Hanford City Council
September 16, 2025

E-7 Hanford Place Development
Traffic Impact Study, Executive Summary
This section documents the Project’s fair-share responsibility towards the costs of improvements that are identified for the Cumulative Year 2042 scenario. The City of Hanford and the applicant have determined that the payment of the City’s impact fees will satisfy the Project’s obligations to pay for an equitable share of the improvements.

The formulas used to calculate the equitable share responsibility to City of Hanford facilities is as follows:

Equitable Share = (Project Trips)/(Future Year Plus Project Traffic) Table E-6 shows the Project’s equitable fair share responsibility on a percentage basis for improvements to City of Hanford facilities as described above. The equitable fair share responsibility shown in Table E-6 is the result of LOS enhancements related to capacity.

Table E-4
Intersection Operations with Mitigation
Table E-5

DELAY LOS DELAY LOS DELAY LOS
AM 30.2 D 37.2 E 2
154.4 F 2 PM 184.6 F 2
269.9 F 2++ F 2 AM 13.7 B 14.5 B 19.9 B
PM 19.4 B 23.0 C 75.1 E 3 AM 11.9 B 12.6 B 12.8 B
PM 23.7 C 31.8 D 20.4 C
AM 18.9 B 19.7 B 24.4 C
PM 29.0 C 31.8 C 57.6 E 3 AM 12.7 B 13.3 B 17.3 C
PM 18.1 C 20.6 C 83.6 F 4 AM 21.0 C 22.9 C 30.2 C
PM 30.6 C 35.4 D 97.4 F 3 DELAY is measured in seconds
LOS = Level of Service / BOLD denotes LOS standard has been exceeded

1. 12th Avenue / Glendale Avenue

CUMULATIVE
YEAR 2042 PLUS

PROJECT

NEAR-TERM

PLUS PROJECT
D

EXISTING PLUS

PROJECT
Two-Way Stop Sign

2. 12th Avenue / SR 198 WB Ramps Signalized -- 1

INTERSECTION CONTROL
TARGET
LOS
PEAK
HOUR

12. 11th Avenue / 3rd Street-SR 198 EB Off Ramp Signalized -- 1

5. Campus Drive / 7th Street Signalized D

8. 11th Avenue / 7th Street Signalized D

9. 11th Avenue / 6th Street Two-Way Stop Sign D
4 Inters ection does not meet the peak hour traffic signal warrant.

For signalized and all-way stop intersections, delay results show the average for the entire intersection. For one-way and two-way stop controlled intersections, delay res ults show the delay for the worst movement. 1 - With the changes brought about by SB 743, Caltrans no longer uses level of s ervice to determine the need for transportation imrovements.

Instead, 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 will be used in determining the need for roadway improvements on Caltrans facilities. The recommended improvements are for informational purposes only and would allow for the intersection to meet the City of Hanford LOS criteria.
2 Installation of a traffic signal would alleviate LOS deficiencies at the inters ection. A traffic signal is not recommended given the close spacing of adjacent intersections.
++ Delay Exceeds 300 seconds.
3 Improvements to the intersection aren't recommended given the presence of abutting commercial development at the intersection.

E-8 Hanford Place Development
Traffic Impact Study, Executive Summary
Table E-5
Segment Operations with Mitigation
Table E-6
Cumulative Year 2042 Equitable Share Responsibility

VOLUME LOS
AM 1,553 C
PM 2,970 E *
AM 567 D
PM 1,186 E *

CUMULATIVE
YEAR 2042

PLUS PROJECT STREET SEGMENT TARGET LOS
PEAK
HOUR
Campus Drive to 11th Avenue D
Campus Drive to 11th Avenue
* Capacity Increasing Improvements to the roadway segment aren't recommended given the pres ence of abutting commercial development.

Lacey Boulevard
7th Street
D

INTERSECTION PEAK
HOUR

PROJECT TRIPS

CUMULATIVE
YEAR 2042 PLUS

PROJECT

FAIR SHARE

PERCENTAGE
AM 193 1,098 17.6%
PM 223 1,830 12.2%
AM 32 567 5.6%
PM 37 1,186 3.1%

ROADWAY SEGMENT
7th Street between Campus Drive and 11th Avenue
Campus Drive / 7th Street

1 Hanford Place Development
Traffic Impact Study, Introduction

1.0 Introduction

1.1 Description of the Region/Project
This Traffic Impact Study (TIS) has been prepared for the purpose of analyzing traffic conditions related to the Hanford Place Development (Project). The various components of the Project are detailed in Table 1-1 below. The Project site is generally bound to the north by the San Joaquin Valley Railroad, to the east by commercial land uses, to the south by State Route 198, and to the west by commercial land uses. Regional access to the site is provided by State Route 198, which is located adjacent to the southern border of the project site. Figure 1-1 shows the site’s regional context. Figure 1-2 shows the Project location within the City of Hanford.

The vacant project site is comprised of four parcels and is located between State Route 198 and the San Joaquin Valley Railroad in the City of Hanford (City), in Kings County (Kings). 5th Street cuts through the project site in an east/west direction and Campus Drive cuts through the project in a north/south direction. In addition, the Peoples Ditch runs through the project site.

Table 1-1
Project Components

PROJECT COMPONENTS SIZE/UNIT DESCRIPTION
Medical/Commercial
Multi-Family Apartment
Assisted Living Facility
Memory Care
Skilled Nursing Facility
114,000 sf
90 Units
34,380 sf
34,480 sf
54,611 sf
This is a m-sat operation. The School hosts 4 classes per scheduling window and offer three scheduling windows per day. Average class length is 2.5 hours. Average student enrollment is 8 students per class. Total classes of 12 per day and start at 8am and finish at 930pm.

This will be a standard traffic count for hotels and will be a limited service hotel. The conference center will be used on an average of 2 times per week including weekends.

This is a psychiatric health care facility. This will consist of 24 patients who stay an average of 5 days. There will be approximately 10 employees and this use will operate 24/7. There will be approximately 4 admissions/discharges per day all done via ambulance.

Psychiatric Health Facility
22,525 sf
12,445 sf
35,000 sf
105 Rooms
Ambulatory Surgery Center
Specialty Clinic
Medical Office Building
Nursing College
Hotel & Conference Center
This will be standard weekday medical offices.

Standard
Limited use of vehicles for residents. On average ¼ of residents have vehicles parked full time at facility. Majority of residents use facilities bus transportation. This is 24/7 as well and staff ratio is 1:8.

Like above SNF, however longer length of stay (average stay of 45 days) so less vehicle traffic inbound and outbound. Same staff ratio and same visit count by visitors/service providers.

Skilled nursing facility with average of 1.5 admits per day and 1 discharge per day. Staff ratio of 1:6 with a total of 59 beds. It is a 24/7 operation and there are usually approximately 20 visitors/service provider visits per day. No patients/residents have access to vehicles This will be standard weekday medical offices.

This will be an Office of Statewide Health Planning and Development's (OSHPD) 3 facility, which in turn will approve advanced scope for medical care (i.e.: radiology/oncology. This will be a Monday-Saturday facility.

This facility is used to handle approximately 25 surgical procedures per day. There will be approximately 12 employees. This only operates weekdays. 12,445 sf
24,890 sf

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Traffic Impact Study, Introduction

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Traffic Impact Study, Introduction

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Traffic Impact Study, Introduction

1.1.1 Project Access
Vehicular access to the site would be provided by Glendale Avenue, 5th Street, and Campus Drive. 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, which would also be dedicated as public right of way and would be constructed to Caltrans or Cityapproved standards. As part of the project, Glendale Avenue would be realigned at the northwest corner of the Hanford Veterinary Hospital development. The existing knuckle would be removed, and Glendale Avenue would be realigned using speed-specific design curves. Any new portions of Glendale Avenue would be dedicated as public right of way and any portion of existing right of way not used would be abandoned. 5th Street would be extended starting at the existing alignment before realigning to the roundabout. In addition, the proposed project would provide 1,466 parking spaces throughout the project site.

1.1.2 Study Area
The study intersections and roadway segments included in this TIS are listed below and shown in Figure 1-2. The study area outlined below was developed in consultation with City of Hanford staff.

Intersections
 12th Avenue / Glendale Avenue
 12th Avenue / SR 198 WB Ramps
 12th Avenue / SR 198 EB Ramps
 Campus Drive / Lacey Boulevard
 Campus Drive / 7th Street
 Campus Drive / 6th Street
 11th Avenue / Lacey Boulevard
 11th Avenue / 7th Street
 11th Avenue / 6th Street
 11th Avenue / 5th Street
 11th Avenue / 4th Street-SR 198 WB On Ramp
 11th Avenue / 3rd Street-SR 198 EB Off Ramp
Segments
 Lacey Boulevard
 12th Avenue to Campus Drive
 Campus Drive to 11th Avenue
 7
th Street
 Campus Drive to 11th Avenue

5 Hanford Place Development
Traffic Impact Study, Introduction

 6th Street
 Campus Drive to 11th Avenue
 Glendale Avenue
 East of 12th Avenue
 5
th Avenue
 West of 11th Avenue
 Campus Drive
 Lacey Boulevard to Glendale Avenue

1.1.3 Study Scenarios
The TIS completed for the Project includes level of service (LOS) analysis for the following traffic scenarios.
 Existing Conditions
 Existing Plus Project
 Near-Term Plus Project
 Cumulative Year 2042 Without Project
 Cumulative Year 2042 Plus Project

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 Hanford staff for assessment of traffic impacts. Levels of Service can be determined for both signalized and unsignalized intersections.

Tables 1-2 and 1-3 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”.

6 Hanford Place Development
Traffic Impact Study, Introduction

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.

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 California MUTCD Peak Hour Warrant (Warrant 3) was used to determine if a traffic signal is warranted at unsignalized intersections that fall below current LOS standards.

1.2.2 Roadway Segment Analysis
According to the HCM, LOS is categorized by two parameters of traffic: uninterrupted and interrupted flow. Uninterrupted flow facilities do not have fixed elements such as traffic signals that cause interruptions in traffic flow. Interrupted flow facilities do have fixed elements that cause an interruption in the flow of traffic, such as stop signs and signalized intersections along arterial roads. A roadway segment is defined as a stretch of roadway generally located between signalized or controlled intersections.

Segment LOS is important in order to understand whether the capacity of a roadway can accommodate future traffic volumes. Table 1-4 provides a definition of segment LOS. The performance criteria used for evaluating volumes and capacities on the road and highway system for this study were estimated using the Modified HCM-Based LOS Tables which are widely accepted throughout the central valley, including Kings County. The tables consider the capacity of individual road and highway segments based on numerous roadway variables (design speed, passing opportunities, signalized intersections per mile, number of lanes, saturation flow, etc.).

These variables were identified and applied to reflect segment LOS conditions. Street segment capacity was determined using information shown in Table 1-5 which comes from the Modified Arterial Level of Service Tables included in Appendix A.

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Traffic Impact Study, Introduction

Table 1-2
Signalized Intersections
Level of Service Definitions
(Highway Capacity Manual)

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Traffic Impact Study, Introduction

Table 1-3
Unsignalized Intersections
Level of Service Definitions
(Highway Capacity Manual)

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Traffic Impact Study, Introduction

Table 1-4
Roadway Segment
Level of Service Definitions
(Highway Capacity Manual)

10 Hanford Place Development
Traffic Impact Study, Introduction

Table 1-5
Peak Hour Two-Way Volumes

1.3 Policies to Maintain Level of Service

1.3.1 City of Hanford
An important goal is to maintain acceptable levels of service along the highway, street, and road network. To accomplish this, the City of Hanford adopts minimum levels of service to control congestion that may result as new development occurs.

The City of Hanford General Plan Circulation Element states: “The City of Hanford has adopted an overall LOS standard of C with peak hour LOS standard of D acceptable in some instances. Due to the nature of the roadway system, improvements to existing developed areas are extremely difficult. As a result, there may be instances where a lower LOS is acceptable.” The City of Hanford General Plan Objective CI 2 states: “Provide timely and effective means of programming and constructing street and highway improvements to maintain an overall Level of Service of “C”, with a peak hour Level of Service of “D” as defined in the Highway Capacity Manual (published by the Transportation Research Board of the National Research Council) or better unless the City’s design considerations or other public health, safety, or welfare factors determine otherwise.”
The City of Hanford General Plan Policy CI 2.2 states: “Street improvements shall be prioritized with emphasis on current and forecasted service levels. Roadways experiencing or forecasted to experience conditions less than Level-of-Service “D” shall require improvements, unless the City’s design considerations or other public health, safety or welfare factors determine otherwise.”

1.3.2 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 Lanes Division B C D E
2 Undivided * 324 1,125 1,521
2 Divided * 340 1,181 1,597
4 Undivided 77 2,083 2,763 2,890
4 Divided 81 2,205 2,925 3,060
6 Divided 135 3,339 4,401 4,617
Level of Service
* Cannot be achieved using table input value defaults.

11 Hanford Place Development
Traffic Impact Study, Introduction

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.

Since the City of Hanford has not adopted methodologies or thresholds for VMT analyses related to SB 743, the VMT analysis was conducted using statewide guidance provided by the Governor’s Office of Planning and Research (OPR) in the their Technical Advisory on Evaluating Transportation Impacts in CEQA (OPR, December 2018). OPR recommends comparing project VMT/capita and VMT/employee to regional averages to determine the level of significance of project impacts. VMT/capita and VMT/employee values for the project as well as regional averaged were obtained from an online VMT analysis tool provided by the Kings County Association of Governments (KCAG).

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Traffic Impact Study, Existing Conditions

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.

Existing traffic counts were estimated considering the Kings County Association of Governments (KCAG) travel model and historic traffic counts in the study area given the on-going COVID-19 pandemic. Following is the methodology used for the development of existing traffic counts:
 A comparison of the KCAG base year and future year travel model showed that the growth in the study area is approximately 2% per year. The 2% per year growth rate was applied to historical ADT counts collected in the study area to estimate Year 2020 pre-COVID conditions.  The estimated pre-COVID year 2020 ADT values (obtained using the 2% per year growth rate) were compared to October 2020 ADT values. Results of the comparison indicated that traffic counts taken in October 2020 ADT (i.e. during COVID) should be increased by a factor of 1.30 to estimate 2020 pre-COVID levels.
 Where intersection turning movement counts in years prior to 2020 are available, a 2% per year growth rate was applied to estimate year 2020 conditions.  Where intersection turning movement counts are not available in years prior to 2020, a factor of 1.3 was applied to the October 2020 turning movement counts collected in the study area.

Traffic count data worksheets are provided in Appendix B.

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 following are general descriptions of the roadway types shown in the City of Hanford Circulation Element:
 State Freeways and Highways – There are two state facilities serving the Hanford Planning Area, State Highway 198 and State Highway 43. The segment of State Highway 198, which passes through the Planning Area, is considered a freeway. State Highway 43 is a two-lane facility and functions as an arterial and major transportation route between Hanford and Fresno to the north and Corcoran to the south.

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Traffic Impact Study, Existing Conditions
 Arterial – Hanford's arterial street pattern is generally one-mile spacing between the existing arterials. Exceptions to this spacing include Third, Fourth, Sixth and Seventh Streets, which are in the downtown area and provide for both mobility (to and through downtown), as well as access. These streets do not meet the right-of-way requirements or improvement standards for arterial streets; however, they function as arterial streets.

 Lacey Boulevard
 12th Avenue
 11th Avenue
 Collectors – The streets shown below are designated as Collector streets, with their own set of development criteria. Similar to some Arterials, Collector streets have evolved from heavy use as opposed to formal development standards. Because of this, some streets may be designated Collectors, but not have all of the improvements required for new Collectors such as right-of-way width, travel way paving, and limited access.  Campus Drive
 7
th Street
 Glendale Avenue
 5
th Street
 Local Streets – Roadways that provide access to individual homes and businesses. Local streets have one lane in each direction. Local streets connect single family homes and other uses not appropriate adjacent to major roadways, to the arterial-collector network.

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 and street and highway segments included in this TIS are listed below.

Counts were taken on Wednesday, July 18, 2018.

