021
10-Year Horizon Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 7
Intersection
Int Delay, s/veh 4.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 183 40 336 96 19 383
Future Vol, veh/h 183 40 336 96 19 383
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 150 0 - - 100 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 199 43 365 104 21 416
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 667 235 0 0 469 0
Stage 1 417 - - - - -
Stage 2 250 - - - - -
Critical Hdwy 6.86 6.96 - - 4.16 -
Critical Hdwy Stg 1 5.86 - - - - -
Critical Hdwy Stg 2 5.86 - - - - -
Follow-up Hdwy 3.53 3.33 - - 2.23 -
Pot Cap-1 Maneuver 390 764 - - 1082 -
Stage 1 630 - - - - -
Stage 2 765 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 383 764 - - 1082 -
Mov Cap-2 Maneuver 383 - - - - -
Stage 1 630 - - - - -
Stage 2 750 - - - - -
Approach WB NB SB
HCM Control Delay, s 21.6 0 0.4

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 383 764 1082 -
HCM Lane V/C Ratio - - 0.519 0.057 0.019 -
HCM Control Delay (s) - - 24.1 10 8.4 -
HCM Lane LOS - - C B A -
HCM 95th %tile Q(veh) - - 2.9 0.2 0.1 -
HCM 6th AWSC
8: Mooney Boulevard & Riverway Drive 11/18/2021
10-Year Horizon Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 7.5
Intersection LOS A
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 17 26 57 19 34 29
Future Vol, veh/h 17 26 57 19 34 29
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 18 28 62 21 37 32
Number of Lanes 1 0 1 1 0 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 2
Conflicting Approach Left NB WB
Conflicting Lanes Left 2 0 1
Conflicting Approach Right SB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay 7.2 7.6 7.7

HCM LOS A A A

Lane NBLn1 NBLn2 WBLn1 SBLn1
Vol Left, % 0% 0% 40% 54%
Vol Thru, % 100% 0% 0% 46%
Vol Right, % 0% 100% 60% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 57 19 43 63
LT Vol 0 0 17 34
Through Vol 57 0 0 29
RT Vol 0 19 26 0
Lane Flow Rate 62 21 47 68
Geometry Grp 7 7 2 5
Degree of Util (X) 0.08 0.023 0.051 0.082
Departure Headway (Hd) 4.669 3.968 3.921 4.303
Convergence, Y/N Yes Yes Yes Yes
Cap 767 901 897 829
Service Time 2.399 1.698 2.015 2.346
HCM Lane V/C Ratio 0.081 0.023 0.052 0.082
HCM Control Delay 7.8 6.8 7.2 7.7
HCM Lane LOS A A A A
HCM 95th-tile Q 0.3 0.1 0.2 0.3
HCM 6th AWSC
15: County Center Street & Riggin Avenue 11/18/2021
10-Year Horizon Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 127.4
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 47 665 57 97 772 35 118 85 125 58 101 70 Future Vol, veh/h 47 665 57 97 772 35 118 85 125 58 101 70 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 51 715 61 104 830 38 127 91 134 62 109 75
Number of Lanes 1 2 0 1 2 0 1 1 0 1 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 3 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 2 3 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 3 3 3
HCM Control Delay 137.9 180.3 31.6 20.7

HCM LOS F F D C

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0%
Vol Thru, % 0% 40% 0% 100% 80% 0% 100% 88% 0% 100% 0%
Vol Right, % 0% 60% 0% 0% 20% 0% 0% 12% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 118 210 47 443 279 97 515 292 58 101 70 LT Vol 118 0 47 0 0 97 0 0 58 0 0
Through Vol 0 85 0 443 222 0 515 257 0 101 0
RT Vol 0 125 0 0 57 0 0 35 0 0 70
Lane Flow Rate 127 226 51 477 300 104 553 314 62 109 75 Geometry Grp 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.412 0.678 0.15 1.351 0.837 0.304 1.539 0.867 0.213 0.355 0.232 Departure Headway (Hd) 12.633 11.716 11.396 10.879 10.731 11.02 10.503 10.417 13.462 12.945 12.221 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 287 312 317 338 339 329 349 349 268 280 296
Service Time 10.333 9.416 9.096 8.579 8.431 8.72 8.203 8.117 11.162 10.645 9.921 HCM Lane V/C Ratio 0.443 0.724 0.161 1.411 0.885 0.316 1.585 0.9 0.231 0.389 0.253 HCM Control Delay 23.9 35.9 16.1 205.9 50.2 18.5 282.7 53.6 19.8 22.6 18.6 HCM Lane LOS C E C F F C F F C C C
HCM 95th-tile Q 1.9 4.6 0.5 22.1 7.4 1.3 29.7 8.1 0.8 1.5 0.9 HCM 6th AWSC
17: Giddings Street & Riggin Avenue 11/18/2021
10-Year Horizon Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Intersection Delay, s/veh 301.2
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 92 636 51 47 597 49 59 193 52 90 155 166 Future Vol, veh/h 92 636 51 47 597 49 59 193 52 90 155 166 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 100 691 55 51 649 53 64 210 57 98 168 180
Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay 407.9 382.7 70.3 132.4

HCM LOS F F F F

Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 19% 100% 0% 100% 0% 22%
Vol Thru, % 63% 0% 93% 0% 92% 38%
Vol Right, % 17% 0% 7% 0% 8% 40%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 304 92 687 47 646 411
LT Vol 59 92 0 47 0 90
Through Vol 193 0 636 0 597 155
RT Vol 52 0 51 0 49 166
Lane Flow Rate 330 100 747 51 702 447
Geometry Grp 2 7 7 7 7 2
Degree of Util (X) 0.879 0.275 1.94 0.141 1.825 1.133
Departure Headway (Hd) 14.369 12.144 11.554 12.08 11.489 12.934 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 254 298 321 299 323 286
Service Time 12.369 9.844 9.254 9.78 9.189 10.934
HCM Lane V/C Ratio 1.299 0.336 2.327 0.171 2.173 1.563
HCM Control Delay 70.3 19.4 459.9 16.8 409.3 132.4
HCM Lane LOS F C F C F F
HCM 95th-tile Q 7.4 1.1 42 0.5 38 13.4
HCM 6th AWSC
18: Mooney Boulevard & Ferguson Avenue 11/18/2021
10-Year Horizon Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 4
Intersection
Intersection Delay, s/veh 15.5
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 34 167 42 27 129 25 31 229 29 59 330 33 Future Vol, veh/h 34 167 42 27 129 25 31 229 29 59 330 33 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 37 182 46 29 140 27 34 249 32 64 359 36
Number of Lanes 1 1 0 1 1 1 1 1 1 1 2 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 2 3 3
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 3 2 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3 3 3 2
HCM Control Delay 16.2 13.5 17 14.9

HCM LOS C B C B

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 100% 0% 100% 0% 0% 100% 0% 0%
Vol Thru, % 0% 100% 0% 0% 80% 0% 100% 0% 0% 100% 77%
Vol Right, % 0% 0% 100% 0% 20% 0% 0% 100% 0% 0% 23%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 31 229 29 34 209 27 129 25 59 220 143 LT Vol 31 0 0 34 0 27 0 0 59 0 0
Through Vol 0 229 0 0 167 0 129 0 0 220 110
RT Vol 0 0 29 0 42 0 0 25 0 0 33
Lane Flow Rate 34 249 32 37 227 29 140 27 64 239 155
Geometry Grp 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.076 0.527 0.061 0.084 0.475 0.069 0.312 0.055 0.14 0.487 0.31 Departure Headway (Hd) 8.131 7.623 6.912 8.163 7.522 8.515 8.009 7.301 7.841 7.333 7.169 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 440 473 517 439 479 420 447 489 457 490 500
Service Time 5.893 5.385 4.673 5.919 5.279 6.283 5.777 5.069 5.598 5.09 4.926 HCM Lane V/C Ratio 0.077 0.526 0.062 0.084 0.474 0.069 0.313 0.055 0.14 0.488 0.31 HCM Control Delay 11.6 18.6 10.1 11.7 16.9 11.9 14.4 10.5 11.9 16.9 13.1 HCM Lane LOS B C B B C B B B B C B
HCM 95th-tile Q 0.2 3 0.2 0.3 2.5 0.2 1.3 0.2 0.5 2.6 1.3 HCM 6th Signalized Intersection Summary
9: Dinuba Boulevard & Riggin Avenue 11/18/2021
10-Year Horizon Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 259 367 176 164 344 109 168 416 63 153 594 195 Future Volume (veh/h) 259 367 176 164 344 109 168 416 63 153 594 195 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 273 386 185 173 362 115 177 438 66 161 625 205 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 4 4 4 4 4 4
Cap, veh/h 316 729 325 212 521 233 253 1219 543 284 1250 558 Arrive On Green 0.18 0.21 0.21 0.12 0.15 0.15 0.07 0.35 0.35 0.08 0.36 0.36 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 3401 3497 1560 3401 3497 1560 Grp Volume(v), veh/h 273 386 185 173 362 115 177 438 66 161 625 205 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1700 1749 1560 1700 1749 1560 Q Serve(g_s), s 13.2 8.6 9.3 8.4 8.6 5.9 4.5 8.2 1.6 4.0 12.3 4.6 Cycle Q Clear(g_c), s 13.2 8.6 9.3 8.4 8.6 5.9 4.5 8.2 1.6 4.0 12.3 4.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 316 729 325 212 521 233 253 1219 543 284 1250 558 V/C Ratio(X) 0.86 0.53 0.57 0.82 0.69 0.49 0.70 0.36 0.12 0.57 0.50 0.37 Avail Cap(c_a), veh/h 517 1485 662 417 1285 573 376 1219 543 407 1250 558 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.0 31.0 31.3 37.7 35.5 34.4 39.7 21.3 7.7 38.7 22.1 5.9 Incr Delay (d2), s/veh 8.2 0.6 1.6 7.5 1.7 1.6 3.5 0.8 0.5 1.8 1.4 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.0 3.5 3.4 3.9 3.6 2.2 1.9 3.2 0.9 1.7 4.9 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.3 31.6 32.9 45.2 37.2 36.0 43.2 22.1 8.2 40.5 23.5 7.8 LnGrp LOS D C C D D D D C A D C A
Approach Vol, veh/h 844 650 681 991
Approach Delay, s/veh 35.7 39.1 26.3 23.0
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.6 35.9 15.8 23.5 11.8 36.7 21.0 18.3 Change Period (Y+Rc), s 5.3 5.3 5.3 5.3 5.3 5.3 5.3 5.3 Max Green Setting (Gmax), s 10.5 30.6 20.7 37.0 9.7 31.4 25.7 32.0 Max Q Clear Time (g_c+I1), s 6.0 10.2 10.4 11.3 6.5 14.3 15.2 10.6 Green Ext Time (p_c), s 0.2 2.7 0.3 2.9 0.2 4.2 0.6 2.4 Intersection Summary
HCM 6th Ctrl Delay 30.4
HCM 6th LOS C
HCM 6th Signalized Intersection Summary
14: Demaree Street & Riggin Avenue 11/18/2021
10-Year Horizon Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 133 460 97 369 606 64 112 371 252 45 350 136 Future Volume (veh/h) 133 460 97 369 606 64 112 371 252 45 350 136 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 143 495 104 397 652 69 120 399 271 48 376 146 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 176 672 300 485 806 360 150 762 511 78 839 321 Arrive On Green 0.10 0.19 0.19 0.14 0.23 0.23 0.08 0.38 0.38 0.04 0.34 0.34 Sat Flow, veh/h 1767 3526 1572 3428 3526 1572 1767 2019 1356 1767 2492 954 Grp Volume(v), veh/h 143 495 104 397 652 69 120 348 322 48 264 258 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1714 1763 1572 1767 1763 1612 1767 1763 1684 Q Serve(g_s), s 7.9 13.1 5.7 11.1 17.3 3.5 6.6 15.2 15.4 2.6 11.6 11.9 Cycle Q Clear(g_c), s 7.9 13.1 5.7 11.1 17.3 3.5 6.6 15.2 15.4 2.6 11.6 11.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.84 1.00 0.57
Lane Grp Cap(c), veh/h 176 672 300 485 806 360 150 665 608 78 593 567 V/C Ratio(X) 0.81 0.74 0.35 0.82 0.81 0.19 0.80 0.52 0.53 0.61 0.45 0.45 Avail Cap(c_a), veh/h 323 999 446 733 1110 495 282 665 608 159 593 567 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.7 37.8 34.8 41.3 36.2 30.8 44.5 23.9 24.0 46.5 25.7 25.8 Incr Delay (d2), s/veh 8.7 1.6 0.7 4.4 3.2 0.3 9.3 2.9 3.3 7.5 2.4 2.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 5.5 2.1 4.8 7.4 1.3 3.1 6.3 5.9 1.3 4.9 4.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.5 39.4 35.5 45.8 39.4 31.1 53.9 26.9 27.3 54.0 28.1 28.4 LnGrp LOS D D D D D C D C C D C C
Approach Vol, veh/h 742 1118 790 570
Approach Delay, s/veh 41.3 41.1 31.2 30.4
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.6 43.6 19.8 25.1 14.6 39.6 16.1 28.9 Change Period (Y+Rc), s 6.2 6.2 5.8 6.2 6.2 6.2 6.2 * 6.2 Max Green Setting (Gmax), s 8.9 37.4 21.2 28.1 15.8 30.5 18.1 * 31 Max Q Clear Time (g_c+I1), s 4.6 17.4 13.1 15.1 8.6 13.9 9.9 19.3 Green Ext Time (p_c), s 0.0 3.6 0.9 2.6 0.1 2.5 0.2 3.3 Intersection Summary
HCM 6th Ctrl Delay 36.8
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
16: Mooney Boulevard & Riggin Avenue 11/18/2021
10-Year Horizon Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 164 427 37 180 531 58 93 127 118 78 152 107 Future Volume (veh/h) 164 427 37 180 531 58 93 127 118 78 152 107 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 178 464 40 196 577 63 101 138 128 85 165 116 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 217 709 316 236 748 334 130 655 555 110 634 537 Arrive On Green 0.12 0.20 0.20 0.13 0.21 0.21 0.07 0.35 0.35 0.06 0.34 0.34 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 178 464 40 196 577 63 101 138 128 85 165 116 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 8.8 10.8 1.9 9.7 13.8 2.2 5.0 4.7 5.1 4.2 5.8 2.9 Cycle Q Clear(g_c), s 8.8 10.8 1.9 9.7 13.8 2.2 5.0 4.7 5.1 4.2 5.8 2.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 217 709 316 236 748 334 130 655 555 110 634 537 V/C Ratio(X) 0.82 0.65 0.13 0.83 0.77 0.19 0.78 0.21 0.23 0.77 0.26 0.22 Avail Cap(c_a), veh/h 438 1110 495 477 1189 530 288 655 555 268 634 537 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.3 32.9 29.3 37.8 33.2 16.8 40.8 20.3 20.4 41.4 21.3 8.1 Incr Delay (d2), s/veh 7.5 1.0 0.2 7.3 1.7 0.3 9.7 0.7 1.0 10.9 1.0 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.1 4.5 0.7 4.4 5.7 1.1 2.5 2.0 1.9 2.1 2.5 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.8 33.9 29.5 45.1 35.0 17.1 50.5 21.0 21.4 52.3 22.3 9.1 LnGrp LOS D C C D C B D C C D C A
Approach Vol, veh/h 682 836 367 366
Approach Delay, s/veh 36.8 36.0 29.2 25.1
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.0 37.0 17.8 23.8 12.0 36.0 16.8 24.8 Change Period (Y+Rc), s 5.4 5.4 5.8 5.8 5.4 5.4 5.8 5.8 Max Green Setting (Gmax), s 13.6 31.6 24.2 28.2 14.6 30.6 22.2 30.2 Max Q Clear Time (g_c+I1), s 6.2 7.1 11.7 12.8 7.0 7.8 10.8 15.8 Green Ext Time (p_c), s 0.1 1.1 0.4 2.5 0.1 1.2 0.3 3.2 Intersection Summary
HCM 6th Ctrl Delay 33.4
HCM 6th LOS C
HCM 6th Roundabout
11: County Center Street & Shannon Parkway 11/18/2021
10-Year Horizon Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 4.8
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 182 280 169 62
Demand Flow Rate, veh/h 187 289 174 64
Vehicles Circulating, veh/h 140 134 163 286
Vehicles Exiting, veh/h 210 203 164 137
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 4.5 5.3 4.5 4.2
Approach LOS A A A A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 187 289 174 64
Cap Entry Lane, veh/h 1196 1204 1169 1031
Entry HV Adj Factor 0.971 0.969 0.971 0.966
Flow Entry, veh/h 182 280 169 62
Cap Entry, veh/h 1161 1167 1135 995
V/C Ratio 0.156 0.240 0.149 0.062
Control Delay, s/veh 4.5 5.3 4.5 4.2

LOS A A A A
95th %tile Queue, veh 1 1 1 0
HCM 6th Roundabout
12: Mooney Boulevard & Shannon Parkway 11/18/2021
10-Year Horizon Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 3.7
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 79 100 151 90
Demand Flow Rate, veh/h 82 103 156 92
Vehicles Circulating, veh/h 142 88 63 122
Vehicles Exiting, veh/h 72 131 161 69
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 3.7 3.6 3.9 3.6
Approach LOS A A A A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 82 103 156 92
Cap Entry Lane, veh/h 1194 1261 1294 1218
Entry HV Adj Factor 0.969 0.970 0.969 0.978
Flow Entry, veh/h 79 100 151 90
Cap Entry, veh/h 1157 1224 1254 1191
V/C Ratio 0.069 0.082 0.121 0.076
Control Delay, s/veh 3.7 3.6 3.9 3.6

LOS A A A A
95th %tile Queue, veh 0 0 0 0
HCM 6th Roundabout
13: Giddings Street & Shannon Parkway 11/18/2021
10-Year Horizon Without Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Intersection Delay, s/veh 6.7
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 2 2 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 334 246 287 443
Demand Flow Rate, veh/h 344 253 296 456
Vehicles Circulating, veh/h 333 374 409 196
Vehicles Exiting, veh/h 319 331 268 431
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 6.2 5.0 7.7 7.5
Approach LOS A A A A
Lane Left Right Left Right Left Left
Designated Moves LT R LT R LTR LTR
Assumed Moves LT R LT R LTR LTR
RT Channelized
Lane Util 0.901 0.099 0.692 0.308 1.000 1.000
Follow-Up Headway, s 2.535 2.535 2.535 2.535 2.609 2.609 Critical Headway, s 4.544 4.544 4.544 4.544 4.976 4.976 Entry Flow, veh/h 310 34 175 78 296 456
Cap Entry Lane, veh/h 1049 1049 1010 1010 909 1130
Entry HV Adj Factor 0.972 0.971 0.969 0.974 0.970 0.971 Flow Entry, veh/h 301 33 170 76 287 443
Cap Entry, veh/h 1019 1018 979 984 882 1097
V/C Ratio 0.296 0.032 0.173 0.077 0.326 0.404
Control Delay, s/veh 6.5 3.8 5.3 4.3 7.7 7.5

LOS A A A A A A
95th %tile Queue, veh 1 0 1 0 1 2
HCM 6th TWSC
1: Demaree Street & Avenue 320 11/18/2021
10-Year Horizon Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Int Delay, s/veh 6.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 61 20 126 15 20 10 45 300 10 15 308 37 Future Vol, veh/h 61 20 126 15 20 10 45 300 10 15 308 37 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 66 22 137 16 22 11 49 326 11 16 335 40
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 833 822 355 897 837 332 375 0 0 337 0 0 Stage 1 387 387 - 430 430 - - - - - - -
Stage 2 446 435 - 467 407 - - - - - - -
Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 - - - - - - - Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 287 308 687 260 302 707 1178 - - 1217 - - Stage 1 635 608 - 601 582 - - - - - - -
Stage 2 590 579 - 574 596 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 253 287 687 186 282 707 1178 - - 1217 - - Mov Cap-2 Maneuver 253 287 - 186 282 - - - - - - -
Stage 1 603 598 - 570 552 - - - - - - -
Stage 2 530 549 - 435 586 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 23.1 21.1 1 0.3

HCM LOS C C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1178 - - 419 272 1217 - -
HCM Lane V/C Ratio 0.042 - - 0.537 0.18 0.013 - -
HCM Control Delay (s) 8.2 0 - 23.1 21.1 8 0 -
HCM Lane LOS A A - C C A A -
HCM 95th %tile Q(veh) 0.1 - - 3.1 0.6 0 - -
HCM 6th TWSC
2: County Center Street & Avenue 320 11/18/2021
10-Year Horizon Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Int Delay, s/veh 5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 0 10 0 0 15 0
Future Vol, veh/h 0 10 0 0 15 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 11 0 0 16 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 11 0 7 6
Stage 1 - - - - 6 -
Stage 2 - - - - 1 -
Critical Hdwy - - 4.13 - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy - - 2.227 - 3.527 3.327
Pot Cap-1 Maneuver - - 1602 - 1011 1074
Stage 1 - - - - 1014 -
Stage 2 - - - - 1020 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1602 - 1011 1074
Mov Cap-2 Maneuver - - - - 1011 -
Stage 1 - - - - 1014 -
Stage 2 - - - - 1020 -
Approach EB WB NB
HCM Control Delay, s 0 0 8.6

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 1011 - - 1602 -
HCM Lane V/C Ratio 0.016 - - - -
HCM Control Delay (s) 8.6 - - 0 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) 0 - - 0 -
HCM 6th TWSC
4: Demaree Street & Pratt Road 11/18/2021
10-Year Horizon Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Int Delay, s/veh 1.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 23 35 292 42 55 349
Future Vol, veh/h 23 35 292 42 55 349
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 200 0 - 0 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 25 38 317 46 60 379
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 816 317 0 0 363 0
Stage 1 317 - - - - -
Stage 2 499 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 345 721 - - 1190 -
Stage 1 736 - - - - -
Stage 2 608 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 323 721 - - 1190 -
Mov Cap-2 Maneuver 323 - - - - -
Stage 1 736 - - - - -
Stage 2 569 - - - - -
Approach WB NB SB
HCM Control Delay, s 13 0 1.1

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 323 721 1190 -
HCM Lane V/C Ratio - - 0.077 0.053 0.05 -
HCM Control Delay (s) - - 17.1 10.3 8.2 0
HCM Lane LOS - - C B A A
HCM 95th %tile Q(veh) - - 0.2 0.2 0.2 -
HCM 6th TWSC
5: County Center Street & Pratt Road 11/18/2021
10-Year Horizon Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 4
Intersection
Int Delay, s/veh 3.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 15 78 19 7 111 10 32 20 12 15 20 10
Future Vol, veh/h 15 78 19 7 111 10 32 20 12 15 20 10
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - 125 - - 225 - 225 225 - 225
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 16 85 21 8 121 11 35 22 13 16 22 11
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 132 0 0 106 0 0 287 276 96 288 281 127 Stage 1 - - - - - - 128 128 - 143 143 -
Stage 2 - - - - - - 159 148 - 145 138 -
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 - - - - - - 6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 - - - - - - 6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1447 - - 1479 - - 663 630 958 662 626 921 Stage 1 - - - - - - 873 788 - 857 777 -
Stage 2 - - - - - - 841 773 - 855 780 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1447 - - 1479 - - 629 619 958 627 615 921 Mov Cap-2 Maneuver - - - - - - 629 619 - 627 615 -
Stage 1 - - - - - - 863 779 - 847 773 -
Stage 2 - - - - - - 803 769 - 810 771 -
Approach EB WB NB SB
HCM Control Delay, s 1 0.4 10.6 10.6

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 NBLn2 NBLn3 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 SBLn3 Capacity (veh/h) 629 619 958 1447 - - 1479 - - 627 615 921 HCM Lane V/C Ratio 0.055 0.035 0.014 0.011 - - 0.005 - - 0.026 0.035 0.012 HCM Control Delay (s) 11.1 11 8.8 7.5 0 - 7.4 - - 10.9 11.1 9 HCM Lane LOS B B A A A - A - - B B A
HCM 95th %tile Q(veh) 0.2 0.1 0 0 - - 0 - - 0.1 0.1 0
HCM 6th TWSC
6: Mooney Boulevard & Pratt Road 11/18/2021
10-Year Horizon Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 5
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 119 73 0 0 0
Future Vol, veh/h 0 119 73 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 2 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 129 79 0 0 0
Major/Minor Major1 Minor2
Conflicting Flow All 0 0 158 0
Stage 1 - - 0 -
Stage 2 - - 158 -
Critical Hdwy 4.13 - 6.53 6.23
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - 5.53 -
Follow-up Hdwy 2.227 - 4.027 3.327
Pot Cap-1 Maneuver - - 732 -
Stage 1 - - - -
Stage 2 - - 765 -
Platoon blocked, % -
Mov Cap-1 Maneuver - - 0 -
Mov Cap-2 Maneuver - - 0 -
Stage 1 - - 0 -
Stage 2 - - 0 -
Approach NB SB
HCM Control Delay, s 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT SBLn1
Capacity (veh/h) - - -
HCM Lane V/C Ratio - - -
HCM Control Delay (s) - - 0
HCM Lane LOS - - A
HCM 95th %tile Q(veh) - - -
HCM 6th TWSC
7: Demaree Street & Riverway Drive 11/18/2021
10-Year Horizon Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 6
Intersection
Int Delay, s/veh 1.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 6 34 47 329 357 11
Future Vol, veh/h 6 34 47 329 357 11
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 175 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 7 37 51 358 388 12
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 675 394 400 0 - 0
Stage 1 394 - - - - -
Stage 2 281 - - - - -
Critical Hdwy 6.645 6.245 4.145 - - -
Critical Hdwy Stg 1 5.445 - - - - -
Critical Hdwy Stg 2 5.845 - - - - -
Follow-up Hdwy 3.5285 3.3285 2.2285 - - -
Pot Cap-1 Maneuver 401 652 1151 - - -
Stage 1 678 - - - - -
Stage 2 740 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 383 652 1151 - - -
Mov Cap-2 Maneuver 383 - - - - -
Stage 1 648 - - - - -
Stage 2 740 - - - - -
Approach EB NB SB
HCM Control Delay, s 11.6 1 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1151 - 590 - -
HCM Lane V/C Ratio 0.044 - 0.074 - -
HCM Control Delay (s) 8.3 - 11.6 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.1 - 0.2 - -
HCM 6th TWSC
10: Demaree Street & Shannon Parkway 11/18/2021
10-Year Horizon Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 7
Intersection
Int Delay, s/veh 2.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 102 11 356 147 21 374
Future Vol, veh/h 102 11 356 147 21 374
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 150 0 - - 100 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 111 12 387 160 23 407
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 717 274 0 0 547 0
Stage 1 467 - - - - -
Stage 2 250 - - - - -
Critical Hdwy 6.86 6.96 - - 4.16 -
Critical Hdwy Stg 1 5.86 - - - - -
Critical Hdwy Stg 2 5.86 - - - - -
Follow-up Hdwy 3.53 3.33 - - 2.23 -
Pot Cap-1 Maneuver 362 721 - - 1012 -
Stage 1 594 - - - - -
Stage 2 765 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 354 721 - - 1012 -
Mov Cap-2 Maneuver 354 - - - - -
Stage 1 594 - - - - -
Stage 2 747 - - - - -
Approach WB NB SB
HCM Control Delay, s 18.8 0 0.5

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 354 721 1012 -
HCM Lane V/C Ratio - - 0.313 0.017 0.023 -
HCM Control Delay (s) - - 19.7 10.1 8.6 -
HCM Lane LOS - - C B A -
HCM 95th %tile Q(veh) - - 1.3 0.1 0.1 -
HCM 6th AWSC
8: Mooney Boulevard & Riverway Drive 11/18/2021
10-Year Horizon Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 7.8
Intersection LOS A
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 34 42 56 27 47 48
Future Vol, veh/h 34 42 56 27 47 48
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 37 46 61 29 51 52
Number of Lanes 1 0 1 1 0 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 2
Conflicting Approach Left NB WB
Conflicting Lanes Left 2 0 1
Conflicting Approach Right SB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay 7.6 7.6 8.1

HCM LOS A A A

Lane NBLn1 NBLn2 WBLn1 SBLn1
Vol Left, % 0% 0% 45% 49%
Vol Thru, % 100% 0% 0% 51%
Vol Right, % 0% 100% 55% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 56 27 76 95
LT Vol 0 0 34 47
Through Vol 56 0 0 48
RT Vol 0 27 42 0
Lane Flow Rate 61 29 83 103
Geometry Grp 7 7 2 5
Degree of Util (X) 0.08 0.033 0.095 0.125
Departure Headway (Hd) 4.75 4.049 4.153 4.362
Convergence, Y/N Yes Yes Yes Yes
Cap 749 876 868 814
Service Time 2.515 1.813 2.153 2.434
HCM Lane V/C Ratio 0.081 0.033 0.096 0.127
HCM Control Delay 7.9 7 7.6 8.1
HCM Lane LOS A A A A
HCM 95th-tile Q 0.3 0.1 0.3 0.4
HCM 6th AWSC
15: County Center Street & Riggin Avenue 11/18/2021
10-Year Horizon Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 155.6
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 52 929 84 125 689 50 64 82 79 47 65 40 Future Vol, veh/h 52 929 84 125 689 50 64 82 79 47 65 40 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 57 1010 91 136 749 54 70 89 86 51 71 43
Number of Lanes 1 2 0 1 2 0 1 1 0 1 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 3 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 2 3 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 3 3 3
HCM Control Delay 242.4 106.7 24.9 18.4