Intersections
 12th Avenue / Glendale Avenue
 12th Avenue / SR 198 WB Ramps
 12th Avenue / SR 198 EB Ramps
 Campus Drive / Lacey Boulevard
 Campus Drive / 7th Street
 Campus Drive / 6th Street
 11th Avenue / Lacey Boulevard
 11th Avenue / 7th Street
 11th Avenue / 6th Street

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Traffic Impact Study, Existing Conditions
 11th Avenue / 5th Street
 11th Avenue / 4th Street-SR 198 WB On Ramp
 11th Avenue / 3rd Street-SR 198 EB Off Ramp
Segments
 Lacey Boulevard
 12th Avenue to Campus Drive
 Campus Drive to 11th Avenue
 7
th Street
 Campus Drive to 11th Avenue
 6th Street
 Campus Drive to 11th Avenue
 Glendale Avenue
 East of 12th Avenue
 5
th Avenue
 West of 11th Avenue
 Campus Drive
 Lacey Boulevard to Glendale Avenue
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.

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

15 Hanford Place Development
Traffic Impact Study, Existing Conditions
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 Conditions, Existing Plus Project, and Nearterm (Opening Year) Plus Project conditions. For all future scenarios, 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
 Queuing conditions for left and right-turn lanes at all study intersections was based upon Section 400 of Caltrans’ Highway Design Manual
Results of the analysis show that the 12th Avenue at Glendale Avenue intersection currently exceeds the City of Hanford’s minimum level of service criteria during the PM peak hour. Table 2-1 shows the intersection LOS for the existing conditions. Synchro 10 (HCM 6th Edition) Worksheets are provided in Appendix C.

2.4.2 Queuing Analysis
Table 2-2 provides a queue length summary for study intersections for the Existing scenario.

Traffic queue lengths at an intersection or along a roadway segment assist in the determination of a roadway’s overall performance. Excessive queuing at an intersection increases vehicle delay and reduces capacity. If a dedicated left turn lane doesn’t provide adequate storage, vehicles will queue beyond the left turn storage pocket and into other travel lanes, thus increasing vehicle delay and reducing capacity. The queuing analyses is based upon methodology presented in Chapter 400 of Caltrans’ Highway Design Manual (HDM), which is included in Appendix D. The queue results shown in Table 2-2 represent the approximate queue lengths for the respective lane movements.

2.4.2 Roadway Segment Capacity Analysis
Results of the segment analysis along the existing street and highway system are reflected in Table 2-3. The performance criteria used for evaluating volumes and capacities on the road and highway system for this study were estimated using the Modified Arterial Level of Service Tables included in Table 1-5 and Appendix A. Results of the analysis show that study roadway segments are currently operating at acceptable levels of service.

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Traffic Impact Study, Existing Conditions

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Traffic Impact Study, Existing Conditions
Table 2-1
Existing Intersection Operations

DELAY LOS
AM 22.7 C
PM 100.4 F +
AM 13.8 B
PM 17.8 B
AM 11.9 B
PM 13.0 B
AM 25.0 C
PM 28.0 C
AM 9.9 A
PM 15.6 C
AM 10.4 B
PM 10.6 B
AM 20.4 C
PM 27.5 C
AM 18.9 C
PM 28.8 C
AM 12.6 B
PM 17.4 C
AM 4.9 A
PM 12.1 B
AM 12.0 B
PM 12.7 B
AM 18.6 B
PM 25.1 C
DELAY is measured in seconds
LOS = Level of Service / BOLD denotes LOS standard has been exceeded + Meets peak hour s ignal warrants .

1. 12th Avenue / Glendale Avenue

EXISTING
Two-Way Stop Sign D
Signalized -- 1

2. 12th Avenue / SR 198 WB Ramps Signalized -- 1

3. 12th Avenue / SR 198 EB Ramps

INTERSECTION CONTROL
TARGET
LOS
PEAK
HOUR

4. Campus Drive / Lacey Boulevard Signalized D
1 - With the cha nges brought about by SB 743, Ca ltrans no longer uses level of s ervi ce to determi ne the need for transportation imrovements. Ins tea d, focus is on providing adequate facil ities for pedestrians , bicycles , and transit as well as safety consi dera tions for all transportation modes . Guidance is provided i n the Trans portation Impact Study Guide dated May 20, 2020 a nd the Interim Land Development and Intergovernmental Review Safety Review Practitioners Guida nce dated July 2020. This guidance wil l be us ed in determining the need for roadway improvements on Cal tra ns facilities.

For signalized and al l-way stop intersections , dela y results show the average for the entire inters ection. For one-way and two-way stop controlled inters ections, delay results show the delay for the wors t movement.

12. 11th Avenue / 3rd Street-SR 198 EB Off Ramp Signalized -- 1

5. Campus Drive / 7th Street All-Way Stop Sign D

6. Campus Drive / 6th Street Two-Way Stop Sign D

7. 11th Avenue / Lacey Boulevard Signalized D

8. 11th Avenue / 7th Street Signalized D

9. 11th Avenue / 6th Street Two-Way Stop Sign D

10. 11th Avenue / 5th Street Signalized D

11. 11th Avenue / 4th Street-SR 198 WB On Ramp Signalized -- 1

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Table 2-2
Existing Queuing Operations
AM
Queue
PM
Queue
SB Left 125 33 30
NB Left 400 43 38
WB Approach 3 @ 275 426 569
SB Right 600 198 462
EB Left 2 @ 875 320 476
EB Right 850 13 41
NB Left 75 14 30
SB Left 200 37 83
SB Right 100 10 28
EB Left 200 17 25
EB Right 100 22 28
WB Left 125 39 43
WB Right 100 36 36
EB Left 100 68 58
WB Left 100 15 8
NB Left 2 @ 200 216 255
SB Left 150 51 77
SB Right 150 109 88
EB Left 2 @ 125 69 211
EB Right 100 92 178
WB Left 100 35 92
NB Left 125 128 139
NB Right 100 82 96
SB Left 100 59 93
SB Right 100 53 43
EB Left 2 @ 75 31 56
WB Left 125 61 136
NB Left 75 83 82
SB Left 125 62 89
NB Left 150 22 134
SB Left 50 1 7
SB Right 50 39 102
EB Left 50 18 115
NB Left 75 43 76
SB Right 75 136 231
WB Left 125 98 182
NB Right 75 112 169
SB Left 150 68 235
EB Right 25 71 63
Queue is measured in feet / BOLD denotes exceedance

INTERSECTION

EXISTING QUEUE
STORAGE LENGTH (ft)

EXISTING

CONDITIONS
12th Avenue / Glendal e Avenue
Campus Drive / 7th Street
Campus Drive / Lacey Boulevard
11th Avenue / Lacey Boulevard
12th Avenue / SR 198 EB Ra mps
12th Avenue / SR 198 WB Ramps
11th Avenue / 7th Street
11th Avenue / 4th Street-SR 198 WB On Ramp
11th Avenue / 3rd Street-SR 198 EB Off Ramp
11th Avenue / 6th Street
11th Avenue / 5th Street

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Table 2-3
Existing Segment Operations

VOLUME LOS
AM 855 C
PM 1,693 C
AM 963 C
PM 1,873 C
AM 346 D
PM 743 D
AM 127 C
PM 142 C
AM 130 C
PM 163 C
AM 101 C
PM 464 D
AM 251 C
PM 393 D
LOS = Level of Service / BOLD denotes LOS standard has been exceeded Lacey Bouloevard to Glendale Avenue 2 Lanes Undivided D West of 11th Avenue 2 Lanes Undivided D
Campus Drive
2 Lanes Undivided D
Glendale Avenue
East of 12th Avenue 2 Lanes Undivided D
5th Avenue
6th Street
Lacey Boulevard
12th Avenue to Campus Drive 4 Lanes Divided D
7th Street
Campus Drive to 11th Avenue 2 Lanes Undivided D
Campus Drive to 11th Avenue
Campus Drive to 11th Avenue 4 Lanes Divided

STREET SEGMENT

SEGMENT

DESCRIPTION TARGET LOS

PEAK EXISTING
HOUR
D

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3.0 Traffic 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), the ITE Trip Generation Handbook (3rd Edition), information provided by the Project proponent, and engineering judgement. 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

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Traffic Impact Study, Traffic Impacts

3.2 Trip Distribution
Project trip distribution percentages for inbound and outbound traffic are shown in Figure 3-1a and 3-1b, respectively. These percentages are based upon knowledge of the study area, engineering judgement, prevailing traffic patterns in the study area, major routes, population centers, other existing development and review and comment by the City of Hanford and Caltrans.

Vehicular access to the site would be provided by Glendale Avenue, 5th Street, and Campus Drive. 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, which would also be dedicated as public right of way and would be constructed to Caltrans or Cityapproved standards. As part of the project, Glendale Avenue would be realigned at the northwest corner of the Hanford Veterinary Hospital development. The existing knuckle would be removed, and Glendale Avenue would be realigned using speed-specific design curves. Any new portions of Glendale Avenue would be dedicated as public right of way and any portion of existing right of way not used would be abandoned. 5th Street would be extended starting at the existing alignment before realigning to the roundabout. In addition, the proposed project would provide 1,466 parking spaces throughout the project site.

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 3-2 and 3-3.

3.4 Existing Plus Project Traffic Conditions
An Existing Plus Project Scenario was analyzed to include existing traffic plus traffic generated by the Project. The resulting traffic is shown in Figures 3-4 and 3-5.

3.5 Near-Term Traffic Conditions
Traffic conditions with the Project in the Year 2024 were estimated by applying a growth rate of 2% per year to the existing traffic volumes. A comparison of the KCAG 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 Near-Term scenario is shown in Figures 3-6 and 3-7.

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3.6 Cumulative Year 2042 Without Project Traffic Conditions The impacts of the Project were analyzed considering future traffic conditions in the year 2042.

The levels of traffic expected in 2042 relate to the cumulative effect of traffic increases resulting from the implementation of the General Plans of local agencies, including the City of Hanford and Kings County. Traffic conditions without the Project in the Year 2042 were estimated by applying a growth rate of 2% per year to the existing traffic volumes. A comparison of the KCAG base year and future year travel model showed that the growth in the study area is approximately 2% per year. The resulting traffic is shown in Figures 3-8 and 3-9.

3.7 Cumulative Year 2042 Plus Project Traffic Conditions The addition of Project trips, as shown in Figures 3-2 and 3-3 (Section 3.3), were added to Cumulative Year 2042 Without Project traffic volumes. This leads to the results shown in Figures 3-10 and 3-11.

3.8 Impacts

3.8.1 Intersection Capacity Analysis
Table 3-2 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 five (5) of the study intersections when comparing the Cumulative Year 2042 scenarios.

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

The queuing analyses is based upon methodology presented in Chapter 400 of Caltrans’ Highway Design Manual (HDM). The queue results shown in Table 3-3 represent 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.

3.8.3 Roadway Segment Capacity Analysis
Table 3-4 shows roadway segments that are expected to fall short of desirable operating conditions for various scenarios. Potential mitigation measures are discussed in Chapter 4 of this report. Results of the analysis also show that the Project will result in a cumulative impact at two (2) of the study roadway segments when comparing the Cumulative Year 2042 scenarios.

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3.9 VMT Analysis
Since the City of Hanford has not adopted methodologies or thresholds for VMT analyses related to SB 743, the VMT analysis was conducted using statewide guidance provided by the Governor’s Office of Planning and Research (OPR) in the their Technical Advisory on Evaluating Transportation Impacts in CEQA (OPR, December 2018). OPR recommends comparing project VMT/capita and VMT/employee to regional averages to determine the level of significance of project impacts. VMT/capita and VMT/employee values for the project as well as regional averaged were obtained from an online VMT analysis tool provided by the Kings County Association of Governments (KCAG).

For mixed-use projects (such as the proposed Project), OPR recommends analyzing the individual components of the project separately with respect to VMT analysis and taking a reduction for trips that are made within the project site that would have very low VMT values. Since VMT for internal trips is difficult to quantify, no reductions were taken leading to a somewhat conservative approach. OPR also allows for conducting the analysis of mixed-use projects based on the dominant land use if applicable. In the case of the proposed Project, none of the project components (residential, employment, or retail) is considered to be dominant.

The VMT analysis conducted for the residential, employment, and retail components of the project is described below:
 Residential: The project is located within two traffic analysis zones (TAZ’s) of the Kings County Association of Governments (KCAG) model that have little or no existing residential development and therefore no data on which to form a VMT analysis based on these TAZ’s. Instead, the VMT analysis was conducted based on the average VMT/capita of the five TAZ’s adjacent to the project site. The resulting daily VMT/capita value is 6.562. For residential projects OPR recommends use of a threshold for VMT/capita 15% below either the regional or city average. Anything below either of these values would result in a less than significant impact. The regional average was used since the city average is not currently available from KCAG. Since the regional average daily VMT/capita is 9.562, the project VMT/capita of 6.56 is 31.7% below the regional average.

Since this is more than 15% below the regional average, the residential component of the project has a less than significant transportation impact and no mitigation measures are needed.
 Employment: The project is located within two traffic analysis zones (TAZ’s) of the Kings County Association of Governments (KCAG) model, each with a separate VMT/employee value. The project VMT/employee was calculated based on the average VMT/employee value for the two TAZ’s. It should be noted that a larger portion of the project area falls within the TAZ that has a higher VMT/employee level of the two zones and the analysis is therefore somewhat conservative. The resulting daily VMT/capita value is 12.565. For employment projects OPR recommends use of a threshold for VMT/capita 15% below the

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regional average. Anything below this value would result in a less than significant impact.

The regional average was used since the city average is not currently available from KCAG.

Since the regional average daily VMT/employee is 17.7, the project VMT/capita of 12.565 is 29.0% below the regional average. Since this is more than 15% below the regional average, the employment component of the project has a less than significant transportation impact and no mitigation measures are needed.  Retail: For local-serving retail projects, such as the retail component of the proposed Project, OPR recommends that the transportation impact of the project be presumed to be less than significant. This is because local-serving retail developments will generally draw trips from the nearby area and will replace trips currently made to more distant retail locations. Therefore, the retail component of the project has a less than significant transportation impact and no mitigation measures are needed.

Copies of the VMT analysis maps used to conduct this analysis are included in Appendix F.

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Table 3-2
Intersection Operations DELAY LOS DELAY LOS DELAY LOS DELAY LOS AM 30.2 D 37.2 E 74.4 F 154.4 F + PM 184.6 F + 269.9 F + ++ F ++ F + AM 13.7 B 14.5 B 18.8 B 19.9 B PM 19.4 B 23.0 C 64.5 E 75.1 E AM 12.5 B 12.7 B 13.2 B 13.7 B PM 13.6 B 14.3 B 19.0 B 20.1 C AM 25.2 C 25.4 C 25.7 C 25.5 C PM 29.2 C 31.4 C 52.2 D 52.9 D
AM 11.9 B 12.6 B 12.1 B 15.0 B
PM 23.7 C 31.8 D 92.9 F 146.9 F AM 13.3 B 13.6 B 10.7 B 13.1 B PM 13.9 B 14.3 B 11.5 B 14.7 B AM 20.3 C 21.0 C 25.3 C 25.9 C PM 28.5 C 31.6 C 49.9 D 52.7 D
AM 18.9 B 19.7 B 24.2 C 24.4 C
PM 29.0 C 31.8 C 55.6 E 57.6 E AM 12.7 B 13.3 B 17.1 C 17.3 C PM 18.1 C 20.6 C 74.3 F 83.6 F AM 9.6 A 9.7 A 6.5 A 10.7 B PM 18.1 B 19.5 B 23.8 C 42.3 D
AM 15.3 B 15.9 B 16.4 B 20.8 C
PM 14.6 B 15.6 B 21.0 C 28.4 C AM 21.0 C 22.9 C 27.0 C 30.2 C PM 30.6 C 35.4 D 76.3 E 97.4 F DELAY is measured in seconds LOS = Level of Service / BOLD denotes LOS standard has been exceeded For si gnalized a nd al l-way stop i ntersections , delay res ults s how the a verage for the entire intersection. For one-way and two-way s top controll ed intersections , del ay results show the delay for the worst movement.
1 - With the changes brought about by SB 743, Cal trans no longer us es level of s ervice to determine the need for tra nsportati on imrovements. Instea d, focus is on provi ding adequate facilities for pedestrians , bicycl es, and transit as well a s sa fety cons iderations for all transportation modes . Guida nce is provided in the Transportation Impa ct Study Gui de dated Ma y 20, 2020 a nd the Interim Land Development and Intergovernmental Revi ew Safety Review Practitioners Gui dance dated July 2020. This guidance will be used in determining the need for roadway improvements on Caltrans faci lities. + Meets peak hour signal warra nts.
++ Delay Exceeds 300 seconds.

1. 12th Avenue / Glendale Avenue Two-Way Stop Sign
Signalized -- 1

2. 12th Avenue / SR 198 WB Ramps Signalized -- 1

3. 12th Avenue / SR 198 EB Ra mps

4. Campus Drive / La cey Boulevard Signalized D

12. 11th Avenue / 3rd Street-SR 198 EB Off Ramp
CUMULATIVE YEAR 2042 PLUS PROJECT NEAR-TERM PLUS PROJECT CUMULATIVE YEAR 2042 WITHOUT PROJECT D

EXISTING PLUS INTERSECTION CONTROL PROJECT TARGET LOS PEAK HOUR Signalized -- 1

5. Campus Drive / 7th Street All-Way Stop Sign D

6. Campus Drive / 6th Street Two-Way Stop Sign D

7. 11th Avenue / Lacey Boulevard Signalized D

8. 11th Avenue / 7th Street Signalized D

9. 11th Avenue / 6th Street Two-Way Stop Sign D

10. 11th Avenue / 5th Street Signalized D

11. 11th Avenue / 4th Street-SR 198 WB On Ra mp Signalized -- 1

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Table 3-3
Queuing Operations
AM
Queue
PM
Queue
AM
Queue
PM
Queue
AM
Queue
PM
Queue
AM
Queue
PM
Queue
SB Left 125 53 41 56 43 52 47 71 58
NB Left 400 43 38 46 42 66 59 66 59
WB Approach 3 @ 275 445 580 481 627 658 880 678 891
SB Right 600 205 482 221 520 305 713 313 734
EB Left 2 @ 875 378 508 405 548 495 736 553 768
EB Right 850 13 41 14 44 21 63 21 63
NB Left 75 29 70 30 73 22 47 37 87
SB Left 200 37 83 40 90 57 129 57 129
SB Right 100 10 28 11 31 16 44 16 44
EB Left 200 17 25 18 27 26 38 26 38
EB Right 100 61 49 63 52 33 43 73 64
WB Left 125 78 65 82 68 61 67 99 88
WB Right 100 36 36 39 39 55 55 55 55
EB Left 100 68 58 74 63 106 90 106 90
WB Left 100 34 18 36 19 23 12 43 23
NB Left 2 @ 200 216 255 233 276 333 394 333 394
SB Left 150 51 77 55 83 78 118 78 118
SB Right 150 109 88 118 95 169 135 169 135
EB Left 2 @ 125 69 211 75 228 107 326 107 326
EB Right 100 92 178 99 193 142 274 142 274
WB Left 100 35 92 38 99 54 142 54 142
NB Left 125 128 139 139 151 198 215 198 215
NB Right 100 82 96 88 103 127 148 127 148
SB Left 100 59 93 64 100 92 143 92 143
SB Right 100 53 43 58 47 83 67 83 67
EB Left 2 @ 75 31 56 33 61 48 87 48 87
WB Left 125 61 136 66 147 94 210 94 210
NB Left 75 83 82 89 88 128 127 128 127
SB Left 125 62 89 67 97 95 138 95 138
NB Left 150 138 199 141 210 33 208 151 273
SB Left 50 1 7 1 8 2 10 2 10
SB Right 50 78 123 82 132 61 158 99 179
EB Left 50 33 155 33 165 27 178 42 218
NB Left 75 43 76 47 83 67 118 67 118
SB Right 75 136 231 147 250 210 357 210 357
WB Left 125 98 182 107 197 152 281 152 281
NB Right 75 112 169 121 183 173 262 173 262
SB Left 150 105 336 111 355 106 363 143 463
EB Right 25 71 63 77 68 109 97 109 97
Queue is measured in feet / BOLD denotes exceedance

INTERSECTION

EXISTING QUEUE
STORAGE LENGTH (ft)

NEAR-TERM

PLUS PROJECT

CUMULATIVE YEAR
2042 WITHOUT

PROJECT

CUMULATIVE YEAR
2042 PLUS

PROJECT
12th Avenue / Glendale Avenue
Campus Drive / 7th Street
Campus Drive / Lacey Boulevard

EXISTING PLUS

PROJECT
11th Avenue / Lacey Boulevard
12th Avenue / SR 198 EB Ramps
12th Avenue / SR 198 WB Ramps
11th Avenue / 7th Street
11th Avenue / 4th Street-SR 198 WB On Ramp
11th Avenue / 3rd Street-SR 198 EB Off Ramp
11th Avenue / 6th Street
11th Avenue / 5th Street

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Table 3-4
Segment Operations

VOLUME LOS VOLUME LOS VOLUME LOS VOLUME LOS
AM 919 C 990 C 1,322 C 1,386 C
PM 1,767 C 1,907 C 2,617 D 2,691 D
AM 1,027 C 1,107 C 1,489 C 1,553 C
PM 1,947 C 2,101 C 2,896 D 2,970 E
AM 378 D 407 D 535 D 567 D
PM 780 D 841 D 1,149 E 1,186 E
AM 127 C 137 C 196 C 196 C
PM 142 C 154 C 220 C 220 C
AM 323 C 334 D 201 C 394 D
PM 385 D 399 D 252 C 474 D
AM 359 D 367 D 156 C 414 D
PM 760 D 799 D 717 D 1,014 D
AM 380 D 400 D 388 D 517 D
PM 541 D 574 D 608 D 756 D
LOS = Level of Service / BOLD denotes LOS standard ha s been exceeded 2 Lanes Undivided D
Lacey Boulevard
7th Street
6th Street
Glendale Avenue
5th Avenue
Campus Drive
West of 11th Avenue 2 Lanes Undivided D
East of 12th Avenue 2 Lanes Undivided D
Campus Drive to 11th Avenue 2 Lanes Undivided D
D
12th Avenue to Campus Drive 4 Lanes Divided D
Campus Drive to 11th Avenue 2 Lanes Undivided D
Campus Drive to 11th Avenue 4 Lanes Divided
Lacey Bouloevard to Glendale Avenue

CUMULATIVE
YEAR 2042

PLUS PROJECT STREET SEGMENT

SEGMENT

DESCRIPTION TARGET LOS

EXISTING

PLUS PROJECT

CUMULATIVE
YEAR 2042

WITHOUT

PROJECT

NEAR-TERM

PLUS PROJECT
PEAK
HOUR

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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 and road segments 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 projectspecific impacts.

4.1 Recommended Improvements

4.1.1 Intersections
 12th Avenue at Glendale Avenue
No Recommended improvements.

Installation of a traffic signal would alleviate level of service deficiencies at the intersection for all study scenarios. However, providing a traffic signal at this location is not practical given the close spacing of adjacent intersections. In lieu of the traffic signal, dual right turn lanes for the eastbound and westbound approaches to the intersection should be considered to alleviate queuing at the eastbound and westbound approaches.  Campus Drive at 7th Street
Recommended improvements to achieve acceptable levels of service:
 Cumulative Year 2042 Plus Project scenario:
o Install Traffic Signal
The improvements identified above for the Cumulative Year 2042 Plus Project scenario are sufficient to meet the City of Hanford’s acceptable LOS standard of ‘D’.  11th Avenue at 7th Street
No Recommended improvements.

Providing additional turning movement lanes along 11th Avenue and 7th Street is not possible due to design constraints or infeasible/impractical due to the presence of commercial development that currently exists along the north and south side of 7th Street.  11th Avenue at 6th Street
No Recommended improvements.

This intersection is forecasted to operate at unacceptable LOS ‘F’ (PM) under Cumulative Year 2042 Without Project and Cumulative Year 2042 Plus Project conditions; however, this intersection does not meet the peak hour traffic signal warrant because the minor approaches do not carry enough traffic to justify signalization. Therefore, no improvements

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are recommended for the Project’s contribution of traffic at the intersection for the Cumulative Year 2042 Plus Project condition.
 12th Avenue at SR 198 WB Ramps
No Recommended improvements.

Providing additional turning movement lanes at the 12th Avenue and SR 198 WB Ramps intersection is not possible due to design constraints or infeasible/impractical due to the presence of development that currently exists along the north side of the SR 198 WB Ramps. As noted in Section 1.3, Caltrans no longer uses level of service to determine the need for transportation improvements. Instead, focus is on providing adequate facilities for pedestrians, bicycles, and transit as well as safety considerations for all transportation modes.
 11th Avenue at 3rd Street-SR 198 EB Off Ramp
No Recommended improvements.

Providing additional turning movement lanes at the 11th Avenue and 3rd Street-SR 198 EB Off Ramp intersection is not possible due to design constraints or infeasible/impractical due to the presence of development that currently exists along the south side of 3rd Street and the SR 198 EB Off Ramp. As noted in Section 1.3, Caltrans no longer uses level of service to determine the need for transportation improvements. Instead, focus is on providing adequate facilities for pedestrians, bicycles, and transit as well as safety considerations for all transportation modes.

4.1.2 Roadway Segments
 Lacey Boulevard between Campus Drive and 11th Avenue
No Recommended improvements.

Providing additional travel lanes along Lacey Boulevard is not possible due to design constraints or infeasible/impractical due to the presence of retail development that currently exists along the north and south side of Lacey Boulevard. In addition, accommodating additional travel lanes along Lacey Boulevard could result in the elimination of parking along Lacey Boulevard.
 7
th Street between Campus Drive and 11th Avenue
Recommended improvements:
 Cumulative Year 2042 Plus Project scenario:
o Restripe to provide two-way left turn lane with removal of parking as necessary Providing additional travel lanes along 7th Street is not possible due to right-of-way constraints.

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Post-Mitigation Level of Significance
The level of service resulting from the potential improvements identified above is shown in Tables 4-1 and 4-2. Table 4-3 identifies left turn and right turn lane pocket lengths required for the Cumulative Year 2042 scenario. Although the need for extended turn lane pockets would occur at some locations prior to the Cumulative Year 2042 scenario, this scenario provides the maximum length needed and therefore these lengths would also provide for projected traffic volumes under the Existing Plus Project and Near-Term Plus Project scenarios. The left turn and right turn pocket length do not include deceleration lengths.

Table 4-1
Intersection Operations with Mitigation

DELAY LOS DELAY LOS DELAY LOS
AM 30.2 D 37.2 E 2
154.4 F 2 PM 184.6 F 2
269.9 F 2++ F 2 AM 13.7 B 14.5 B 19.9 B
PM 19.4 B 23.0 C 75.1 E 3 AM 11.9 B 12.6 B 12.8 B
PM 23.7 C 31.8 D 20.4 C
AM 18.9 B 19.7 B 24.4 C
PM 29.0 C 31.8 C 57.6 E 3 AM 12.7 B 13.3 B 17.3 C
PM 18.1 C 20.6 C 83.6 F 4 AM 21.0 C 22.9 C 30.2 C
PM 30.6 C 35.4 D 97.4 F 3 DELAY is measured in seconds
LOS = Level of Service / BOLD denotes LOS standard has been exceeded 4 Intersection does not meet the peak hour traffic signal warrant.

For si gnal ized and al l-way stop intersecti ons, del ay results show the average for the entire i ntersecti on. For one-way and two-way stop controlled intersections, delay results show the delay for the worst movement. 1 - With the changes brought about by SB 743, Caltrans no longer uses level of service to determine the need for transportati on imrovements .

Instead, focus is on providing adequate facilities for pedestrians, bicycles, and transi t as wel l as safety considerations for al l transportation modes . Guidance is provi ded in the Transportation Impact Study Gui de dated May 20, 2020 and the Interi m Land Devel opment and Intergovernmental Review Safety Review Practitioners Guidance dated July 2020. This guidance wi ll be used in determining the need for roadway improvements on Cal trans facilities. 2 Installati on of a traffic signal would al leviate LOS defi cienci es at the i ntersection. A traffi c si gnal is not recommended given the close spacing of adjacent i ntersections.
++ Delay Exceeds 300 seconds.
3 Improvements to the i ntersecti on aren't recommended gi ven the presence of abutting commercial development at the intersecti on.

Signalized D

9. 11th Avenue / 6th Street Two-Way Stop Sign D

12. 11th Avenue / 3rd Street-SR 198 EB Off Ramp Signalized -- 1

5. Campus Dri ve / 7th Street Signalized D

8. 11th Avenue / 7th Street

INTERSECTION CONTROL
TARGET
LOS
PEAK
HOUR

2. 12th Avenue / SR 198 WB Ramps Signalized -- 1

1. 12th Avenue / Glendale Avenue

CUMULATIVE
YEAR 2042 PLUS

PROJECT

NEAR-TERM

PLUS PROJECT
D

EXISTING PLUS

PROJECT
Two-Way Stop Sign

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Table 4-2
Segment Operations with Mitigation

VOLUME LOS
AM 1,553 C
PM 2,970 E *
AM 567 D
PM 1,186 E *

CUMULATIVE
YEAR 2042

PLUS PROJECT STREET SEGMENT TARGET LOS
PEAK
HOUR
Campus Drive to 11th Avenue D
Campus Drive to 11th Avenue
* Capacity Increasing Improvements to the roadway segment aren't recommended given the pres ence of abutting commercial development.

Lacey Boulevard
7th Street
D

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Table 4-3
Left Turn and Right Turn Storage Requirements
SB Left 125 125
NB Left 400 400
WB Approach 3 @ 275 3 @ 300
SB Right 600 600
EB Left 2 @ 875 2 @ 875
EB Right 850 850
NB Left 75 100
SB Left 200 200
SB Right 100 100
EB Left 200 200
EB Right 100 100
WB Left 125 125
WB Right 100 100
EB Left 100 100
WB Left 100 100
NB Left 2 @ 200 2 @ 200
SB Left 150 150
SB Right 150 175
EB Left 2 @ 125 2 @ 125
EB Right 100 100
WB Left 100 100
NB Left 125 125
NB Right 100 100
SB Left 100 100
SB Right 100 100
EB Left 2 @ 75 2 @ 75
WB Left 125 125
NB Left 75 75
SB Left 125 125
NB Left 150 250
SB Left 50 50
SB Right 50 50
EB Left 50 225
NB Left 75 75
SB Right 75 75
WB Left 125 125
NB Right 75 75
SB Left 150 150
EB Left -- 2 @ 250
EB Right 25 25
BOLD denotes change in storage length
11th Avenue / 4th Street-SR 198 WB On Ramp
11th Avenue / 3rd Street-SR 198 EB Off Ramp
11th Avenue / 6th Street
11th Avenue / 5th Street
12th Avenue / Glendale Avenue
Campus Drive / 7th Street
Campus Drive / Lacey Bouleva rd
11th Avenue / Lacey Boulevard
12th Avenue / SR 198 EB Ramps
12th Avenue / SR 198 WB Ra mps
11th Avenue / 7th Street

INTERSECTION

CUMULATIVE
YEAR 2042 PLUS

PROJECT

RECOMMENDED

STORAGE LENGTH
(ft)

EXISTING QUEUE
STORAGE LENGTH (ft)

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4.2 Equitable Share Responsibility
This section documents the Project’s fair-share responsibility towards the costs of improvements that are identified for the Cumulative Year 2042 scenario. The intent of determining the equitable responsibility for the improvements identified above for the Cumulative Year 2042 scenario, is to provide information for the applicant and the City of Hanford 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 Hanford facilities is as follows:

Equitable Share = (Project Trips)/(Future Year Plus Project Traffic) Table 4-4 shows the Project’s equitable fair share responsibility on a percentage basis for improvements to City of Hanford facilities as described above. The equitable fair share responsibility shown in Table 4-4 is the result of LOS enhancements related to capacity.

Table 4-4
Cumulative Year 2042 Equitable Share Responsibility
Based on a review of the information provided in this section and the remainder of the traffic impact study, the City of Hanford and the applicant have determined that the payment of the City’s impact fees will satisfy the Project’s obligations to pay for an equitable share of the improvements.