HCM LOS F F C C

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0%
Vol Thru, % 0% 51% 0% 100% 79% 0% 100% 82% 0% 100% 0%
Vol Right, % 0% 49% 0% 0% 21% 0% 0% 18% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 64 161 52 619 394 125 459 280 47 65 40 LT Vol 64 0 52 0 0 125 0 0 47 0 0
Through Vol 0 82 0 619 310 0 459 230 0 65 0
RT Vol 0 79 0 0 84 0 0 50 0 0 40
Lane Flow Rate 70 175 57 673 428 136 499 304 51 71 43
Geometry Grp 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.225 0.524 0.151 1.711 1.07 0.366 1.276 0.767 0.17 0.226 0.131 Departure Headway (Hd) 12.789 11.946 10.097 9.585 9.432 10.401 9.89 9.762 13.35 12.837 12.118 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 282 305 357 384 389 348 369 374 270 281 298
Service Time 10.489 9.646 7.797 7.285 7.132 8.101 7.59 7.462 11.05 10.537 9.818 HCM Lane V/C Ratio 0.248 0.574 0.16 1.753 1.1 0.391 1.352 0.813 0.189 0.253 0.144 HCM Control Delay 19.2 27.1 14.6 353.8 97.1 19 172.3 38.3 18.8 19.2 16.6 HCM Lane LOS C D B F F C F E C C C
HCM 95th-tile Q 0.8 2.8 0.5 39.5 14.2 1.6 20.9 6.2 0.6 0.8 0.4 HCM 6th AWSC
17: Giddings Street & Riggin Avenue 11/18/2021
10-Year Horizon Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Intersection Delay, s/veh 249.4
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 179 800 40 53 713 67 35 67 54 52 49 101 Future Vol, veh/h 179 800 40 53 713 67 35 67 54 52 49 101 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 186 833 42 55 743 70 36 70 56 54 51 105
Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay 294.6 292.9 18.7 20.3

HCM LOS F F C C

Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 22% 100% 0% 100% 0% 26%
Vol Thru, % 43% 0% 95% 0% 91% 24%
Vol Right, % 35% 0% 5% 0% 9% 50%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 156 179 840 53 780 202
LT Vol 35 179 0 53 0 52
Through Vol 67 0 800 0 713 49
RT Vol 54 0 40 0 67 101
Lane Flow Rate 162 186 875 55 812 210
Geometry Grp 2 7 7 7 7 2
Degree of Util (X) 0.363 0.395 1.723 0.119 1.626 0.451
Departure Headway (Hd) 10.072 8.481 7.929 8.599 8.02 9.603 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 359 427 464 420 463 379
Service Time 8.072 6.181 5.629 6.299 5.72 7.603
HCM Lane V/C Ratio 0.451 0.436 1.886 0.131 1.754 0.554
HCM Control Delay 18.7 16.6 353.9 12.5 311.9 20.3
HCM Lane LOS C C F B F C
HCM 95th-tile Q 1.6 1.9 47.2 0.4 41.7 2.3
HCM 6th AWSC
18: Mooney Boulevard & Ferguson Avenue 11/18/2021
10-Year Horizon Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 4
Intersection
Intersection Delay, s/veh 146.7
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 69 296 51 56 288 76 97 510 139 85 429 63 Future Vol, veh/h 69 296 51 56 288 76 97 510 139 85 429 63 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 75 322 55 61 313 83 105 554 151 92 466 68
Number of Lanes 1 1 0 1 1 1 1 1 1 1 2 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 2 3 3
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 3 2 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3 3 3 2
HCM Control Delay 132.3 72.5 264.1 59.3

HCM LOS F F F F

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 100% 0% 100% 0% 0% 100% 0% 0%
Vol Thru, % 0% 100% 0% 0% 85% 0% 100% 0% 0% 100% 69%
Vol Right, % 0% 0% 100% 0% 15% 0% 0% 100% 0% 0% 31%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 97 510 139 69 347 56 288 76 85 286 206 LT Vol 97 0 0 69 0 56 0 0 85 0 0
Through Vol 0 510 0 0 296 0 288 0 0 286 143
RT Vol 0 0 139 0 51 0 0 76 0 0 63
Lane Flow Rate 105 554 151 75 377 61 313 83 92 311 224
Geometry Grp 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.346 1.745 0.447 0.252 1.205 0.206 1.015 0.252 0.302 0.974 0.688 Departure Headway (Hd) 12.508 11.982 11.246 12.841 12.238 13.683 13.159 12.427 13.39 12.86 12.633 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 289 310 322 281 298 264 279 291 270 286 289
Service Time 10.208 9.682 8.946 10.541 9.938 11.383 10.859 10.127 11.09 10.56 10.333 HCM Lane V/C Ratio 0.363 1.787 0.469 0.267 1.265 0.231 1.122 0.285 0.341 1.087 0.775 HCM Control Delay 21.7 376 22.7 19.8 154.7 19.9 96.8 19.3 21.8 85 39.2 HCM Lane LOS C F C C F C F C C F E
HCM 95th-tile Q 1.5 33.8 2.2 1 15.9 0.8 10.5 1 1.2 9.7 4.7 HCM 6th Signalized Intersection Summary
9: Dinuba Boulevard & Riggin Avenue 11/18/2021
10-Year Horizon Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 454 348 104 301 433 176 220 902 73 180 559 214 Future Volume (veh/h) 454 348 104 301 433 176 220 902 73 180 559 214 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 478 366 109 317 456 185 232 949 77 189 588 225 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 4 4 4 4 4 4
Cap, veh/h 461 828 369 348 602 269 247 1068 476 215 1035 461 Arrive On Green 0.26 0.23 0.23 0.20 0.17 0.17 0.07 0.31 0.31 0.06 0.30 0.30 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 3401 3497 1560 3401 3497 1560 Grp Volume(v), veh/h 478 366 109 317 456 185 232 949 77 189 588 225 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1700 1749 1560 1700 1749 1560 Q Serve(g_s), s 27.7 9.4 6.0 18.6 13.1 9.4 7.2 27.5 2.2 5.9 15.1 12.6 Cycle Q Clear(g_c), s 27.7 9.4 6.0 18.6 13.1 9.4 7.2 27.5 2.2 5.9 15.1 12.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 461 828 369 348 602 269 247 1068 476 215 1035 461 V/C Ratio(X) 1.04 0.44 0.30 0.91 0.76 0.69 0.94 0.89 0.16 0.88 0.57 0.49 Avail Cap(c_a), veh/h 461 1202 536 391 1063 474 247 1068 476 215 1035 461 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.2 34.7 33.4 41.7 41.9 26.7 49.0 35.2 8.8 49.3 31.6 30.7 Incr Delay (d2), s/veh 51.6 0.4 0.4 23.4 2.0 3.1 41.1 11.0 0.7 31.6 2.3 3.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 18.0 3.9 2.3 10.0 5.6 3.6 4.4 12.7 1.4 3.3 6.4 5.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 90.9 35.0 33.8 65.1 43.9 29.8 90.1 46.2 9.6 80.9 33.9 34.4 LnGrp LOS F D C E D C F D A F C C
Approach Vol, veh/h 953 958 1258 1002
Approach Delay, s/veh 62.9 48.2 52.1 42.9
Approach LOS E D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.0 37.7 26.2 30.2 13.0 36.7 33.0 23.4 Change Period (Y+Rc), s 5.3 5.3 5.3 5.3 5.3 5.3 5.3 5.3 Max Green Setting (Gmax), s 6.7 32.4 23.5 36.2 7.7 31.4 27.7 32.0 Max Q Clear Time (g_c+I1), s 7.9 29.5 20.6 11.4 9.2 17.1 29.7 15.1 Green Ext Time (p_c), s 0.0 1.7 0.3 2.5 0.0 3.8 0.0 3.1 Intersection Summary
HCM 6th Ctrl Delay 51.4
HCM 6th LOS D
HCM 6th Signalized Intersection Summary
14: Demaree Street & Riggin Avenue 11/18/2021
10-Year Horizon Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 175 626 104 434 423 56 94 445 389 58 332 84 Future Volume (veh/h) 175 626 104 434 423 56 94 445 389 58 332 84 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 186 666 111 462 450 60 100 473 414 62 353 89 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 219 785 350 538 889 397 126 621 543 83 907 226 Arrive On Green 0.12 0.22 0.22 0.16 0.25 0.25 0.07 0.35 0.35 0.05 0.32 0.32 Sat Flow, veh/h 1767 3526 1572 3428 3526 1572 1767 1781 1557 1767 2797 696 Grp Volume(v), veh/h 186 666 111 462 450 60 100 468 419 62 221 221 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1714 1763 1572 1767 1763 1575 1767 1763 1730 Q Serve(g_s), s 11.2 19.6 6.4 14.2 11.9 2.5 6.0 25.5 25.6 3.8 10.5 10.7 Cycle Q Clear(g_c), s 11.2 19.6 6.4 14.2 11.9 2.5 6.0 25.5 25.6 3.8 10.5 10.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.40
Lane Grp Cap(c), veh/h 219 785 350 538 889 397 126 614 549 83 571 561 V/C Ratio(X) 0.85 0.85 0.32 0.86 0.51 0.15 0.79 0.76 0.76 0.75 0.39 0.39 Avail Cap(c_a), veh/h 352 936 418 670 923 412 212 614 549 127 571 561 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.5 40.4 35.2 44.5 34.8 19.4 49.6 31.3 31.3 51.1 28.3 28.4 Incr Delay (d2), s/veh 10.6 6.4 0.5 9.1 0.4 0.2 10.7 8.7 9.7 12.7 2.0 2.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.3 8.7 2.4 6.5 4.9 1.2 2.9 11.6 10.5 1.9 4.5 4.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.1 46.8 35.8 53.7 35.2 19.6 60.3 40.0 41.0 63.7 30.3 30.5 LnGrp LOS E D D D D B E D D E C C
Approach Vol, veh/h 963 972 987 504
Approach Delay, s/veh 47.5 43.0 42.5 34.5
Approach LOS D D D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.3 44.0 22.8 30.4 13.9 41.4 19.6 33.6 Change Period (Y+Rc), s 6.2 6.2 5.8 6.2 6.2 6.2 6.2 * 6.2 Max Green Setting (Gmax), s 7.8 37.8 21.2 28.8 13.0 32.6 21.6 * 28 Max Q Clear Time (g_c+I1), s 5.8 27.6 16.2 21.6 8.0 12.7 13.2 13.9 Green Ext Time (p_c), s 0.0 3.7 0.8 2.5 0.1 2.2 0.3 2.5 Intersection Summary
HCM 6th Ctrl Delay 42.9
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
16: Mooney Boulevard & Riggin Avenue 11/18/2021
10-Year Horizon Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 186 891 129 273 737 91 125 254 232 90 188 91 Future Volume (veh/h) 186 891 129 273 737 91 125 254 232 90 188 91 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 196 938 136 287 776 96 132 267 244 95 198 96 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 224 1003 447 314 1182 527 158 496 421 143 481 407 Arrive On Green 0.13 0.28 0.28 0.18 0.34 0.34 0.09 0.27 0.27 0.08 0.26 0.26 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 196 938 136 287 776 96 132 267 244 95 198 96 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 12.9 30.6 5.9 18.8 22.2 3.8 8.7 14.5 15.9 6.2 10.5 5.7 Cycle Q Clear(g_c), s 12.9 30.6 5.9 18.8 22.2 3.8 8.7 14.5 15.9 6.2 10.5 5.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 224 1003 447 314 1182 527 158 496 421 143 481 407 V/C Ratio(X) 0.87 0.94 0.30 0.92 0.66 0.18 0.84 0.54 0.58 0.67 0.41 0.24 Avail Cap(c_a), veh/h 263 1021 455 332 1182 527 159 496 421 144 481 407 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.6 41.2 18.3 47.7 33.5 15.0 52.9 37.0 37.5 52.7 36.3 34.5 Incr Delay (d2), s/veh 23.7 14.9 0.4 28.1 1.3 0.2 30.5 4.1 5.7 11.0 2.6 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.0 14.8 2.9 10.5 9.3 1.9 5.1 7.0 6.6 3.1 5.0 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 74.3 56.1 18.6 75.8 34.8 15.2 83.4 41.1 43.2 63.7 38.9 35.9 LnGrp LOS E E B E C B F D D E D D
Approach Vol, veh/h 1270 1159 643 389
Approach Delay, s/veh 54.9 43.3 50.6 44.2
Approach LOS D D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 14.9 37.0 26.8 39.4 15.9 36.0 20.8 45.4 Change Period (Y+Rc), s 5.4 5.4 5.8 5.8 5.4 5.4 5.8 5.8 Max Green Setting (Gmax), s 9.6 31.6 22.2 34.2 10.6 30.6 17.6 38.8 Max Q Clear Time (g_c+I1), s 8.2 17.9 20.8 32.6 10.7 12.5 14.9 24.2 Green Ext Time (p_c), s 0.0 1.9 0.1 1.0 0.0 1.2 0.1 4.5 Intersection Summary
HCM 6th Ctrl Delay 49.0
HCM 6th LOS D
HCM 6th Roundabout
11: County Center Street & Shannon Parkway 11/18/2021
10-Year Horizon Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 3.8
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 140 143 87 45
Demand Flow Rate, veh/h 144 147 90 46
Vehicles Circulating, veh/h 72 75 130 157
Vehicles Exiting, veh/h 131 145 86 65
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 3.8 3.8 3.7 3.4
Approach LOS A A A A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 144 147 90 46
Cap Entry Lane, veh/h 1282 1278 1209 1176
Entry HV Adj Factor 0.971 0.973 0.965 0.980
Flow Entry, veh/h 140 143 87 45
Cap Entry, veh/h 1245 1243 1166 1152
V/C Ratio 0.112 0.115 0.074 0.039
Control Delay, s/veh 3.8 3.8 3.7 3.4

LOS A A A A
95th %tile Queue, veh 0 0 0 0
HCM 6th Roundabout
12: Mooney Boulevard & Shannon Parkway 11/18/2021
10-Year Horizon Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 4.5
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 111 205 212 140
Demand Flow Rate, veh/h 114 211 219 145
Vehicles Circulating, veh/h 211 136 100 218
Vehicles Exiting, veh/h 152 183 225 129
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 4.2 4.6 4.5 4.5
Approach LOS A A A A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 114 211 219 145
Cap Entry Lane, veh/h 1113 1201 1246 1105
Entry HV Adj Factor 0.973 0.972 0.969 0.966
Flow Entry, veh/h 111 205 212 140
Cap Entry, veh/h 1083 1168 1208 1067
V/C Ratio 0.102 0.176 0.176 0.131
Control Delay, s/veh 4.2 4.6 4.5 4.5

LOS A A A A
95th %tile Queue, veh 0 1 1 0
HCM 6th Roundabout
13: Giddings Street & Shannon Parkway 11/18/2021
10-Year Horizon Without Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Intersection Delay, s/veh 4.4
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 2 2 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 258 255 131 82
Demand Flow Rate, veh/h 265 263 135 84
Vehicles Circulating, veh/h 98 108 263 254
Vehicles Exiting, veh/h 240 290 100 117
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 4.4 4.3 4.7 4.2
Approach LOS A A A A
Lane Left Right Left Right Left Left
Designated Moves LT R LT R LTR LTR
Assumed Moves LT R LT R LTR LTR
RT Channelized
Lane Util 0.947 0.053 0.913 0.087 1.000 1.000
Follow-Up Headway, s 2.535 2.535 2.535 2.535 2.609 2.609 Critical Headway, s 4.544 4.544 4.544 4.544 4.976 4.976 Entry Flow, veh/h 251 14 240 23 135 84
Cap Entry Lane, veh/h 1299 1299 1287 1287 1055 1065
Entry HV Adj Factor 0.971 1.000 0.973 0.957 0.972 0.976 Flow Entry, veh/h 244 14 233 22 131 82
Cap Entry, veh/h 1261 1299 1252 1231 1026 1039
V/C Ratio 0.193 0.011 0.186 0.018 0.128 0.079
Control Delay, s/veh 4.5 2.9 4.5 3.1 4.7 4.2

LOS A A A A A A
95th %tile Queue, veh 1 0 1 0 0 0
HCM 6th TWSC
1: Demaree Street & Avenue 320 11/18/2021
10-Year Horizon Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Int Delay, s/veh 3.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 26 21 39 15 23 13 56 275 10 16 203 51 Future Vol, veh/h 26 21 39 15 23 13 56 275 10 16 203 51 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 28 23 42 16 25 14 61 299 11 17 221 55
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 729 715 249 742 737 305 276 0 0 310 0 0 Stage 1 283 283 - 427 427 - - - - - - -
Stage 2 446 432 - 315 310 - - - - - - -
Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 - - - - - - - Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 337 355 787 330 345 732 1281 - - 1245 - - Stage 1 722 675 - 604 584 - - - - - - -
Stage 2 590 581 - 694 657 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 294 329 787 279 320 732 1281 - - 1245 - - Mov Cap-2 Maneuver 294 329 - 279 320 - - - - - - -
Stage 1 680 664 - 569 550 - - - - - - -
Stage 2 520 547 - 624 646 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 15.8 17 1.3 0.5

HCM LOS C C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1281 - - 426 356 1245 - -
HCM Lane V/C Ratio 0.048 - - 0.219 0.156 0.014 - -
HCM Control Delay (s) 8 0 - 15.8 17 7.9 0 -
HCM Lane LOS A A - C C A A -
HCM 95th %tile Q(veh) 0.1 - - 0.8 0.5 0 - -
HCM 6th TWSC
2: County Center Street & Avenue 320 11/18/2021
10-Year Horizon Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Int Delay, s/veh 5.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 2 10 15 6 15 5
Future Vol, veh/h 2 10 15 6 15 5
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 2 11 16 7 16 5
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 13 0 47 8
Stage 1 - - - - 8 -
Stage 2 - - - - 39 -
Critical Hdwy - - 4.13 - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy - - 2.227 - 3.527 3.327
Pot Cap-1 Maneuver - - 1599 - 960 1071
Stage 1 - - - - 1012 -
Stage 2 - - - - 981 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1599 - 950 1071
Mov Cap-2 Maneuver - - - - 950 -
Stage 1 - - - - 1012 -
Stage 2 - - - - 971 -
Approach EB WB NB
HCM Control Delay, s 0 5.2 8.8

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 978 - - 1599 -
HCM Lane V/C Ratio 0.022 - - 0.01 -
HCM Control Delay (s) 8.8 - - 7.3 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -
HCM 6th TWSC
4: Demaree Street & Pratt Road 11/18/2021
10-Year Horizon Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Int Delay, s/veh 3.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 67 131 327 34 45 264
Future Vol, veh/h 67 131 327 34 45 264
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 200 0 - 0 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 73 142 355 37 49 287
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 740 355 0 0 392 0
Stage 1 355 - - - - -
Stage 2 385 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 383 687 - - 1161 -
Stage 1 707 - - - - -
Stage 2 686 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 364 687 - - 1161 -
Mov Cap-2 Maneuver 364 - - - - -
Stage 1 707 - - - - -
Stage 2 652 - - - - -
Approach WB NB SB
HCM Control Delay, s 13.5 0 1.2

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 364 687 1161 -
HCM Lane V/C Ratio - - 0.2 0.207 0.042 -
HCM Control Delay (s) - - 17.3 11.6 8.2 0
HCM Lane LOS - - C B A A
HCM 95th %tile Q(veh) - - 0.7 0.8 0.1 -
HCM 6th TWSC
5: County Center Street & Pratt Road 11/18/2021
10-Year Horizon Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 4
Intersection
Int Delay, s/veh 4.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 15 83 11 67 97 10 5 25 33 15 35 10
Future Vol, veh/h 15 83 11 67 97 10 5 25 33 15 35 10
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - 125 - - 225 - 225 225 - 225
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 16 90 12 73 105 11 5 27 36 16 38 11
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 116 0 0 102 0 0 409 390 96 417 391 111 Stage 1 - - - - - - 128 128 - 257 257 -
Stage 2 - - - - - - 281 262 - 160 134 -
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 - - - - - - 6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 - - - - - - 6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1466 - - 1484 - - 551 544 958 544 543 940 Stage 1 - - - - - - 873 788 - 745 693 -
Stage 2 - - - - - - 724 690 - 840 784 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1466 - - 1484 - - 490 511 958 479 510 940 Mov Cap-2 Maneuver - - - - - - 490 511 - 479 510 -
Stage 1 - - - - - - 863 779 - 736 659 -
Stage 2 - - - - - - 641 656 - 771 775 -
Approach EB WB NB SB
HCM Control Delay, s 1 2.9 10.6 12

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 NBLn2 NBLn3 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 SBLn3 Capacity (veh/h) 490 511 958 1466 - - 1484 - - 479 510 940 HCM Lane V/C Ratio 0.011 0.053 0.037 0.011 - - 0.049 - - 0.034 0.075 0.012 HCM Control Delay (s) 12.4 12.4 8.9 7.5 0 - 7.6 - - 12.8 12.6 8.9 HCM Lane LOS B B A A A - A - - B B A
HCM 95th %tile Q(veh) 0 0.2 0.1 0 - - 0.2 - - 0.1 0.2 0 HCM 6th TWSC
6: Mooney Boulevard & Pratt Road 11/18/2021
10-Year Horizon Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 5
Intersection
Int Delay, s/veh 5.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 5 171 99 36 108 15
Future Vol, veh/h 5 171 99 36 108 15
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 5 186 108 39 117 16
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 380 125 133 0 - 0
Stage 1 125 - - - - -
Stage 2 255 - - - - -
Critical Hdwy 6.43 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 2.227 - - -
Pot Cap-1 Maneuver 620 923 1446 - - -
Stage 1 898 - - - - -
Stage 2 785 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 573 923 1446 - - -
Mov Cap-2 Maneuver 573 - - - - -
Stage 1 830 - - - - -
Stage 2 785 - - - - -
Approach EB NB SB
HCM Control Delay, s 10 5.6 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1446 - 907 - -
HCM Lane V/C Ratio 0.074 - 0.211 - -
HCM Control Delay (s) 7.7 0 10 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.2 - 0.8 - -
HCM 6th TWSC
7: Demaree Street & Riverway Drive 11/18/2021
10-Year Horizon Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 6
Intersection
Int Delay, s/veh 1.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 12 66 21 353 334 6
Future Vol, veh/h 12 66 21 353 334 6
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 175 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 13 72 23 384 363 7
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 605 367 370 0 - 0
Stage 1 367 - - - - -
Stage 2 238 - - - - -
Critical Hdwy 6.645 6.245 4.145 - - -
Critical Hdwy Stg 1 5.445 - - - - -
Critical Hdwy Stg 2 5.845 - - - - -
Follow-up Hdwy 3.5285 3.3285 2.2285 - - -
Pot Cap-1 Maneuver 443 675 1180 - - -
Stage 1 697 - - - - -
Stage 2 777 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 435 675 1180 - - -
Mov Cap-2 Maneuver 435 - - - - -
Stage 1 684 - - - - -
Stage 2 777 - - - - -
Approach EB NB SB
HCM Control Delay, s 11.7 0.5 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1180 - 622 - -
HCM Lane V/C Ratio 0.019 - 0.136 - -
HCM Control Delay (s) 8.1 - 11.7 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.1 - 0.5 - -
HCM 6th TWSC
10: Demaree Street & Shannon Parkway 11/18/2021
10-Year Horizon Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 7
Intersection
Int Delay, s/veh 4.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 183 40 336 96 19 383
Future Vol, veh/h 183 40 336 96 19 383
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 150 0 - - 100 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 199 43 365 104 21 416
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 667 235 0 0 469 0
Stage 1 417 - - - - -
Stage 2 250 - - - - -
Critical Hdwy 6.86 6.96 - - 4.16 -
Critical Hdwy Stg 1 5.86 - - - - -
Critical Hdwy Stg 2 5.86 - - - - -
Follow-up Hdwy 3.53 3.33 - - 2.23 -
Pot Cap-1 Maneuver 390 764 - - 1082 -
Stage 1 630 - - - - -
Stage 2 765 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 383 764 - - 1082 -
Mov Cap-2 Maneuver 383 - - - - -
Stage 1 630 - - - - -
Stage 2 750 - - - - -
Approach WB NB SB
HCM Control Delay, s 21.6 0 0.4

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 383 764 1082 -
HCM Lane V/C Ratio - - 0.519 0.057 0.019 -
HCM Control Delay (s) - - 24.1 10 8.4 -
HCM Lane LOS - - C B A -
HCM 95th %tile Q(veh) - - 2.9 0.2 0.1 -
HCM 6th AWSC
15: County Center Street & Riggin Avenue 11/18/2021
10-Year Horizon Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 158.7
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 72 678 57 97 812 35 118 87 125 58 107 144 Future Vol, veh/h 72 678 57 97 812 35 118 87 125 58 107 144 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 77 729 61 104 873 38 127 94 134 62 115 155
Number of Lanes 1 2 0 1 2 0 1 1 0 1 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 3 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 2 3 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 3 3 3
HCM Control Delay 167.3 237.6 36.7 25.3

HCM LOS F F E D

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0%
Vol Thru, % 0% 41% 0% 100% 80% 0% 100% 89% 0% 100% 0%
Vol Right, % 0% 59% 0% 0% 20% 0% 0% 11% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 118 212 72 452 283 97 541 306 58 107 144 LT Vol 118 0 72 0 0 97 0 0 58 0 0
Through Vol 0 87 0 452 226 0 541 271 0 107 0
RT Vol 0 125 0 0 57 0 0 35 0 0 144
Lane Flow Rate 127 228 77 486 304 104 582 329 62 115 155 Geometry Grp 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.434 0.724 0.244 1.464 0.904 0.324 1.729 0.969 0.219 0.388 0.492 Departure Headway (Hd) 13.522 12.609 12.234 11.716 11.57 11.852 11.333 11.25 14.131 13.614 12.891 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 268 290 296 316 316 306 326 325 256 266 282
Service Time 11.222 10.309 9.934 9.416 9.27 9.552 9.033 8.95 11.831 11.314 10.591 HCM Lane V/C Ratio 0.474 0.786 0.26 1.538 0.962 0.34 1.785 1.012 0.242 0.432 0.55 HCM Control Delay 26.2 42.5 18.8 255.3 64.6 20.1 367.1 77.4 20.7 24.7 27.5 HCM Lane LOS D E C F F C F F C C D
HCM 95th-tile Q 2.1 5.2 0.9 24.7 8.6 1.4 34.9 10.2 0.8 1.8 2.5 HCM 6th AWSC
17: Giddings Street & Riggin Avenue 11/18/2021
10-Year Horizon Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 348.4
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 92 703 57 47 620 49 61 193 52 90 155 166 Future Vol, veh/h 92 703 57 47 620 49 61 193 52 90 155 166 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 100 764 62 51 674 53 66 210 57 98 168 180
Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay 495.8 412.7 73.8 135.4

HCM LOS F F F F

Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 20% 100% 0% 100% 0% 22%
Vol Thru, % 63% 0% 93% 0% 93% 38%
Vol Right, % 17% 0% 7% 0% 7% 40%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 306 92 760 47 669 411
LT Vol 61 92 0 47 0 90
Through Vol 193 0 703 0 620 155
RT Vol 52 0 57 0 49 166
Lane Flow Rate 333 100 826 51 727 447
Geometry Grp 2 7 7 7 7 2
Degree of Util (X) 0.885 0.276 2.151 0.141 1.894 1.135
Departure Headway (Hd) 15.058 12.298 11.707 12.438 11.847 13.532 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 243 294 322 290 313 273
Service Time 13.058 9.998 9.407 10.138 9.547 11.532
HCM Lane V/C Ratio 1.37 0.34 2.565 0.176 2.323 1.637
HCM Control Delay 73.8 19.6 553.4 17.2 440.5 135.4
HCM Lane LOS F C F C F F
HCM 95th-tile Q 7.4 1.1 49.3 0.5 39.4 13.1
HCM 6th AWSC
18: Mooney Boulevard & Ferguson Avenue 11/18/2021
10-Year Horizon Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Intersection Delay, s/veh 18.2
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 36 167 42 27 129 27 31 255 29 65 407 40 Future Vol, veh/h 36 167 42 27 129 27 31 255 29 65 407 40 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 39 182 46 29 140 29 34 277 32 71 442 43
Number of Lanes 1 1 0 1 1 1 1 1 1 1 2 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 2 3 3
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 3 2 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3 3 3 2
HCM Control Delay 17.7 14.4 20.7 18.3