INTERSECTION PEAK
HOUR

PROJECT TRIPS

CUMULATIVE
YEAR 2042 PLUS

PROJECT

FAIR SHARE

PERCENTAGE
AM 193 1,098 17.6%
PM 223 1,830 12.2%
AM 32 567 5.6%
PM 37 1,186 3.1%

ROADWAY SEGMENT
7th Street between Campus Drive and 11th Avenue
Campus Drive / 7th Street

APPENDIX A
Modified Arterial Level of Service Tables

Source:

APPENDIX B
Traffic Count Data Worksheets

Day: City: Hanford
Date: Project #: CA20_90150_008

NB SB EB WB
11,082 11,303 0 0
AM Period NB SB EB WB NB SB EB WB
0:00 31 25 56 217 224 441
0:15 30 21 51 222 199 421
0:30 20 22 42 184 222 406
0:45 12 93 18 86 30 179 171 794 206 851 377 1645
1:00 11 14 25 179 172 351
1:15 13 10 23 201 192 393
1:30 9 8 17 195 193 388
1:45 12 45 14 46 26 91 238 813 204 761 442 1574
2:00 19 5 24 176 184 360
2:15 10 7 17 208 184 392
2:30 9 8 17 224 218 442
2:45 10 48 10 30 20 78 220 828 198 784 418 1612
3:00 15 10 25 242 227 469
3:15 4 10 14 222 194 416
3:30 9 17 26 228 236 464
3:45 12 40 15 52 27 92 223 915 223 880 446 1795
4:00 10 12 22 247 243 490
4:15 19 25 44 242 210 452
4:30 21 27 48 239 234 473
4:45 33 83 36 100 69 183 215 943 225 912 440 1855
5:00 34 38 72 223 256 479
5:15 43 61 104 207 229 436
5:30 33 75 108 183 220 403
5:45 51 161 75 249 126 410 193 806 175 880 368 1686
6:00 45 100 145 174 229 403
6:15 88 92 180 182 172 354
6:30 61 79 140 164 183 347
6:45 73 267 89 360 162 627 155 675 177 761 332 1436
7:00 69 96 165 156 172 328
7:15 103 114 217 137 156 293
7:30 140 117 257 131 147 278
7:45 186 498 117 444 303 942 115 539 140 615 255 1154
8:00 167 108 275 95 126 221
8:15 134 111 245 89 107 196
8:30 143 114 257 69 98 167
8:45 171 615 120 453 291 1068 72 325 75 406 147 731
9:00 153 139 292 59 102 161
9:15 134 155 289 45 82 127
9:30 166 127 293 55 69 124
9:45 171 624 133 554 304 1178 58 217 63 316 121 533
10:00 147 164 311 44 52 96
10:15 174 176 350 46 45 91
10:30 165 156 321 50 57 107
10:45 201 687 178 674 379 1361 37 177 40 194 77 371
11:00 171 187 358 43 26 69
11:15 190 201 391 38 24 62
11:30 169 200 369 33 42 75
11:45 206 736 179 767 385 1503 39 153 36 128 75 281
TOTALS 3897 3815 7712 7185 7488 14673
SPLIT % 50.5% 49.5% 34.5% 49.0% 51.0% 65.5%

NB SB EB WB
11,082 11,303 0 0
AM Peak Hour 11:45 11:45 11:45 15:45 16:30 15:45
AM Pk Volume 829 824 1653 951 944 1861
Pk Hr Factor 0.934 0.920 0.937 0.963 0.922 0.949
7 - 9 Volume 1113 897 0 0 2010 1749 1792 0 0 3541
7 - 9 Peak Hour 7:45 7:15 7:30 16:00 16:30 16:00
7 - 9 Pk Volume 630 456 0 0 1080 943 944 0 0 1855
Pk Hr Factor 0.847 0.974 0.000 0.000 0.891 0.954 0.922 0.000 0.000 0.946 VOLUME
Prepared by National Data & Surveying Services
13:15
13:30
13:45
12:00
12:15
12:30
12:45
13:00
16:15
16:30
14:00
14:15
14:30
10/1/2020
14:45
15:00

DAILY TOTALS
PM Period
16:45
17:00
17:15
Thursday
17:30
17:45
15:15
15:30
15:45
16:00
18:00
18:15
18:30
18:45
19:00
19:15
N 11th Ave Bet. W 6th St & W 7th St
21:30
21:45
22:00
Total
22,385
19:30
19:45
20:00
20:15

DAILY TOTALS
22:15
22:30
22:45
23:00
23:15
23:30
TOTAL
23:45
TOTALS
Total
22,385

DAILY TOTALS
21:00
21:15
20:30
4 - 6 Peak Hour
4 - 6 Pk Volume
SPLIT %
TOTAL
Pk Hr Factor
PM Peak Hour
PM Pk Volume
Pk Hr Factor
4 - 6 Volume
20:45

Day: City: Hanford
Date: Project #: CA20_90150_007

NB SB EB WB
0 0 740 1,022
AM Period NB SB EB WB NB SB EB WB
0:00 0 3 3 19 11 30
0:15 2 1 3 17 28 45
0:30 0 0 0 22 22 44
0:45 2 4 2 6 4 10 20 78 26 87 46 165
1:00 2 0 2 13 24 37
1:15 0 0 0 13 19 32
1:30 1 0 1 18 23 41
1:45 0 3 3 3 3 6 16 60 20 86 36 146
2:00 0 1 1 14 24 38
2:15 0 1 1 15 19 34
2:30 1 0 1 16 19 35
2:45 1 2 3 5 4 7 10 55 18 80 28 135
3:00 1 1 2 19 18 37
3:15 1 0 1 12 23 35
3:30 0 1 1 13 19 32
3:45 1 3 0 2 1 5 8 52 23 83 31 135
4:00 1 4 5 15 11 26
4:15 0 2 2 15 18 33
4:30 1 1 2 10 15 25
4:45 2 4 1 8 3 12 12 52 22 66 34 118
5:00 0 1 1 17 20 37
5:15 1 2 3 16 15 31
5:30 2 14 16 13 11 24
5:45 1 4 9 26 10 30 3 49 12 58 15 107
6:00 3 2 5 7 11 18
6:15 4 3 7 7 18 25
6:30 9 8 17 13 20 33
6:45 9 25 15 28 24 53 7 34 13 62 20 96
7:00 2 5 7 9 10 19
7:15 5 10 15 9 6 15
7:30 13 12 25 9 9 18
7:45 20 40 36 63 56 103 12 39 10 35 22 74
8:00 11 18 29 5 5 10
8:15 6 16 22 2 6 8
8:30 5 13 18 4 7 11
8:45 20 42 17 64 37 106 6 17 6 24 12 41
9:00 9 32 41 8 4 12
9:15 11 15 26 5 3 8
9:30 9 7 16 2 2 4
9:45 8 37 14 68 22 105 1 16 4 13 5 29
10:00 10 20 30 2 2 4
10:15 11 16 27 2 3 5
10:30 10 9 19 4 3 7
10:45 9 40 19 64 28 104 3 11 5 13 8 24
11:00 20 17 37 2 2 4
11:15 17 18 35 2 0 2
11:30 8 14 22 3 4 7
11:45 20 65 19 68 39 133 1 8 4 10 5 18
TOTALS 269 405 674 471 617 1088
SPLIT % 39.9% 60.1% 38.3% 43.3% 56.7% 61.7%

NB SB EB WB
0 0 740 1,022
AM Peak Hour 11:45 7:45 11:45 12:00 12:15 12:15
AM Pk Volume 78 83 158 78 100 172
Pk Hr Factor 0.886 0.576 0.878 0.886 0.893 0.935
7 - 9 Volume 0 0 82 127 209 0 0 101 124 225
7 - 9 Peak Hour 7:30 7:45 7:30 16:45 16:15 16:15
7 - 9 Pk Volume 0 0 50 83 132 0 0 58 75 129
Pk Hr Factor 0.000 0.000 0.625 0.576 0.589 0.000 0.000 0.853 0.852 0.872 4 - 6 Peak Hour
4 - 6 Pk Volume
SPLIT %
TOTAL
Pk Hr Factor
PM Peak Hour
PM Pk Volume
Pk Hr Factor
4 - 6 Volume
20:45
TOTAL
23:45
TOTALS
Total
1,762

DAILY TOTALS
21:00
21:15
20:30

DAILY TOTALS
22:15
22:30
22:45
23:00
23:15
23:30
W 6th St Bet. Campus Dr & N 11th Ave
21:30
21:45
22:00
Total
1,762
19:30
19:45
20:00
20:15
18:00
18:15
18:30
18:45
19:00
19:15
16:45
17:00
17:15
Thursday
17:30
17:45
15:15
15:30
15:45
16:00
16:15
16:30
14:00
14:15
14:30
10/1/2020
14:45
15:00

DAILY TOTALS
PM Period
VOLUME
Prepared by National Data & Surveying Services
13:15
13:30
13:45
12:00
12:15
12:30
12:45
13:00

Day: City: Hanford
Date: Project #: CA20_90150_006

NB SB EB WB
0 0 3,085 3,870
AM Period NB SB EB WB NB SB EB WB
0:00 3 2 5 58 102 160
0:15 2 4 6 59 78 137
0:30 1 2 3 56 92 148
0:45 4 10 2 10 6 20 73 246 63 335 136 581
1:00 5 3 8 64 92 156
1:15 1 5 6 79 77 156
1:30 2 2 4 61 82 143
1:45 2 10 1 11 3 21 57 261 74 325 131 586
2:00 5 5 10 47 88 135
2:15 0 0 0 48 88 136
2:30 4 6 10 78 100 178
2:45 5 14 3 14 8 28 58 231 89 365 147 596
3:00 1 2 3 64 85 149
3:15 1 2 3 74 90 164
3:30 4 2 6 65 82 147
3:45 2 8 4 10 6 18 59 262 86 343 145 605
4:00 2 5 7 67 81 148
4:15 4 1 5 68 76 144
4:30 3 6 9 71 64 135
4:45 4 13 8 20 12 33 61 267 79 300 140 567
5:00 3 7 10 80 76 156
5:15 5 16 21 53 84 137
5:30 13 8 21 60 65 125
5:45 3 24 11 42 14 66 48 241 58 283 106 524
6:00 10 10 20 60 49 109
6:15 8 24 32 40 55 95
6:30 9 30 39 49 61 110
6:45 9 36 26 90 35 126 44 193 60 225 104 418
7:00 21 21 42 54 51 105
7:15 26 24 50 41 34 75
7:30 23 42 65 41 35 76
7:45 29 99 56 143 85 242 40 176 34 154 74 330
8:00 28 30 58 28 40 68
8:15 39 44 83 22 29 51
8:30 37 27 64 19 20 39
8:45 43 147 50 151 93 298 16 85 21 110 37 195
9:00 39 57 96 10 16 26
9:15 56 41 97 19 28 47
9:30 45 71 116 15 16 31
9:45 55 195 58 227 113 422 9 53 16 76 25 129
10:00 49 73 122 12 6 18
10:15 58 66 124 11 9 20
10:30 50 64 114 12 9 21
10:45 56 213 69 272 125 485 9 44 7 31 16 75
11:00 45 73 118 8 8 16
11:15 68 87 155 4 6 10
11:30 54 71 125 8 7 15
11:45 65 232 75 306 140 538 5 25 6 27 11 52
TOTALS 1001 1296 2297 2084 2574 4658
SPLIT % 43.6% 56.4% 33.0% 44.7% 55.3% 67.0%

NB SB EB WB
0 0 3,085 3,870
AM Peak Hour 11:15 11:45 11:45 16:15 14:00 14:30
AM Pk Volume 245 347 585 280 365 638
Pk Hr Factor 0.901 0.850 0.914 0.875 0.913 0.896
7 - 9 Volume 0 0 246 294 540 0 0 508 583 1091
7 - 9 Peak Hour 8:00 7:30 8:00 16:15 16:45 16:15
7 - 9 Pk Volume 0 0 147 172 298 0 0 280 304 575
Pk Hr Factor 0.000 0.000 0.855 0.768 0.801 0.000 0.000 0.875 0.905 0.921 4 - 6 Peak Hour
4 - 6 Pk Volume
SPLIT %
TOTAL
Pk Hr Factor
PM Peak Hour
PM Pk Volume
Pk Hr Factor
4 - 6 Volume
20:45
TOTAL
23:45
TOTALS
Total
6,955

DAILY TOTALS
21:00
21:15
20:30

DAILY TOTALS
22:15
22:30
22:45
23:00
23:15
23:30
W 7th St Bet. Campus Dr & N 11th Ave
21:30
21:45
22:00
Total
6,955
19:30
19:45
20:00
20:15
18:00
18:15
18:30
18:45
19:00
19:15
16:45
17:00
17:15
Thursday
17:30
17:45
15:15
15:30
15:45
16:00
16:15
16:30
14:00
14:15
14:30
10/1/2020
14:45
15:00

DAILY TOTALS
PM Period
VOLUME
Prepared by National Data & Surveying Services
13:15
13:30
13:45
12:00
12:15
12:30
12:45
13:00

Day: City: Hanford
Date: Project #: CA20_90150_005

NB SB EB WB
1,511 1,394 0 0
AM Period NB SB EB WB NB SB EB WB
0:00 2 3 5 48 40 88
0:15 1 2 3 30 27 57
0:30 3 1 4 39 46 85
0:45 1 7 0 6 1 13 56 173 42 155 98 328
1:00 0 1 1 36 42 78
1:15 0 0 0 31 32 63
1:30 0 0 0 28 31 59
1:45 3 3 0 1 3 4 38 133 21 126 59 259
2:00 1 0 1 30 26 56
2:15 0 1 1 28 17 45
2:30 2 0 2 30 35 65
2:45 2 5 1 2 3 7 31 119 25 103 56 222
3:00 1 1 2 30 34 64
3:15 1 0 1 25 23 48
3:30 1 2 3 29 28 57
3:45 0 3 3 6 3 9 24 108 22 107 46 215
4:00 1 2 3 28 26 54
4:15 3 3 6 40 38 78
4:30 0 2 2 33 39 72
4:45 2 6 3 10 5 16 27 128 32 135 59 263
5:00 1 3 4 45 49 94
5:15 1 3 4 24 25 49
5:30 3 5 8 27 24 51
5:45 5 10 6 17 11 27 19 115 14 112 33 227
6:00 3 3 6 16 10 26
6:15 4 11 15 11 14 25
6:30 4 16 20 19 19 38
6:45 6 17 14 44 20 61 15 61 11 54 26 115
7:00 9 11 20 15 13 28
7:15 22 14 36 17 8 25
7:30 19 13 32 13 11 24
7:45 45 95 19 57 64 152 13 58 12 44 25 102
8:00 28 22 50 11 4 15
8:15 15 18 33 7 6 13
8:30 20 19 39 4 7 11
8:45 19 82 26 85 45 167 1 23 7 24 8 47
9:00 26 19 45 3 3 6
9:15 28 20 48 4 4 8
9:30 20 17 37 7 0 7
9:45 22 96 32 88 54 184 3 17 4 11 7 28
10:00 30 16 46 1 3 4
10:15 26 21 47 6 1 7
10:30 23 16 39 2 3 5
10:45 24 103 26 79 50 182 2 11 2 9 4 20
11:00 31 22 53 1 3 4
11:15 36 30 66 0 1 1
11:30 28 28 56 4 0 4
11:45 37 132 32 112 69 244 1 6 3 7 4 13
TOTALS 559 507 1066 952 887 1839
SPLIT % 52.4% 47.6% 36.7% 51.8% 48.2% 63.3%

NB SB EB WB
1,511 1,394 0 0
AM Peak Hour 11:45 11:45 11:45 12:00 12:30 12:00
AM Pk Volume 154 145 299 173 162 328
Pk Hr Factor 0.802 0.788 0.849 0.772 0.880 0.837
7 - 9 Volume 177 142 0 0 319 243 247 0 0 490
7 - 9 Peak Hour 7:15 8:00 7:45 16:15 16:15 16:15
7 - 9 Pk Volume 114 85 0 0 186 145 158 0 0 303
Pk Hr Factor 0.633 0.817 0.000 0.000 0.727 0.806 0.806 0.000 0.000 0.806 VOLUME
Prepared by National Data & Surveying Services
13:15
13:30
13:45
12:00
12:15
12:30
12:45
13:00
16:15
16:30
14:00
14:15
14:30
10/1/2020
14:45
15:00

DAILY TOTALS
PM Period
16:45
17:00
17:15
Thursday
17:30
17:45
15:15
15:30
15:45
16:00
18:00
18:15
18:30
18:45
19:00
19:15
Campus Dr Bet. W Lacey Blvd & W 7th St
21:30
21:45
22:00
Total
2,905
19:30
19:45
20:00
20:15

DAILY TOTALS
22:15
22:30
22:45
23:00
23:15
23:30
TOTAL
23:45
TOTALS
Total
2,905

DAILY TOTALS
21:00
21:15
20:30
4 - 6 Peak Hour
4 - 6 Pk Volume
SPLIT %
TOTAL
Pk Hr Factor
PM Peak Hour
PM Pk Volume
Pk Hr Factor
4 - 6 Volume
20:45

Day: City: Hanford
Date: Project #: CA20_90150_004

NB SB EB WB
0 0 7,648 7,723
AM Period NB SB EB WB NB SB EB WB
0:00 11 5 16 155 190 345
0:15 6 8 14 207 187 394
0:30 5 7 12 186 204 390
0:45 4 26 5 25 9 51 184 732 156 737 340 1469
1:00 11 7 18 160 163 323
1:15 5 5 10 186 187 373
1:30 4 4 8 159 150 309
1:45 5 25 11 27 16 52 161 666 168 668 329 1334
2:00 3 5 8 158 142 300
2:15 5 3 8 142 131 273
2:30 1 1 2 145 158 303
2:45 5 14 5 14 10 28 136 581 148 579 284 1160
3:00 2 4 6 165 145 310
3:15 3 6 9 141 154 295
3:30 6 2 8 180 166 346
3:45 2 13 5 17 7 30 149 635 160 625 309 1260
4:00 4 3 7 165 181 346
4:15 5 6 11 157 164 321
4:30 6 7 13 146 171 317
4:45 12 27 8 24 20 51 133 601 180 696 313 1297
5:00 8 8 16 186 186 372
5:15 9 8 17 148 165 313
5:30 8 18 26 133 164 297
5:45 10 35 18 52 28 87 116 583 141 656 257 1239
6:00 15 24 39 133 140 273
6:15 17 21 38 118 128 246
6:30 29 26 55 123 113 236
6:45 32 93 31 102 63 195 127 501 87 468 214 969
7:00 32 33 65 134 103 237
7:15 51 42 93 125 111 236
7:30 59 58 117 105 95 200
7:45 85 227 64 197 149 424 112 476 80 389 192 865
8:00 86 69 155 71 66 137
8:15 75 75 150 75 61 136
8:30 85 86 171 50 53 103
8:45 85 331 86 316 171 647 60 256 31 211 91 467
9:00 90 88 178 34 49 83
9:15 81 105 186 37 30 67
9:30 113 112 225 40 32 72
9:45 136 420 124 429 260 849 32 143 24 135 56 278
10:00 127 112 239 21 24 45
10:15 115 158 273 24 27 51
10:30 135 127 262 26 14 40
10:45 144 521 170 567 314 1088 20 91 19 84 39 175
11:00 150 151 301 16 11 27
11:15 153 175 328 19 11 30
11:30 133 156 289 16 8 24
11:45 153 589 183 665 336 1254 11 62 10 40 21 102
TOTALS 2321 2435 4756 5327 5288 10615
SPLIT % 48.8% 51.2% 30.9% 50.2% 49.8% 69.1%

NB SB EB WB
0 0 7,648 7,723
AM Peak Hour 11:45 11:45 11:45 12:15 12:00 12:00
AM Pk Volume 701 764 1465 737 737 1469
Pk Hr Factor 0.847 0.936 0.930 0.890 0.903 0.932
7 - 9 Volume 0 0 558 513 1071 0 0 1184 1352 2536
7 - 9 Peak Hour 7:45 8:00 8:00 16:15 16:30 16:15
7 - 9 Pk Volume 0 0 331 316 647 0 0 622 702 1323
Pk Hr Factor 0.000 0.000 0.962 0.919 0.946 0.000 0.000 0.836 0.944 0.889 VOLUME
Prepared by National Data & Surveying Services
13:15
13:30
13:45
12:00
12:15
12:30
12:45
13:00
16:15
16:30
14:00
14:15
14:30
10/1/2020
14:45
15:00

DAILY TOTALS
PM Period
16:45
17:00
17:15
Thursday
17:30
17:45
15:15
15:30
15:45
16:00
18:00
18:15
18:30
18:45
19:00
19:15
W Lacey Blvd Bet. Cousins Dr & Campus Dr
21:30
21:45
22:00
Total
15,371
19:30
19:45
20:00
20:15

DAILY TOTALS
22:15
22:30
22:45
23:00
23:15
23:30
TOTAL
23:45
TOTALS
Total
15,371

DAILY TOTALS
21:00
21:15
20:30
4 - 6 Peak Hour
4 - 6 Pk Volume
SPLIT %
TOTAL
Pk Hr Factor
PM Peak Hour
PM Pk Volume
Pk Hr Factor
4 - 6 Volume
20:45

Day: City: Hanford
Date: Project #: CA20_90150_003

NB SB EB WB
0 0 1,622 1,183
AM Period NB SB EB WB NB SB EB WB
0:00 6 4 10 24 19 43
0:15 10 2 12 26 17 43
0:30 11 0 11 31 25 56
0:45 5 32 2 8 7 40 22 103 18 79 40 182
1:00 4 1 5 23 17 40
1:15 6 0 6 26 28 54
1:30 2 2 4 21 11 32
1:45 10 22 3 6 13 28 19 89 12 68 31 157
2:00 2 0 2 25 20 45
2:15 2 0 2 31 18 49
2:30 4 1 5 33 24 57
2:45 3 11 0 1 3 12 29 118 21 83 50 201
3:00 7 8 15 33 24 57
3:15 3 2 5 37 22 59
3:30 3 0 3 28 16 44
3:45 7 20 2 12 9 32 34 132 16 78 50 210
4:00 6 1 7 36 30 66
4:15 10 3 13 20 27 47
4:30 10 2 12 28 22 50
4:45 8 34 3 9 11 43 35 119 37 116 72 235
5:00 10 0 10 33 36 69
5:15 18 3 21 40 27 67
5:30 11 0 11 21 20 41
5:45 14 53 4 7 18 60 29 123 37 120 66 243
6:00 7 5 12 34 20 54
6:15 12 6 18 17 22 39
6:30 12 9 21 29 15 44
6:45 11 42 10 30 21 72 25 105 10 67 35 172
7:00 7 17 24 25 10 35
7:15 17 17 34 28 21 49
7:30 14 16 30 31 9 40
7:45 13 51 22 72 35 123 18 102 12 52 30 154
8:00 11 21 32 23 13 36
8:15 10 24 34 17 8 25
8:30 9 14 23 16 9 25
8:45 10 40 12 71 22 111 20 76 12 42 32 118
9:00 13 20 33 15 6 21
9:15 11 18 29 23 5 28
9:30 12 18 30 19 7 26
9:45 25 61 11 67 36 128 12 69 2 20 14 89
10:00 18 22 40 10 3 13
10:15 17 13 30 13 3 16
10:30 16 13 29 9 2 11
10:45 21 72 32 80 53 152 4 36 5 13 9 49
11:00 20 17 37 8 4 12
11:15 23 12 35 9 5 14
11:30 18 20 38 7 3 10
11:45 21 82 18 67 39 149 6 30 3 15 9 45
TOTALS 520 430 950 1102 753 1855
SPLIT % 54.7% 45.3% 33.9% 59.4% 40.6% 66.1%

NB SB EB WB
0 0 1,622 1,183
AM Peak Hour 11:45 7:30 11:45 16:30 16:15 16:30
AM Pk Volume 102 83 181 136 122 258
Pk Hr Factor 0.823 0.865 0.808 0.850 0.824 0.896
7 - 9 Volume 0 0 91 143 234 0 0 242 236 478
7 - 9 Peak Hour 7:15 7:30 7:15 16:30 16:15 16:30
7 - 9 Pk Volume 0 0 55 83 131 0 0 136 122 258
Pk Hr Factor 0.000 0.000 0.809 0.865 0.936 0.000 0.000 0.850 0.824 0.896 4 - 6 Peak Hour
4 - 6 Pk Volume
SPLIT %
TOTAL
Pk Hr Factor
PM Peak Hour
PM Pk Volume
Pk Hr Factor
4 - 6 Volume
20:45
TOTAL
23:45
TOTALS
Total
2,805

DAILY TOTALS
21:00
21:15
20:30

DAILY TOTALS
22:15
22:30
22:45
23:00
23:15
23:30
Glendale Ave W/O 12th Ave
21:30
21:45
22:00
Total
2,805
19:30
19:45
20:00
20:15
18:00
18:15
18:30
18:45
19:00
19:15
16:45
17:00
17:15
Thursday
17:30
17:45
15:15
15:30
15:45
16:00
16:15
16:30
14:00
14:15
14:30
10/1/2020
14:45
15:00

DAILY TOTALS
PM Period
VOLUME
Prepared by National Data & Surveying Services
13:15
13:30
13:45
12:00
12:15
12:30
12:45
13:00

Day: City: Hanford
Date: Project #: CA20_90150_002

NB SB EB WB
16,391 17,139 0 0
AM Period NB SB EB WB NB SB EB WB
0:00 33 39 72 271 313 584
0:15 26 26 52 283 267 550
0:30 13 21 34 296 280 576
0:45 17 89 22 108 39 197 314 1164 268 1128 582 2292
1:00 17 39 56 264 293 557
1:15 14 27 41 260 295 555
1:30 17 17 34 261 287 548
1:45 25 73 23 106 48 179 314 1099 292 1167 606 2266
2:00 17 16 33 241 338 579
2:15 11 17 28 290 307 597
2:30 4 15 19 295 304 599
2:45 17 49 12 60 29 109 298 1124 312 1261 610 2385
3:00 17 20 37 281 349 630
3:15 10 6 16 307 317 624
3:30 23 13 36 314 319 633
3:45 43 93 17 56 60 149 337 1239 322 1307 659 2546
4:00 22 30 52 333 350 683
4:15 29 35 64 310 345 655
4:30 40 38 78 336 338 674
4:45 44 135 50 153 94 288 348 1327 345 1378 693 2705
5:00 54 83 137 355 431 786
5:15 48 79 127 339 399 738
5:30 63 92 155 344 343 687
5:45 102 267 91 345 193 612 303 1341 350 1523 653 2864
6:00 90 112 202 293 322 615
6:15 91 89 180 310 327 637
6:30 112 117 229 295 311 606
6:45 171 464 128 446 299 910 286 1184 307 1267 593 2451 7:00 138 137 275 248 310 558
7:15 202 152 354 203 287 490
7:30 223 195 418 214 302 516
7:45 303 866 157 641 460 1507 198 863 251 1150 449 2013 8:00 216 165 381 160 236 396
8:15 199 158 357 145 206 351
8:30 195 125 320 143 221 364
8:45 220 830 130 578 350 1408 142 590 164 827 306 1417
9:00 176 167 343 89 156 245
9:15 187 176 363 88 142 230
9:30 203 173 376 87 142 229
9:45 233 799 168 684 401 1483 87 351 103 543 190 894
10:00 215 163 378 61 115 176
10:15 242 201 443 57 88 145
10:30 245 191 436 70 89 159
10:45 264 966 246 801 510 1767 51 239 79 371 130 610
11:00 273 225 498 39 60 99
11:15 267 242 509 43 55 98
11:30 296 270 566 32 53 85
11:45 263 1099 296 1033 559 2132 26 140 38 206 64 346
TOTALS 5730 5011 10741 10661 12128 22789
SPLIT % 53.3% 46.7% 32.0% 46.8% 53.2% 68.0%

NB SB EB WB
16,391 17,139 0 0
AM Peak Hour 11:30 11:45 11:45 16:45 17:00 16:45
AM Pk Volume 1113 1156 2269 1386 1523 2904
Pk Hr Factor 0.940 0.923 0.971 0.976 0.883 0.924
7 - 9 Volume 1696 1219 0 0 2915 2668 2901 0 0 5569
7 - 9 Peak Hour 7:15 7:30 7:30 16:45 17:00 16:45
7 - 9 Pk Volume 944 675 0 0 1616 1386 1523 0 0 2904
Pk Hr Factor 0.779 0.865 0.000 0.000 0.878 0.976 0.883 0.000 0.000 0.924 VOLUME
Prepared by National Data & Surveying Services
13:15
13:30
13:45
12:00
12:15
12:30
12:45
13:00
16:15
16:30
14:00
14:15
14:30
10/1/2020
14:45
15:00

DAILY TOTALS
PM Period
16:45
17:00
17:15
Thursday
17:30
17:45
15:15
15:30
15:45
16:00
18:00
18:15
18:30
18:45
19:00
19:15
12th Ave Bet. Mall Dr & Glendale Ave
21:30
21:45
22:00
Total
33,530
19:30
19:45
20:00
20:15

DAILY TOTALS
22:15
22:30
22:45
23:00
23:15
23:30
TOTAL
23:45
TOTALS
Total
33,530

DAILY TOTALS
21:00
21:15
20:30
4 - 6 Peak Hour
4 - 6 Pk Volume
SPLIT %
TOTAL
Pk Hr Factor
PM Peak Hour
PM Pk Volume
Pk Hr Factor
4 - 6 Volume
20:45

Day: City: Hanford
Date: Project #: CA20_90150_001

NB SB EB WB
0 0 4,956 5,086
AM Period NB SB EB WB NB SB EB WB
00:00 4 9 13 85 83 168
00:15 12 12 24 54 63 117
00:30 5 4 9 66 83 149
00:45 4 25 7 32 11 57 110 315 84 313 194 628
01:00 7 4 11 86 81 167
01:15 8 4 12 80 81 161
01:30 6 2 8 72 75 147
01:45 3 24 2 12 5 36 70 308 74 311 144 619
02:00 6 4 10 84 81 165
02:15 3 2 5 72 85 157
02:30 3 3 6 103 95 198
02:45 11 23 3 12 14 35 107 366 78 339 185 705
03:00 3 5 8 94 88 182
03:15 3 5 8 121 81 202
03:30 6 4 10 113 83 196
03:45 12 24 10 24 22 48 120 448 86 338 206 786
04:00 5 9 14 89 114 203
04:15 4 11 15 113 79 192
04:30 8 8 16 115 105 220
04:45 8 25 27 55 35 80 127 444 98 396 225 840
05:00 10 28 38 104 119 223
05:15 21 38 59 104 92 196
05:30 23 34 57 106 93 199
05:45 26 80 33 133 59 213 69 383 100 404 169 787
06:00 25 58 83 73 109 182
06:15 24 54 78 76 76 152
06:30 36 62 98 67 77 144
06:45 37 122 64 238 101 360 66 282 78 340 144 622
07:00 46 60 106 67 77 144
07:15 66 57 123 79 79 158
07:30 73 72 145 62 52 114
07:45 111 296 103 292 214 588 57 265 54 262 111 527
08:00 68 86 154 36 54 90
08:15 65 71 136 50 43 93
08:30 70 60 130 40 42 82
08:45 66 269 64 281 130 550 31 157 32 171 63 328
09:00 60 53 113 34 43 77
09:15 63 65 128 23 48 71
09:30 57 52 109 27 30 57
09:45 66 246 82 252 148 498 29 113 26 147 55 260
10:00 73 58 131 19 26 45
10:15 68 77 145 14 14 28
10:30 76 64 140 16 15 31
10:45 80 297 78 277 158 574 19 68 14 69 33 137
11:00 72 80 152 17 22 39
11:15 87 87 174 15 12 27
11:30 64 65 129 23 18 41
11:45 77 300 93 325 170 625 21 76 11 63 32 139
TOTALS 1731 1933 3664 3225 3153 6378
SPLIT % 47.2% 52.8% 36.5% 50.6% 49.4% 63.5%