HCM LOS C B C C

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 100% 0% 100% 0% 0% 100% 0% 0%
Vol Thru, % 0% 100% 0% 0% 80% 0% 100% 0% 0% 100% 77%
Vol Right, % 0% 0% 100% 0% 20% 0% 0% 100% 0% 0% 23%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 31 255 29 36 209 27 129 27 65 271 176 LT Vol 31 0 0 36 0 27 0 0 65 0 0
Through Vol 0 255 0 0 167 0 129 0 0 271 136
RT Vol 0 0 29 0 42 0 0 27 0 0 40
Lane Flow Rate 34 277 32 39 227 29 140 29 71 295 191
Geometry Grp 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.08 0.616 0.064 0.094 0.502 0.073 0.331 0.064 0.159 0.62 0.393 Departure Headway (Hd) 8.507 7.998 7.285 8.603 7.962 9.014 8.507 7.797 8.082 7.574 7.412 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 420 449 490 416 452 396 421 457 442 475 483
Service Time 6.286 5.777 5.063 6.379 5.738 6.807 6.3 5.589 5.856 5.347 5.185 HCM Lane V/C Ratio 0.081 0.617 0.065 0.094 0.502 0.073 0.333 0.063 0.161 0.621 0.395 HCM Control Delay 12 22.9 10.6 12.3 18.6 12.5 15.5 11.1 12.4 22 14.9 HCM Lane LOS B C B B C B C B B C B
HCM 95th-tile Q 0.3 4 0.2 0.3 2.8 0.2 1.4 0.2 0.6 4.1 1.8 HCM 6th Signalized Intersection Summary
9: Dinuba Boulevard & Riggin Avenue 11/18/2021
10-Year Horizon Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 259 398 213 164 355 109 181 416 63 153 594 195 Future Volume (veh/h) 259 398 213 164 355 109 181 416 63 153 594 195 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 273 419 224 173 374 115 191 438 66 161 625 205 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 4 4 4 4 4 4
Cap, veh/h 316 741 330 212 533 238 266 1204 537 297 1236 551 Arrive On Green 0.18 0.21 0.21 0.12 0.15 0.15 0.08 0.34 0.34 0.09 0.35 0.35 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 3401 3497 1560 3401 3497 1560 Grp Volume(v), veh/h 273 419 224 173 374 115 191 438 66 161 625 205 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1700 1749 1560 1700 1749 1560 Q Serve(g_s), s 13.3 9.5 11.7 8.5 9.0 6.0 4.9 8.3 1.6 4.0 12.5 4.7 Cycle Q Clear(g_c), s 13.3 9.5 11.7 8.5 9.0 6.0 4.9 8.3 1.6 4.0 12.5 4.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 316 741 330 212 533 238 266 1204 537 297 1236 551 V/C Ratio(X) 0.86 0.57 0.68 0.82 0.70 0.48 0.72 0.36 0.12 0.54 0.51 0.37 Avail Cap(c_a), veh/h 511 1468 655 412 1269 566 371 1204 537 402 1236 551 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.5 31.5 32.3 38.2 35.8 34.5 40.0 21.8 8.1 38.9 22.6 6.2 Incr Delay (d2), s/veh 8.6 0.7 2.4 7.6 1.7 1.5 4.0 0.9 0.5 1.5 1.5 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.2 3.9 4.4 3.9 3.8 2.3 2.1 3.3 0.9 1.7 5.0 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.1 32.1 34.8 45.7 37.5 36.1 44.0 22.7 8.5 40.4 24.1 8.1 LnGrp LOS D C C D D D D C A D C A
Approach Vol, veh/h 916 662 695 991
Approach Delay, s/veh 36.3 39.4 27.2 23.5
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 13.1 35.9 15.9 24.0 12.3 36.7 21.2 18.7 Change Period (Y+Rc), s 5.3 5.3 5.3 5.3 5.3 5.3 5.3 5.3 Max Green Setting (Gmax), s 10.5 30.6 20.7 37.0 9.7 31.4 25.7 32.0 Max Q Clear Time (g_c+I1), s 6.0 10.3 10.5 13.7 6.9 14.5 15.3 11.0 Green Ext Time (p_c), s 0.2 2.7 0.3 3.2 0.2 4.2 0.6 2.5 Intersection Summary
HCM 6th Ctrl Delay 31.1
HCM 6th LOS C
HCM 6th Signalized Intersection Summary
14: Demaree Street & Riggin Avenue 11/18/2021
10-Year Horizon Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 133 472 97 446 643 64 112 371 277 45 350 136 Future Volume (veh/h) 133 472 97 446 643 64 112 371 277 45 350 136 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 143 508 104 480 691 69 120 399 298 48 376 146 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 175 645 288 563 861 384 150 712 526 77 816 313 Arrive On Green 0.10 0.18 0.18 0.16 0.24 0.24 0.08 0.37 0.37 0.04 0.33 0.33 Sat Flow, veh/h 1767 3526 1572 3428 3526 1572 1767 1932 1429 1767 2492 954 Grp Volume(v), veh/h 143 508 104 480 691 69 120 364 333 48 264 258 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1714 1763 1572 1767 1763 1598 1767 1763 1684 Q Serve(g_s), s 8.1 14.0 5.9 13.8 18.7 3.5 6.8 16.7 16.9 2.7 12.0 12.3 Cycle Q Clear(g_c), s 8.1 14.0 5.9 13.8 18.7 3.5 6.8 16.7 16.9 2.7 12.0 12.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.89 1.00 0.57
Lane Grp Cap(c), veh/h 175 645 288 563 861 384 150 649 589 77 577 551 V/C Ratio(X) 0.82 0.79 0.36 0.85 0.80 0.18 0.80 0.56 0.57 0.62 0.46 0.47 Avail Cap(c_a), veh/h 315 976 435 716 1084 483 275 649 589 155 577 551 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.8 39.6 36.3 41.2 36.1 30.3 45.6 25.5 25.6 47.7 27.0 27.1 Incr Delay (d2), s/veh 8.9 2.5 0.8 7.9 3.5 0.2 9.5 3.5 3.9 7.8 2.6 2.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.8 5.9 2.2 6.2 8.1 1.3 3.2 7.0 6.5 1.3 5.1 5.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.7 42.1 37.0 49.2 39.6 30.5 55.1 29.0 29.5 55.5 29.6 29.9 LnGrp LOS D D D D D C E C C E C C
Approach Vol, veh/h 755 1240 817 570
Approach Delay, s/veh 43.6 42.8 33.0 31.9
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.6 43.6 22.5 24.8 14.8 39.4 16.3 31.0 Change Period (Y+Rc), s 6.2 6.2 5.8 6.2 6.2 6.2 6.2 * 6.2 Max Green Setting (Gmax), s 8.9 37.4 21.2 28.1 15.8 30.5 18.1 * 31 Max Q Clear Time (g_c+I1), s 4.7 18.9 15.8 16.0 8.8 14.3 10.1 20.7 Green Ext Time (p_c), s 0.0 3.7 0.9 2.6 0.1 2.5 0.2 3.3 Intersection Summary
HCM 6th Ctrl Delay 38.8
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
16: Mooney Boulevard & Riggin Avenue 11/18/2021
10-Year Horizon Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 177 427 37 180 531 83 93 157 118 152 241 147 Future Volume (veh/h) 177 427 37 180 531 83 93 157 118 152 241 147 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 192 464 40 196 577 90 101 171 128 165 262 160 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 228 722 322 233 732 326 129 599 508 197 671 569 Arrive On Green 0.13 0.20 0.20 0.13 0.21 0.21 0.07 0.32 0.32 0.11 0.36 0.36 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 192 464 40 196 577 90 101 171 128 165 262 160 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 10.4 11.8 2.0 10.6 15.2 3.4 5.5 6.7 5.9 9.0 10.3 4.4 Cycle Q Clear(g_c), s 10.4 11.8 2.0 10.6 15.2 3.4 5.5 6.7 5.9 9.0 10.3 4.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 228 722 322 233 732 326 129 599 508 197 671 569 V/C Ratio(X) 0.84 0.64 0.12 0.84 0.79 0.28 0.79 0.29 0.25 0.84 0.39 0.28 Avail Cap(c_a), veh/h 401 1015 453 437 1087 485 264 599 508 245 671 569 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.6 35.6 31.8 41.5 36.8 16.7 44.6 24.7 24.4 42.6 23.2 8.5 Incr Delay (d2), s/veh 8.1 1.0 0.2 7.9 2.4 0.5 10.0 1.2 1.2 18.1 1.7 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.8 4.9 0.8 4.9 6.4 1.7 2.7 3.0 2.2 4.8 4.6 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.7 36.6 31.9 49.4 39.1 17.1 54.7 25.9 25.6 60.8 24.9 9.7 LnGrp LOS D D C D D B D C C E C A
Approach Vol, veh/h 696 863 400 587
Approach Delay, s/veh 39.9 39.2 33.1 30.9
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 16.3 37.0 18.7 25.9 12.5 40.8 18.5 26.1 Change Period (Y+Rc), s 5.4 5.4 5.8 5.8 5.4 5.4 5.8 5.8 Max Green Setting (Gmax), s 13.6 31.6 24.2 28.2 14.6 30.6 22.2 30.2 Max Q Clear Time (g_c+I1), s 11.0 8.7 12.6 13.8 7.5 12.3 12.4 17.2 Green Ext Time (p_c), s 0.1 1.3 0.4 2.5 0.1 1.8 0.3 3.1 Intersection Summary
HCM 6th Ctrl Delay 36.5
HCM 6th LOS D
HCM 6th Roundabout
8: Mooney Boulevard & Riverway Drive 11/18/2021
10-Year Horizon Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 4.2
Intersection LOS A
Approach WB NB SB
Entry Lanes 1 2 1
Conflicting Circle Lanes 1 1 1
Adj Approach Flow, veh/h 48 159 303
Demand Flow Rate, veh/h 50 164 312
Vehicles Circulating, veh/h 142 44 19
Vehicles Exiting, veh/h 66 287 173
Ped Vol Crossing Leg, #/h 0 0 0
Ped Cap Adj 1.000 1.000 1.000
Approach Delay, s/veh 3.5 3.5 4.7
Approach LOS A A A
Lane Left Left Right Left
Designated Moves LR LT R LT
Assumed Moves LR LT R LT
RT Channelized
Lane Util 1.000 0.866 0.134 1.000
Follow-Up Headway, s 2.609 2.535 2.535 2.609
Critical Headway, s 4.976 4.544 4.544 4.976
Entry Flow, veh/h 50 142 22 312
Cap Entry Lane, veh/h 1194 1364 1364 1353
Entry HV Adj Factor 0.960 0.971 0.955 0.972
Flow Entry, veh/h 48 138 21 303
Cap Entry, veh/h 1146 1325 1302 1315
V/C Ratio 0.042 0.104 0.016 0.231
Control Delay, s/veh 3.5 3.6 2.9 4.7

LOS A A A A
95th %tile Queue, veh 0 0 0 1
HCM 6th Roundabout
11: County Center Street & Shannon Parkway 11/18/2021
10-Year Horizon Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 5.1
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 182 280 199 149
Demand Flow Rate, veh/h 187 289 205 154
Vehicles Circulating, veh/h 230 165 163 286
Vehicles Exiting, veh/h 210 203 254 168
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 5.0 5.5 4.7 5.0
Approach LOS A A A A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 187 289 205 154
Cap Entry Lane, veh/h 1091 1166 1169 1031
Entry HV Adj Factor 0.971 0.969 0.971 0.969
Flow Entry, veh/h 182 280 199 149
Cap Entry, veh/h 1059 1130 1135 999
V/C Ratio 0.171 0.248 0.175 0.149
Control Delay, s/veh 5.0 5.5 4.7 5.0

LOS A A A A
95th %tile Queue, veh 1 1 1 1
HCM 6th Roundabout
12: Mooney Boulevard & Shannon Parkway 11/18/2021
10-Year Horizon Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Intersection Delay, s/veh 4.9
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 79 103 225 317
Demand Flow Rate, veh/h 82 106 232 327
Vehicles Circulating, veh/h 377 164 70 122
Vehicles Exiting, veh/h 72 138 389 148
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 4.8 3.9 4.4 5.5
Approach LOS A A A A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 82 106 232 327
Cap Entry Lane, veh/h 939 1167 1285 1218
Entry HV Adj Factor 0.969 0.971 0.969 0.970
Flow Entry, veh/h 79 103 225 317
Cap Entry, veh/h 911 1133 1246 1182
V/C Ratio 0.087 0.091 0.181 0.268
Control Delay, s/veh 4.8 3.9 4.4 5.5

LOS A A A A
95th %tile Queue, veh 0 0 1 1
HCM 6th Roundabout
13: Giddings Street & Shannon Parkway 11/18/2021
10-Year Horizon Plus Project 09/01/2021 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 4
Intersection
Intersection Delay, s/veh 6.8
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 2 2 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 341 248 287 443
Demand Flow Rate, veh/h 351 255 296 456
Vehicles Circulating, veh/h 333 374 416 199
Vehicles Exiting, veh/h 322 338 268 431
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 6.3 5.0 7.7 7.5
Approach LOS A A A A
Lane Left Right Left Right Left Left
Designated Moves LT R LT R LTR LTR
Assumed Moves LT R LT R LTR LTR
RT Channelized
Lane Util 0.903 0.097 0.694 0.306 1.000 1.000
Follow-Up Headway, s 2.535 2.535 2.535 2.535 2.609 2.609 Critical Headway, s 4.544 4.544 4.544 4.544 4.976 4.976 Entry Flow, veh/h 317 34 177 78 296 456
Cap Entry Lane, veh/h 1049 1049 1010 1010 903 1126
Entry HV Adj Factor 0.972 0.971 0.969 0.974 0.970 0.971 Flow Entry, veh/h 308 33 172 76 287 443
Cap Entry, veh/h 1019 1018 979 984 875 1094
V/C Ratio 0.302 0.032 0.175 0.077 0.328 0.405
Control Delay, s/veh 6.6 3.8 5.3 4.3 7.7 7.5

LOS A A A A A A
95th %tile Queue, veh 1 0 1 0 1 2
HCM 6th TWSC
1: Demaree Street & Avenue 320 11/18/2021
10-Year Horizon Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Int Delay, s/veh 6.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 61 23 126 15 22 12 45 302 10 18 311 37 Future Vol, veh/h 61 23 126 15 22 12 45 302 10 18 311 37 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 66 25 137 16 24 13 49 328 11 20 338 40
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 848 835 358 911 850 334 378 0 0 339 0 0 Stage 1 398 398 - 432 432 - - - - - - -
Stage 2 450 437 - 479 418 - - - - - - -
Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 - - - - - - - Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 280 302 684 254 296 706 1175 - - 1215 - - Stage 1 626 601 - 600 581 - - - - - - -
Stage 2 587 578 - 566 589 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 243 281 684 179 275 706 1175 - - 1215 - - Mov Cap-2 Maneuver 243 281 - 179 275 - - - - - - -
Stage 1 594 588 - 569 551 - - - - - - -
Stage 2 523 549 - 424 577 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 24.7 21.5 1 0.4

HCM LOS C C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1175 - - 406 271 1215 - -
HCM Lane V/C Ratio 0.042 - - 0.562 0.197 0.016 - -
HCM Control Delay (s) 8.2 0 - 24.7 21.5 8 0 -
HCM Lane LOS A A - C C A A -
HCM 95th %tile Q(veh) 0.1 - - 3.3 0.7 0 - -
HCM 6th TWSC
2: County Center Street & Avenue 320 11/18/2021
10-Year Horizon Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Int Delay, s/veh 5.6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 7 10 10 4 15 17
Future Vol, veh/h 7 10 10 4 15 17
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 8 11 11 4 16 18
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 19 0 40 14
Stage 1 - - - - 14 -
Stage 2 - - - - 26 -
Critical Hdwy - - 4.13 - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy - - 2.227 - 3.527 3.327
Pot Cap-1 Maneuver - - 1591 - 969 1063
Stage 1 - - - - 1006 -
Stage 2 - - - - 994 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1591 - 962 1063
Mov Cap-2 Maneuver - - - - 962 -
Stage 1 - - - - 1006 -
Stage 2 - - - - 987 -
Approach EB WB NB
HCM Control Delay, s 0 5.2 8.7

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 1013 - - 1591 -
HCM Lane V/C Ratio 0.034 - - 0.007 -
HCM Control Delay (s) 8.7 - - 7.3 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -
HCM 6th TWSC
4: Demaree Street & Pratt Road 11/18/2021
10-Year Horizon Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Int Delay, s/veh 1.6
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 25 37 292 46 58 349
Future Vol, veh/h 25 37 292 46 58 349
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 200 0 - 0 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 27 40 317 50 63 379
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 822 317 0 0 367 0
Stage 1 317 - - - - -
Stage 2 505 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 342 721 - - 1186 -
Stage 1 736 - - - - -
Stage 2 604 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 319 721 - - 1186 -
Mov Cap-2 Maneuver 319 - - - - -
Stage 1 736 - - - - -
Stage 2 564 - - - - -
Approach WB NB SB
HCM Control Delay, s 13.1 0 1.2

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 319 721 1186 -
HCM Lane V/C Ratio - - 0.085 0.056 0.053 -
HCM Control Delay (s) - - 17.3 10.3 8.2 0
HCM Lane LOS - - C B A A
HCM 95th %tile Q(veh) - - 0.3 0.2 0.2 -
HCM 6th TWSC
5: County Center Street & Pratt Road 11/18/2021
10-Year Horizon Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 4
Intersection
Int Delay, s/veh 5.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 15 85 19 50 115 10 32 37 85 15 30 10 Future Vol, veh/h 15 85 19 50 115 10 32 37 85 15 30 10
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - 125 - - 225 - 225 225 - 225
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 16 92 21 54 125 11 35 40 92 16 33 11
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 136 0 0 113 0 0 396 379 103 440 384 131 Stage 1 - - - - - - 135 135 - 239 239 -
Stage 2 - - - - - - 261 244 - 201 145 -
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 - - - - - - 6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 - - - - - - 6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1442 - - 1470 - - 562 552 949 526 548 916 Stage 1 - - - - - - 866 783 - 762 706 -
Stage 2 - - - - - - 742 702 - 799 775 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1442 - - 1470 - - 510 525 949 431 521 916 Mov Cap-2 Maneuver - - - - - - 510 525 - 431 521 -
Stage 1 - - - - - - 856 774 - 753 680 -
Stage 2 - - - - - - 672 676 - 676 766 -
Approach EB WB NB SB
HCM Control Delay, s 0.9 2.2 10.7 12.1

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 NBLn2 NBLn3 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 SBLn3 Capacity (veh/h) 510 525 949 1442 - - 1470 - - 431 521 916 HCM Lane V/C Ratio 0.068 0.077 0.097 0.011 - - 0.037 - - 0.038 0.063 0.012 HCM Control Delay (s) 12.6 12.4 9.2 7.5 0 - 7.5 - - 13.7 12.4 9 HCM Lane LOS B B A A A - A - - B B A
HCM 95th %tile Q(veh) 0.2 0.2 0.3 0 - - 0.1 - - 0.1 0.2 0 HCM 6th TWSC
6: Mooney Boulevard & Pratt Road 11/18/2021
10-Year Horizon Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 5
Intersection
Int Delay, s/veh 6.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 17 190 194 121 71 10
Future Vol, veh/h 17 190 194 121 71 10
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 18 207 211 132 77 11
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 637 83 88 0 - 0
Stage 1 83 - - - - -
Stage 2 554 - - - - -
Critical Hdwy 6.43 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 2.227 - - -
Pot Cap-1 Maneuver 440 974 1501 - - -
Stage 1 938 - - - - -
Stage 2 574 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 373 974 1501 - - -
Mov Cap-2 Maneuver 373 - - - - -
Stage 1 795 - - - - -
Stage 2 574 - - - - -
Approach EB NB SB
HCM Control Delay, s 10.7 4.8 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1501 - 860 - -
HCM Lane V/C Ratio 0.14 - 0.262 - -
HCM Control Delay (s) 7.8 0 10.7 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.5 - 1 - -
HCM 6th TWSC
7: Demaree Street & Riverway Drive 11/18/2021
10-Year Horizon Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 6
Intersection
Int Delay, s/veh 1.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 10 34 47 329 357 13
Future Vol, veh/h 10 34 47 329 357 13
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 175 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 11 37 51 358 388 14
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 676 395 402 0 - 0
Stage 1 395 - - - - -
Stage 2 281 - - - - -
Critical Hdwy 6.645 6.245 4.145 - - -
Critical Hdwy Stg 1 5.445 - - - - -
Critical Hdwy Stg 2 5.845 - - - - -
Follow-up Hdwy 3.5285 3.3285 2.2285 - - -
Pot Cap-1 Maneuver 401 651 1149 - - -
Stage 1 677 - - - - -
Stage 2 740 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 383 651 1149 - - -
Mov Cap-2 Maneuver 383 - - - - -
Stage 1 647 - - - - -
Stage 2 740 - - - - -
Approach EB NB SB
HCM Control Delay, s 12 1 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1149 - 562 - -
HCM Lane V/C Ratio 0.044 - 0.085 - -
HCM Control Delay (s) 8.3 - 12 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.1 - 0.3 - -
HCM 6th TWSC
10: Demaree Street & Shannon Parkway 11/18/2021
10-Year Horizon Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 7
Intersection
Int Delay, s/veh 2.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 102 11 356 147 21 374
Future Vol, veh/h 102 11 356 147 21 374
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 150 0 - - 100 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 111 12 387 160 23 407
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 717 274 0 0 547 0
Stage 1 467 - - - - -
Stage 2 250 - - - - -
Critical Hdwy 6.86 6.96 - - 4.16 -
Critical Hdwy Stg 1 5.86 - - - - -
Critical Hdwy Stg 2 5.86 - - - - -
Follow-up Hdwy 3.53 3.33 - - 2.23 -
Pot Cap-1 Maneuver 362 721 - - 1012 -
Stage 1 594 - - - - -
Stage 2 765 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 354 721 - - 1012 -
Mov Cap-2 Maneuver 354 - - - - -
Stage 1 594 - - - - -
Stage 2 747 - - - - -
Approach WB NB SB
HCM Control Delay, s 18.8 0 0.5

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 354 721 1012 -
HCM Lane V/C Ratio - - 0.313 0.017 0.023 -
HCM Control Delay (s) - - 19.7 10.1 8.6 -
HCM Lane LOS - - C B A -
HCM 95th %tile Q(veh) - - 1.3 0.1 0.1 -
HCM 6th AWSC
15: County Center Street & Riggin Avenue 11/18/2021
10-Year Horizon Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 194
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 135 974 84 125 715 50 64 89 79 47 69 89 Future Vol, veh/h 135 974 84 125 715 50 64 89 79 47 69 89 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 147 1059 91 136 777 54 70 97 86 51 75 97
Number of Lanes 1 2 0 1 2 0 1 1 0 1 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 3 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 2 3 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 3 3 3
HCM Control Delay 290.1 147.9 29.6 21.2

HCM LOS F F D C

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0%
Vol Thru, % 0% 53% 0% 100% 79% 0% 100% 83% 0% 100% 0%
Vol Right, % 0% 47% 0% 0% 21% 0% 0% 17% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 64 168 135 649 409 125 477 288 47 69 89 LT Vol 64 0 135 0 0 125 0 0 47 0 0
Through Vol 0 89 0 649 325 0 477 238 0 69 0
RT Vol 0 79 0 0 84 0 0 50 0 0 89
Lane Flow Rate 70 183 147 706 444 136 518 313 51 75 97
Geometry Grp 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.238 0.584 0.417 1.907 1.182 0.394 1.43 0.855 0.178 0.251 0.305 Departure Headway (Hd) 14.032 13.203 10.829 10.315 10.167 11.45 10.937 10.812 14.45 13.936 13.217 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 257 276 335 360 360 317 337 338 250 260 274
Service Time 11.732 10.903 8.529 8.015 7.867 9.15 8.637 8.512 12.15 11.636 10.917 HCM Lane V/C Ratio 0.272 0.663 0.439 1.961 1.233 0.429 1.537 0.926 0.204 0.288 0.354 HCM Control Delay 21.1 32.9 21.1 441.8 138 21.4 238.4 53.2 20.3 21.2 21.6 HCM Lane LOS C D C F F C F F C C C
HCM 95th-tile Q 0.9 3.4 2 45.1 17.2 1.8 24.8 7.7 0.6 1 1.3 HCM 6th AWSC
17: Giddings Street & Riggin Avenue 11/18/2021
10-Year Horizon Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 299.7
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 179 845 44 53 789 67 42 67 54 52 49 101 Future Vol, veh/h 179 845 44 53 789 67 42 67 54 52 49 101 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 186 880 46 55 822 70 44 70 56 54 51 105
Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay 339.3 365.3 19.8 21.1

HCM LOS F F C C

Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 26% 100% 0% 100% 0% 26%
Vol Thru, % 41% 0% 95% 0% 92% 24%
Vol Right, % 33% 0% 5% 0% 8% 50%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 163 179 889 53 856 202
LT Vol 42 179 0 53 0 52
Through Vol 67 0 845 0 789 49
RT Vol 54 0 44 0 67 101
Lane Flow Rate 170 186 926 55 892 210
Geometry Grp 2 7 7 7 7 2
Degree of Util (X) 0.38 0.397 1.836 0.12 1.797 0.454
Departure Headway (Hd) 10.499 8.728 8.172 8.752 8.177 10.043 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 345 416 454 412 455 362
Service Time 8.499 6.428 5.872 6.452 5.877 8.043
HCM Lane V/C Ratio 0.493 0.447 2.04 0.133 1.96 0.58
HCM Control Delay 19.8 17.1 404.2 12.6 387.1 21.1
HCM Lane LOS C C F B F C
HCM 95th-tile Q 1.7 1.9 51.9 0.4 49.8 2.3
HCM 6th AWSC
18: Mooney Boulevard & Ferguson Avenue 11/18/2021
10-Year Horizon Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Intersection Delay, s/veh 201.2
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 76 296 51 56 288 83 97 597 139 89 479 67 Future Vol, veh/h 76 296 51 56 288 83 97 597 139 89 479 67 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 83 322 55 61 313 90 105 649 151 97 521 73
Number of Lanes 1 1 0 1 1 1 1 1 1 1 2 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 2 3 3
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 3 2 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3 3 3 2
HCM Control Delay 143.3 76.5 385.3 82