NB SB EB WB
0 0 4,956 5,086
AM Peak Hour 07:15 07:30 07:30 16:15 16:30 16:30
AM Pk Volume 318 332 649 459 414 864
Pk Hr Factor 0.716 0.806 0.758 0.904 0.870 0.960
7 - 9 Volume 0 0 565 573 1138 0 0 827 800 1627
7 - 9 Peak Hour 07:15 07:30 07:30 16:15 16:30 16:30
7 - 9 Pk Volume 0 0 318 332 649 0 0 459 414 864
Pk Hr Factor 0.000 0.000 0.716 0.806 0.758 0.000 0.000 0.904 0.870 0.960 4 - 6 Peak Hour
4 - 6 Pk Volume
SPLIT %
TOTAL
Pk Hr Factor
PM Peak Hour
PM Pk Volume
Pk Hr Factor
4 - 6 Volume
20:45
TOTAL
23:45
TOTALS
Total
10,042

DAILY TOTALS
21:00
21:15
20:30

DAILY TOTALS
22:15
22:30
22:45
23:00
23:15
23:30
Grangeville Blvd W/O 12th Ave
21:30
21:45
22:00
Total
10,042
19:30
19:45
20:00
20:15
18:00
18:15
18:30
18:45
19:00
19:15
16:45
17:00
17:15
Thursday
17:30
17:45
15:15
15:30
15:45
16:00
16:15
16:30
14:00
14:15
14:30
10/1/2020
14:45
15:00

DAILY TOTALS
PM Period
VOLUME
Prepared by National Data & Surveying Services
13:15
13:30
13:45
12:00
12:15
12:30
12:45
13:00

National Data & Surveying Services
Intersection Turning Movement Count
Location: 11th Ave & 7th St
City: Hanford Project ID: Historical
Control: Signalized Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 17 51 3 0 13 71 4 0 6 10 10 0 18 7 6 0 216
7:15 AM 18 67 11 5 8 79 7 0 5 19 20 0 10 14 5 0 268
7:30 AM 28 76 22 1 11 83 8 0 9 20 10 0 14 26 9 0 317
7:45 AM 42 134 27 6 20 87 21 0 8 20 15 0 7 25 8 0 420
8:00 AM 34 94 29 2 15 65 15 0 10 17 9 0 22 18 16 0 346
8:15 AM 27 108 23 1 14 62 14 1 6 21 15 0 18 20 14 0 344 8:30 AM 35 88 17 4 20 72 13 0 12 29 26 0 25 26 9 0 376
8:45 AM 25 114 27 1 19 80 16 0 12 26 23 0 23 25 14 0 405

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 226 732 159 20 120 599 98 1 68 162 128 0 137 161 81 0 2692 APPROACH %'s : 19.88% 64.38% 13.98% 1.76% 14.67% 73.23% 11.98% 0.12% 18.99% 45.25% 35.75% 0.00% 36.15% 42.48% 21.37% 0.00% PEAK HR : 07:45 AM 40 37 44 07:45 AM TOTAL
PEAK HR VOL : 138 424 96 13 69 286 63 1 36 87 65 0 72 89 47 0 1486 PEAK HR FACTOR : 0.821 0.791 0.828 0.542 0.863 0.822 0.750 0.250 0.750 0.750 0.625 0.000 0.720 0.856 0.734 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 1 0 1 2 1 0 2 1.5 0.5 0 1 1.5 0.5 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 22 161 28 4 26 140 15 1 21 36 45 0 39 46 22 0 606 4:15 PM 38 142 35 10 19 119 18 4 18 40 34 0 37 38 29 0 581 4:30 PM 32 142 33 6 27 120 8 1 21 52 61 0 43 38 30 0 614 4:45 PM 33 132 26 7 31 126 12 1 16 43 48 0 37 38 21 0 571 5:00 PM 35 156 19 3 23 176 13 3 11 38 72 0 43 45 27 0 664 5:15 PM 38 127 29 10 20 152 17 0 18 45 41 0 27 30 23 0 577 5:30 PM 30 123 24 5 20 133 4 0 15 39 38 0 36 34 18 0 519 5:45 PM 23 128 29 7 12 119 11 2 12 30 32 0 34 32 18 0 489

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 251 1111 223 52 178 1085 98 12 132 323 371 0 296 301 188 0 4621 APPROACH %'s : 15.33% 67.87% 13.62% 3.18% 12.96% 79.02% 7.14% 0.87% 15.98% 39.10% 44.92% 0.00% 37.71% 38.34% 23.95% 0.00% PEAK HR : 04:15 PM 290 289 296 05:00 PM TOTAL
PEAK HR VOL : 138 572 113 26 100 541 51 9 66 173 215 0 160 159 107 0 2430 PEAK HR FACTOR : 0.908 0.917 0.807 0.650 0.806 0.768 0.708 0.563 0.786 0.832 0.747 0.000 0.930 0.883 0.892 0.000

0.885
Total

0.915 0.847

WESTBOUND

0.926

SOUTHBOUND

0.943 0.815
04:15 PM - 05:15 PM

SOUTHBOUND
PM
AM
07:45 AM - 08:45 AM

NORTHBOUND

0.803

EASTBOUND
7/23/2019
7th St

NORTHBOUND
7th St

0.867

WESTBOUND
11th Ave 11th Ave

0.818 0.701

EASTBOUND

National Data & Surveying Services
Intersection Turning Movement Count
Location: S 11th Ave & W 6th St
City: Hanford Project ID: 20-090149-010
Control: 2-Way Stop(EB/WB) Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 10 64 3 1 6 89 0 0 0 0 4 0 0 0 8 0 185
7:15 AM 9 91 5 0 9 103 2 0 0 0 5 0 0 0 11 0 235
7:30 AM 13 127 11 0 13 104 1 2 0 0 14 0 0 0 12 0 297
7:45 AM 26 182 15 0 9 99 6 0 0 0 10 0 0 0 9 0 356
8:00 AM 22 147 11 1 20 90 0 0 0 0 12 0 0 0 14 0 317
8:15 AM 14 129 12 0 11 90 4 2 0 0 4 0 0 0 5 0 271
8:30 AM 15 126 12 0 15 99 2 0 0 0 6 0 0 0 20 0 295
8:45 AM 16 154 16 0 20 91 6 0 0 0 18 0 0 0 13 0 334

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 125 1020 85 2 103 765 21 4 0 0 73 0 0 0 92 0 2290 APPROACH %'s : 10.15% 82.79% 6.90% 0.16% 11.53% 85.67% 2.35% 0.45% 0.00% 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% PEAK HR : 07:30 AM 39 37 44 07:45 AM TOTAL
PEAK HR VOL : 75 585 49 1 53 383 11 4 0 0 40 0 0 0 40 0 1241 PEAK HR FACTOR : 0.721 0.804 0.817 0.250 0.663 0.921 0.458 0.500 0.000 0.000 0.714 0.000 0.000 0.000 0.714 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 1 2 1 0 0 0 1 0 0 0 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 11 214 11 0 20 215 1 1 0 0 18 0 0 0 35 0 526
4:15 PM 19 216 18 1 17 188 2 1 0 0 14 0 0 0 23 0 499
4:30 PM 13 209 20 0 21 218 1 2 0 0 10 0 0 0 32 0 526
4:45 PM 24 181 18 0 12 202 1 4 0 0 12 0 0 0 34 0 488
5:00 PM 18 180 25 0 25 227 2 0 0 0 16 0 0 0 35 0 528
5:15 PM 11 177 10 0 17 209 2 3 0 0 14 0 0 0 27 0 470
5:30 PM 12 167 12 0 20 193 5 1 0 0 14 0 0 0 17 0 441
5:45 PM 9 167 15 1 16 162 2 1 0 0 4 0 0 0 23 0 400

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 117 1511 129 2 148 1614 16 13 0 0 102 0 0 0 226 0 3878 APPROACH %'s : 6.65% 85.90% 7.33% 0.11% 8.26% 90.12% 0.89% 0.73% 0.00% 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% PEAK HR : 04:15 PM 290 289 296 05:00 PM TOTAL
PEAK HR VOL : 74 786 81 1 75 835 6 7 0 0 52 0 0 0 124 0 2041 PEAK HR FACTOR : 0.771 0.910 0.810 0.250 0.750 0.920 0.750 0.438 0.000 0.000 0.813 0.000 0.000 0.000 0.886 0.000 W 6th St

NORTHBOUND
W 6th St

0.714

WESTBOUND
S 11th Ave S 11th Ave

SOUTHBOUND

0.940 0.714

EASTBOUND

EASTBOUND
PM
AM
07:30 AM - 08:30 AM

NORTHBOUND

0.796
10/1/2020
Total

0.966 0.813

WESTBOUND

0.886

0.871

SOUTHBOUND

0.927 0.908
04:15 PM - 05:15 PM

National Data & Surveying Services
Intersection Turning Movement Count
Location: S 11th Ave & W 5th St
City: Hanford Project ID: 20-090149-009
Control: Signalized Date:

NS/EW Streets:
1 2 0 0 1 2 1 0 1 0 1 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 5 74 0 0 0 84 8 0 3 0 1 0 0 0 0 0 175
7:15 AM 5 105 3 0 2 97 11 0 2 0 1 0 0 0 0 0 226
7:30 AM 4 146 5 0 1 113 2 0 3 0 3 0 1 0 0 0 278
7:45 AM 3 220 6 0 0 103 8 0 3 0 0 0 1 0 0 0 344
8:00 AM 9 179 4 0 0 95 8 0 4 0 1 0 1 0 2 0 303
8:15 AM 4 145 3 0 0 76 18 0 6 0 1 0 0 0 2 0 255
8:30 AM 7 143 0 0 1 96 5 0 7 0 1 0 2 0 1 0 263
8:45 AM 11 179 2 0 2 102 8 0 8 0 2 0 1 1 1 0 317

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 48 1191 23 0 6 766 68 0 36 0 10 0 6 1 6 0 2161 APPROACH %'s : 3.80% 94.37% 1.82% 0.00% 0.71% 91.19% 8.10% 0.00% 78.26% 0.00% 21.74% 0.00% 46.15% 7.69% 46.15% 0.00% PEAK HR : 07:30 AM 39 37 44 07:45 AM TOTAL
PEAK HR VOL : 20 690 18 0 1 387 36 0 16 0 5 0 3 0 4 0 1180 PEAK HR FACTOR : 0.556 0.784 0.750 0.000 0.250 0.856 0.500 0.000 0.667 0.000 0.417 0.000 0.750 0.000 0.500 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 1 2 1 0 1 0 1 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 25 204 2 0 1 208 28 1 31 0 6 0 1 0 2 0 509
4:15 PM 28 210 1 1 1 166 26 3 36 0 10 0 2 0 3 0 487
4:30 PM 26 214 0 0 0 210 19 2 28 0 8 0 6 0 0 0 513
4:45 PM 35 205 0 1 0 186 24 0 13 0 7 0 0 0 1 0 472
5:00 PM 31 195 1 2 0 217 25 0 29 0 8 0 0 0 4 0 512
5:15 PM 19 178 0 0 1 208 20 0 18 0 9 0 3 0 0 0 456
5:30 PM 29 168 0 1 0 189 19 1 24 0 14 0 3 0 1 0 449
5:45 PM 26 172 0 0 0 153 12 0 16 0 7 0 1 0 1 0 388

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 219 1546 4 5 3 1537 173 7 195 0 69 0 16 0 12 0 3786 APPROACH %'s : 12.34% 87.15% 0.23% 0.28% 0.17% 89.36% 10.06% 0.41% 73.86% 0.00% 26.14% 0.00% 57.14% 0.00% 42.86% 0.00% PEAK HR : 04:15 PM 290 289 296 04:30 PM TOTAL
PEAK HR VOL : 120 824 2 4 1 779 94 5 106 0 33 0 8 0 8 0 1984 PEAK HR FACTOR : 0.857 0.963 0.500 0.500 0.250 0.897 0.904 0.417 0.736 0.000 0.825 0.000 0.333 0.000 0.500 0.000 W 5th St

NORTHBOUND
W 5th St

0.583

WESTBOUND
S 11th Ave S 11th Ave

SOUTHBOUND

0.914 0.750

EASTBOUND

EASTBOUND
PM
AM
07:30 AM - 08:30 AM

NORTHBOUND

0.795
10/1/2020
Total

0.967 0.755

WESTBOUND

0.667

0.858

SOUTHBOUND

0.985 0.908
04:15 PM - 05:15 PM

National Data & Surveying Services
Intersection Turning Movement Count
Location: S 11th Ave & SR 198 WB On Ramp/W 4th St
City: Hanford Project ID: 20-090149-008
Control: Signalized Date:

NS/EW Streets:
1 2 0 0 0 2 1 0 0 0 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 13 68 0 0 0 56 34 0 0 0 0 0 13 5 14 0 203
7:15 AM 5 82 0 1 0 64 33 0 0 0 0 0 30 1 27 0 243
7:30 AM 13 109 0 0 0 83 43 0 0 0 0 0 18 1 51 0 318
7:45 AM 10 173 0 0 0 77 21 0 0 0 0 0 39 1 55 0 376
8:00 AM 7 151 0 1 0 76 33 0 0 0 0 0 23 2 38 0 331
8:15 AM 9 133 0 0 0 57 28 0 0 0 0 0 11 8 24 0 270
8:30 AM 6 125 0 0 0 80 22 0 0 0 0 0 18 9 23 0 283
8:45 AM 4 161 0 0 0 84 26 0 0 0 0 0 28 3 32 0 338

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 67 1002 0 2 0 577 240 0 0 0 0 0 180 30 264 0 2362 APPROACH %'s : 6.26% 93.56% 0.00% 0.19% 0.00% 70.62% 29.38% 0.00% 37.97% 6.33% 55.70% 0.00% PEAK HR : 07:30 AM 39 37 44 07:45 AM TOTAL
PEAK HR VOL : 39 566 0 1 0 293 125 0 0 0 0 0 91 12 168 0 1295 PEAK HR FACTOR : 0.750 0.818 0.000 0.250 0.000 0.883 0.727 0.000 0.000 0.000 0.000 0.000 0.583 0.375 0.764 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 0 2 1 0 0 0 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 10 198 0 0 0 163 58 0 0 0 0 0 45 8 36 0 518
4:15 PM 14 195 0 0 0 154 37 0 0 0 0 0 53 8 43 0 504
4:30 PM 17 203 0 0 0 171 63 0 0 0 0 0 40 5 33 0 532
4:45 PM 15 202 0 0 0 156 55 0 0 0 0 0 34 9 38 0 509
5:00 PM 23 194 0 1 0 191 58 0 0 0 0 0 41 5 37 0 550
5:15 PM 10 171 0 0 0 187 50 0 0 0 0 0 44 11 28 0 501
5:30 PM 15 163 0 0 0 156 38 0 0 0 0 0 43 8 33 0 456
5:45 PM 12 169 0 0 0 127 40 0 0 0 0 0 44 5 33 0 430

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 116 1495 0 1 0 1305 399 0 0 0 0 0 344 59 281 0 4000 APPROACH %'s : 7.20% 92.74% 0.00% 0.06% 0.00% 76.58% 23.42% 0.00% 50.29% 8.63% 41.08% 0.00% PEAK HR : 04:15 PM 290 289 296 05:00 PM TOTAL
PEAK HR VOL : 69 794 0 1 0 672 213 0 0 0 0 0 168 27 151 0 2095 PEAK HR FACTOR : 0.750 0.978 0.000 0.250 0.000 0.880 0.845 0.000 0.000 0.000 0.000 0.000 0.792 0.750 0.878 0.000 SR 198 WB On Ramp/W 4th St

NORTHBOUND
SR 198 WB On Ramp/W 4th St

0.713

WESTBOUND
S 11th Ave S 11th Ave

SOUTHBOUND

0.829

EASTBOUND

EASTBOUND
PM
AM
07:30 AM - 08:30 AM

NORTHBOUND

0.828
10/1/2020
Total

0.952

WESTBOUND

0.832

0.861

SOUTHBOUND

0.982 0.889
04:15 PM - 05:15 PM

National Data & Surveying Services
Intersection Turning Movement Count
Location: S 11th Ave & SR 198 EB Off Ramp/W 3rd St
City: Hanford Project ID: 20-090149-007
Control: Signalized Date:

NS/EW Streets:
0 2 1 0 1 2 0 0 0 1 1 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 0 59 24 0 14 51 0 0 23 14 3 0 0 0 0 0 188
7:15 AM 0 59 23 0 12 86 0 0 25 21 6 0 0 0 0 0 232
7:30 AM 0 85 28 0 15 83 0 1 37 26 14 0 0 0 0 0 289
7:45 AM 0 131 32 0 19 100 0 0 57 38 22 0 0 0 0 0 399
8:00 AM 0 104 23 0 12 83 0 0 50 22 16 0 0 0 0 0 310
8:15 AM 0 102 20 0 16 57 0 0 41 22 13 0 0 0 0 0 271
8:30 AM 0 84 27 0 22 76 0 0 46 18 11 0 0 0 0 0 284
8:45 AM 0 109 30 0 26 84 0 0 60 22 11 0 0 0 0 0 342

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 733 207 0 136 620 0 1 339 183 96 0 0 0 0 0 2315 APPROACH %'s : 0.00% 77.98% 22.02% 0.00% 17.97% 81.90% 0.00% 0.13% 54.85% 29.61% 15.53% 0.00% PEAK HR : 07:30 AM 39 37 44 07:45 AM TOTAL
PEAK HR VOL : 0 422 103 0 62 323 0 1 185 108 65 0 0 0 0 0 1269 PEAK HR FACTOR : 0.000 0.805 0.805 0.000 0.816 0.808 0.000 0.250 0.811 0.711 0.739 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 2 1 0 1 2 0 0 0 1 1 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 0 146 45 0 42 163 0 0 59 8 18 0 0 0 0 0 481
4:15 PM 0 133 38 0 47 163 0 0 79 23 19 0 0 0 0 0 502
4:30 PM 0 152 35 0 57 153 0 1 65 17 16 0 0 0 0 0 496
4:45 PM 0 148 42 0 47 141 0 0 68 12 13 0 0 0 0 0 471
5:00 PM 0 148 41 0 65 170 0 0 72 9 10 0 0 0 0 0 515
5:15 PM 0 118 37 0 46 184 0 0 61 16 16 0 0 0 0 0 478
5:30 PM 0 126 33 0 39 160 0 1 53 8 9 0 0 0 0 0 429
5:45 PM 0 131 25 0 24 144 0 0 53 8 10 0 0 0 0 0 395

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 1102 296 0 367 1278 0 2 510 101 111 0 0 0 0 0 3767 APPROACH %'s : 0.00% 78.83% 21.17% 0.00% 22.28% 77.60% 0.00% 0.12% 70.64% 13.99% 15.37% 0.00% PEAK HR : 04:15 PM 290 289 296 05:00 PM TOTAL
PEAK HR VOL : 0 581 156 0 216 627 0 1 284 61 58 0 0 0 0 0 1984 PEAK HR FACTOR : 0.000 0.956 0.929 0.000 0.831 0.922 0.000 0.250 0.899 0.663 0.763 0.000 0.000 0.000 0.000 0.000 SR 198 EB Off Ramp/W 3rd St

NORTHBOUND
SR 198 EB Off Ramp/W 3rd St

WESTBOUND
S 11th Ave S 11th Ave

SOUTHBOUND

0.811 0.765

EASTBOUND

EASTBOUND
PM
AM
07:30 AM - 08:30 AM

NORTHBOUND

0.805
10/1/2020
Total

0.963 0.833

WESTBOUND

0.795

SOUTHBOUND

0.970 0.898
04:15 PM - 05:15 PM

National Data & Surveying Services
Intersection Turning Movement Count
Location: 12th Ave & SR 198 EB Off/On Ramps
City: Hanford Project ID: 20-090149-006
Control: Signalized Date:

NS/EW Streets:
0 2 1 0 0 2 1 0 2 0 1 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 0 54 23 0 0 39 34 0 28 0 3 0 0 0 0 0 181
7:15 AM 0 84 16 0 0 57 51 0 62 0 2 0 0 0 0 0 272
7:30 AM 0 81 26 0 0 75 61 0 54 0 5 0 0 0 0 0 302
7:45 AM 0 100 27 0 0 53 35 0 106 0 2 0 0 0 0 0 323
8:00 AM 0 88 17 0 0 53 44 0 56 0 0 0 0 0 0 0 258
8:15 AM 0 66 24 0 0 68 42 0 79 0 5 0 0 0 0 0 284
8:30 AM 0 77 9 0 0 47 39 0 59 0 4 0 0 0 0 0 235
8:45 AM 0 81 22 0 0 60 37 0 63 0 1 0 0 0 0 0 264

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 631 164 0 0 452 343 0 507 0 22 0 0 0 0 0 2119 APPROACH %'s : 0.00% 79.37% 20.63% 0.00% 0.00% 56.86% 43.14% 0.00% 95.84% 0.00% 4.16% 0.00% PEAK HR : 07:30 AM 39 37 44 07:45 AM TOTAL
PEAK HR VOL : 0 335 94 0 0 249 182 0 295 0 12 0 0 0 0 0 1167 PEAK HR FACTOR : 0.000 0.838 0.870 0.000 0.000 0.830 0.746 0.000 0.696 0.000 0.600 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 2 1 0 0 2 1 0 2 0 1 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 0 119 29 0 0 156 101 0 130 0 7 0 0 0 0 0 542
4:15 PM 0 121 28 0 0 147 87 0 123 0 10 0 0 0 0 0 516
4:30 PM 0 114 34 0 0 145 107 0 109 0 7 0 0 0 0 0 516
4:45 PM 0 130 30 0 0 152 76 0 115 0 14 0 0 0 0 0 517
5:00 PM 0 133 23 0 0 184 138 0 104 0 10 0 0 0 0 0 592
5:15 PM 0 131 23 0 0 197 105 0 111 0 7 0 0 0 0 0 574
5:30 PM 0 128 26 0 0 168 81 0 100 0 10 0 0 0 0 0 513
5:45 PM 0 119 21 0 0 155 79 0 87 0 3 0 0 0 0 0 464

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 995 214 0 0 1304 774 0 879 0 68 0 0 0 0 0 4234 APPROACH %'s : 0.00% 82.30% 17.70% 0.00% 0.00% 62.75% 37.25% 0.00% 92.82% 0.00% 7.18% 0.00% PEAK HR : 04:30 PM 291 289 296 05:00 PM TOTAL
PEAK HR VOL : 0 508 110 0 0 678 426 0 439 0 38 0 0 0 0 0 2199 PEAK HR FACTOR : 0.000 0.955 0.809 0.000 0.000 0.860 0.772 0.000 0.954 0.000 0.679 0.000 0.000 0.000 0.000 0.000 SR 198 EB Off/On Ramps

NORTHBOUND
SR 198 EB Off/On Ramps

WESTBOUND
12th Ave 12th Ave

SOUTHBOUND

0.792 0.711

EASTBOUND

EASTBOUND
PM
AM
07:30 AM - 08:30 AM

NORTHBOUND

0.844
10/1/2020
Total

0.929 0.924

WESTBOUND

0.903

SOUTHBOUND

0.966 0.857
04:30 PM - 05:30 PM

National Data & Surveying Services
Intersection Turning Movement Count
Location: 12th Ave & SR 198 WB On/Off Ramps
City: Hanford Project ID: 20-090149-005
Control: Signalized Date:

NS/EW Streets:
1 2 0 0 0 3 1 0 0 0 0 0 1.5 0 1.5 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 8 76 0 0 0 65 58 0 0 0 0 0 7 0 60 0 274
7:15 AM 12 134 0 0 0 101 48 0 0 0 0 0 8 0 72 0 375
7:30 AM 12 123 0 0 0 123 59 0 0 0 0 0 12 0 100 0 429
7:45 AM 6 197 0 0 0 78 55 0 0 0 0 0 10 0 109 0 455
8:00 AM 9 138 0 0 0 96 59 0 0 0 0 0 5 0 77 0 384
8:15 AM 6 139 0 0 0 95 46 0 0 0 0 0 12 0 49 0 347
8:30 AM 3 131 0 0 0 85 42 0 0 0 0 0 11 0 65 0 337
8:45 AM 7 139 0 0 0 78 36 0 0 0 0 0 8 0 77 0 345

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 63 1077 0 0 0 721 403 0 0 0 0 0 73 0 609 0 2946 APPROACH %'s : 5.53% 94.47% 0.00% 0.00% 0.00% 64.15% 35.85% 0.00% 10.70% 0.00% 89.30% 0.00% PEAK HR : 07:15 AM 38 37 44 07:45 AM TOTAL
PEAK HR VOL : 39 592 0 0 0 398 221 0 0 0 0 0 35 0 358 0 1643 PEAK HR FACTOR : 0.813 0.751 0.000 0.000 0.000 0.809 0.936 0.000 0.000 0.000 0.000 0.000 0.729 0.000 0.821 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 0 3 1 0 0 0 0 0 1.5 0 1.5 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 5 244 0 0 0 232 126 0 0 0 0 0 29 0 88 0 724
4:15 PM 5 232 0 0 0 202 113 0 0 0 0 0 30 0 80 0 662
4:30 PM 6 222 0 0 0 223 124 0 0 0 0 0 31 0 94 0 700
4:45 PM 9 238 0 0 0 196 118 0 0 0 0 0 29 0 98 0 688
5:00 PM 10 227 0 0 0 309 130 0 0 0 0 0 18 1 110 0 805
5:15 PM 9 231 0 0 0 249 134 0 0 0 0 0 46 0 97 0 766
5:30 PM 7 223 0 0 0 233 123 0 0 0 0 0 17 0 110 0 713
5:45 PM 11 192 0 0 0 209 132 0 0 0 0 0 27 0 100 0 671

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 62 1809 0 0 0 1853 1000 0 0 0 0 0 227 1 777 0 5729 APPROACH %'s : 3.31% 96.69% 0.00% 0.00% 0.00% 64.95% 35.05% 0.00% 22.59% 0.10% 77.31% 0.00% PEAK HR : 04:45 PM 292 289 296 05:00 PM TOTAL
PEAK HR VOL : 35 919 0 0 0 987 505 0 0 0 0 0 110 1 415 0 2972 PEAK HR FACTOR : 0.875 0.965 0.000 0.000 0.000 0.799 0.942 0.000 0.000 0.000 0.000 0.000 0.598 0.250 0.943 0.000 10/1/2020
Total

0.923

WESTBOUND

0.920

0.903

SOUTHBOUND

0.966 0.850
04:45 PM - 05:45 PM
PM
AM
07:15 AM - 08:15 AM

NORTHBOUND

0.777

SOUTHBOUND

0.850

EASTBOUND

EASTBOUND
SR 198 WB On/Off Ramps

NORTHBOUND
SR 198 WB On/Off Ramps

0.826

WESTBOUND
12th Ave 12th Ave

National Data & Surveying Services
Intersection Turning Movement Count
Location: 12th Ave & Glendale Ave
City: Hanford Project ID: 20-090149-004
Control: 2-Way Stop (EB/WB) Date:

NS/EW Streets:
0 3 0 0 1 3 0 0 0 0 1 0 0 0 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 130 7 0 2 116 18 0 0 0 7 0 0 0 10 0 290
7:15 AM 0 200 6 0 4 133 12 1 0 0 16 0 0 0 4 0 376
7:30 AM 0 211 9 0 4 171 22 1 0 0 15 0 0 0 9 0 442
7:45 AM 0 296 12 0 14 126 16 0 0 0 12 0 0 0 11 0 487
8:00 AM 0 203 10 0 6 136 27 1 0 0 12 0 0 0 8 0 403
8:15 AM 0 182 8 0 6 136 17 0 0 0 10 0 0 0 12 0 371
8:30 AM 0 189 8 0 1 111 12 0 0 0 9 0 0 0 10 0 340
8:45 AM 0 203 13 0 6 106 16 0 0 0 9 0 0 0 12 0 365

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 1614 73 0 43 1035 140 3 0 0 90 0 0 0 76 0 3074 APPROACH %'s : 0.00% 95.67% 4.33% 0.00% 3.52% 84.77% 11.47% 0.25% 0.00% 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% PEAK HR : 07:15 AM 38 37 44 07:45 AM TOTAL
PEAK HR VOL : 0 910 37 0 28 566 77 3 0 0 55 0 0 0 32 0 1708 PEAK HR FACTOR : 0.000 0.769 0.771 0.000 0.500 0.827 0.713 0.750 0.000 0.000 0.859 0.000 0.000 0.000 0.727 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 3 0 0 1 3 0 0 0 0 1 0 0 0 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 322 8 0 5 319 28 1 0 0 33 0 0 0 10 0 726
4:15 PM 0 302 12 0 9 302 30 2 0 0 24 0 0 0 15 0 696
4:30 PM 0 309 7 0 5 311 26 2 0 0 28 0 0 0 19 0 707
4:45 PM 0 328 8 0 8 295 36 3 0 0 32 0 0 0 22 0 732
5:00 PM 0 327 5 0 4 393 40 2 0 0 36 0 0 0 20 0 827
5:15 PM 0 328 5 0 3 357 25 0 0 0 35 0 0 0 14 0 767
5:30 PM 0 326 4 0 5 316 23 3 0 0 24 0 0 0 19 0 720
5:45 PM 0 288 7 0 6 315 34 0 0 0 28 0 0 0 11 0 689

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 2530 56 0 45 2608 242 13 0 0 240 0 0 0 130 0 5864 APPROACH %'s : 0.00% 97.83% 2.17% 0.00% 1.55% 89.68% 8.32% 0.45% 0.00% 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% PEAK HR : 04:45 PM 292 289 296 05:00 PM TOTAL
PEAK HR VOL : 0 1309 22 0 20 1361 124 8 0 0 127 0 0 0 75 0 3046 PEAK HR FACTOR : 0.000 0.998 0.688 0.000 0.625 0.866 0.775 0.667 0.000 0.000 0.882 0.000 0.000 0.000 0.852 0.000 Glendale Ave

NORTHBOUND
Glendale Ave

0.727

WESTBOUND
12th Ave 12th Ave

SOUTHBOUND

0.851 0.859

EASTBOUND

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

NORTHBOUND

0.769
10/1/2020
Total

0.921 0.882

WESTBOUND

0.852

0.877

SOUTHBOUND

0.990 0.862
04:45 PM - 05:45 PM

National Data & Surveying Services
Intersection Turning Movement Count
Location: Campus Dr & W 6th St
City: Hanford Project ID: 20-090149-003
Control: 2-Way Stop (EB/WB) 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 0 0 0 0 2 0 2 0 0 0 0 0 0 1 4 0 9
7:15 AM 0 0 1 0 6 0 0 0 1 1 1 0 0 1 6 0 17
7:30 AM 0 0 1 0 5 0 8 0 6 6 0 0 0 1 8 0 35
7:45 AM 0 2 0 0 5 1 8 0 3 3 0 0 0 5 22 0 49
8:00 AM 0 0 0 0 9 1 2 0 2 0 0 0 0 0 18 0 32
8:15 AM 1 1 0 0 4 2 1 0 1 1 1 0 0 2 8 0 22
8:30 AM 1 0 0 0 8 0 1 0 2 0 1 0 0 3 5 0 21
8:45 AM 1 0 0 0 14 1 2 0 1 0 1 0 0 2 14 0 36

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 3 3 2 0 53 5 24 0 16 11 4 0 0 15 85 0 221 APPROACH %'s : 37.50% 37.50% 25.00% 0.00% 64.63% 6.10% 29.27% 0.00% 51.61% 35.48% 12.90% 0.00% 0.00% 15.00% 85.00% 0.00% PEAK HR : 07:30 AM 39 37 44 07:45 AM TOTAL
PEAK HR VOL : 1 3 1 0 23 4 19 0 12 10 1 0 0 8 56 0 138
PEAK HR FACTOR : 0.250 0.375 0.250 0.000 0.639 0.500 0.594 0.000 0.500 0.417 0.250 0.000 0.000 0.400 0.636 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 0 0 0 0 19 0 1 0 3 2 0 0 0 0 11 0 36
4:15 PM 0 0 0 0 10 0 3 0 1 2 0 0 0 1 10 0 27
4:30 PM 0 1 0 0 9 1 1 0 2 1 0 0 0 1 10 0 26
4:45 PM 0 0 0 0 9 0 6 0 3 1 0 0 0 1 22 0 42
5:00 PM 0 0 0 0 9 0 1 0 2 2 0 0 0 2 17 0 33
5:15 PM 0 0 0 0 10 0 2 0 2 1 0 0 0 1 9 0 25
5:30 PM 0 0 0 0 10 0 1 0 2 3 0 0 0 0 12 0 28
5:45 PM 0 0 0 0 3 0 2 0 1 0 0 0 0 2 4 0 12