HCM LOS F F F F

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 100% 0% 100% 0% 0% 100% 0% 0%
Vol Thru, % 0% 100% 0% 0% 85% 0% 100% 0% 0% 100% 70%
Vol Right, % 0% 0% 100% 0% 15% 0% 0% 100% 0% 0% 30%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 97 597 139 76 347 56 288 83 89 319 227 LT Vol 97 0 0 76 0 56 0 0 89 0 0
Through Vol 0 597 0 0 296 0 288 0 0 319 160
RT Vol 0 0 139 0 51 0 0 83 0 0 67
Lane Flow Rate 105 649 151 83 377 61 313 90 97 347 246
Geometry Grp 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.354 2.091 0.458 0.285 1.24 0.208 1.028 0.279 0.319 1.096 0.764 Departure Headway (Hd) 12.849 12.322 11.585 13.465 12.862 14.418 13.892 13.157 13.996 13.464 13.244 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 282 305 313 268 287 251 263 275 258 274 276
Service Time 10.549 10.022 9.285 11.165 10.562 12.118 11.592 10.857 11.696 11.164 10.944 HCM Lane V/C Ratio 0.372 2.128 0.482 0.31 1.314 0.243 1.19 0.327 0.376 1.266 0.891 HCM Control Delay 22.4 528.5 23.7 21.4 170 20.9 103.3 20.9 23.1 122.1 48.7 HCM Lane LOS C F C C F C F C C F E
HCM 95th-tile Q 1.5 44.9 2.3 1.1 16.4 0.8 10.5 1.1 1.3 12.2 5.7 HCM 6th Signalized Intersection Summary
9: Dinuba Boulevard & Riggin Avenue 11/18/2021
10-Year Horizon Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 454 368 129 301 467 176 262 902 73 180 559 214 Future Volume (veh/h) 454 368 129 301 467 176 262 902 73 180 559 214 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 478 387 136 317 492 185 276 949 77 189 588 225 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 4 4 4 4 4 4
Cap, veh/h 455 854 381 347 639 285 244 1054 470 212 1022 456 Arrive On Green 0.26 0.24 0.24 0.20 0.18 0.18 0.07 0.30 0.30 0.06 0.29 0.29 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 3401 3497 1560 3401 3497 1560 Grp Volume(v), veh/h 478 387 136 317 492 185 276 949 77 189 588 225 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1700 1749 1560 1700 1749 1560 Q Serve(g_s), s 27.7 10.0 7.7 18.9 14.3 9.4 7.7 28.0 2.3 5.9 15.4 12.8 Cycle Q Clear(g_c), s 27.7 10.0 7.7 18.9 14.3 9.4 7.7 28.0 2.3 5.9 15.4 12.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 455 854 381 347 639 285 244 1054 470 212 1022 456 V/C Ratio(X) 1.05 0.45 0.36 0.91 0.77 0.65 1.13 0.90 0.16 0.89 0.58 0.49 Avail Cap(c_a), veh/h 455 1188 530 386 1050 468 244 1054 470 212 1022 456 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.9 34.7 33.8 42.3 41.9 26.4 49.9 36.0 9.2 50.0 32.4 31.5 Incr Delay (d2), s/veh 55.7 0.4 0.6 24.1 2.0 2.5 98.1 12.1 0.7 34.1 2.4 3.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 18.5 4.2 2.9 10.2 6.1 3.6 6.5 13.0 1.5 3.4 6.5 5.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 95.6 35.0 34.3 66.3 43.9 28.8 148.0 48.1 9.9 84.1 34.7 35.2 LnGrp LOS F D C E D C F D A F C D
Approach Vol, veh/h 1001 994 1302 1002
Approach Delay, s/veh 63.9 48.2 67.0 44.2
Approach LOS E D E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.0 37.7 26.4 31.3 13.0 36.7 33.0 24.8 Change Period (Y+Rc), s 5.3 5.3 5.3 5.3 5.3 5.3 5.3 5.3 Max Green Setting (Gmax), s 6.7 32.4 23.5 36.2 7.7 31.4 27.7 32.0 Max Q Clear Time (g_c+I1), s 7.9 30.0 20.9 12.0 9.7 17.4 29.7 16.3 Green Ext Time (p_c), s 0.0 1.4 0.3 2.7 0.0 3.7 0.0 3.2 Intersection Summary
HCM 6th Ctrl Delay 56.6
HCM 6th LOS E
HCM 6th Signalized Intersection Summary
14: Demaree Street & Riggin Avenue 11/18/2021
10-Year Horizon Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 175 668 104 485 447 56 94 445 475 58 332 84 Future Volume (veh/h) 175 668 104 485 447 56 94 445 475 58 332 84 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 186 711 111 516 476 60 100 473 505 62 353 89 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 218 813 362 582 965 430 125 593 529 81 871 217 Arrive On Green 0.12 0.23 0.23 0.17 0.27 0.27 0.07 0.34 0.34 0.05 0.31 0.31 Sat Flow, veh/h 1767 3526 1572 3428 3526 1572 1767 1763 1572 1767 2797 696 Grp Volume(v), veh/h 186 711 111 516 476 60 100 473 505 62 221 221 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1714 1763 1572 1767 1763 1572 1767 1763 1730 Q Serve(g_s), s 11.6 21.8 6.6 16.5 12.7 2.5 6.3 27.3 35.2 3.9 11.1 11.3 Cycle Q Clear(g_c), s 11.6 21.8 6.6 16.5 12.7 2.5 6.3 27.3 35.2 3.9 11.1 11.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.40
Lane Grp Cap(c), veh/h 218 813 362 582 965 430 125 593 529 81 549 539 V/C Ratio(X) 0.86 0.87 0.31 0.89 0.49 0.14 0.80 0.80 0.95 0.77 0.40 0.41 Avail Cap(c_a), veh/h 340 904 403 647 965 430 205 593 529 123 549 539 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.3 41.6 35.8 45.5 34.2 19.0 51.4 33.8 36.4 53.0 30.4 30.5 Incr Delay (d2), s/veh 12.0 8.9 0.5 13.1 0.4 0.1 10.9 10.7 29.2 14.5 2.2 2.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.6 10.0 2.5 7.8 5.3 1.2 3.1 12.7 16.9 2.0 4.8 4.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.2 50.5 36.2 58.6 34.6 19.1 62.3 44.4 65.6 67.5 32.6 32.8 LnGrp LOS E D D E C B E D E E C C
Approach Vol, veh/h 1008 1052 1078 504
Approach Delay, s/veh 50.8 45.5 56.0 37.0
Approach LOS D D E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.3 44.0 24.9 32.1 14.2 41.2 20.0 36.9 Change Period (Y+Rc), s 6.2 6.2 5.8 6.2 6.2 6.2 6.2 * 6.2 Max Green Setting (Gmax), s 7.8 37.8 21.2 28.8 13.0 32.6 21.6 * 28 Max Q Clear Time (g_c+I1), s 5.9 37.2 18.5 23.8 8.3 13.3 13.6 14.7 Green Ext Time (p_c), s 0.0 0.3 0.6 2.1 0.1 2.1 0.3 2.5 Intersection Summary
HCM 6th Ctrl Delay 48.9
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
16: Mooney Boulevard & Riggin Avenue 11/18/2021
10-Year Horizon Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 231 891 129 273 737 174 125 355 232 139 247 117 Future Volume (veh/h) 231 891 129 273 737 174 125 355 232 139 247 117 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 243 938 136 287 776 183 132 374 244 146 260 123 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 263 1003 447 314 1103 492 158 496 420 144 481 408 Arrive On Green 0.15 0.28 0.28 0.18 0.31 0.31 0.09 0.27 0.27 0.08 0.26 0.26 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 243 938 136 287 776 183 132 374 244 146 260 123 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 16.0 30.7 5.9 18.8 22.9 8.0 8.7 21.9 15.9 9.6 14.3 7.4 Cycle Q Clear(g_c), s 16.0 30.7 5.9 18.8 22.9 8.0 8.7 21.9 15.9 9.6 14.3 7.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 263 1003 447 314 1103 492 158 496 420 144 481 408 V/C Ratio(X) 0.92 0.94 0.30 0.92 0.70 0.37 0.84 0.75 0.58 1.02 0.54 0.30 Avail Cap(c_a), veh/h 263 1020 455 332 1157 516 158 496 420 144 481 408 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.6 41.2 18.3 47.7 35.8 17.5 53.0 39.7 37.5 54.3 37.7 35.2 Incr Delay (d2), s/veh 35.7 15.0 0.4 28.1 1.8 0.5 30.5 10.2 5.7 79.7 4.3 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.5 14.8 2.9 10.5 9.7 3.9 5.1 11.1 6.6 7.4 6.9 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 85.3 56.2 18.7 75.8 37.6 17.9 83.5 49.9 43.3 134.0 42.0 37.1 LnGrp LOS F E B E D B F D D F D D
Approach Vol, veh/h 1317 1246 750 529
Approach Delay, s/veh 57.7 43.5 53.7 66.2
Approach LOS E D D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.0 37.0 26.8 39.4 15.9 36.1 23.4 42.8 Change Period (Y+Rc), s 5.4 5.4 5.8 5.8 5.4 5.4 5.8 5.8 Max Green Setting (Gmax), s 9.6 31.6 22.2 34.2 10.6 30.6 17.6 38.8 Max Q Clear Time (g_c+I1), s 11.6 23.9 20.8 32.7 10.7 16.3 18.0 24.9 Green Ext Time (p_c), s 0.0 1.9 0.1 1.0 0.0 1.5 0.0 4.7 Intersection Summary
HCM 6th Ctrl Delay 53.5
HCM 6th LOS D
HCM 6th Roundabout
8: Mooney Boulevard & Riverway Drive 11/18/2021
10-Year Horizon Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 4.6
Intersection LOS A
Approach WB NB SB
Entry Lanes 1 2 1
Conflicting Circle Lanes 1 1 1
Adj Approach Flow, veh/h 90 345 257
Demand Flow Rate, veh/h 93 355 265
Vehicles Circulating, veh/h 325 57 38
Vehicles Exiting, veh/h 87 246 380
Ped Vol Crossing Leg, #/h 0 0 0
Ped Cap Adj 1.000 1.000 1.000
Approach Delay, s/veh 4.6 4.7 4.5
Approach LOS A A A
Lane Left Left Right Left
Designated Moves LR LT R LT
Assumed Moves LR LT R LT
RT Channelized
Lane Util 1.000 0.915 0.085 1.000
Follow-Up Headway, s 2.609 2.535 2.535 2.609
Critical Headway, s 4.976 4.544 4.544 4.976
Entry Flow, veh/h 93 325 30 265
Cap Entry Lane, veh/h 991 1348 1348 1327
Entry HV Adj Factor 0.968 0.971 0.967 0.970
Flow Entry, veh/h 90 316 29 257
Cap Entry, veh/h 959 1309 1303 1287
V/C Ratio 0.094 0.241 0.022 0.200
Control Delay, s/veh 4.6 4.8 2.9 4.5

LOS A A A A
95th %tile Queue, veh 0 1 0 1
HCM 6th Roundabout
11: County Center Street & Shannon Parkway 11/18/2021
10-Year Horizon Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 4.2
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 140 143 183 100
Demand Flow Rate, veh/h 144 147 189 103
Vehicles Circulating, veh/h 129 174 130 157
Vehicles Exiting, veh/h 131 145 143 164
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 4.1 4.3 4.4 3.9
Approach LOS A A A A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 144 147 189 103
Cap Entry Lane, veh/h 1210 1155 1209 1176
Entry HV Adj Factor 0.971 0.973 0.968 0.975
Flow Entry, veh/h 140 143 183 100
Cap Entry, veh/h 1175 1124 1170 1146
V/C Ratio 0.119 0.127 0.156 0.088
Control Delay, s/veh 4.1 4.3 4.4 3.9

LOS A A A A
95th %tile Queue, veh 0 0 1 0
HCM 6th Roundabout
12: Mooney Boulevard & Shannon Parkway 11/18/2021
10-Year Horizon Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Intersection Delay, s/veh 6.3
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 111 213 460 290
Demand Flow Rate, veh/h 114 219 474 299
Vehicles Circulating, veh/h 365 391 104 218
Vehicles Exiting, veh/h 152 187 375 392
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 5.0 6.4 6.7 6.0
Approach LOS A A A A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 114 219 474 299
Cap Entry Lane, veh/h 951 926 1241 1105
Entry HV Adj Factor 0.973 0.973 0.970 0.969
Flow Entry, veh/h 111 213 460 290
Cap Entry, veh/h 926 901 1204 1070
V/C Ratio 0.120 0.236 0.382 0.271
Control Delay, s/veh 5.0 6.4 6.7 6.0

LOS A A A A
95th %tile Queue, veh 0 1 2 1
HCM 6th Roundabout
13: Giddings Street & Shannon Parkway 11/18/2021
10-Year Horizon Plus Project 09/01/2021 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 4
Intersection
Intersection Delay, s/veh 4.4
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 2 2 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 262 262 131 82
Demand Flow Rate, veh/h 269 270 135 84
Vehicles Circulating, veh/h 98 108 267 261
Vehicles Exiting, veh/h 247 294 100 117
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 4.4 4.4 4.7 4.2
Approach LOS A A A A
Lane Left Right Left Right Left Left
Designated Moves LT R LT R LTR LTR
Assumed Moves LT R LT R LTR LTR
RT Channelized
Lane Util 0.948 0.052 0.915 0.085 1.000 1.000
Follow-Up Headway, s 2.535 2.535 2.535 2.535 2.609 2.609 Critical Headway, s 4.544 4.544 4.544 4.544 4.976 4.976 Entry Flow, veh/h 255 14 247 23 135 84
Cap Entry Lane, veh/h 1299 1299 1287 1287 1051 1057
Entry HV Adj Factor 0.971 1.000 0.973 0.957 0.972 0.976 Flow Entry, veh/h 248 14 240 22 131 82
Cap Entry, veh/h 1261 1299 1252 1231 1022 1032
V/C Ratio 0.196 0.011 0.192 0.018 0.128 0.079
Control Delay, s/veh 4.5 2.9 4.5 3.1 4.7 4.2

LOS A A A A A A
95th %tile Queue, veh 1 0 1 0 0 0
HCM 6th TWSC
1: Driveway A & Avenue 320 11/20/2021
10-Year Horizon Plus Project 09/01/2021 AM Peak Hour Driveways Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Int Delay, s/veh 5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 4 3 5 12 9 15
Future Vol, veh/h 4 3 5 12 9 15
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 4 3 5 13 10 16
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 7 0 29 6
Stage 1 - - - - 6 -
Stage 2 - - - - 23 -
Critical Hdwy - - 4.13 - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy - - 2.227 - 3.527 3.327
Pot Cap-1 Maneuver - - 1607 - 983 1074
Stage 1 - - - - 1014 -
Stage 2 - - - - 997 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1607 - 980 1074
Mov Cap-2 Maneuver - - - - 980 -
Stage 1 - - - - 1014 -
Stage 2 - - - - 994 -
Approach EB WB NB
HCM Control Delay, s 0 2.1 8.6

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 1037 - - 1607 -
HCM Lane V/C Ratio 0.025 - - 0.003 -
HCM Control Delay (s) 8.6 - - 7.2 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -
HCM 6th TWSC
2: Driveway B & Avenue 320 11/20/2021
10-Year Horizon Plus Project 09/01/2021 AM Peak Hour Driveways Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Int Delay, s/veh 5.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 15 4 8 5 12 25
Future Vol, veh/h 15 4 8 5 12 25
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 16 4 9 5 13 27
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 20 0 41 18
Stage 1 - - - - 18 -
Stage 2 - - - - 23 -
Critical Hdwy - - 4.13 - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy - - 2.227 - 3.527 3.327
Pot Cap-1 Maneuver - - 1590 - 968 1058
Stage 1 - - - - 1002 -
Stage 2 - - - - 997 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1590 - 962 1058
Mov Cap-2 Maneuver - - - - 962 -
Stage 1 - - - - 1002 -
Stage 2 - - - - 991 -
Approach EB WB NB
HCM Control Delay, s 0 4.5 8.7

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 1025 - - 1590 -
HCM Lane V/C Ratio 0.039 - - 0.005 -
HCM Control Delay (s) 8.7 - - 7.3 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -
HCM 6th TWSC
3: Mooney Boulevard & Driveway C 11/20/2021
10-Year Horizon Plus Project 09/01/2021 AM Peak Hour Driveways Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Int Delay, s/veh 4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 37 12 13 40 0
Future Vol, veh/h 0 37 12 13 40 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 40 13 14 43 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 83 43 43 0 - 0
Stage 1 43 - - - - -
Stage 2 40 - - - - -
Critical Hdwy 6.43 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 2.227 - - -
Pot Cap-1 Maneuver 916 1025 1559 - - -
Stage 1 977 - - - - -
Stage 2 980 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 909 1025 1559 - - -
Mov Cap-2 Maneuver 909 - - - - -
Stage 1 969 - - - - -
Stage 2 980 - - - - -
Approach EB NB SB
HCM Control Delay, s 8.7 3.5 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1559 - 1025 - -
HCM Lane V/C Ratio 0.008 - 0.039 - -
HCM Control Delay (s) 7.3 0 8.7 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0 - 0.1 - -
HCM 6th TWSC
4: Mooney Boulevard & Driveway D 11/20/2021
10-Year Horizon Plus Project 09/01/2021 AM Peak Hour Driveways Synchro 10 Report VRPA Technologies, Inc. Page 4
Intersection
Int Delay, s/veh 3.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 46 16 25 77 0
Future Vol, veh/h 0 46 16 25 77 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 50 17 27 84 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 145 84 84 0 - 0
Stage 1 84 - - - - -
Stage 2 61 - - - - -
Critical Hdwy 6.43 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 2.227 - - -
Pot Cap-1 Maneuver 845 972 1506 - - -
Stage 1 937 - - - - -
Stage 2 959 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 836 972 1506 - - -
Mov Cap-2 Maneuver 836 - - - - -
Stage 1 927 - - - - -
Stage 2 959 - - - - -
Approach EB NB SB
HCM Control Delay, s 8.9 2.9 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1506 - 972 - -
HCM Lane V/C Ratio 0.012 - 0.051 - -
HCM Control Delay (s) 7.4 0 8.9 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0 - 0.2 - -
HCM 6th TWSC
5: Pratt Road & Driveway E 11/20/2021
10-Year Horizon Plus Project 09/01/2021 AM Peak Hour Driveways Synchro 10 Report VRPA Technologies, Inc. Page 5
Intersection
Int Delay, s/veh 1.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 3 154 106 8 22 9
Future Vol, veh/h 3 154 106 8 22 9
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 3 167 115 9 24 10
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 124 0 - 0 293 120
Stage 1 - - - - 120 -
Stage 2 - - - - 173 -
Critical Hdwy 4.13 - - - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy 2.227 - - - 3.527 3.327
Pot Cap-1 Maneuver 1457 - - - 696 929
Stage 1 - - - - 903 -
Stage 2 - - - - 855 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1457 - - - 695 929
Mov Cap-2 Maneuver - - - - 695 -
Stage 1 - - - - 901 -
Stage 2 - - - - 855 -
Approach EB WB SB
HCM Control Delay, s 0.1 0 10

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1457 - - - 750
HCM Lane V/C Ratio 0.002 - - - 0.045
HCM Control Delay (s) 7.5 0 - - 10
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.1
HCM 6th TWSC
6: Pratt Road & Driveway F 11/20/2021
10-Year Horizon Plus Project 09/01/2021 AM Peak Hour Driveways Synchro 10 Report VRPA Technologies, Inc. Page 6
Intersection
Int Delay, s/veh 1.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 3 125 110 7 22 9
Future Vol, veh/h 3 125 110 7 22 9
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 3 136 120 8 24 10
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 128 0 - 0 266 124
Stage 1 - - - - 124 -
Stage 2 - - - - 142 -
Critical Hdwy 4.13 - - - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy 2.227 - - - 3.527 3.327
Pot Cap-1 Maneuver 1452 - - - 721 924
Stage 1 - - - - 899 -
Stage 2 - - - - 883 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1452 - - - 720 924
Mov Cap-2 Maneuver - - - - 720 -
Stage 1 - - - - 897 -
Stage 2 - - - - 883 -
Approach EB WB SB
HCM Control Delay, s 0.2 0 9.9

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1452 - - - 769
HCM Lane V/C Ratio 0.002 - - - 0.044
HCM Control Delay (s) 7.5 0 - - 9.9
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0 - - - 0.1
HCM 6th TWSC
7: Driveway G & Pratt Road 11/20/2021
10-Year Horizon Plus Project 09/01/2021 AM Peak Hour Driveways Synchro 10 Report VRPA Technologies, Inc. Page 7
Intersection
Int Delay, s/veh 3.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 76 3 6 102 11 9 0 19 33 0 23
Future Vol, veh/h 8 76 3 6 102 11 9 0 19 33 0 23
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 9 83 3 7 111 12 10 0 21 36 0 25
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 123 0 0 86 0 0 247 240 85 244 235 117 Stage 1 - - - - - - 103 103 - 131 131 -
Stage 2 - - - - - - 144 137 - 113 104 -
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 - - - - - - 6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 - - - - - - 6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1458 - - 1504 - - 705 660 971 708 664 932 Stage 1 - - - - - - 900 808 - 870 786 -
Stage 2 - - - - - - 856 781 - 890 807 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1458 - - 1504 - - 680 653 971 687 657 932 Mov Cap-2 Maneuver - - - - - - 680 653 - 687 657 -
Stage 1 - - - - - - 895 803 - 865 782 -
Stage 2 - - - - - - 829 777 - 866 802 -
Approach EB WB NB SB
HCM Control Delay, s 0.7 0.4 9.4 10.1

HCM LOS A B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 854 1458 - - 1504 - - 770
HCM Lane V/C Ratio 0.036 0.006 - - 0.004 - - 0.079
HCM Control Delay (s) 9.4 7.5 0 - 7.4 0 - 10.1
HCM Lane LOS A A A - A A - B
HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.3
HCM 6th TWSC
8: Driveway H & Pratt Road 11/20/2021
10-Year Horizon Plus Project 09/01/2021 AM Peak Hour Driveways Synchro 10 Report VRPA Technologies, Inc. Page 8
Intersection
Int Delay, s/veh 0.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 145 2 4 111 6 12
Future Vol, veh/h 145 2 4 111 6 12
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 158 2 4 121 7 13
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 160 0 288 159
Stage 1 - - - - 159 -
Stage 2 - - - - 129 -
Critical Hdwy - - 4.13 - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy - - 2.227 - 3.527 3.327
Pot Cap-1 Maneuver - - 1413 - 700 884
Stage 1 - - - - 867 -
Stage 2 - - - - 894 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1413 - 698 884
Mov Cap-2 Maneuver - - - - 698 -
Stage 1 - - - - 867 -
Stage 2 - - - - 891 -
Approach EB WB NB
HCM Control Delay, s 0 0.3 9.5

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 812 - - 1413 -
HCM Lane V/C Ratio 0.024 - - 0.003 -
HCM Control Delay (s) 9.5 - - 7.6 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -
HCM 6th TWSC
1: Driveway A & Avenue 320 11/20/2021
10-Year Horizon Plus Project 09/01/2021 PM Peak Hour Driveways Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Int Delay, s/veh 4.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 14 10 17 8 6 10
Future Vol, veh/h 14 10 17 8 6 10
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 15 11 18 9 7 11
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 26 0 66 21
Stage 1 - - - - 21 -
Stage 2 - - - - 45 -
Critical Hdwy - - 4.13 - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy - - 2.227 - 3.527 3.327
Pot Cap-1 Maneuver - - 1582 - 937 1054
Stage 1 - - - - 999 -
Stage 2 - - - - 975 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1582 - 927 1054
Mov Cap-2 Maneuver - - - - 927 -
Stage 1 - - - - 999 -
Stage 2 - - - - 964 -
Approach EB WB NB
HCM Control Delay, s 0 5 8.7

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 1002 - - 1582 -
HCM Lane V/C Ratio 0.017 - - 0.012 -
HCM Control Delay (s) 8.7 - - 7.3 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -
HCM 6th TWSC
2: Driveway B & Avenue 320 11/20/2021
10-Year Horizon Plus Project 09/01/2021 PM Peak Hour Driveways Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Int Delay, s/veh 4.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 10 14 28 17 8 16
Future Vol, veh/h 10 14 28 17 8 16
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 11 15 30 18 9 17
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 26 0 97 19
Stage 1 - - - - 19 -
Stage 2 - - - - 78 -
Critical Hdwy - - 4.13 - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy - - 2.227 - 3.527 3.327
Pot Cap-1 Maneuver - - 1582 - 900 1056
Stage 1 - - - - 1001 -
Stage 2 - - - - 943 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1582 - 883 1056
Mov Cap-2 Maneuver - - - - 883 -
Stage 1 - - - - 1001 -
Stage 2 - - - - 925 -
Approach EB WB NB
HCM Control Delay, s 0 4.6 8.7

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 991 - - 1582 -
HCM Lane V/C Ratio 0.026 - - 0.019 -
HCM Control Delay (s) 8.7 - - 7.3 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0.1 -
HCM 6th TWSC
3: Mooney Boulevard & Driveway C 11/20/2021
10-Year Horizon Plus Project 09/01/2021 PM Peak Hour Driveways Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Int Delay, s/veh 3.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 25 42 45 26 0
Future Vol, veh/h 0 25 42 45 26 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 27 46 49 28 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 169 28 28 0 - 0
Stage 1 28 - - - - -
Stage 2 141 - - - - -
Critical Hdwy 6.43 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 2.227 - - -
Pot Cap-1 Maneuver 819 1044 1579 - - -
Stage 1 992 - - - - -
Stage 2 883 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 794 1044 1579 - - -
Mov Cap-2 Maneuver 794 - - - - -
Stage 1 962 - - - - -
Stage 2 883 - - - - -
Approach EB NB SB
HCM Control Delay, s 8.5 3.5 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1579 - 1044 - -
HCM Lane V/C Ratio 0.029 - 0.026 - -
HCM Control Delay (s) 7.3 0 8.5 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0.1 - 0.1 - -
HCM 6th TWSC
4: Mooney Boulevard & Driveway D 11/20/2021
10-Year Horizon Plus Project 09/01/2021 PM Peak Hour Driveways Synchro 10 Report VRPA Technologies, Inc. Page 4
Intersection
Int Delay, s/veh 2.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 30 51 87 51 0
Future Vol, veh/h 0 30 51 87 51 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 33 55 95 55 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 260 55 55 0 - 0
Stage 1 55 - - - - -
Stage 2 205 - - - - -
Critical Hdwy 6.43 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 2.227 - - -
Pot Cap-1 Maneuver 727 1009 1544 - - -
Stage 1 965 - - - - -
Stage 2 827 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 699 1009 1544 - - -
Mov Cap-2 Maneuver 699 - - - - -
Stage 1 928 - - - - -
Stage 2 827 - - - - -
Approach EB NB SB
HCM Control Delay, s 8.7 2.7 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1544 - 1009 - -
HCM Lane V/C Ratio 0.036 - 0.032 - -
HCM Control Delay (s) 7.4 0 8.7 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0.1 - 0.1 - -
HCM 6th TWSC
5: Pratt Road & Driveway E 11/20/2021
10-Year Horizon Plus Project 09/01/2021 PM Peak Hour Driveways Synchro 10 Report VRPA Technologies, Inc. Page 5
Intersection
Int Delay, s/veh 0.7
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 10 193 180 24 14 6
Future Vol, veh/h 10 193 180 24 14 6
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 11 210 196 26 15 7
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 222 0 - 0 441 209
Stage 1 - - - - 209 -
Stage 2 - - - - 232 -
Critical Hdwy 4.13 - - - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy 2.227 - - - 3.527 3.327
Pot Cap-1 Maneuver 1341 - - - 572 829
Stage 1 - - - - 824 -
Stage 2 - - - - 804 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1341 - - - 567 829
Mov Cap-2 Maneuver - - - - 567 -
Stage 1 - - - - 817 -
Stage 2 - - - - 804 -
Approach EB WB SB
HCM Control Delay, s 0.4 0 11

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1341 - - - 626
HCM Lane V/C Ratio 0.008 - - - 0.035
HCM Control Delay (s) 7.7 0 - - 11
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.1
HCM 6th TWSC
6: Pratt Road & Driveway F 11/20/2021
10-Year Horizon Plus Project 09/01/2021 PM Peak Hour Driveways Synchro 10 Report VRPA Technologies, Inc. Page 6
Intersection
Int Delay, s/veh 0.7
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 10 188 152 24 14 6
Future Vol, veh/h 10 188 152 24 14 6
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 11 204 165 26 15 7
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 191 0 - 0 404 178
Stage 1 - - - - 178 -
Stage 2 - - - - 226 -
Critical Hdwy 4.13 - - - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy 2.227 - - - 3.527 3.327
Pot Cap-1 Maneuver 1377 - - - 601 862
Stage 1 - - - - 850 -
Stage 2 - - - - 809 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1377 - - - 596 862
Mov Cap-2 Maneuver - - - - 596 -
Stage 1 - - - - 842 -
Stage 2 - - - - 809 -
Approach EB WB SB
HCM Control Delay, s 0.4 0 10.7

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1377 - - - 657
HCM Lane V/C Ratio 0.008 - - - 0.033
HCM Control Delay (s) 7.6 0 - - 10.7
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.1
HCM 6th TWSC
7: Driveway G & Pratt Road 11/20/2021
10-Year Horizon Plus Project 09/01/2021 PM Peak Hour Driveways Synchro 10 Report VRPA Technologies, Inc. Page 7
Intersection
Int Delay, s/veh 2.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 25 163 11 21 99 38 6 0 12 23 0 15
Future Vol, veh/h 25 163 11 21 99 38 6 0 12 23 0 15
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 27 177 12 23 108 41 7 0 13 25 0 16
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 149 0 0 189 0 0 420 432 183 419 418 129 Stage 1 - - - - - - 237 237 - 175 175 -
Stage 2 - - - - - - 183 195 - 244 243 -
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 - - - - - - 6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 - - - - - - 6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1426 - - 1379 - - 542 515 857 543 524 918 Stage 1 - - - - - - 764 707 - 824 752 -
Stage 2 - - - - - - 816 737 - 757 703 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1426 - - 1379 - - 517 495 857 519 504 918 Mov Cap-2 Maneuver - - - - - - 517 495 - 519 504 -
Stage 1 - - - - - - 748 692 - 807 738 -
Stage 2 - - - - - - 787 724 - 730 688 -
Approach EB WB NB SB
HCM Control Delay, s 1 1 10.3 11.2

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 703 1426 - - 1379 - - 626
HCM Lane V/C Ratio 0.028 0.019 - - 0.017 - - 0.066
HCM Control Delay (s) 10.3 7.6 0 - 7.7 0 - 11.2
HCM Lane LOS B A A - A A - B
HCM 95th %tile Q(veh) 0.1 0.1 - - 0.1 - - 0.2
HCM 6th TWSC
8: Driveway H & Pratt Road 11/20/2021
10-Year Horizon Plus Project 09/01/2021 PM Peak Hour Driveways Synchro 10 Report VRPA Technologies, Inc. Page 8
Intersection
Int Delay, s/veh 0.6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 195 7 14 172 4 8
Future Vol, veh/h 195 7 14 172 4 8
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 212 8 15 187 4 9
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 220 0 433 216
Stage 1 - - - - 216 -
Stage 2 - - - - 217 -
Critical Hdwy - - 4.13 - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy - - 2.227 - 3.527 3.327
Pot Cap-1 Maneuver - - 1343 - 578 821
Stage 1 - - - - 818 -
Stage 2 - - - - 817 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1343 - 571 821
Mov Cap-2 Maneuver - - - - 571 -
Stage 1 - - - - 818 -
Stage 2 - - - - 807 -
Approach EB WB NB
HCM Control Delay, s 0 0.6 10.1

HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 716 - - 1343 -
HCM Lane V/C Ratio 0.018 - - 0.011 -
HCM Control Delay (s) 10.1 - - 7.7 0
HCM Lane LOS B - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -
20-YEAR HORIZON CONDITIONS
HCM 6th Signalized Intersection Summary
9: Dinuba Boulevard & Riggin Avenue 11/19/2021
20-Year Horizon Without Project 09/01/2021 AM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 291 438 207 200 411 120 192 488 77 172 695 213 Future Volume (veh/h) 291 438 207 200 411 120 192 488 77 172 695 213 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 306 461 218 211 433 126 202 514 81 181 732 224 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 4 4 4 4 4 4
Cap, veh/h 393 663 296 250 757 338 276 1231 549 306 1261 562 Arrive On Green 0.11 0.19 0.19 0.14 0.21 0.21 0.08 0.35 0.35 0.09 0.36 0.36 Sat Flow, veh/h 3428 3526 1572 1767 3526 1572 3401 3497 1560 3401 3497 1560 Grp Volume(v), veh/h 306 461 218 211 433 126 202 514 81 181 732 224 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1767 1763 1572 1700 1749 1560 1700 1749 1560 Q Serve(g_s), s 8.0 11.3 12.1 10.8 10.2 4.7 5.4 10.3 2.0 4.7 15.7 9.9 Cycle Q Clear(g_c), s 8.0 11.3 12.1 10.8 10.2 4.7 5.4 10.3 2.0 4.7 15.7 9.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 393 663 296 250 757 338 276 1231 549 306 1261 562 V/C Ratio(X) 0.78 0.69 0.74 0.85 0.57 0.37 0.73 0.42 0.15 0.59 0.58 0.40 Avail Cap(c_a), veh/h 636 1256 560 414 1427 636 393 1231 549 422 1261 562 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.9 35.1 35.4 38.8 32.6 17.0 41.6 22.8 7.5 40.5 24.0 22.1 Incr Delay (d2), s/veh 3.3 1.3 3.6 8.1 0.7 0.7 4.1 1.0 0.6 1.8 2.0 2.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.4 4.7 4.7 5.0 4.2 2.3 2.3 4.1 1.2 2.0 6.3 3.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.2 36.4 39.0 46.9 33.3 17.7 45.7 23.9 8.1 42.4 25.9 24.2 LnGrp LOS D D D D C B D C A D C C
Approach Vol, veh/h 985 770 797 1137
Approach Delay, s/veh 39.1 34.5 27.8 28.2
Approach LOS D C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 13.6 37.9 18.4 22.7 12.8 38.7 15.9 25.2 Change Period (Y+Rc), s 5.3 5.3 5.3 5.3 5.3 5.3 5.3 5.3 Max Green Setting (Gmax), s 11.5 32.6 21.7 33.0 10.7 33.4 17.2 37.5 Max Q Clear Time (g_c+I1), s 6.7 12.3 12.8 14.1 7.4 17.7 10.0 12.2 Green Ext Time (p_c), s 0.2 3.3 0.4 3.3 0.2 4.8 0.6 3.0 Intersection Summary
HCM 6th Ctrl Delay 32.3
HCM 6th LOS C
HCM 6th Signalized Intersection Summary
9: Dinuba Boulevard & Riggin Avenue 11/19/2021
20-Year Horizon Without Project 09/01/2021 PM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 506 410 121 367 513 192 248 1061 89 200 651 237 Future Volume (veh/h) 506 410 121 367 513 192 248 1061 89 200 651 237 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 533 432 127 386 540 202 261 1117 94 211 685 249 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 4 4 4 4 4 4
Cap, veh/h 614 575 257 386 714 318 323 1224 546 219 1118 499 Arrive On Green 0.18 0.16 0.16 0.22 0.20 0.20 0.09 0.35 0.35 0.06 0.32 0.32 Sat Flow, veh/h 3428 3526 1572 1767 3526 1572 3401 3497 1560 3401 3497 1560 Grp Volume(v), veh/h 533 432 127 386 540 202 261 1117 94 211 685 249 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1767 1763 1572 1700 1749 1560 1700 1749 1560 Q Serve(g_s), s 15.7 12.1 7.6 22.7 15.0 9.7 7.8 31.7 2.2 6.4 17.2 13.4 Cycle Q Clear(g_c), s 15.7 12.1 7.6 22.7 15.0 9.7 7.8 31.7 2.2 6.4 17.2 13.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 614 575 257 386 714 318 323 1224 546 219 1118 499 V/C Ratio(X) 0.87 0.75 0.49 1.00 0.76 0.63 0.81 0.91 0.17 0.96 0.61 0.50 Avail Cap(c_a), veh/h 742 1119 499 386 1126 502 337 1224 546 219 1118 499 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.5 41.5 39.6 40.6 39.0 23.8 46.1 32.3 6.0 48.5 29.9 28.6 Incr Delay (d2), s/veh 9.3 2.0 1.5 45.9 1.7 2.1 13.2 11.8 0.7 50.1 2.5 3.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.1 5.2 2.9 14.3 6.4 3.6 3.8 14.5 1.6 4.2 7.2 5.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 50.8 43.5 41.1 86.5 40.7 25.9 59.4 44.0 6.7 98.6 32.4 32.2 LnGrp LOS D D D F D C E D A F C C
Approach Vol, veh/h 1092 1128 1472 1145
Approach Delay, s/veh 46.8 53.7 44.4 44.6
Approach LOS D D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.0 41.7 28.0 22.3 15.2 38.5 23.9 26.3 Change Period (Y+Rc), s 5.3 5.3 5.3 5.3 5.3 5.3 5.3 5.3 Max Green Setting (Gmax), s 6.7 36.4 22.7 33.0 10.3 32.8 22.5 33.2 Max Q Clear Time (g_c+I1), s 8.4 33.7 24.7 14.1 9.8 19.2 17.7 17.0 Green Ext Time (p_c), s 0.0 1.8 0.0 2.8 0.0 4.3 0.9 3.6 Intersection Summary
HCM 6th Ctrl Delay 47.1
HCM 6th LOS D
HCM 6th Signalized Intersection Summary
9: Dinuba Boulevard & Riggin Avenue 11/19/2021
20-Year Horizon Plus Project 09/01/2021 AM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 291 469 244 200 422 120 205 488 77 172 695 213 Future Volume (veh/h) 291 469 244 200 422 120 205 488 77 172 695 213 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 306 494 257 211 444 126 216 514 81 181 732 224 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 4 4 4 4 4 4
Cap, veh/h 392 677 302 249 770 344 291 1252 558 284 1244 555 Arrive On Green 0.11 0.19 0.19 0.14 0.22 0.22 0.09 0.36 0.36 0.08 0.36 0.36 Sat Flow, veh/h 3428 3526 1572 1767 3526 1572 3401 3497 1560 3401 3497 1560 Grp Volume(v), veh/h 306 494 257 211 444 126 216 514 81 181 732 224 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1767 1763 1572 1700 1749 1560 1700 1749 1560 Q Serve(g_s), s 8.1 12.4 11.2 10.9 10.6 4.8 5.8 10.4 3.3 4.8 16.0 10.1 Cycle Q Clear(g_c), s 8.1 12.4 11.2 10.9 10.6 4.8 5.8 10.4 3.3 4.8 16.0 10.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 392 677 302 249 770 344 291 1252 558 284 1244 555 V/C Ratio(X) 0.78 0.73 0.85 0.85 0.58 0.37 0.74 0.41 0.15 0.64 0.59 0.40 Avail Cap(c_a), veh/h 628 1239 553 390 1371 611 424 1252 558 417 1244 555 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.4 35.6 20.8 39.4 32.8 17.5 41.9 22.7 20.4 41.7 24.6 22.7 Incr Delay (d2), s/veh 3.4 1.5 6.7 9.9 0.7 0.7 4.0 1.0 0.5 2.4 2.0 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.5 5.2 4.3 5.2 4.3 2.3 2.5 4.1 1.2 2.0 6.5 3.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.8 37.2 27.5 49.3 33.5 18.1 45.9 23.7 21.0 44.0 26.7 24.9 LnGrp LOS D D C D C B D C C D C C
Approach Vol, veh/h 1057 781 811 1137
Approach Delay, s/veh 36.7 35.3 29.3 29.1
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 13.1 38.9 18.5 23.3 13.3 38.7 16.0 25.8 Change Period (Y+Rc), s 5.3 5.3 5.3 5.3 5.3 5.3 5.3 5.3 Max Green Setting (Gmax), s 11.5 33.6 20.7 33.0 11.7 33.4 17.2 36.5 Max Q Clear Time (g_c+I1), s 6.8 12.4 12.9 14.4 7.8 18.0 10.1 12.6 Green Ext Time (p_c), s 0.2 3.3 0.3 3.7 0.2 4.8 0.6 3.1 Intersection Summary
HCM 6th Ctrl Delay 32.6
HCM 6th LOS C
HCM 6th Signalized Intersection Summary
9: Dinuba Boulevard & Riggin Avenue 11/19/2021
20-Year Horizon Plus Project 09/01/2021 PM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 506 431 145 367 547 192 289 1061 89 200 651 237 Future Volume (veh/h) 506 431 145 367 547 192 289 1061 89 200 651 237 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 533 454 153 386 576 202 304 1117 94 211 685 249 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 4 4 4 4 4 4
Cap, veh/h 613 604 269 382 736 328 364 1213 541 217 1062 474 Arrive On Green 0.18 0.17 0.17 0.22 0.21 0.21 0.11 0.35 0.35 0.06 0.30 0.30 Sat Flow, veh/h 3428 3526 1572 1767 3526 1572 3401 3497 1560 3401 3497 1560 Grp Volume(v), veh/h 533 454 153 386 576 202 304 1117 94 211 685 249 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1767 1763 1572 1700 1749 1560 1700 1749 1560 Q Serve(g_s), s 15.9 12.9 9.4 22.7 16.2 12.2 9.2 32.2 2.3 6.5 17.8 8.3 Cycle Q Clear(g_c), s 15.9 12.9 9.4 22.7 16.2 12.2 9.2 32.2 2.3 6.5 17.8 8.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 613 604 269 382 736 328 364 1213 541 217 1062 474 V/C Ratio(X) 0.87 0.75 0.57 1.01 0.78 0.62 0.84 0.92 0.17 0.97 0.65 0.53 Avail Cap(c_a), veh/h 735 1108 494 382 1115 497 373 1213 541 217 1062 474 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.9 41.4 39.9 41.1 39.3 37.7 46.0 32.9 6.3 49.0 31.7 10.8 Incr Delay (d2), s/veh 9.6 1.9 1.9 48.6 2.1 1.9 14.8 12.7 0.7 52.9 3.0 4.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.3 5.5 3.6 14.6 6.9 4.7 4.5 14.8 1.6 4.3 7.6 5.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 51.5 43.3 41.8 89.7 41.4 39.6 60.8 45.7 7.0 102.0 34.7 15.0 LnGrp LOS D D D F D D E D A F C B
Approach Vol, veh/h 1140 1164 1515 1145
Approach Delay, s/veh 47.0 57.1 46.3 42.8
Approach LOS D E D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.0 41.7 28.0 23.3 16.5 37.2 24.1 27.2 Change Period (Y+Rc), s 5.3 5.3 5.3 5.3 5.3 5.3 5.3 5.3 Max Green Setting (Gmax), s 6.7 36.4 22.7 33.0 11.5 31.6 22.5 33.2 Max Q Clear Time (g_c+I1), s 8.5 34.2 24.7 14.9 11.2 19.8 17.9 18.2 Green Ext Time (p_c), s 0.0 1.5 0.0 3.0 0.0 4.0 0.9 3.7 Intersection Summary
HCM 6th Ctrl Delay 48.2
HCM 6th LOS D

MITIGATION
HCM 6th Signalized Intersection Summary
15: County Center Street & Riggin Avenue 11/19/2021
Opening Year Without Project 09/01/2021 AM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 39 574 47 81 675 29 97 69 104 48 83 57 Future Volume (veh/h) 39 574 47 81 675 29 97 69 104 48 83 57 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 42 617 51 87 726 31 104 74 112 52 89 61 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 81 966 80 131 1108 47 144 114 172 94 264 224 Arrive On Green 0.05 0.29 0.29 0.07 0.32 0.32 0.08 0.17 0.17 0.05 0.14 0.14 Sat Flow, veh/h 1767 3297 272 1767 3445 147 1767 666 1008 1767 1856 1572 Grp Volume(v), veh/h 42 329 339 87 371 386 104 0 186 52 89 61 Grp Sat Flow(s),veh/h/ln 1767 1763 1807 1767 1763 1829 1767 0 1674 1767 1856 1572 Q Serve(g_s), s 1.0 7.2 7.2 2.1 8.0 8.0 2.5 0.0 4.6 1.3 1.9 1.5 Cycle Q Clear(g_c), s 1.0 7.2 7.2 2.1 8.0 8.0 2.5 0.0 4.6 1.3 1.9 1.5 Prop In Lane 1.00 0.15 1.00 0.08 1.00 0.60 1.00 1.00
Lane Grp Cap(c), veh/h 81 516 529 131 567 588 144 0 285 94 264 224 V/C Ratio(X) 0.52 0.64 0.64 0.66 0.65 0.66 0.72 0.00 0.65 0.55 0.34 0.27 Avail Cap(c_a), veh/h 261 1061 1087 421 1221 1267 502 0 1045 301 948 803 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.5 13.5 13.5 19.8 12.8 12.8 19.7 0.0 17.0 20.3 17.0 16.9 Incr Delay (d2), s/veh 5.1 1.3 1.3 5.6 1.3 1.2 6.6 0.0 2.5 4.9 0.7 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 2.2 2.3 0.9 2.4 2.5 1.1 0.0 1.6 0.6 0.7 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.7 14.9 14.8 25.4 14.1 14.1 26.3 0.0 19.6 25.3 17.8 17.5 LnGrp LOS C B B C B B C A B C B B
Approach Vol, veh/h 710 844 290 202
Approach Delay, s/veh 15.5 15.3 22.0 19.6
Approach LOS B B C B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.9 12.0 7.8 17.4 8.1 10.8 6.5 18.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.5 27.5 10.5 26.5 12.5 22.5 6.5 30.5 Max Q Clear Time (g_c+I1), s 3.3 6.6 4.1 9.2 4.5 3.9 3.0 10.0 Green Ext Time (p_c), s 0.0 0.9 0.1 3.4 0.1 0.5 0.0 4.2 Intersection Summary
HCM 6th Ctrl Delay 16.7
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
17: Giddings Street & Riggin Avenue 11/19/2021
Opening Year Without Project 09/01/2021 AM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 82 549 43 40 525 42 50 159 43 81 128 157 Future Volume (veh/h) 82 549 43 40 525 42 50 159 43 81 128 157 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 94 631 49 46 603 48 57 183 49 93 147 180 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 121 742 58 77 698 56 132 350 84 155 198 213
Arrive On Green 0.07 0.44 0.44 0.04 0.41 0.41 0.31 0.31 0.31 0.31 0.31 0.31 Sat Flow, veh/h 1767 1700 132 1767 1696 135 207 1143 276 280 646 694 Grp Volume(v), veh/h 94 0 680 46 0 651 289 0 0 420 0 0
Grp Sat Flow(s),veh/h/ln 1767 0 1832 1767 0 1831 1626 0 0 1620 0 0 Q Serve(g_s), s 3.3 0.0 21.0 1.6 0.0 20.5 0.0 0.0 0.0 6.1 0.0 0.0 Cycle Q Clear(g_c), s 3.3 0.0 21.0 1.6 0.0 20.5 8.9 0.0 0.0 15.0 0.0 0.0 Prop In Lane 1.00 0.07 1.00 0.07 0.20 0.17 0.22 0.43
Lane Grp Cap(c), veh/h 121 0 799 77 0 754 566 0 0 566 0 0 V/C Ratio(X) 0.78 0.00 0.85 0.59 0.00 0.86 0.51 0.00 0.00 0.74 0.00 0.00 Avail Cap(c_a), veh/h 221 0 1157 148 0 1081 863 0 0 854 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 29.0 0.0 16.0 29.7 0.0 17.0 18.2 0.0 0.0 20.2 0.0 0.0 Incr Delay (d2), s/veh 10.2 0.0 4.3 7.1 0.0 5.2 0.7 0.0 0.0 2.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.0 7.8 0.8 0.0 7.9 3.2 0.0 0.0 5.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.2 0.0 20.2 36.7 0.0 22.2 18.9 0.0 0.0 22.2 0.0 0.0 LnGrp LOS D A C D A C B A A C A A
Approach Vol, veh/h 774 697 289 420
Approach Delay, s/veh 22.5 23.1 18.9 22.2
Approach LOS C C B C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 23.8 7.3 32.1 23.8 8.8 30.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 31.3 5.3 39.9 31.3 7.9 37.3 Max Q Clear Time (g_c+I1), s 10.9 3.6 23.0 17.0 5.3 22.5 Green Ext Time (p_c), s 1.7 0.0 3.9 2.3 0.0 3.5
Intersection Summary
HCM 6th Ctrl Delay 22.2
HCM 6th LOS C
HCM 6th Signalized Intersection Summary
18: Mooney Boulevard & Ferguson Avenue 11/19/2021
Opening Year Without Project 09/01/2021 AM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 28 137 35 22 106 20 26 205 23 49 295 28 Future Volume (veh/h) 28 137 35 22 106 20 26 205 23 49 295 28 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 32 157 40 25 122 23 30 236 26 56 339 32 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 68 256 65 55 319 270 64 388 329 106 759 71
Arrive On Green 0.04 0.18 0.18 0.03 0.17 0.17 0.04 0.21 0.21 0.06 0.23 0.23 Sat Flow, veh/h 1767 1427 363 1767 1856 1572 1767 1856 1572 1767 3258 306 Grp Volume(v), veh/h 32 0 197 25 122 23 30 236 26 56 182 189 Grp Sat Flow(s),veh/h/ln 1767 0 1790 1767 1856 1572 1767 1856 1572 1767 1763 1801 Q Serve(g_s), s 0.6 0.0 3.5 0.5 2.0 0.4 0.6 4.0 0.5 1.1 3.1 3.1 Cycle Q Clear(g_c), s 0.6 0.0 3.5 0.5 2.0 0.4 0.6 4.0 0.5 1.1 3.1 3.1 Prop In Lane 1.00 0.20 1.00 1.00 1.00 1.00 1.00 0.17
Lane Grp Cap(c), veh/h 68 0 321 55 319 270 64 388 329 106 411 419 V/C Ratio(X) 0.47 0.00 0.61 0.46 0.38 0.09 0.47 0.61 0.08 0.53 0.44 0.45 Avail Cap(c_a), veh/h 434 0 1217 434 1261 1069 434 1583 1342 537 1606 1641 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 16.3 0.0 13.1 16.5 12.7 12.0 16.3 12.4 11.0 15.8 11.3 11.4 Incr Delay (d2), s/veh 5.1 0.0 1.9 5.9 0.8 0.1 5.3 1.5 0.1 4.0 0.8 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 1.1 0.2 0.7 0.1 0.3 1.3 0.1 0.4 0.9 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.3 0.0 15.0 22.4 13.4 12.2 21.6 13.9 11.1 19.8 12.1 12.1 LnGrp LOS C A B C B B C B B B B B
Approach Vol, veh/h 229 170 292 427
Approach Delay, s/veh 15.9 14.6 14.5 13.1
Approach LOS B B B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.6 11.7 5.6 10.7 5.8 12.6 5.8 10.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 29.5 8.5 23.5 8.5 31.5 8.5 23.5 Max Q Clear Time (g_c+I1), s 3.1 6.0 2.5 5.5 2.6 5.1 2.6 4.0 Green Ext Time (p_c), s 0.0 1.2 0.0 0.9 0.0 2.0 0.0 0.6 Intersection Summary
HCM 6th Ctrl Delay 14.3
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
15: County Center Street & Riggin Avenue 11/19/2021
Opening Year Without Project 09/01/2021 PM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 43 813 69 103 606 41 53 67 65 39 53 33 Future Volume (veh/h) 43 813 69 103 606 41 53 67 65 39 53 33 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 48 913 78 116 681 46 60 75 73 44 60 37 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 301 1267 108 151 1006 68 99 115 112 80 227 193 Arrive On Green 0.17 0.39 0.39 0.09 0.30 0.30 0.06 0.13 0.13 0.05 0.12 0.12 Sat Flow, veh/h 1767 3287 281 1767 3351 226 1767 864 841 1767 1856 1572 Grp Volume(v), veh/h 48 490 501 116 358 369 60 0 148 44 60 37 Grp Sat Flow(s),veh/h/ln 1767 1763 1805 1767 1763 1815 1767 0 1704 1767 1856 1572 Q Serve(g_s), s 1.2 12.1 12.1 3.3 9.1 9.2 1.7 0.0 4.2 1.3 1.5 0.7 Cycle Q Clear(g_c), s 1.2 12.1 12.1 3.3 9.1 9.2 1.7 0.0 4.2 1.3 1.5 0.7 Prop In Lane 1.00 0.16 1.00 0.12 1.00 0.49 1.00 1.00
Lane Grp Cap(c), veh/h 301 679 696 151 529 545 99 0 227 80 227 193 V/C Ratio(X) 0.16 0.72 0.72 0.77 0.68 0.68 0.61 0.00 0.65 0.55 0.26 0.19 Avail Cap(c_a), veh/h 301 1117 1143 396 1275 1312 258 0 714 224 741 628 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.1 13.4 13.4 23.0 15.8 15.8 23.7 0.0 21.1 24.0 20.4 7.4 Incr Delay (d2), s/veh 0.2 1.5 1.4 8.0 1.5 1.5 5.9 0.0 3.2 5.7 0.6 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 3.8 3.9 1.5 3.1 3.2 0.8 0.0 1.7 0.6 0.6 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.4 14.9 14.8 30.9 17.3 17.3 29.5 0.0 24.3 29.7 21.0 7.9 LnGrp LOS B B B C B B C A C C C A
Approach Vol, veh/h 1039 843 208 141
Approach Delay, s/veh 15.0 19.2 25.8 20.3
Approach LOS B B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.8 11.3 8.9 24.3 7.4 10.8 13.2 19.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 6.5 21.5 11.5 32.5 7.5 20.5 6.9 37.1 Max Q Clear Time (g_c+I1), s 3.3 6.2 5.3 14.1 3.7 3.5 3.2 11.2 Green Ext Time (p_c), s 0.0 0.6 0.1 5.6 0.0 0.3 0.0 4.2 Intersection Summary
HCM 6th Ctrl Delay 17.9
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
17: Giddings Street & Riggin Avenue 11/19/2021
Opening Year Without Project 09/01/2021 PM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 170 704 34 44 626 63 30 57 46 47 41 96 Future Volume (veh/h) 170 704 34 44 626 63 30 57 46 47 41 96 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 177 733 35 46 652 66 31 59 48 49 43 100 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 227 965 46 81 774 78 120 140 96 131 76 136
Arrive On Green 0.13 0.55 0.55 0.05 0.47 0.47 0.16 0.16 0.16 0.16 0.16 0.16 Sat Flow, veh/h 1767 1757 84 1767 1658 168 247 876 599 304 478 850 Grp Volume(v), veh/h 177 0 768 46 0 718 138 0 0 192 0 0 Grp Sat Flow(s),veh/h/ln 1767 0 1840 1767 0 1825 1721 0 0 1632 0 0 Q Serve(g_s), s 5.3 0.0 17.8 1.4 0.0 19.0 0.0 0.0 0.0 2.1 0.0 0.0 Cycle Q Clear(g_c), s 5.3 0.0 17.8 1.4 0.0 19.0 3.9 0.0 0.0 6.0 0.0 0.0 Prop In Lane 1.00 0.05 1.00 0.09 0.22 0.35 0.26 0.52
Lane Grp Cap(c), veh/h 227 0 1011 81 0 852 355 0 0 343 0 0 V/C Ratio(X) 0.78 0.00 0.76 0.57 0.00 0.84 0.39 0.00 0.00 0.56 0.00 0.00 Avail Cap(c_a), veh/h 434 0 1690 177 0 1410 691 0 0 669 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 23.2 0.0 9.6 25.7 0.0 12.9 21.1 0.0 0.0 21.9 0.0 0.0 Incr Delay (d2), s/veh 5.8 0.0 1.2 6.1 0.0 2.5 0.7 0.0 0.0 1.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 4.7 0.7 0.0 6.0 1.5 0.0 0.0 2.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.0 0.0 10.8 31.8 0.0 15.4 21.8 0.0 0.0 23.3 0.0 0.0 LnGrp LOS C A B C A B C A A C A A
Approach Vol, veh/h 945 764 138 192
Approach Delay, s/veh 14.2 16.4 21.8 23.3
Approach LOS B B C C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 13.3 7.0 34.7 13.3 11.6 30.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 20.5 5.5 50.5 20.5 13.5 42.5 Max Q Clear Time (g_c+I1), s 5.9 3.4 19.8 8.0 7.3 21.0
Green Ext Time (p_c), s 0.6 0.0 5.6 0.8 0.2 4.7
Intersection Summary
HCM 6th Ctrl Delay 16.4
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
18: Mooney Boulevard & Ferguson Avenue 11/19/2021
Opening Year Without Project 09/01/2021 PM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 57 243 42 46 237 63 80 446 114 70 373 52 Future Volume (veh/h) 57 243 42 46 237 63 80 446 114 70 373 52 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 62 264 46 50 258 68 87 485 124 76 405 57 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 99 340 59 86 396 336 120 616 522 112 1017 142 Arrive On Green 0.06 0.22 0.22 0.05 0.21 0.21 0.07 0.33 0.33 0.06 0.33 0.33 Sat Flow, veh/h 1767 1539 268 1767 1856 1572 1767 1856 1572 1767 3106 434 Grp Volume(v), veh/h 62 0 310 50 258 68 87 485 124 76 229 233 Grp Sat Flow(s),veh/h/ln 1767 0 1807 1767 1856 1572 1767 1856 1572 1767 1763 1777 Q Serve(g_s), s 1.8 0.0 8.7 1.5 6.8 1.9 2.6 12.7 2.1 2.3 5.4 5.5 Cycle Q Clear(g_c), s 1.8 0.0 8.7 1.5 6.8 1.9 2.6 12.7 2.1 2.3 5.4 5.5 Prop In Lane 1.00 0.15 1.00 1.00 1.00 1.00 1.00 0.24
Lane Grp Cap(c), veh/h 99 0 399 86 396 336 120 616 522 112 577 582 V/C Ratio(X) 0.62 0.00 0.78 0.58 0.65 0.20 0.73 0.79 0.24 0.68 0.40 0.40 Avail Cap(c_a), veh/h 247 0 724 181 674 571 332 1261 1069 280 1146 1155 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.8 0.0 19.7 25.0 19.3 17.4 24.5 16.2 5.9 24.6 14.0 14.0 Incr Delay (d2), s/veh 6.3 0.0 3.3 6.0 1.8 0.3 8.1 2.3 0.2 7.1 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.0 3.4 0.7 2.7 0.6 1.2 4.6 0.9 1.1 1.8 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.1 0.0 23.0 31.0 21.1 17.7 32.7 18.5 6.2 31.7 14.4 14.4 LnGrp LOS C A C C C B C B A C B B
Approach Vol, veh/h 372 376 696 538
Approach Delay, s/veh 24.3 21.8 18.1 16.9
Approach LOS C C B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.9 22.3 7.1 16.3 8.1 22.1 7.5 16.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.5 36.5 5.5 21.5 10.1 34.9 7.5 19.5 Max Q Clear Time (g_c+I1), s 4.3 14.7 3.5 10.7 4.6 7.5 3.8 8.8 Green Ext Time (p_c), s 0.0 3.1 0.0 1.2 0.1 2.6 0.0 1.1 Intersection Summary
HCM 6th Ctrl Delay 19.6
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
15: County Center Street & Riggin Avenue 11/19/2021
Opening Year Plus Project 09/01/2021 AM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 63 588 47 81 715 29 97 71 104 48 89 131 Future Volume (veh/h) 63 588 47 81 715 29 97 71 104 48 89 131 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 68 632 51 87 769 31 104 76 112 52 96 141 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 111 1054 85 128 1136 46 141 114 168 93 261 222 Arrive On Green 0.06 0.32 0.32 0.07 0.33 0.33 0.08 0.17 0.17 0.05 0.14 0.14 Sat Flow, veh/h 1767 3304 266 1767 3454 139 1767 677 998 1767 1856 1572 Grp Volume(v), veh/h 68 337 346 87 392 408 104 0 188 52 96 141 Grp Sat Flow(s),veh/h/ln 1767 1763 1808 1767 1763 1830 1767 0 1676 1767 1856 1572 Q Serve(g_s), s 1.7 7.5 7.5 2.2 8.9 8.9 2.7 0.0 4.9 1.3 2.2 2.8 Cycle Q Clear(g_c), s 1.7 7.5 7.5 2.2 8.9 8.9 2.7 0.0 4.9 1.3 2.2 2.8 Prop In Lane 1.00 0.15 1.00 0.08 1.00 0.60 1.00 1.00
Lane Grp Cap(c), veh/h 111 562 577 128 580 602 141 0 281 93 261 222 V/C Ratio(X) 0.61 0.60 0.60 0.68 0.68 0.68 0.74 0.00 0.67 0.56 0.37 0.64 Avail Cap(c_a), veh/h 362 1083 1110 400 1121 1164 476 0 921 286 820 695 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.2 13.3 13.3 21.0 13.4 13.4 20.9 0.0 18.1 21.5 18.1 9.2 Incr Delay (d2), s/veh 5.3 1.0 1.0 6.1 1.4 1.3 7.4 0.0 2.7 5.2 0.9 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 2.3 2.4 1.0 2.8 2.9 1.2 0.0 1.8 0.6 0.8 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.5 14.3 14.3 27.1 14.8 14.8 28.3 0.0 20.8 26.6 18.9 12.3 LnGrp LOS C B B C B B C A C C B B
Approach Vol, veh/h 751 887 292 289
Approach Delay, s/veh 15.4 16.0 23.5 17.1
Approach LOS B B C B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.9 12.3 7.9 19.3 8.2 11.0 7.4 19.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.5 25.5 10.5 28.5 12.5 20.5 9.5 29.5 Max Q Clear Time (g_c+I1), s 3.3 6.9 4.2 9.5 4.7 4.8 3.7 10.9 Green Ext Time (p_c), s 0.0 0.9 0.1 3.6 0.1 0.8 0.0 4.3 Intersection Summary
HCM 6th Ctrl Delay 16.9
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
17: Giddings Street & Riggin Avenue 11/19/2021
Opening Year Plus Project 09/01/2021 AM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 82 617 49 40 547 42 52 159 43 81 128 157 Future Volume (veh/h) 82 617 49 40 547 42 52 159 43 81 128 157 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 94 709 56 46 629 48 60 183 49 93 147 180 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 120 789 62 74 747 57 126 330 80 147 191 207
Arrive On Green 0.07 0.46 0.46 0.04 0.44 0.44 0.30 0.30 0.30 0.30 0.30 0.30 Sat Flow, veh/h 1767 1697 134 1767 1702 130 213 1087 262 280 630 682 Grp Volume(v), veh/h 94 0 765 46 0 677 292 0 0 420 0 0
Grp Sat Flow(s),veh/h/ln 1767 0 1831 1767 0 1832 1562 0 0 1591 0 0 Q Serve(g_s), s 3.7 0.0 27.3 1.8 0.0 23.4 0.0 0.0 0.0 6.9 0.0 0.0 Cycle Q Clear(g_c), s 3.7 0.0 27.3 1.8 0.0 23.4 10.7 0.0 0.0 17.6 0.0 0.0 Prop In Lane 1.00 0.07 1.00 0.07 0.21 0.17 0.22 0.43
Lane Grp Cap(c), veh/h 120 0 851 74 0 804 535 0 0 545 0 0 V/C Ratio(X) 0.78 0.00 0.90 0.62 0.00 0.84 0.55 0.00 0.00 0.77 0.00 0.00 Avail Cap(c_a), veh/h 161 0 1042 132 0 1011 734 0 0 740 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 32.7 0.0 17.5 33.5 0.0 17.8 20.7 0.0 0.0 23.2 0.0 0.0 Incr Delay (d2), s/veh 15.9 0.0 9.1 8.2 0.0 5.4 0.9 0.0 0.0 3.5 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 0.0 11.4 0.9 0.0 9.3 3.9 0.0 0.0 6.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.6 0.0 26.6 41.7 0.0 23.1 21.6 0.0 0.0 26.6 0.0 0.0 LnGrp LOS D A C D A C C A A C A A
Approach Vol, veh/h 859 723 292 420
Approach Delay, s/veh 29.0 24.3 21.6 26.6
Approach LOS C C C C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 26.1 7.5 37.6 26.1 9.3 35.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 30.7 5.3 40.5 30.7 6.5 39.3 Max Q Clear Time (g_c+I1), s 12.7 3.8 29.3 19.6 5.7 25.4 Green Ext Time (p_c), s 1.6 0.0 3.8 2.1 0.0 3.6
Intersection Summary
HCM 6th Ctrl Delay 26.2
HCM 6th LOS C
HCM 6th Signalized Intersection Summary
18: Mooney Boulevard & Ferguson Avenue 11/19/2021
Opening Year Plus Project 09/01/2021 AM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 137 35 22 106 22 26 231 23 55 372 34 Future Volume (veh/h) 30 137 35 22 106 22 26 231 23 55 372 34 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 34 157 40 25 122 25 30 266 26 63 428 39 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 71 252 64 54 311 263 64 418 354 115 831 75
Arrive On Green 0.04 0.18 0.18 0.03 0.17 0.17 0.04 0.23 0.23 0.06 0.25 0.25 Sat Flow, veh/h 1767 1427 363 1767 1856 1572 1767 1856 1572 1767 3268 297 Grp Volume(v), veh/h 34 0 197 25 122 25 30 266 26 63 230 237 Grp Sat Flow(s),veh/h/ln 1767 0 1790 1767 1856 1572 1767 1856 1572 1767 1763 1802 Q Serve(g_s), s 0.7 0.0 3.6 0.5 2.1 0.5 0.6 4.6 0.5 1.2 4.0 4.0 Cycle Q Clear(g_c), s 0.7 0.0 3.6 0.5 2.1 0.5 0.6 4.6 0.5 1.2 4.0 4.0 Prop In Lane 1.00 0.20 1.00 1.00 1.00 1.00 1.00 0.16
Lane Grp Cap(c), veh/h 71 0 317 54 311 263 64 418 354 115 448 458 V/C Ratio(X) 0.48 0.00 0.62 0.46 0.39 0.09 0.47 0.64 0.07 0.55 0.51 0.52 Avail Cap(c_a), veh/h 419 0 1124 370 1113 943 370 1579 1338 567 1697 1735 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 16.8 0.0 13.6 17.1 13.3 12.6 16.9 12.6 10.9 16.2 11.5 11.5 Incr Delay (d2), s/veh 5.0 0.0 2.0 6.0 0.8 0.2 5.3 1.6 0.1 4.0 0.9 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 1.2 0.2 0.7 0.1 0.3 1.5 0.1 0.5 1.2 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.8 0.0 15.6 23.0 14.1 12.8 22.3 14.2 11.0 20.3 12.4 12.4 LnGrp LOS C A B C B B C B B C B B
Approach Vol, veh/h 231 172 322 530
Approach Delay, s/veh 16.6 15.2 14.7 13.3
Approach LOS B B B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.8 12.6 5.6 10.8 5.8 13.6 5.9 10.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 30.5 7.5 22.5 7.5 34.5 8.5 21.5 Max Q Clear Time (g_c+I1), s 3.2 6.6 2.5 5.6 2.6 6.0 2.7 4.1 Green Ext Time (p_c), s 0.1 1.4 0.0 0.8 0.0 2.7 0.0 0.5 Intersection Summary
HCM 6th Ctrl Delay 14.5
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
15: County Center Street & Riggin Avenue 11/19/2021
Opening Year Plus Project 09/01/2021 PM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 126 858 69 103 633 41 53 74 65 39 57 81 Future Volume (veh/h) 126 858 69 103 633 41 53 74 65 39 57 81 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 142 964 78 116 711 46 60 83 73 44 64 91 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 186 1313 106 150 1270 82 154 124 109 79 174 147 Arrive On Green 0.11 0.40 0.40 0.09 0.38 0.38 0.09 0.14 0.14 0.04 0.09 0.09 Sat Flow, veh/h 1767 3303 267 1767 3362 217 1767 911 801 1767 1856 1572 Grp Volume(v), veh/h 142 514 528 116 373 384 60 0 156 44 64 91 Grp Sat Flow(s),veh/h/ln 1767 1763 1807 1767 1763 1816 1767 0 1711 1767 1856 1572 Q Serve(g_s), s 4.2 13.3 13.3 3.4 8.9 8.9 1.7 0.0 4.6 1.3 1.7 2.1 Cycle Q Clear(g_c), s 4.2 13.3 13.3 3.4 8.9 8.9 1.7 0.0 4.6 1.3 1.7 2.1 Prop In Lane 1.00 0.15 1.00 0.12 1.00 0.47 1.00 1.00
Lane Grp Cap(c), veh/h 186 701 719 150 666 686 154 0 232 79 174 147 V/C Ratio(X) 0.77 0.73 0.73 0.77 0.56 0.56 0.39 0.00 0.67 0.55 0.37 0.62 Avail Cap(c_a), veh/h 499 1104 1132 347 953 982 248 0 685 218 711 603 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.3 13.7 13.7 24.0 13.1 13.1 23.1 0.0 22.0 25.0 22.8 11.4 Incr Delay (d2), s/veh 6.4 1.5 1.5 8.1 0.7 0.7 1.6 0.0 3.3 5.9 1.3 4.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 4.2 4.3 1.6 2.8 2.9 0.7 0.0 1.8 0.6 0.7 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.7 15.2 15.2 32.0 13.9 13.9 24.7 0.0 25.3 31.0 24.1 15.6 LnGrp LOS C B B C B B C A C C C B
Approach Vol, veh/h 1184 873 216 199
Approach Delay, s/veh 16.9 16.3 25.1 21.7
Approach LOS B B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.9 11.8 9.0 25.8 9.2 9.5 10.1 24.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 6.6 21.4 10.5 33.5 7.5 20.5 15.1 28.9 Max Q Clear Time (g_c+I1), s 3.3 6.6 5.4 15.3 3.7 4.1 6.2 10.9 Green Ext Time (p_c), s 0.0 0.6 0.1 6.0 0.0 0.5 0.2 4.0 Intersection Summary
HCM 6th Ctrl Delay 17.8
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
17: Giddings Street & Riggin Avenue 11/19/2021
Opening Year Plus Project 09/01/2021 PM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 170 749 38 44 702 63 37 57 46 47 41 96 Future Volume (veh/h) 170 749 38 44 702 63 37 57 46 47 41 96 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 177 780 40 46 731 66 39 59 48 49 43 100 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 223 1022 52 78 842 76 123 127 86 121 73 131
Arrive On Green 0.13 0.58 0.58 0.04 0.50 0.50 0.15 0.15 0.15 0.15 0.15 0.15 Sat Flow, veh/h 1767 1750 90 1767 1677 151 321 838 567 313 477 859 Grp Volume(v), veh/h 177 0 820 46 0 797 146 0 0 192 0 0 Grp Sat Flow(s),veh/h/ln 1767 0 1839 1767 0 1828 1726 0 0 1649 0 0 Q Serve(g_s), s 6.0 0.0 20.6 1.6 0.0 23.7 0.0 0.0 0.0 2.0 0.0 0.0 Cycle Q Clear(g_c), s 6.0 0.0 20.6 1.6 0.0 23.7 4.7 0.0 0.0 6.7 0.0 0.0 Prop In Lane 1.00 0.05 1.00 0.08 0.27 0.33 0.26 0.52
Lane Grp Cap(c), veh/h 223 0 1075 78 0 918 337 0 0 324 0 0 V/C Ratio(X) 0.79 0.00 0.76 0.59 0.00 0.87 0.43 0.00 0.00 0.59 0.00 0.00 Avail Cap(c_a), veh/h 376 0 1582 147 0 1335 568 0 0 552 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 26.1 0.0 9.6 28.8 0.0 13.5 24.1 0.0 0.0 24.9 0.0 0.0 Incr Delay (d2), s/veh 6.2 0.0 1.3 6.9 0.0 4.4 0.9 0.0 0.0 1.7 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 0.0 5.6 0.8 0.0 8.1 1.9 0.0 0.0 2.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.3 0.0 10.9 35.7 0.0 18.0 25.0 0.0 0.0 26.6 0.0 0.0 LnGrp LOS C A B D A B C A A C A A
Approach Vol, veh/h 997 843 146 192
Approach Delay, s/veh 14.7 18.9 25.0 26.6
Approach LOS B B C C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 13.9 7.2 40.4 13.9 12.3 35.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.5 5.1 52.9 18.5 13.1 44.9 Max Q Clear Time (g_c+I1), s 6.7 3.6 22.6 8.7 8.0 25.7
Green Ext Time (p_c), s 0.5 0.0 6.2 0.7 0.2 5.2
Intersection Summary
HCM 6th Ctrl Delay 18.1
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
18: Mooney Boulevard & Ferguson Avenue 11/19/2021
Opening Year Plus Project 09/01/2021 PM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 64 243 42 46 237 70 80 532 114 75 424 56 Future Volume (veh/h) 64 243 42 46 237 70 80 532 114 75 424 56 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 70 264 46 50 258 76 87 578 124 82 461 61 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 101 329 57 83 377 320 113 700 593 110 1176 155 Arrive On Green 0.06 0.21 0.21 0.05 0.20 0.20 0.06 0.38 0.38 0.06 0.38 0.38 Sat Flow, veh/h 1767 1539 268 1767 1856 1572 1767 1856 1572 1767 3132 412 Grp Volume(v), veh/h 70 0 310 50 258 76 87 578 124 82 259 263 Grp Sat Flow(s),veh/h/ln 1767 0 1807 1767 1856 1572 1767 1856 1572 1767 1763 1781 Q Serve(g_s), s 2.3 0.0 9.8 1.7 7.7 2.4 2.9 16.9 2.2 2.7 6.4 6.5 Cycle Q Clear(g_c), s 2.3 0.0 9.8 1.7 7.7 2.4 2.9 16.9 2.2 2.7 6.4 6.5 Prop In Lane 1.00 0.15 1.00 1.00 1.00 1.00 1.00 0.23
Lane Grp Cap(c), veh/h 101 0 386 83 377 320 113 700 593 110 662 669 V/C Ratio(X) 0.69 0.00 0.80 0.60 0.68 0.24 0.77 0.83 0.21 0.75 0.39 0.39 Avail Cap(c_a), veh/h 191 0 618 162 603 511 298 1191 1009 221 1055 1066 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.7 0.0 22.4 28.0 22.1 20.0 27.7 16.9 5.9 27.7 13.7 13.7 Incr Delay (d2), s/veh 8.1 0.0 4.0 6.8 2.2 0.4 10.6 2.6 0.2 9.7 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.0 4.0 0.8 3.2 0.8 1.4 6.2 0.9 1.4 2.2 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.8 0.0 26.4 34.8 24.3 20.4 38.2 19.4 6.1 37.3 14.1 14.1 LnGrp LOS D A C C C C D B A D B B
Approach Vol, veh/h 380 384 789 604
Approach Delay, s/veh 28.1 24.9 19.4 17.2
Approach LOS C C B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.2 27.1 7.3 17.3 8.3 27.0 7.9 16.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.5 38.5 5.5 20.5 10.1 35.9 6.5 19.5 Max Q Clear Time (g_c+I1), s 4.7 18.9 3.7 11.8 4.9 8.5 4.3 9.7 Green Ext Time (p_c), s 0.0 3.7 0.0 1.0 0.1 3.0 0.0 1.1 Intersection Summary
HCM 6th Ctrl Delay 21.3
HCM 6th LOS C
HCM 6th Signalized Intersection Summary
15: County Center Street & Riggin Avenue 11/19/2021
5-Year Horizon Without Project 09/01/2021 AM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 43 617 52 89 721 32 107 77 114 53 91 63 Future Volume (veh/h) 43 617 52 89 721 32 107 77 114 53 91 63 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 46 663 56 96 775 34 115 83 123 57 98 68 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 85 1003 85 134 1145 50 150 121 180 99 279 237 Arrive On Green 0.05 0.30 0.30 0.08 0.33 0.33 0.08 0.18 0.18 0.06 0.15 0.15 Sat Flow, veh/h 1767 3291 278 1767 3440 151 1767 675 1000 1767 1856 1572 Grp Volume(v), veh/h 46 355 364 96 397 412 115 0 206 57 98 68 Grp Sat Flow(s),veh/h/ln 1767 1763 1806 1767 1763 1828 1767 0 1675 1767 1856 1572 Q Serve(g_s), s 1.2 8.2 8.2 2.5 9.1 9.1 3.0 0.0 5.4 1.5 2.2 1.8 Cycle Q Clear(g_c), s 1.2 8.2 8.2 2.5 9.1 9.1 3.0 0.0 5.4 1.5 2.2 1.8 Prop In Lane 1.00 0.15 1.00 0.08 1.00 0.60 1.00 1.00
Lane Grp Cap(c), veh/h 85 537 550 134 587 609 150 0 301 99 279 237 V/C Ratio(X) 0.54 0.66 0.66 0.71 0.68 0.68 0.77 0.00 0.68 0.58 0.35 0.29 Avail Cap(c_a), veh/h 256 996 1020 433 1172 1216 478 0 946 282 842 714 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.8 14.2 14.2 21.2 13.5 13.5 21.0 0.0 18.0 21.6 17.9 17.7 Incr Delay (d2), s/veh 5.3 1.4 1.4 6.9 1.4 1.3 7.9 0.0 2.8 5.2 0.8 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 2.7 2.7 1.1 2.9 3.0 1.4 0.0 2.0 0.7 0.9 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.1 15.6 15.6 28.0 14.9 14.8 28.9 0.0 20.8 26.8 18.6 18.4 LnGrp LOS C B B C B B C A C C B B
Approach Vol, veh/h 765 905 321 223
Approach Delay, s/veh 16.3 16.2 23.7 20.6
Approach LOS B B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.1 12.9 8.1 18.8 8.5 11.6 6.8 20.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.5 26.5 11.5 26.5 12.7 21.3 6.8 31.2 Max Q Clear Time (g_c+I1), s 3.5 7.4 4.5 10.2 5.0 4.2 3.2 11.1 Green Ext Time (p_c), s 0.0 1.0 0.1 3.7 0.1 0.6 0.0 4.5 Intersection Summary
HCM 6th Ctrl Delay 17.8
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
17: Giddings Street & Riggin Avenue 11/19/2021
5-Year Horizon Without Project 09/01/2021 AM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 87 590 47 43 559 45 54 175 47 85 141 161 Future Volume (veh/h) 87 590 47 43 559 45 54 175 47 85 141 161 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 100 678 54 49 643 52 62 201 54 98 162 185 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 128 766 61 76 715 58 123 347 85 149 206 210
Arrive On Green 0.07 0.45 0.45 0.04 0.42 0.42 0.32 0.32 0.32 0.32 0.32 0.32 Sat Flow, veh/h 1767 1696 135 1767 1694 137 201 1075 262 276 637 650 Grp Volume(v), veh/h 100 0 732 49 0 695 317 0 0 445 0 0 Grp Sat Flow(s),veh/h/ln 1767 0 1831 1767 0 1831 1538 0 0 1563 0 0 Q Serve(g_s), s 4.1 0.0 27.0 2.0 0.0 26.1 0.0 0.0 0.0 7.6 0.0 0.0 Cycle Q Clear(g_c), s 4.1 0.0 27.0 2.0 0.0 26.1 12.2 0.0 0.0 19.7 0.0 0.0 Prop In Lane 1.00 0.07 1.00 0.07 0.20 0.17 0.22 0.42
Lane Grp Cap(c), veh/h 128 0 827 76 0 773 555 0 0 564 0 0 V/C Ratio(X) 0.78 0.00 0.89 0.65 0.00 0.90 0.57 0.00 0.00 0.79 0.00 0.00 Avail Cap(c_a), veh/h 163 0 980 122 0 937 725 0 0 730 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 33.7 0.0 18.5 34.8 0.0 19.9 20.7 0.0 0.0 23.4 0.0 0.0 Incr Delay (d2), s/veh 17.1 0.0 8.7 8.9 0.0 10.1 0.9 0.0 0.0 4.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 0.0 11.4 1.0 0.0 11.4 4.3 0.0 0.0 7.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 50.8 0.0 27.2 43.6 0.0 30.0 21.7 0.0 0.0 27.8 0.0 0.0 LnGrp LOS D A C D A C C A A C A A
Approach Vol, veh/h 832 744 317 445
Approach Delay, s/veh 30.1 30.9 21.7 27.8
Approach LOS C C C C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 28.3 7.7 37.8 28.3 9.8 35.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 31.9 5.1 39.5 31.9 6.8 37.8 Max Q Clear Time (g_c+I1), s 14.2 4.0 29.0 21.7 6.1 28.1 Green Ext Time (p_c), s 1.8 0.0 3.4 2.1 0.0 3.1
Intersection Summary
HCM 6th Ctrl Delay 28.8
HCM 6th LOS C
HCM 6th Signalized Intersection Summary
18: Mooney Boulevard & Ferguson Avenue 11/19/2021
5-Year Horizon Without Project 09/01/2021 AM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 31 151 38 25 117 22 28 216 26 54 312 31 Future Volume (veh/h) 31 151 38 25 117 22 28 216 26 54 312 31 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 36 174 44 29 134 25 32 248 30 62 359 36 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 74 273 69 62 342 289 67 395 335 113 774 77
Arrive On Green 0.04 0.19 0.19 0.03 0.18 0.18 0.04 0.21 0.21 0.06 0.24 0.24 Sat Flow, veh/h 1767 1429 361 1767 1856 1572 1767 1856 1572 1767 3238 323 Grp Volume(v), veh/h 36 0 218 29 134 25 32 248 30 62 194 201 Grp Sat Flow(s),veh/h/ln 1767 0 1790 1767 1856 1572 1767 1856 1572 1767 1763 1797 Q Serve(g_s), s 0.7 0.0 4.1 0.6 2.3 0.5 0.6 4.4 0.6 1.2 3.4 3.5 Cycle Q Clear(g_c), s 0.7 0.0 4.1 0.6 2.3 0.5 0.6 4.4 0.6 1.2 3.4 3.5 Prop In Lane 1.00 0.20 1.00 1.00 1.00 1.00 1.00 0.18
Lane Grp Cap(c), veh/h 74 0 342 62 342 289 67 395 335 113 421 430 V/C Ratio(X) 0.49 0.00 0.64 0.47 0.39 0.09 0.48 0.63 0.09 0.55 0.46 0.47 Avail Cap(c_a), veh/h 415 0 1162 366 1153 977 415 1511 1281 561 1582 1613 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.0 0.0 13.5 17.1 13.0 12.3 17.1 12.9 11.4 16.4 11.8 11.8 Incr Delay (d2), s/veh 4.9 0.0 2.0 5.5 0.7 0.1 5.2 1.6 0.1 4.1 0.8 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 1.3 0.3 0.8 0.1 0.3 1.4 0.1 0.5 1.0 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.8 0.0 15.5 22.6 13.7 12.4 22.2 14.6 11.5 20.5 12.6 12.6 LnGrp LOS C A B C B B C B B C B B
Approach Vol, veh/h 254 188 310 457
Approach Delay, s/veh 16.4 14.9 15.1 13.7
Approach LOS B B B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.8 12.2 5.8 11.4 5.9 13.2 6.0 11.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 29.5 7.5 23.5 8.5 32.5 8.5 22.5 Max Q Clear Time (g_c+I1), s 3.2 6.4 2.6 6.1 2.6 5.5 2.7 4.3 Green Ext Time (p_c), s 0.1 1.3 0.0 1.0 0.0 2.2 0.0 0.6 Intersection Summary
HCM 6th Ctrl Delay 14.8
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
15: County Center Street & Riggin Avenue 11/19/2021
5-Year Horizon Without Project 09/01/2021 PM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 47 868 77 113 646 45 58 74 72 43 59 36 Future Volume (veh/h) 47 868 77 113 646 45 58 74 72 43 59 36 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 53 975 87 127 726 51 65 83 81 48 66 40 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 89 1304 116 165 1475 104 101 120 117 83 239 203 Arrive On Green 0.05 0.40 0.40 0.09 0.44 0.44 0.06 0.14 0.14 0.05 0.13 0.13 Sat Flow, veh/h 1767 3274 292 1767 3341 235 1767 862 842 1767 1856 1572 Grp Volume(v), veh/h 53 525 537 127 383 394 65 0 164 48 66 40 Grp Sat Flow(s),veh/h/ln 1767 1763 1803 1767 1763 1813 1767 0 1704 1767 1856 1572 Q Serve(g_s), s 1.6 14.2 14.2 3.9 8.6 8.7 2.0 0.0 5.1 1.5 1.8 1.3 Cycle Q Clear(g_c), s 1.6 14.2 14.2 3.9 8.6 8.7 2.0 0.0 5.1 1.5 1.8 1.3 Prop In Lane 1.00 0.16 1.00 0.13 1.00 0.49 1.00 1.00
Lane Grp Cap(c), veh/h 89 702 718 165 778 800 101 0 237 83 239 203 V/C Ratio(X) 0.60 0.75 0.75 0.77 0.49 0.49 0.65 0.00 0.69 0.58 0.28 0.20 Avail Cap(c_a), veh/h 225 1058 1082 364 1197 1232 238 0 620 212 648 549 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.9 14.4 14.4 24.7 11.1 11.1 25.8 0.0 22.9 26.0 21.9 21.7 Incr Delay (d2), s/veh 6.3 1.6 1.6 7.4 0.5 0.5 6.8 0.0 3.6 6.2 0.6 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 4.6 4.7 1.8 2.6 2.7 0.9 0.0 2.1 0.7 0.7 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.2 16.0 16.0 32.1 11.6 11.6 32.6 0.0 26.5 32.2 22.6 22.2 LnGrp LOS C B B C B B C A C C C C
Approach Vol, veh/h 1115 904 229 154
Approach Delay, s/veh 16.8 14.5 28.2 25.5
Approach LOS B B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.1 12.2 9.7 26.7 7.7 11.7 7.3 29.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 6.7 20.3 11.5 33.5 7.5 19.5 7.1 37.9 Max Q Clear Time (g_c+I1), s 3.5 7.1 5.9 16.2 4.0 3.8 3.6 10.7 Green Ext Time (p_c), s 0.0 0.6 0.1 6.0 0.0 0.3 0.0 4.7 Intersection Summary
HCM 6th Ctrl Delay 17.6
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
17: Giddings Street & Riggin Avenue 11/19/2021
5-Year Horizon Without Project 09/01/2021 PM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 174 750 37 48 668 65 32 62 50 49 45 98 Future Volume (veh/h) 174 750 37 48 668 65 32 62 50 49 45 98 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 181 781 39 50 696 68 33 65 52 51 47 102 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 229 995 50 83 808 79 113 140 95 125 79 134
Arrive On Green 0.13 0.57 0.57 0.05 0.49 0.49 0.16 0.16 0.16 0.16 0.16 0.16 Sat Flow, veh/h 1767 1752 88 1767 1664 163 248 882 600 311 495 839 Grp Volume(v), veh/h 181 0 820 50 0 764 150 0 0 200 0 0 Grp Sat Flow(s),veh/h/ln 1767 0 1840 1767 0 1826 1730 0 0 1646 0 0 Q Serve(g_s), s 5.9 0.0 20.8 1.7 0.0 22.1 0.0 0.0 0.0 2.1 0.0 0.0 Cycle Q Clear(g_c), s 5.9 0.0 20.8 1.7 0.0 22.1 4.6 0.0 0.0 6.7 0.0 0.0 Prop In Lane 1.00 0.05 1.00 0.09 0.22 0.35 0.25 0.51
Lane Grp Cap(c), veh/h 229 0 1045 83 0 887 349 0 0 337 0 0 V/C Ratio(X) 0.79 0.00 0.78 0.60 0.00 0.86 0.43 0.00 0.00 0.59 0.00 0.00 Avail Cap(c_a), veh/h 399 0 1591 157 0 1328 613 0 0 593 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 25.2 0.0 10.1 27.9 0.0 13.6 23.1 0.0 0.0 23.9 0.0 0.0 Incr Delay (d2), s/veh 6.0 0.0 1.5 6.7 0.0 4.0 0.8 0.0 0.0 1.7 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 0.0 5.8 0.8 0.0 7.5 1.9 0.0 0.0 2.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.3 0.0 11.6 34.7 0.0 17.6 24.0 0.0 0.0 25.6 0.0 0.0 LnGrp LOS C A B C A B C A A C A A
Approach Vol, veh/h 1001 814 150 200
Approach Delay, s/veh 15.1 18.6 24.0 25.6
Approach LOS B B C C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 14.0 7.3 38.5 14.0 12.2 33.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.5 5.3 51.7 19.5 13.5 43.5 Max Q Clear Time (g_c+I1), s 6.6 3.7 22.8 8.7 7.9 24.1
Green Ext Time (p_c), s 0.6 0.0 6.1 0.8 0.2 4.9
Intersection Summary
HCM 6th Ctrl Delay 18.0
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
18: Mooney Boulevard & Ferguson Avenue 11/19/2021
5-Year Horizon Without Project 09/01/2021 PM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 63 268 46 51 261 69 88 477 126 78 400 57 Future Volume (veh/h) 63 268 46 51 261 69 88 477 126 78 400 57 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 68 291 50 55 284 75 96 518 137 85 435 62 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 101 361 62 89 422 358 124 640 542 113 1049 149 Arrive On Green 0.06 0.23 0.23 0.05 0.23 0.23 0.07 0.34 0.34 0.06 0.34 0.34 Sat Flow, veh/h 1767 1543 265 1767 1856 1572 1767 1856 1572 1767 3100 439 Grp Volume(v), veh/h 68 0 341 55 284 75 96 518 137 85 246 251 Grp Sat Flow(s),veh/h/ln 1767 0 1808 1767 1856 1572 1767 1856 1572 1767 1763 1776 Q Serve(g_s), s 2.2 0.0 10.4 1.8 8.2 2.3 3.1 14.9 2.5 2.8 6.3 6.4 Cycle Q Clear(g_c), s 2.2 0.0 10.4 1.8 8.2 2.3 3.1 14.9 2.5 2.8 6.3 6.4 Prop In Lane 1.00 0.15 1.00 1.00 1.00 1.00 1.00 0.25
Lane Grp Cap(c), veh/h 101 0 423 89 422 358 124 640 542 113 596 601 V/C Ratio(X) 0.67 0.00 0.81 0.62 0.67 0.21 0.77 0.81 0.25 0.75 0.41 0.42 Avail Cap(c_a), veh/h 226 0 694 166 649 550 319 1155 979 226 1004 1012 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.1 0.0 21.2 27.3 20.7 18.4 26.8 17.5 6.5 27.0 14.9 14.9 Incr Delay (d2), s/veh 7.6 0.0 3.7 6.8 1.9 0.3 9.7 2.5 0.2 9.6 0.5 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 4.2 0.9 3.3 0.8 1.5 5.6 1.1 1.4 2.2 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.7 0.0 24.9 34.0 22.5 18.7 36.5 20.0 6.8 36.6 15.4 15.4 LnGrp LOS C A C C C B D B A D B B
Approach Vol, veh/h 409 414 751 582
Approach Delay, s/veh 26.5 23.4 19.7 18.5
Approach LOS C C B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.2 24.7 7.5 18.2 8.6 24.3 7.8 17.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.5 36.5 5.5 22.5 10.6 33.4 7.5 20.5 Max Q Clear Time (g_c+I1), s 4.8 16.9 3.8 12.4 5.1 8.4 4.2 10.2 Green Ext Time (p_c), s 0.0 3.3 0.0 1.3 0.1 2.8 0.0 1.3 Intersection Summary
HCM 6th Ctrl Delay 21.4
HCM 6th LOS C
HCM 6th Signalized Intersection Summary
15: County Center Street & Riggin Avenue 11/19/2021
5-Year Horizon Plus Project 09/01/2021 AM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 68 631 52 89 761 32 107 79 114 53 97 137 Future Volume (veh/h) 68 631 52 89 761 32 107 79 114 53 97 137 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 73 678 56 96 818 34 115 85 123 57 104 147 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 113 1086 90 131 1171 49 150 121 176 97 273 231 Arrive On Green 0.06 0.33 0.33 0.07 0.34 0.34 0.08 0.18 0.18 0.05 0.15 0.15 Sat Flow, veh/h 1767 3297 272 1767 3449 143 1767 685 992 1767 1856 1572 Grp Volume(v), veh/h 73 362 372 96 418 434 115 0 208 57 104 147 Grp Sat Flow(s),veh/h/ln 1767 1763 1807 1767 1763 1830 1767 0 1677 1767 1856 1572 Q Serve(g_s), s 2.0 8.6 8.6 2.6 10.1 10.1 3.1 0.0 5.8 1.6 2.5 3.1 Cycle Q Clear(g_c), s 2.0 8.6 8.6 2.6 10.1 10.1 3.1 0.0 5.8 1.6 2.5 3.1 Prop In Lane 1.00 0.15 1.00 0.08 1.00 0.59 1.00 1.00
Lane Grp Cap(c), veh/h 113 581 595 131 598 621 150 0 297 97 273 231 V/C Ratio(X) 0.64 0.62 0.62 0.73 0.70 0.70 0.77 0.00 0.70 0.59 0.38 0.63 Avail Cap(c_a), veh/h 340 1031 1057 383 1074 1115 454 0 852 261 740 627 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.6 14.0 14.0 22.4 14.1 14.1 22.1 0.0 19.1 22.8 19.0 10.0 Incr Delay (d2), s/veh 6.0 1.1 1.1 7.7 1.5 1.4 7.9 0.0 3.0 5.5 0.9 2.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 2.8 2.8 1.2 3.3 3.4 1.5 0.0 2.1 0.7 1.0 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.6 15.1 15.1 30.1 15.6 15.6 30.0 0.0 22.1 28.3 19.9 12.9 LnGrp LOS C B B C B B C A C C B B
Approach Vol, veh/h 807 948 323 308
Approach Delay, s/veh 16.3 17.1 24.9 18.1
Approach LOS B B C B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.2 13.3 8.2 20.8 8.7 11.8 7.7 21.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.3 25.1 10.7 28.9 12.7 19.7 9.5 30.1 Max Q Clear Time (g_c+I1), s 3.6 7.8 4.6 10.6 5.1 5.1 4.0 12.1 Green Ext Time (p_c), s 0.0 1.0 0.1 3.9 0.1 0.8 0.1 4.6 Intersection Summary
HCM 6th Ctrl Delay 18.0
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
17: Giddings Street & Riggin Avenue 11/19/2021
5-Year Horizon Plus Project 09/01/2021 AM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 87 658 53 43 582 45 56 175 47 85 141 161 Future Volume (veh/h) 87 658 53 43 582 45 56 175 47 85 141 161 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 100 756 61 49 669 52 64 201 54 98 162 185 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 127 804 65 72 754 59 117 327 80 141 197 202
Arrive On Green 0.07 0.47 0.47 0.04 0.44 0.44 0.32 0.32 0.32 0.32 0.32 0.32 Sat Flow, veh/h 1767 1694 137 1767 1700 132 201 1019 248 272 615 631 Grp Volume(v), veh/h 100 0 817 49 0 721 319 0 0 445 0 0 Grp Sat Flow(s),veh/h/ln 1767 0 1831 1767 0 1832 1468 0 0 1519 0 0 Q Serve(g_s), s 4.6 0.0 34.9 2.3 0.0 29.7 0.0 0.0 0.0 8.6 0.0 0.0 Cycle Q Clear(g_c), s 4.6 0.0 34.9 2.3 0.0 29.7 14.6 0.0 0.0 23.2 0.0 0.0 Prop In Lane 1.00 0.07 1.00 0.07 0.20 0.17 0.22 0.42
Lane Grp Cap(c), veh/h 127 0 868 72 0 812 523 0 0 540 0 0 V/C Ratio(X) 0.79 0.00 0.94 0.68 0.00 0.89 0.61 0.00 0.00 0.82 0.00 0.00 Avail Cap(c_a), veh/h 140 0 923 109 0 892 589 0 0 605 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 37.6 0.0 20.5 38.9 0.0 21.0 23.5 0.0 0.0 26.7 0.0 0.0 Incr Delay (d2), s/veh 23.5 0.0 16.6 10.5 0.0 10.2 1.5 0.0 0.0 8.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 0.0 16.5 1.1 0.0 13.2 5.2 0.0 0.0 9.1 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.0 0.0 37.1 49.5 0.0 31.2 24.9 0.0 0.0 34.9 0.0 0.0 LnGrp LOS E A D D A C C A A C A A
Approach Vol, veh/h 917 770 319 445
Approach Delay, s/veh 39.8 32.4 24.9 34.9
Approach LOS D C C C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 30.9 7.9 43.5 30.9 10.4 41.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 29.9 5.1 41.5 29.9 6.5 40.1 Max Q Clear Time (g_c+I1), s 16.6 4.3 36.9 25.2 6.6 31.7 Green Ext Time (p_c), s 1.6 0.0 2.2 1.2 0.0 2.9
Intersection Summary
HCM 6th Ctrl Delay 34.6
HCM 6th LOS C
HCM 6th Signalized Intersection Summary
18: Mooney Boulevard & Ferguson Avenue 11/19/2021
5-Year Horizon Plus Project 09/01/2021 AM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 33 151 38 25 117 24 28 242 26 60 389 37 Future Volume (veh/h) 33 151 38 25 117 24 28 242 26 60 389 37 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 38 174 44 29 134 28 32 278 30 69 447 43 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 77 269 68 61 333 282 67 425 360 121 844 81
Arrive On Green 0.04 0.19 0.19 0.03 0.18 0.18 0.04 0.23 0.23 0.07 0.26 0.26 Sat Flow, veh/h 1767 1429 361 1767 1856 1572 1767 1856 1572 1767 3251 311 Grp Volume(v), veh/h 38 0 218 29 134 28 32 278 30 69 242 248 Grp Sat Flow(s),veh/h/ln 1767 0 1790 1767 1856 1572 1767 1856 1572 1767 1763 1799 Q Serve(g_s), s 0.8 0.0 4.2 0.6 2.4 0.6 0.7 5.1 0.6 1.4 4.4 4.5 Cycle Q Clear(g_c), s 0.8 0.0 4.2 0.6 2.4 0.6 0.7 5.1 0.6 1.4 4.4 4.5 Prop In Lane 1.00 0.20 1.00 1.00 1.00 1.00 1.00 0.17
Lane Grp Cap(c), veh/h 77 0 337 61 333 282 67 425 360 121 458 467 V/C Ratio(X) 0.49 0.00 0.65 0.47 0.40 0.10 0.48 0.65 0.08 0.57 0.53 0.53 Avail Cap(c_a), veh/h 353 0 1073 353 1112 942 353 1507 1277 541 1620 1654 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.5 0.0 14.1 17.8 13.6 12.9 17.7 13.1 11.4 17.0 11.9 11.9 Incr Delay (d2), s/veh 4.8 0.0 2.1 5.5 0.8 0.2 5.2 1.7 0.1 4.2 0.9 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 1.4 0.3 0.8 0.2 0.3 1.7 0.2 0.6 1.3 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.4 0.0 16.2 23.3 14.4 13.0 22.9 14.8 11.5 21.2 12.9 12.9 LnGrp LOS C A B C B B C B B C B B
Approach Vol, veh/h 256 191 340 559
Approach Delay, s/veh 17.1 15.6 15.3 13.9
Approach LOS B B B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.1 13.1 5.8 11.6 5.9 14.2 6.1 11.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 30.5 7.5 22.5 7.5 34.5 7.5 22.5 Max Q Clear Time (g_c+I1), s 3.4 7.1 2.6 6.2 2.7 6.5 2.8 4.4 Green Ext Time (p_c), s 0.1 1.5 0.0 0.9 0.0 2.8 0.0 0.6 Intersection Summary
HCM 6th Ctrl Delay 15.1
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
15: County Center Street & Riggin Avenue 11/19/2021
5-Year Horizon Plus Project 09/01/2021 PM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 130 913 77 113 672 45 58 81 72 43 63 85 Future Volume (veh/h) 130 913 77 113 672 45 58 81 72 43 63 85 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 146 1026 87 127 755 51 65 91 81 48 71 96 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 188 1342 114 164 1321 89 99 129 115 82 247 209 Arrive On Green 0.11 0.41 0.41 0.09 0.39 0.39 0.06 0.14 0.14 0.05 0.13 0.13 Sat Flow, veh/h 1767 3289 279 1767 3351 226 1767 905 806 1767 1856 1572 Grp Volume(v), veh/h 146 550 563 127 397 409 65 0 172 48 71 96 Grp Sat Flow(s),veh/h/ln 1767 1763 1805 1767 1763 1815 1767 0 1711 1767 1856 1572 Q Serve(g_s), s 4.7 15.6 15.6 4.1 10.2 10.2 2.1 0.0 5.6 1.5 2.0 3.3 Cycle Q Clear(g_c), s 4.7 15.6 15.6 4.1 10.2 10.2 2.1 0.0 5.6 1.5 2.0 3.3 Prop In Lane 1.00 0.15 1.00 0.12 1.00 0.47 1.00 1.00
Lane Grp Cap(c), veh/h 188 719 737 164 695 716 99 0 244 82 247 209 V/C Ratio(X) 0.78 0.76 0.76 0.77 0.57 0.57 0.66 0.00 0.70 0.59 0.29 0.46 Avail Cap(c_a), veh/h 381 1017 1042 320 957 985 198 0 663 167 687 582 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.3 14.8 14.8 25.7 13.7 13.7 26.9 0.0 23.7 27.1 22.7 23.2 Incr Delay (d2), s/veh 6.7 2.2 2.2 7.6 0.7 0.7 7.2 0.0 3.7 6.5 0.6 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 5.2 5.3 1.9 3.3 3.4 1.0 0.0 2.3 0.7 0.8 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.0 17.0 17.0 33.3 14.5 14.5 34.1 0.0 27.4 33.6 23.3 24.8 LnGrp LOS C B B C B B C A C C C C
Approach Vol, veh/h 1259 933 237 215
Approach Delay, s/veh 18.7 17.0 29.2 26.3
Approach LOS B B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.2 12.8 9.9 28.2 7.7 12.2 10.7 27.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 22.5 10.5 33.5 6.5 21.5 12.5 31.5 Max Q Clear Time (g_c+I1), s 3.5 7.6 6.1 17.6 4.1 5.3 6.7 12.2 Green Ext Time (p_c), s 0.0 0.7 0.1 6.1 0.0 0.5 0.2 4.4 Intersection Summary
HCM 6th Ctrl Delay 19.7
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
17: Giddings Street & Riggin Avenue 11/19/2021
5-Year Horizon Plus Project 09/01/2021 PM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 174 794 41 48 744 65 39 62 50 49 45 98 Future Volume (veh/h) 174 794 41 48 744 65 39 62 50 49 45 98 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 181 827 43 50 775 68 41 65 52 51 47 102 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 224 1048 54 80 870 76 115 128 86 117 76 130
Arrive On Green 0.13 0.60 0.60 0.05 0.52 0.52 0.15 0.15 0.15 0.15 0.15 0.15 Sat Flow, veh/h 1767 1748 91 1767 1681 148 310 832 560 320 495 849 Grp Volume(v), veh/h 181 0 870 50 0 843 158 0 0 200 0 0 Grp Sat Flow(s),veh/h/ln 1767 0 1839 1767 0 1829 1703 0 0 1664 0 0 Q Serve(g_s), s 6.7 0.0 24.1 1.9 0.0 27.6 0.0 0.0 0.0 1.9 0.0 0.0 Cycle Q Clear(g_c), s 6.7 0.0 24.1 1.9 0.0 27.6 5.6 0.0 0.0 7.5 0.0 0.0 Prop In Lane 1.00 0.05 1.00 0.08 0.26 0.33 0.25 0.51
Lane Grp Cap(c), veh/h 224 0 1102 80 0 947 329 0 0 323 0 0 V/C Ratio(X) 0.81 0.00 0.79 0.63 0.00 0.89 0.48 0.00 0.00 0.62 0.00 0.00 Avail Cap(c_a), veh/h 304 0 1400 135 0 1217 568 0 0 558 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 28.4 0.0 10.2 31.4 0.0 14.4 26.3 0.0 0.0 27.1 0.0 0.0 Incr Delay (d2), s/veh 10.9 0.0 2.4 7.8 0.0 7.0 1.1 0.0 0.0 1.9 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 0.0 7.1 0.9 0.0 10.3 2.3 0.0 0.0 3.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.3 0.0 12.6 39.1 0.0 21.4 27.4 0.0 0.0 29.0 0.0 0.0 LnGrp LOS D A B D A C C A A C A A
Approach Vol, veh/h 1051 893 158 200
Approach Delay, s/veh 17.2 22.4 27.4 29.0
Approach LOS B C C C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 14.8 7.5 44.6 14.8 13.0 39.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 20.5 5.1 50.9 20.5 11.5 44.5 Max Q Clear Time (g_c+I1), s 7.6 3.9 26.1 9.5 8.7 29.6
Green Ext Time (p_c), s 0.6 0.0 6.5 0.8 0.1 5.0
Intersection Summary
HCM 6th Ctrl Delay 21.0
HCM 6th LOS C
HCM 6th Signalized Intersection Summary
18: Mooney Boulevard & Ferguson Avenue 11/19/2021
5-Year Horizon Plus Project 09/01/2021 PM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 70 268 46 51 261 76 88 563 126 82 450 61 Future Volume (veh/h) 70 268 46 51 261 76 88 563 126 82 450 61 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 76 291 50 55 284 83 96 612 137 89 489 66 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 101 348 60 85 402 341 124 721 611 114 1197 161 Arrive On Green 0.06 0.23 0.23 0.05 0.22 0.22 0.07 0.39 0.39 0.06 0.38 0.38 Sat Flow, veh/h 1767 1543 265 1767 1856 1572 1767 1856 1572 1767 3123 420 Grp Volume(v), veh/h 76 0 341 55 284 83 96 612 137 89 275 280 Grp Sat Flow(s),veh/h/ln 1767 0 1808 1767 1856 1572 1767 1856 1572 1767 1763 1780 Q Serve(g_s), s 2.8 0.0 11.9 2.0 9.3 2.1 3.5 19.9 3.9 3.3 7.5 7.6 Cycle Q Clear(g_c), s 2.8 0.0 11.9 2.0 9.3 2.1 3.5 19.9 3.9 3.3 7.5 7.6 Prop In Lane 1.00 0.15 1.00 1.00 1.00 1.00 1.00 0.24
Lane Grp Cap(c), veh/h 101 0 408 85 402 341 124 721 611 114 675 682 V/C Ratio(X) 0.76 0.00 0.84 0.65 0.71 0.24 0.77 0.85 0.22 0.78 0.41 0.41 Avail Cap(c_a), veh/h 179 0 572 139 545 462 284 1080 915 201 943 952 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.7 0.0 24.4 30.9 23.9 11.8 30.2 18.4 13.5 30.4 14.9 14.9 Incr Delay (d2), s/veh 10.8 0.0 7.5 8.0 2.6 0.4 9.7 4.2 0.2 10.8 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 0.0 5.3 1.0 4.0 1.0 1.7 7.8 1.2 1.6 2.7 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.5 0.0 31.8 38.8 26.5 12.2 39.9 22.6 13.7 41.2 15.3 15.3 LnGrp LOS D A C D C B D C B D B B
Approach Vol, veh/h 417 422 845 644
Approach Delay, s/veh 33.6 25.3 23.1 18.9
Approach LOS C C C B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.8 30.2 7.7 19.4 9.1 29.8 8.3 18.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.5 38.4 5.2 20.9 10.6 35.3 6.7 19.4 Max Q Clear Time (g_c+I1), s 5.3 21.9 4.0 13.9 5.5 9.6 4.8 11.3 Green Ext Time (p_c), s 0.0 3.8 0.0 1.0 0.1 3.2 0.0 1.1 Intersection Summary
HCM 6th Ctrl Delay 24.2
HCM 6th LOS C
HCM 6th Signalized Intersection Summary
15: County Center Street & Riggin Avenue 11/19/2021
10-Year Horizon Without Project 09/01/2021 AM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 47 665 57 97 772 35 118 85 125 58 101 70 Future Volume (veh/h) 47 665 57 97 772 35 118 85 125 58 101 70 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 51 715 61 104 830 38 127 91 134 62 109 75 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 90 1056 90 135 1191 55 166 126 186 102 278 236 Arrive On Green 0.05 0.32 0.32 0.08 0.35 0.35 0.09 0.19 0.19 0.06 0.15 0.15 Sat Flow, veh/h 1767 3288 280 1767 3433 157 1767 678 998 1767 1856 1572 Grp Volume(v), veh/h 51 383 393 104 426 442 127 0 225 62 109 75 Grp Sat Flow(s),veh/h/ln 1767 1763 1805 1767 1763 1827 1767 0 1676 1767 1856 1572 Q Serve(g_s), s 1.4 9.5 9.5 2.9 10.5 10.5 3.5 0.0 6.3 1.7 2.7 2.1 Cycle Q Clear(g_c), s 1.4 9.5 9.5 2.9 10.5 10.5 3.5 0.0 6.3 1.7 2.7 2.1 Prop In Lane 1.00 0.16 1.00 0.09 1.00 0.60 1.00 1.00
Lane Grp Cap(c), veh/h 90 566 580 135 611 634 166 0 312 102 278 236 V/C Ratio(X) 0.57 0.68 0.68 0.77 0.70 0.70 0.76 0.00 0.72 0.61 0.39 0.32 Avail Cap(c_a), veh/h 246 979 1003 426 1158 1201 468 0 771 313 691 586 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.3 14.8 14.8 22.8 14.1 14.1 22.2 0.0 19.2 23.1 19.3 19.0 Incr Delay (d2), s/veh 5.6 1.4 1.4 8.9 1.4 1.4 7.1 0.0 3.1 5.8 0.9 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 3.1 3.2 1.4 3.3 3.5 1.6 0.0 2.3 0.8 1.1 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.9 16.2 16.2 31.6 15.6 15.5 29.3 0.0 22.3 28.9 20.2 19.8 LnGrp LOS C B B C B B C A C C C B
Approach Vol, veh/h 827 972 352 246
Approach Delay, s/veh 17.0 17.3 24.9 22.3
Approach LOS B B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.4 13.9 8.3 20.6 9.2 12.0 7.0 21.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.9 23.1 12.1 27.9 13.3 18.7 7.0 33.0 Max Q Clear Time (g_c+I1), s 3.7 8.3 4.9 11.5 5.5 4.7 3.4 12.5 Green Ext Time (p_c), s 0.0 1.0 0.1 4.0 0.2 0.6 0.0 5.0 Intersection Summary
HCM 6th Ctrl Delay 18.8
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
17: Giddings Street & Riggin Avenue 11/19/2021
10-Year Horizon Without Project 09/01/2021 AM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 92 636 51 47 597 49 59 193 52 90 155 166 Future Volume (veh/h) 92 636 51 47 597 49 59 193 52 90 155 166 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 100 691 55 51 649 53 64 210 57 98 168 180 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 128 767 61 77 716 59 122 346 85 147 211 203
Arrive On Green 0.07 0.45 0.45 0.04 0.42 0.42 0.33 0.33 0.33 0.33 0.33 0.33 Sat Flow, veh/h 1767 1696 135 1767 1692 138 199 1061 262 271 648 622 Grp Volume(v), veh/h 100 0 746 51 0 702 331 0 0 446 0 0 Grp Sat Flow(s),veh/h/ln 1767 0 1831 1767 0 1831 1522 0 0 1541 0 0 Q Serve(g_s), s 4.2 0.0 28.5 2.1 0.0 27.1 0.0 0.0 0.0 7.3 0.0 0.0 Cycle Q Clear(g_c), s 4.2 0.0 28.5 2.1 0.0 27.1 13.4 0.0 0.0 20.7 0.0 0.0 Prop In Lane 1.00 0.07 1.00 0.08 0.19 0.17 0.22 0.40
Lane Grp Cap(c), veh/h 128 0 828 77 0 775 553 0 0 561 0 0 V/C Ratio(X) 0.78 0.00 0.90 0.66 0.00 0.91 0.60 0.00 0.00 0.80 0.00 0.00 Avail Cap(c_a), veh/h 159 0 957 119 0 915 703 0 0 706 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 34.5 0.0 19.2 35.6 0.0 20.4 21.3 0.0 0.0 23.9 0.0 0.0 Incr Delay (d2), s/veh 18.1 0.0 10.5 9.4 0.0 11.2 1.0 0.0 0.0 5.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 12.4 1.1 0.0 12.2 4.7 0.0 0.0 7.7 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.6 0.0 29.7 45.0 0.0 31.6 22.4 0.0 0.0 28.9 0.0 0.0 LnGrp LOS D A C D A C C A A C A A
Approach Vol, veh/h 846 753 331 446
Approach Delay, s/veh 32.4 32.5 22.4 28.9
Approach LOS C C C C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 29.2 7.8 38.7 29.2 10.0 36.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 31.9 5.1 39.5 31.9 6.8 37.8 Max Q Clear Time (g_c+I1), s 15.4 4.1 30.5 22.7 6.2 29.1 Green Ext Time (p_c), s 1.8 0.0 3.2 2.0 0.0 2.9
Intersection Summary
HCM 6th Ctrl Delay 30.4
HCM 6th LOS C
HCM 6th Signalized Intersection Summary
18: Mooney Boulevard & Ferguson Avenue 11/19/2021
10-Year Horizon Without Project 09/01/2021 AM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 34 167 42 27 129 25 31 229 29 59 330 33 Future Volume (veh/h) 34 167 42 27 129 25 31 229 29 59 330 33 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 37 182 46 29 140 27 34 249 32 64 359 36 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 76 282 71 62 351 297 71 395 334 115 771 77
Arrive On Green 0.04 0.20 0.20 0.03 0.19 0.19 0.04 0.21 0.21 0.07 0.24 0.24 Sat Flow, veh/h 1767 1429 361 1767 1856 1572 1767 1856 1572 1767 3238 323 Grp Volume(v), veh/h 37 0 228 29 140 27 34 249 32 64 194 201 Grp Sat Flow(s),veh/h/ln 1767 0 1791 1767 1856 1572 1767 1856 1572 1767 1763 1797 Q Serve(g_s), s 0.8 0.0 4.3 0.6 2.4 0.5 0.7 4.5 0.6 1.3 3.5 3.5 Cycle Q Clear(g_c), s 0.8 0.0 4.3 0.6 2.4 0.5 0.7 4.5 0.6 1.3 3.5 3.5 Prop In Lane 1.00 0.20 1.00 1.00 1.00 1.00 1.00 0.18
Lane Grp Cap(c), veh/h 76 0 353 62 351 297 71 395 334 115 420 428 V/C Ratio(X) 0.49 0.00 0.65 0.47 0.40 0.09 0.48 0.63 0.10 0.55 0.46 0.47 Avail Cap(c_a), veh/h 409 0 1146 361 1137 964 361 1491 1263 553 1608 1640 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.2 0.0 13.6 17.4 13.1 12.3 17.3 13.1 11.6 16.6 12.0 12.0 Incr Delay (d2), s/veh 4.8 0.0 2.0 5.5 0.7 0.1 5.0 1.7 0.1 4.1 0.8 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 1.4 0.3 0.8 0.1 0.3 1.5 0.2 0.5 1.1 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.0 0.0 15.6 22.9 13.8 12.4 22.3 14.8 11.7 20.8 12.8 12.8 LnGrp LOS C A B C B B C B B C B B
Approach Vol, veh/h 265 196 315 459
Approach Delay, s/veh 16.5 14.9 15.3 13.9
Approach LOS B B B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.9 12.3 5.8 11.7 6.0 13.2 6.1 11.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 29.5 7.5 23.5 7.5 33.5 8.5 22.5 Max Q Clear Time (g_c+I1), s 3.3 6.5 2.6 6.3 2.7 5.5 2.8 4.4 Green Ext Time (p_c), s 0.1 1.3 0.0 1.0 0.0 2.2 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay 15.0
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
15: County Center Street & Riggin Avenue 11/19/2021
10-Year Horizon Without Project 09/01/2021 PM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 52 929 84 125 689 50 64 82 79 47 65 40 Future Volume (veh/h) 52 929 84 125 689 50 64 82 79 47 65 40 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 57 1010 91 136 749 54 70 89 86 51 71 43 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 91 1318 119 175 1503 108 102 125 121 85 249 211 Arrive On Green 0.05 0.40 0.40 0.10 0.45 0.45 0.06 0.14 0.14 0.05 0.13 0.13 Sat Flow, veh/h 1767 3271 295 1767 3335 240 1767 867 838 1767 1856 1572 Grp Volume(v), veh/h 57 544 557 136 396 407 70 0 175 51 71 43 Grp Sat Flow(s),veh/h/ln 1767 1763 1803 1767 1763 1812 1767 0 1705 1767 1856 1572 Q Serve(g_s), s 1.9 15.7 15.7 4.4 9.4 9.4 2.3 0.0 5.8 1.7 2.0 1.4 Cycle Q Clear(g_c), s 1.9 15.7 15.7 4.4 9.4 9.4 2.3 0.0 5.8 1.7 2.0 1.4 Prop In Lane 1.00 0.16 1.00 0.13 1.00 0.49 1.00 1.00
Lane Grp Cap(c), veh/h 91 710 726 175 794 817 102 0 245 85 249 211 V/C Ratio(X) 0.63 0.77 0.77 0.78 0.50 0.50 0.68 0.00 0.71 0.60 0.29 0.20 Avail Cap(c_a), veh/h 219 1004 1026 345 1130 1161 198 0 623 165 643 545 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.3 15.2 15.2 25.9 11.4 11.5 27.2 0.0 24.0 27.5 22.9 22.7 Incr Delay (d2), s/veh 6.9 2.3 2.3 7.2 0.5 0.5 7.8 0.0 3.8 6.6 0.6 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 5.3 5.5 2.0 2.9 2.9 1.1 0.0 2.3 0.8 0.8 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.2 17.5 17.4 33.0 11.9 11.9 35.0 0.0 27.9 34.1 23.6 23.2 LnGrp LOS C B B C B B C A C C C C
Approach Vol, veh/h 1158 939 245 165
Approach Delay, s/veh 18.3 15.0 29.9 26.7
Approach LOS B B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.3 13.0 10.3 28.2 7.9 12.4 7.5 31.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 21.5 11.5 33.5 6.6 20.4 7.3 37.7 Max Q Clear Time (g_c+I1), s 3.7 7.8 6.4 17.7 4.3 4.0 3.9 11.4 Green Ext Time (p_c), s 0.0 0.7 0.1 6.0 0.0 0.3 0.0 4.8 Intersection Summary
HCM 6th Ctrl Delay 18.7
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
17: Giddings Street & Riggin Avenue 11/19/2021
10-Year Horizon Without Project 09/01/2021 PM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 179 800 40 53 713 67 35 67 54 52 49 101 Future Volume (veh/h) 179 800 40 53 713 67 35 67 54 52 49 101 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 186 833 42 55 743 70 36 70 56 54 51 105 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 231 1027 52 85 842 79 108 139 95 121 81 133
Arrive On Green 0.13 0.59 0.59 0.05 0.50 0.50 0.16 0.16 0.16 0.16 0.16 0.16 Sat Flow, veh/h 1767 1751 88 1767 1670 157 255 870 594 323 506 830 Grp Volume(v), veh/h 186 0 875 55 0 813 162 0 0 210 0 0 Grp Sat Flow(s),veh/h/ln 1767 0 1840 1767 0 1827 1719 0 0 1659 0 0 Q Serve(g_s), s 6.7 0.0 24.7 2.0 0.0 26.2 0.0 0.0 0.0 2.2 0.0 0.0 Cycle Q Clear(g_c), s 6.7 0.0 24.7 2.0 0.0 26.2 5.6 0.0 0.0 7.8 0.0 0.0 Prop In Lane 1.00 0.05 1.00 0.09 0.22 0.35 0.26 0.50
Lane Grp Cap(c), veh/h 231 0 1079 85 0 921 342 0 0 335 0 0 V/C Ratio(X) 0.81 0.00 0.81 0.65 0.00 0.88 0.47 0.00 0.00 0.63 0.00 0.00 Avail Cap(c_a), veh/h 336 0 1446 142 0 1236 557 0 0 543 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 27.8 0.0 10.7 30.8 0.0 14.6 25.6 0.0 0.0 26.4 0.0 0.0 Incr Delay (d2), s/veh 8.8 0.0 2.6 7.9 0.0 6.1 1.0 0.0 0.0 1.9 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 0.0 7.5 1.0 0.0 9.6 2.3 0.0 0.0 3.1 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.6 0.0 13.4 38.7 0.0 20.7 26.6 0.0 0.0 28.3 0.0 0.0 LnGrp LOS D A B D A C C A A C A A
Approach Vol, veh/h 1061 868 162 210
Approach Delay, s/veh 17.4 21.8 26.6 28.3
Approach LOS B C C C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 15.0 7.7 43.1 15.0 13.1 37.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.5 5.3 51.7 19.5 12.5 44.5 Max Q Clear Time (g_c+I1), s 7.6 4.0 26.7 9.8 8.7 28.2
Green Ext Time (p_c), s 0.6 0.0 6.6 0.8 0.2 5.0
Intersection Summary
HCM 6th Ctrl Delay 20.7
HCM 6th LOS C
HCM 6th Signalized Intersection Summary
18: Mooney Boulevard & Ferguson Avenue 11/19/2021
10-Year Horizon Without Project 09/01/2021 PM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 69 296 51 56 288 76 97 510 139 85 429 63 Future Volume (veh/h) 69 296 51 56 288 76 97 510 139 85 429 63 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 75 322 55 61 313 83 105 554 151 92 466 68 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 101 383 65 91 450 381 136 661 561 118 1070 155 Arrive On Green 0.06 0.25 0.25 0.05 0.24 0.24 0.08 0.36 0.36 0.07 0.35 0.35 Sat Flow, veh/h 1767 1544 264 1767 1856 1572 1767 1856 1572 1767 3089 448 Grp Volume(v), veh/h 75 0 377 61 313 83 105 554 151 92 265 269 Grp Sat Flow(s),veh/h/ln 1767 0 1808 1767 1856 1572 1767 1856 1572 1767 1763 1775 Q Serve(g_s), s 2.7 0.0 12.9 2.2 10.0 2.7 3.8 17.8 3.1 3.3 7.5 7.6 Cycle Q Clear(g_c), s 2.7 0.0 12.9 2.2 10.0 2.7 3.8 17.8 3.1 3.3 7.5 7.6 Prop In Lane 1.00 0.15 1.00 1.00 1.00 1.00 1.00 0.25
Lane Grp Cap(c), veh/h 101 0 449 91 450 381 136 661 561 118 610 615 V/C Ratio(X) 0.74 0.00 0.84 0.67 0.70 0.22 0.77 0.84 0.27 0.78 0.43 0.44 Avail Cap(c_a), veh/h 182 0 637 169 640 542 326 1011 857 204 838 844 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.2 0.0 23.2 30.3 22.4 19.7 29.4 19.2 7.4 29.8 16.3 16.4 Incr Delay (d2), s/veh 10.3 0.0 6.9 8.3 1.9 0.3 8.9 3.9 0.3 10.5 0.5 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 0.0 5.6 1.1 4.1 0.9 1.8 7.1 1.4 1.7 2.7 2.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.4 0.0 30.1 38.6 24.4 20.0 38.3 23.1 7.7 40.3 16.8 16.9 LnGrp LOS D A C D C B D C A D B B
Approach Vol, veh/h 452 457 810 626
Approach Delay, s/veh 31.8 25.5 22.2 20.3
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.8 27.7 7.8 20.6 9.5 27.0 8.2 20.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.5 35.4 6.2 22.9 12.0 30.9 6.7 22.4 Max Q Clear Time (g_c+I1), s 5.3 19.8 4.2 14.9 5.8 9.6 4.7 12.0 Green Ext Time (p_c), s 0.0 3.4 0.0 1.3 0.1 3.0 0.0 1.4 Intersection Summary
HCM 6th Ctrl Delay 24.2
HCM 6th LOS C
HCM 6th Signalized Intersection Summary
15: County Center Street & Riggin Avenue 11/19/2021
10-Year Horizon Plus Project 09/01/2021 AM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 72 678 57 97 812 35 118 87 125 58 107 144 Future Volume (veh/h) 72 678 57 97 812 35 118 87 125 58 107 144 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 77 729 61 104 873 38 127 94 134 62 115 155 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 113 1025 86 184 1209 53 166 129 184 100 276 234 Arrive On Green 0.06 0.31 0.31 0.10 0.35 0.35 0.09 0.19 0.19 0.06 0.15 0.15 Sat Flow, veh/h 1767 3293 275 1767 3442 150 1767 692 986 1767 1856 1572 Grp Volume(v), veh/h 77 390 400 104 447 464 127 0 228 62 115 155 Grp Sat Flow(s),veh/h/ln 1767 1763 1806 1767 1763 1829 1767 0 1678 1767 1856 1572 Q Serve(g_s), s 2.2 10.3 10.3 2.9 11.6 11.6 3.7 0.0 6.7 1.8 3.0 4.9 Cycle Q Clear(g_c), s 2.2 10.3 10.3 2.9 11.6 11.6 3.7 0.0 6.7 1.8 3.0 4.9 Prop In Lane 1.00 0.15 1.00 0.08 1.00 0.59 1.00 1.00
Lane Grp Cap(c), veh/h 113 549 562 184 619 642 166 0 312 100 276 234 V/C Ratio(X) 0.68 0.71 0.71 0.56 0.72 0.72 0.77 0.00 0.73 0.62 0.42 0.66 Avail Cap(c_a), veh/h 285 954 977 352 1021 1059 419 0 768 299 722 612 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.1 16.0 16.0 22.4 14.8 14.8 23.3 0.0 20.2 24.3 20.3 21.2 Incr Delay (d2), s/veh 6.9 1.7 1.7 2.7 1.6 1.6 7.2 0.0 3.3 6.1 1.0 3.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 3.5 3.6 1.2 3.8 3.9 1.7 0.0 2.5 0.8 1.2 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.0 17.8 17.7 25.1 16.5 16.4 30.5 0.0 23.5 30.4 21.3 24.3 LnGrp LOS C B B C B B C A C C C C
Approach Vol, veh/h 867 1015 355 332
Approach Delay, s/veh 18.9 17.3 26.0 24.4
Approach LOS B B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.5 14.3 10.0 20.9 9.4 12.3 7.9 23.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.9 24.1 10.5 28.5 12.5 20.5 8.5 30.5 Max Q Clear Time (g_c+I1), s 3.8 8.7 4.9 12.3 5.7 6.9 4.2 13.6 Green Ext Time (p_c), s 0.0 1.1 0.1 4.1 0.1 0.9 0.0 4.9 Intersection Summary
HCM 6th Ctrl Delay 20.0
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
17: Giddings Street & Riggin Avenue 11/19/2021
10-Year Horizon Plus Project 09/01/2021 AM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 92 703 57 47 620 49 61 193 52 90 155 166 Future Volume (veh/h) 92 703 57 47 620 49 61 193 52 90 155 166 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 100 764 62 51 674 53 66 210 57 98 168 180 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 154 803 65 73 728 57 115 325 80 138 202 195
Arrive On Green 0.09 0.47 0.47 0.04 0.43 0.43 0.32 0.32 0.32 0.32 0.32 0.32 Sat Flow, veh/h 1767 1693 137 1767 1698 134 198 1002 248 266 623 602 Grp Volume(v), veh/h 100 0 826 51 0 727 333 0 0 446 0 0 Grp Sat Flow(s),veh/h/ln 1767 0 1831 1767 0 1832 1448 0 0 1491 0 0 Q Serve(g_s), s 4.6 0.0 36.5 2.4 0.0 31.7 0.0 0.0 0.0 8.2 0.0 0.0 Cycle Q Clear(g_c), s 4.6 0.0 36.5 2.4 0.0 31.7 16.2 0.0 0.0 24.4 0.0 0.0 Prop In Lane 1.00 0.08 1.00 0.07 0.20 0.17 0.22 0.40
Lane Grp Cap(c), veh/h 154 0 868 73 0 785 521 0 0 536 0 0 V/C Ratio(X) 0.65 0.00 0.95 0.70 0.00 0.93 0.64 0.00 0.00 0.83 0.00 0.00 Avail Cap(c_a), veh/h 154 0 901 107 0 871 568 0 0 581 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 37.3 0.0 21.2 39.9 0.0 22.8 24.1 0.0 0.0 27.3 0.0 0.0 Incr Delay (d2), s/veh 9.3 0.0 18.9 11.4 0.0 14.8 2.1 0.0 0.0 9.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 17.7 1.2 0.0 15.1 5.7 0.0 0.0 9.5 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.6 0.0 40.2 51.3 0.0 37.6 26.3 0.0 0.0 36.8 0.0 0.0 LnGrp LOS D A D D A D C A A D A A
Approach Vol, veh/h 926 778 333 446
Approach Delay, s/veh 40.9 38.5 26.3 36.8
Approach LOS D D C D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 31.9 8.0 44.5 31.9 11.8 40.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 29.9 5.1 41.5 29.9 6.5 40.1 Max Q Clear Time (g_c+I1), s 18.2 4.4 38.5 26.4 6.6 33.7 Green Ext Time (p_c), s 1.6 0.0 1.5 1.0 0.0 2.4
Intersection Summary
HCM 6th Ctrl Delay 37.4
HCM 6th LOS D
HCM 6th Signalized Intersection Summary
18: Mooney Boulevard & Ferguson Avenue 11/19/2021
10-Year Horizon Plus Project 09/01/2021 AM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 36 167 42 27 129 27 31 255 29 65 407 40 Future Volume (veh/h) 36 167 42 27 129 27 31 255 29 65 407 40 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 39 182 46 29 140 29 34 277 32 71 442 43 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 78 279 70 61 344 291 70 422 357 123 835 81
Arrive On Green 0.04 0.19 0.19 0.03 0.19 0.19 0.04 0.23 0.23 0.07 0.26 0.26 Sat Flow, veh/h 1767 1429 361 1767 1856 1572 1767 1856 1572 1767 3247 315 Grp Volume(v), veh/h 39 0 228 29 140 29 34 277 32 71 239 246 Grp Sat Flow(s),veh/h/ln 1767 0 1791 1767 1856 1572 1767 1856 1572 1767 1763 1799 Q Serve(g_s), s 0.8 0.0 4.5 0.6 2.5 0.6 0.7 5.2 0.6 1.5 4.4 4.5 Cycle Q Clear(g_c), s 0.8 0.0 4.5 0.6 2.5 0.6 0.7 5.2 0.6 1.5 4.4 4.5 Prop In Lane 1.00 0.20 1.00 1.00 1.00 1.00 1.00 0.17
Lane Grp Cap(c), veh/h 78 0 349 61 344 291 70 422 357 123 453 462 V/C Ratio(X) 0.50 0.00 0.65 0.47 0.41 0.10 0.48 0.66 0.09 0.58 0.53 0.53 Avail Cap(c_a), veh/h 349 0 1107 349 1148 973 349 1441 1221 535 1554 1586 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.7 0.0 14.1 18.0 13.6 12.9 17.9 13.3 11.6 17.1 12.1 12.1 Incr Delay (d2), s/veh 4.8 0.0 2.1 5.6 0.8 0.1 5.1 1.7 0.1 4.3 1.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 1.5 0.3 0.9 0.2 0.3 1.7 0.2 0.6 1.4 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.5 0.0 16.2 23.6 14.4 13.0 23.0 15.1 11.7 21.4 13.1 13.1 LnGrp LOS C A B C B B C B B C B B
Approach Vol, veh/h 267 198 343 556
Approach Delay, s/veh 17.1 15.5 15.5 14.2
Approach LOS B B B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.1 13.1 5.8 11.9 6.0 14.3 6.2 11.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 29.5 7.5 23.5 7.5 33.5 7.5 23.5 Max Q Clear Time (g_c+I1), s 3.5 7.2 2.6 6.5 2.7 6.5 2.8 4.5 Green Ext Time (p_c), s 0.1 1.5 0.0 1.0 0.0 2.8 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay 15.3
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
15: County Center Street & Riggin Avenue 11/19/2021
10-Year Horizon Plus Project 09/01/2021 PM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 135 974 84 125 715 50 64 89 79 47 69 89 Future Volume (veh/h) 135 974 84 125 715 50 64 89 79 47 69 89 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 147 1059 91 136 777 54 70 97 86 51 75 97 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 189 1359 117 174 1355 94 100 133 118 84 255 216 Arrive On Green 0.11 0.41 0.41 0.10 0.41 0.41 0.06 0.15 0.15 0.05 0.14 0.14 Sat Flow, veh/h 1767 3285 282 1767 3344 232 1767 907 804 1767 1856 1572 Grp Volume(v), veh/h 147 568 582 136 409 422 70 0 183 51 75 97 Grp Sat Flow(s),veh/h/ln 1767 1763 1805 1767 1763 1814 1767 0 1711 1767 1856 1572 Q Serve(g_s), s 5.0 17.1 17.1 4.6 11.0 11.0 2.4 0.0 6.3 1.7 2.2 3.5 Cycle Q Clear(g_c), s 5.0 17.1 17.1 4.6 11.0 11.0 2.4 0.0 6.3 1.7 2.2 3.5 Prop In Lane 1.00 0.16 1.00 0.13 1.00 0.47 1.00 1.00
Lane Grp Cap(c), veh/h 189 729 746 174 714 735 100 0 251 84 255 216 V/C Ratio(X) 0.78 0.78 0.78 0.78 0.57 0.57 0.70 0.00 0.73 0.61 0.29 0.45 Avail Cap(c_a), veh/h 398 992 1016 303 897 923 190 0 600 159 618 523 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.7 15.5 15.6 27.0 14.1 14.1 28.4 0.0 25.0 28.6 23.8 24.3 Incr Delay (d2), s/veh 6.7 2.8 2.7 7.4 0.7 0.7 8.4 0.0 4.0 7.0 0.6 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 6.0 6.1 2.1 3.6 3.7 1.2 0.0 2.6 0.8 0.9 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.4 18.3 18.3 34.3 14.9 14.8 36.8 0.0 29.0 35.6 24.4 25.8 LnGrp LOS C B B C B B D A C D C C
Approach Vol, veh/h 1297 967 253 223
Approach Delay, s/veh 20.0 17.6 31.2 27.6
Approach LOS C B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.4 13.5 10.5 29.8 8.0 12.9 11.1 29.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 21.5 10.5 34.5 6.6 20.4 13.8 31.2 Max Q Clear Time (g_c+I1), s 3.7 8.3 6.6 19.1 4.4 5.5 7.0 13.0 Green Ext Time (p_c), s 0.0 0.7 0.1 6.2 0.0 0.5 0.2 4.5 Intersection Summary
HCM 6th Ctrl Delay 20.8
HCM 6th LOS C
HCM 6th Signalized Intersection Summary
17: Giddings Street & Riggin Avenue 11/19/2021
10-Year Horizon Plus Project 09/01/2021 PM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 179 845 44 53 789 67 42 67 54 52 49 101 Future Volume (veh/h) 179 845 44 53 789 67 42 67 54 52 49 101 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 186 880 46 55 822 70 44 70 56 54 51 105 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 226 1075 56 81 899 77 109 126 85 113 78 129
Arrive On Green 0.13 0.62 0.62 0.05 0.53 0.53 0.16 0.16 0.16 0.16 0.16 0.16 Sat Flow, veh/h 1767 1748 91 1767 1686 144 307 808 548 329 503 832 Grp Volume(v), veh/h 186 0 926 55 0 892 170 0 0 210 0 0 Grp Sat Flow(s),veh/h/ln 1767 0 1839 1767 0 1830 1662 0 0 1663 0 0 Q Serve(g_s), s 7.5 0.0 28.7 2.3 0.0 32.7 0.0 0.0 0.0 1.8 0.0 0.0 Cycle Q Clear(g_c), s 7.5 0.0 28.7 2.3 0.0 32.7 6.9 0.0 0.0 8.7 0.0 0.0 Prop In Lane 1.00 0.05 1.00 0.08 0.26 0.33 0.26 0.50
Lane Grp Cap(c), veh/h 226 0 1131 81 0 975 320 0 0 320 0 0 V/C Ratio(X) 0.82 0.00 0.82 0.68 0.00 0.91 0.53 0.00 0.00 0.66 0.00 0.00 Avail Cap(c_a), veh/h 276 0 1297 122 0 1131 490 0 0 488 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 31.3 0.0 11.0 34.6 0.0 15.7 29.1 0.0 0.0 29.9 0.0 0.0 Incr Delay (d2), s/veh 15.1 0.0 3.8 9.5 0.0 10.4 1.4 0.0 0.0 2.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 0.0 9.2 1.1 0.0 13.2 2.8 0.0 0.0 3.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.4 0.0 14.8 44.1 0.0 26.1 30.5 0.0 0.0 32.1 0.0 0.0 LnGrp LOS D A B D A C C A A C A A
Approach Vol, veh/h 1112 947 170 210
Approach Delay, s/veh 20.1 27.1 30.5 32.1
Approach LOS C C C C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 16.0 7.9 49.8 16.0 13.9 43.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.5 5.1 51.9 19.5 11.5 45.5 Max Q Clear Time (g_c+I1), s 8.9 4.3 30.7 10.7 9.5 34.7 Green Ext Time (p_c), s 0.6 0.0 6.8 0.7 0.1 4.5
Intersection Summary
HCM 6th Ctrl Delay 24.6
HCM 6th LOS C
HCM 6th Signalized Intersection Summary
18: Mooney Boulevard & Ferguson Avenue 11/19/2021
10-Year Horizon Plus Project 09/01/2021 PM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 76 296 51 56 288 83 97 597 139 89 479 67 Future Volume (veh/h) 76 296 51 56 288 83 97 597 139 89 479 67 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 83 322 55 61 313 90 105 649 151 97 521 73 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 106 369 63 85 421 357 135 741 628 124 1220 170 Arrive On Green 0.06 0.24 0.24 0.05 0.23 0.23 0.08 0.40 0.40 0.07 0.39 0.39 Sat Flow, veh/h 1767 1544 264 1767 1856 1572 1767 1856 1572 1767 3107 434 Grp Volume(v), veh/h 83 0 377 61 313 90 105 649 151 97 295 299 Grp Sat Flow(s),veh/h/ln 1767 0 1808 1767 1856 1572 1767 1856 1572 1767 1763 1777 Q Serve(g_s), s 3.4 0.0 14.8 2.5 11.6 3.5 4.3 23.9 3.4 4.0 9.0 9.1 Cycle Q Clear(g_c), s 3.4 0.0 14.8 2.5 11.6 3.5 4.3 23.9 3.4 4.0 9.0 9.1 Prop In Lane 1.00 0.15 1.00 1.00 1.00 1.00 1.00 0.24
Lane Grp Cap(c), veh/h 106 0 432 85 421 357 135 741 628 124 692 698 V/C Ratio(X) 0.78 0.00 0.87 0.71 0.74 0.25 0.78 0.88 0.24 0.78 0.43 0.43 Avail Cap(c_a), veh/h 167 0 525 131 501 425 287 965 818 155 786 793 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.3 0.0 27.1 34.7 26.6 23.5 33.5 20.5 7.6 33.9 16.4 16.4 Incr Delay (d2), s/veh 11.6 0.0 12.9 10.6 4.9 0.4 9.1 7.4 0.2 18.2 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 0.0 7.3 1.3 5.3 1.2 2.1 10.3 1.5 2.2 3.3 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.9 0.0 40.0 45.3 31.5 23.8 42.6 27.9 7.8 52.1 16.8 16.8 LnGrp LOS D A D D C C D C A D B B
Approach Vol, veh/h 460 464 905 691
Approach Delay, s/veh 41.1 31.8 26.2 21.8
Approach LOS D C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.7 34.1 8.1 22.2 10.2 33.6 9.0 21.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 6.5 38.5 5.5 21.5 12.0 33.0 7.0 20.0 Max Q Clear Time (g_c+I1), s 6.0 25.9 4.5 16.8 6.3 11.1 5.4 13.6 Green Ext Time (p_c), s 0.0 3.6 0.0 0.9 0.1 3.4 0.0 1.1 Intersection Summary
HCM 6th Ctrl Delay 28.7
HCM 6th LOS C
HCM 6th Signalized Intersection Summary
9: Dinuba Boulevard & Riggin Avenue 11/19/2021
20-Year Horizon Without Project 09/01/2021 AM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 291 438 207 200 411 120 192 488 77 172 695 213 Future Volume (veh/h) 291 438 207 200 411 120 192 488 77 172 695 213 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 306 461 218 211 433 126 202 514 81 181 732 224 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 4 4 4 4 4 4
Cap, veh/h 393 663 296 250 757 338 276 1231 549 306 1261 562 Arrive On Green 0.11 0.19 0.19 0.14 0.21 0.21 0.08 0.35 0.35 0.09 0.36 0.36 Sat Flow, veh/h 3428 3526 1572 1767 3526 1572 3401 3497 1560 3401 3497 1560 Grp Volume(v), veh/h 306 461 218 211 433 126 202 514 81 181 732 224 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1767 1763 1572 1700 1749 1560 1700 1749 1560 Q Serve(g_s), s 8.0 11.3 12.1 10.8 10.2 4.7 5.4 10.3 2.0 4.7 15.7 9.9 Cycle Q Clear(g_c), s 8.0 11.3 12.1 10.8 10.2 4.7 5.4 10.3 2.0 4.7 15.7 9.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 393 663 296 250 757 338 276 1231 549 306 1261 562 V/C Ratio(X) 0.78 0.69 0.74 0.85 0.57 0.37 0.73 0.42 0.15 0.59 0.58 0.40 Avail Cap(c_a), veh/h 636 1256 560 414 1427 636 393 1231 549 422 1261 562 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.9 35.1 35.4 38.8 32.6 17.0 41.6 22.8 7.5 40.5 24.0 22.1 Incr Delay (d2), s/veh 3.3 1.3 3.6 8.1 0.7 0.7 4.1 1.0 0.6 1.8 2.0 2.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.4 4.7 4.7 5.0 4.2 2.3 2.3 4.1 1.2 2.0 6.3 3.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.2 36.4 39.0 46.9 33.3 17.7 45.7 23.9 8.1 42.4 25.9 24.2 LnGrp LOS D D D D C B D C A D C C
Approach Vol, veh/h 985 770 797 1137
Approach Delay, s/veh 39.1 34.5 27.8 28.2
Approach LOS D C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 13.6 37.9 18.4 22.7 12.8 38.7 15.9 25.2 Change Period (Y+Rc), s 5.3 5.3 5.3 5.3 5.3 5.3 5.3 5.3 Max Green Setting (Gmax), s 11.5 32.6 21.7 33.0 10.7 33.4 17.2 37.5 Max Q Clear Time (g_c+I1), s 6.7 12.3 12.8 14.1 7.4 17.7 10.0 12.2 Green Ext Time (p_c), s 0.2 3.3 0.4 3.3 0.2 4.8 0.6 3.0 Intersection Summary
HCM 6th Ctrl Delay 32.3
HCM 6th LOS C
HCM 6th Signalized Intersection Summary
9: Dinuba Boulevard & Riggin Avenue 11/19/2021
20-Year Horizon Without Project 09/01/2021 PM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 506 410 121 367 513 192 248 1061 89 200 651 237 Future Volume (veh/h) 506 410 121 367 513 192 248 1061 89 200 651 237 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 533 432 127 386 540 202 261 1117 94 211 685 249 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 4 4 4 4 4 4
Cap, veh/h 614 575 257 386 714 318 323 1224 546 219 1118 499 Arrive On Green 0.18 0.16 0.16 0.22 0.20 0.20 0.09 0.35 0.35 0.06 0.32 0.32 Sat Flow, veh/h 3428 3526 1572 1767 3526 1572 3401 3497 1560 3401 3497 1560 Grp Volume(v), veh/h 533 432 127 386 540 202 261 1117 94 211 685 249 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1767 1763 1572 1700 1749 1560 1700 1749 1560 Q Serve(g_s), s 15.7 12.1 7.6 22.7 15.0 9.7 7.8 31.7 2.2 6.4 17.2 13.4 Cycle Q Clear(g_c), s 15.7 12.1 7.6 22.7 15.0 9.7 7.8 31.7 2.2 6.4 17.2 13.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 614 575 257 386 714 318 323 1224 546 219 1118 499 V/C Ratio(X) 0.87 0.75 0.49 1.00 0.76 0.63 0.81 0.91 0.17 0.96 0.61 0.50 Avail Cap(c_a), veh/h 742 1119 499 386 1126 502 337 1224 546 219 1118 499 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.5 41.5 39.6 40.6 39.0 23.8 46.1 32.3 6.0 48.5 29.9 28.6 Incr Delay (d2), s/veh 9.3 2.0 1.5 45.9 1.7 2.1 13.2 11.8 0.7 50.1 2.5 3.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.1 5.2 2.9 14.3 6.4 3.6 3.8 14.5 1.6 4.2 7.2 5.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 50.8 43.5 41.1 86.5 40.7 25.9 59.4 44.0 6.7 98.6 32.4 32.2 LnGrp LOS D D D F D C E D A F C C
Approach Vol, veh/h 1092 1128 1472 1145
Approach Delay, s/veh 46.8 53.7 44.4 44.6
Approach LOS D D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.0 41.7 28.0 22.3 15.2 38.5 23.9 26.3 Change Period (Y+Rc), s 5.3 5.3 5.3 5.3 5.3 5.3 5.3 5.3 Max Green Setting (Gmax), s 6.7 36.4 22.7 33.0 10.3 32.8 22.5 33.2 Max Q Clear Time (g_c+I1), s 8.4 33.7 24.7 14.1 9.8 19.2 17.7 17.0 Green Ext Time (p_c), s 0.0 1.8 0.0 2.8 0.0 4.3 0.9 3.6 Intersection Summary
HCM 6th Ctrl Delay 47.1
HCM 6th LOS D
HCM 6th Signalized Intersection Summary
9: Dinuba Boulevard & Riggin Avenue 11/19/2021
20-Year Horizon Plus Project 09/01/2021 AM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 291 469 244 200 422 120 205 488 77 172 695 213 Future Volume (veh/h) 291 469 244 200 422 120 205 488 77 172 695 213 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 306 494 257 211 444 126 216 514 81 181 732 224 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 4 4 4 4 4 4
Cap, veh/h 392 677 302 249 770 344 291 1252 558 284 1244 555 Arrive On Green 0.11 0.19 0.19 0.14 0.22 0.22 0.09 0.36 0.36 0.08 0.36 0.36 Sat Flow, veh/h 3428 3526 1572 1767 3526 1572 3401 3497 1560 3401 3497 1560 Grp Volume(v), veh/h 306 494 257 211 444 126 216 514 81 181 732 224 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1767 1763 1572 1700 1749 1560 1700 1749 1560 Q Serve(g_s), s 8.1 12.4 11.2 10.9 10.6 4.8 5.8 10.4 3.3 4.8 16.0 10.1 Cycle Q Clear(g_c), s 8.1 12.4 11.2 10.9 10.6 4.8 5.8 10.4 3.3 4.8 16.0 10.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 392 677 302 249 770 344 291 1252 558 284 1244 555 V/C Ratio(X) 0.78 0.73 0.85 0.85 0.58 0.37 0.74 0.41 0.15 0.64 0.59 0.40 Avail Cap(c_a), veh/h 628 1239 553 390 1371 611 424 1252 558 417 1244 555 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.4 35.6 20.8 39.4 32.8 17.5 41.9 22.7 20.4 41.7 24.6 22.7 Incr Delay (d2), s/veh 3.4 1.5 6.7 9.9 0.7 0.7 4.0 1.0 0.5 2.4 2.0 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.5 5.2 4.3 5.2 4.3 2.3 2.5 4.1 1.2 2.0 6.5 3.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.8 37.2 27.5 49.3 33.5 18.1 45.9 23.7 21.0 44.0 26.7 24.9 LnGrp LOS D D C D C B D C C D C C
Approach Vol, veh/h 1057 781 811 1137
Approach Delay, s/veh 36.7 35.3 29.3 29.1
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 13.1 38.9 18.5 23.3 13.3 38.7 16.0 25.8 Change Period (Y+Rc), s 5.3 5.3 5.3 5.3 5.3 5.3 5.3 5.3 Max Green Setting (Gmax), s 11.5 33.6 20.7 33.0 11.7 33.4 17.2 36.5 Max Q Clear Time (g_c+I1), s 6.8 12.4 12.9 14.4 7.8 18.0 10.1 12.6 Green Ext Time (p_c), s 0.2 3.3 0.3 3.7 0.2 4.8 0.6 3.1 Intersection Summary
HCM 6th Ctrl Delay 32.6
HCM 6th LOS C
HCM 6th Signalized Intersection Summary
9: Dinuba Boulevard & Riggin Avenue 11/19/2021
20-Year Horizon Plus Project 09/01/2021 PM Peak Hour Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 506 431 145 367 547 192 289 1061 89 200 651 237 Future Volume (veh/h) 506 431 145 367 547 192 289 1061 89 200 651 237 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 533 454 153 386 576 202 304 1117 94 211 685 249 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 4 4 4 4 4 4
Cap, veh/h 613 604 269 382 736 328 364 1213 541 217 1062 474 Arrive On Green 0.18 0.17 0.17 0.22 0.21 0.21 0.11 0.35 0.35 0.06 0.30 0.30 Sat Flow, veh/h 3428 3526 1572 1767 3526 1572 3401 3497 1560 3401 3497 1560 Grp Volume(v), veh/h 533 454 153 386 576 202 304 1117 94 211 685 249 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1767 1763 1572 1700 1749 1560 1700 1749 1560 Q Serve(g_s), s 15.9 12.9 9.4 22.7 16.2 12.2 9.2 32.2 2.3 6.5 17.8 8.3 Cycle Q Clear(g_c), s 15.9 12.9 9.4 22.7 16.2 12.2 9.2 32.2 2.3 6.5 17.8 8.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 613 604 269 382 736 328 364 1213 541 217 1062 474 V/C Ratio(X) 0.87 0.75 0.57 1.01 0.78 0.62 0.84 0.92 0.17 0.97 0.65 0.53 Avail Cap(c_a), veh/h 735 1108 494 382 1115 497 373 1213 541 217 1062 474 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.9 41.4 39.9 41.1 39.3 37.7 46.0 32.9 6.3 49.0 31.7 10.8 Incr Delay (d2), s/veh 9.6 1.9 1.9 48.6 2.1 1.9 14.8 12.7 0.7 52.9 3.0 4.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.3 5.5 3.6 14.6 6.9 4.7 4.5 14.8 1.6 4.3 7.6 5.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 51.5 43.3 41.8 89.7 41.4 39.6 60.8 45.7 7.0 102.0 34.7 15.0 LnGrp LOS D D D F D D E D A F C B
Approach Vol, veh/h 1140 1164 1515 1145
Approach Delay, s/veh 47.0 57.1 46.3 42.8
Approach LOS D E D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.0 41.7 28.0 23.3 16.5 37.2 24.1 27.2 Change Period (Y+Rc), s 5.3 5.3 5.3 5.3 5.3 5.3 5.3 5.3 Max Green Setting (Gmax), s 6.7 36.4 22.7 33.0 11.5 31.6 22.5 33.2 Max Q Clear Time (g_c+I1), s 8.5 34.2 24.7 14.9 11.2 19.8 17.9 18.2 Green Ext Time (p_c), s 0.0 1.5 0.0 3.0 0.0 4.0 0.9 3.7 Intersection Summary
HCM 6th Ctrl Delay 48.2
HCM 6th LOS D

Visalia City CouncilSeptember 5, 2023

Visalia City Council
September 5, 2023