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 1 0 0 79 1 17 0 16 12 0 0 0 8 95 0 229 APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 81.44% 1.03% 17.53% 0.00% 57.14% 42.86% 0.00% 0.00% 0.00% 7.77% 92.23% 0.00% PEAK HR : 04:00 PM 289 289 296 04:45 PM TOTAL
PEAK HR VOL : 0 1 0 0 47 1 11 0 9 6 0 0 0 3 53 0 131
PEAK HR FACTOR : 0.000 0.250 0.000 0.000 0.618 0.250 0.458 0.000 0.750 0.750 0.000 0.000 0.000 0.750 0.602 0.000 10/1/2020
Total

0.780 0.750

WESTBOUND

0.609

0.704

SOUTHBOUND

0.250 0.738
04:00 PM - 05:00 PM
PM
AM
07:30 AM - 08:30 AM

NORTHBOUND

0.625

SOUTHBOUND

0.821 0.479

EASTBOUND

EASTBOUND
W 6th St

NORTHBOUND
W 6th St

0.593

WESTBOUND
Campus Dr Campus Dr

National Data & Surveying Services
Intersection Turning Movement Count
Location: Campus Dr & W 7th St
City: Hanford Project ID: 20-090149-002
Control: 4-Way Stop 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 2 2 0 0 1 2 5 0 6 16 2 0 1 18 2 0 57
7:15 AM 1 5 1 0 3 2 4 0 7 17 1 0 1 23 5 0 70
7:30 AM 2 8 4 0 3 8 10 0 13 14 3 0 4 32 2 0 103
7:45 AM 8 16 2 0 4 3 5 0 26 23 6 0 6 32 12 0 143
8:00 AM 5 14 2 0 1 7 5 0 17 24 2 0 1 19 5 0 102
8:15 AM 2 5 3 0 9 5 5 0 7 29 1 0 3 28 5 0 102
8:30 AM 3 4 0 0 6 4 10 0 8 31 7 0 0 26 4 0 103
8:45 AM 4 7 4 0 8 8 7 0 7 31 5 0 3 36 4 0 124

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 27 61 16 0 35 39 51 0 91 185 27 0 19 214 39 0 804 APPROACH %'s : 25.96% 58.65% 15.38% 0.00% 28.00% 31.20% 40.80% 0.00% 30.03% 61.06% 8.91% 0.00% 6.99% 78.68% 14.34% 0.00% PEAK HR : 07:30 AM 39 37 44 07:45 AM TOTAL
PEAK HR VOL : 17 43 11 0 17 23 25 0 63 90 12 0 14 111 24 0 450 PEAK HR FACTOR : 0.531 0.672 0.688 0.000 0.472 0.719 0.625 0.000 0.606 0.776 0.500 0.000 0.583 0.867 0.500 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 5 8 0 0 13 9 10 0 19 53 8 0 3 62 10 0 200
4:15 PM 4 8 0 0 11 5 14 0 14 53 9 0 0 71 9 0 198
4:30 PM 7 6 0 0 23 5 16 0 15 49 5 0 1 58 3 0 188
4:45 PM 10 13 1 0 9 5 11 0 14 53 3 0 6 73 7 0 205
5:00 PM 8 9 2 0 25 7 26 0 11 49 3 0 0 57 12 0 209
5:15 PM 4 6 2 0 13 6 9 0 11 34 3 0 3 66 6 0 163
5:30 PM 4 10 1 0 7 6 9 0 12 47 5 0 2 56 5 0 164
5:45 PM 2 3 0 0 7 2 7 0 9 40 2 0 0 46 6 0 124

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 44 63 6 0 108 45 102 0 105 378 38 0 15 489 58 0 1451 APPROACH %'s : 38.94% 55.75% 5.31% 0.00% 42.35% 17.65% 40.00% 0.00% 20.15% 72.55% 7.29% 0.00% 2.67% 87.01% 10.32% 0.00% PEAK HR : 04:15 PM 290 289 296 05:00 PM TOTAL
PEAK HR VOL : 29 36 3 0 68 22 67 0 54 204 20 0 7 259 31 0 800 PEAK HR FACTOR : 0.725 0.692 0.375 0.000 0.680 0.786 0.644 0.000 0.900 0.962 0.556 0.000 0.292 0.887 0.646 0.000 W 7th St

NORTHBOUND
W 7th St

0.745

WESTBOUND
Campus Dr Campus Dr

SOUTHBOUND

0.774 0.750

EASTBOUND

EASTBOUND
PM
AM
07:30 AM - 08:30 AM

NORTHBOUND

0.683
10/1/2020
Total

0.957 0.914

WESTBOUND

0.863

0.787

SOUTHBOUND

0.708 0.677
04:15 PM - 05:15 PM

National Data & Surveying Services
Intersection Turning Movement Count
Location: Campus Dr & W Lacey Blvd
City: Hanford Project ID: 20-090149-001
Control: Signalized Date:

NS/EW Streets:
1 1 0 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 2 2 4 0 1 9 0 0 1 31 0 0 5 27 3 0 85
7:15 AM 3 4 8 0 3 4 2 0 2 44 3 1 4 43 8 0 129
7:30 AM 7 12 7 0 5 9 3 0 4 52 4 1 17 44 14 1 180
7:45 AM 9 19 11 0 3 11 1 0 2 68 9 0 15 60 24 0 232
8:00 AM 7 14 11 0 5 15 3 0 3 71 12 3 6 60 7 0 217
8:15 AM 1 6 4 0 10 11 2 0 2 70 2 1 11 75 8 0 203
8:30 AM 2 8 13 0 9 13 3 0 2 79 1 1 7 75 10 0 223
8:45 AM 3 8 10 0 10 11 1 0 3 80 5 0 12 90 8 0 241

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 34 73 68 0 46 83 15 0 19 495 36 7 77 474 82 1 1510 APPROACH %'s : 19.43% 41.71% 38.86% 0.00% 31.94% 57.64% 10.42% 0.00% 3.41% 88.87% 6.46% 1.26% 12.15% 74.76% 12.93% 0.16% PEAK HR : 08:00 AM 41 37 44 08:45 AM TOTAL
PEAK HR VOL : 13 36 38 0 34 50 9 0 10 300 20 5 36 300 33 0 884 PEAK HR FACTOR : 0.464 0.643 0.731 0.000 0.850 0.833 0.750 0.000 0.833 0.938 0.417 0.417 0.750 0.833 0.825 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 1 0 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 4 14 19 0 20 13 8 0 11 149 4 1 9 173 9 0 434
4:15 PM 5 12 27 0 16 11 4 0 4 146 6 2 10 156 6 0 405
4:30 PM 4 11 21 0 24 25 11 0 4 136 2 0 7 144 8 0 397
4:45 PM 5 12 17 0 14 14 4 0 9 121 4 1 7 167 5 0 380
5:00 PM 14 17 26 0 23 16 7 0 3 166 13 0 16 164 14 0 479 5:15 PM 4 6 17 0 9 13 4 0 5 141 5 1 6 158 10 0 379
5:30 PM 3 13 15 0 5 9 9 0 5 126 3 0 6 152 8 0 354
5:45 PM 2 6 13 0 6 4 2 0 6 107 2 0 5 140 4 0 297

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 41 91 155 0 117 105 49 0 47 1092 39 5 66 1254 64 0 3125 APPROACH %'s : 14.29% 31.71% 54.01% 0.00% 43.17% 38.75% 18.08% 0.00% 3.97% 92.31% 3.30% 0.42% 4.77% 90.61% 4.62% 0.00% PEAK HR : 04:15 PM 290 289 296 05:00 PM TOTAL
PEAK HR VOL : 28 52 91 0 77 66 26 0 20 569 25 3 40 631 33 0 1661 PEAK HR FACTOR : 0.500 0.765 0.843 0.000 0.802 0.660 0.591 0.000 0.556 0.857 0.481 0.375 0.625 0.945 0.589 0.000 W Lacey Blvd

NORTHBOUND
W Lacey Blvd

0.839

WESTBOUND
Campus Dr Campus Dr

SOUTHBOUND

0.930 0.941

EASTBOUND

EASTBOUND
PM
AM
08:00 AM - 09:00 AM

NORTHBOUND

0.680
10/1/2020
Total

0.867 0.848

WESTBOUND

0.907

0.917

SOUTHBOUND

0.750 0.704
04:15 PM - 05:15 PM

LEGEND
Study Intersections
ADT’s
# Project Location
Figure
7 Hanford Place Development Traffic Impact Study
Average Daily Traffic Historical vs Covid 12th Avenue
Grangeville Blvd
e eGl ndal AveMall Dr
Lacey Blvd
Hanford Armona Rd Campus Dr
198
11th Avenue
7th St
6th St
5th St
Douty St
North
10th Avenue
2 1
4 7
8 9
10 11
12 3
5 6
XX,XXX Historical
(Year)
XX,XXX Covid
10,042
33,530
2,905
22,385
2,805
15,371
6,955
1,762
11,331 (17) 32,161 (16)
4,384 (19)
27,907 (18)
4,618 (16)
15,648 (17)
7,172 (16)
2,101 (16)

1 1/165 4
2 24 4/57
6/119 3
0/0
0 1 991 / 30
37 2/ 2
47/107
89/159
72/160
32/75
0/0
0/0
63 51/
86 5 12 / 4
70/109
77 1 4/ 2
66 1 615 / 3
31/28
36/66
87/173
65/215
0/0
0/0
55/127

1. 12th Avenue/Glendale Avenue 2. 12th Avenue/SR 198 WB Ramps 4. Campus Drive/Lacey Boulevard

5. Campus Drive/7th Street 6. Campus Drive/6th Street 7. 11th Avenue/Lacey Boulevard 8. 11th Avenue/7th Street

9. 11th Avenue/6th Street 10. 11th Avenue/5th Street 11. 11th Avenue/SR 198 WB Ramps

3. 12th Avenue/SR 198 EB Ramps

12. 11th Avenue/SR 198 EB Ramps
2019
235/277
392/572
5 54 / 2
/ 220 1 4
9 46 0/82
18/2
38/77
184/275
38/100
4/8
0/0
3/8
11 9/95
425/500
5 85 / 3
36 9/ 4
7 738 / 79
1/6
75/229
151/243
100/193
16/106
0/0
5/33
2015
LEGEND
# Study Intersections AM/PM Peakhour
Figure
7 Hanford Place Development Traffic Impact Study
Historical vs Covid
39 35/
59 / 192 9
0/0
358/415
0/1
35/110
5221/50
398/987
/0 0
0/0
0/0
0/0
0/0
335/508
194/1 0
0/0
0/0
0/0
8 61 2/42
9 624 / 78
0/0
295/439
0/0
12/38
13/28
36/52
8 93 / 1
33/33
300/631
36/40
9/26
50/66
34/77
15/23
300/569
20/25
Covid Covid Covid Covid 17 29/ 3/364
11/3
24/31
111/259
14/7
25 6/ 7
/ 223 2
17 6/ 8
63/54
90/204
12/20
/1 0
3 1/
/1 0
56/53
8/3
0/0
19/11
/14
23/47
12/9
10/6
1/0
Covid Covid 76/75 585/786 49/81
40/124
0/0
0/0
11 6/
83 8 53 / 3
57/82
0/0
0/0
40/52
Covid Covid Covid Covid 0 74 / 0 6 45 6/79/0 0
168/151
12/27
91/168
12 / 135 2
93 6 22 / 7
0/0
0/0
0/0
0/0
0/0
422/581
1 / 503 1 6
0/0
0/0
0/0
/0 0
3 632 / 27
63 2 7/ 1
185/284
108/61
65/58

APPENDIX C
SYNCHRO 10 (HCM 6th Edition) Worksheets

EXISTING WORKSHEETS

HCM 6th TWSC
1: 12th Avenue & Glendale Avenue 10/31/2020
Existing 09/08/2020 AM Peak Hour Synchro 10 Report
VRPA Technologies, Inc. Page 1
Intersection
Int Delay, s/veh 1.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 72 0 0 42 0 1183 48 40 736 100
Future Vol, veh/h 0 0 72 0 0 42 0 1183 48 40 736 100
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 - - 0 - - 0 - - - 125 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 0 0 82 0 0 48 0 1344 55 45 836 114
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All - - 475 - - 700 - 0 0 1399 0 0
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - 7.16 - - 7.16 - - - 5.36 - -
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - 3.93 - - 3.93 - - - 3.13 - -
Pot Cap-1 Maneuver 0 0 456 0 0 326 0 - - 248 - -
Stage 1 0 0 - 0 0 - 0 - - - - -
Stage 2 0 0 - 0 0 - 0 - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - 456 - - 326 - - - 248 - -
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 14.6 17.9 0 1

HCM LOS B C
Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) - - 456 326 248 - -
HCM Lane V/C Ratio - - 0.179 0.146 0.183 - -
HCM Control Delay (s) - - 14.6 17.9 22.7 - -
HCM Lane LOS - - B C C - -
HCM 95th %tile Q(veh) - - 0.6 0.5 0.7 - -

HCM 6th TWSC
6: Campus Dr & 6th Street 10/31/2020
Existing 09/08/2020 AM Peak Hour Synchro 10 Report
VRPA Technologies, Inc. Page 2
Intersection
Int Delay, s/veh 7.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 16 13 1 0 10 73 1 4 1 30 5 25
Future Vol, veh/h 16 13 1 0 10 73 1 4 1 30 5 25
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 70 70 70 70 70 70 70 70 70 70 70 70
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 23 19 1 0 14 104 1 6 1 43 7 36
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 179 120 25 130 138 7 43 0 0 7 0 0
Stage 1 111 111 - 9 9 - - - - - - -
Stage 2 68 9 - 121 129 - - - - - - -
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 781 768 1048 840 751 1072 1559 - - 1607 - - Stage 1 892 802 - 1010 886 - - - - - - -
Stage 2 940 886 - 881 787 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 679 746 1048 805 729 1072 1559 - - 1607 - - Mov Cap-2 Maneuver 679 746 - 805 729 - - - - - - -
Stage 1 891 780 - 1009 885 - - - - - - -
Stage 2 834 885 - 835 765 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 10.4 9 1.2 3.7

HCM LOS B A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1559 - - 715 1014 1607 - -
HCM Lane V/C Ratio 0.001 - - 0.06 0.117 0.027 - -
HCM Control Delay (s) 7.3 0 - 10.4 9 7.3 0 -
HCM Lane LOS A A - B A A A -
HCM 95th %tile Q(veh) 0 - - 0.2 0.4 0.1 - -

HCM 6th TWSC
9: 11th Avenue & 6th Street 10/31/2020
Existing 09/08/2020 AM Peak Hour Synchro 10 Report
VRPA Technologies, Inc. Page 3
Intersection
Int Delay, s/veh 1.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 52 0 0 52 99 761 64 74 498 14
Future Vol, veh/h 0 0 52 0 0 52 99 761 64 74 498 14
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 - - 0 - - 0 75 - - 125 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 0 0 60 0 0 60 114 875 74 85 572 16
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All - - 294 - - 475 588 0 0 949 0 0
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - 6.96 - - 6.96 4.16 - - 4.16 - -
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - 3.33 - - 3.33 2.23 - - 2.23 - -
Pot Cap-1 Maneuver 0 0 699 0 0 533 976 - - 713 - -
Stage 1 0 0 - 0 0 - - - - - - -
Stage 2 0 0 - 0 0 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - 699 - - 533 976 - - 713 - -
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 10.6 12.6 1 1.4

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 976 - - 699 533 713 - -
HCM Lane V/C Ratio 0.117 - - 0.086 0.112 0.119 - -
HCM Control Delay (s) 9.2 - - 10.6 12.6 10.7 - -
HCM Lane LOS A - - B B B - -
HCM 95th %tile Q(veh) 0.4 - - 0.3 0.4 0.4 - -

HCM 6th Signalized Intersection Summary
2: SR 198 WB Ramps & 12th Avenue 10/31/2020
Existing 09/08/2020 AM Peak Hour Synchro 10 Report
VRPA Technologies, Inc. Page 1
Movement WBL WBR NBL NBT NBR SBL SBT SBR NEL NER
Lane Configurations
Traffic Volume (veh/h) 46 465 51 770 0 0 517 287 0 0
Future Volume (veh/h) 46 465 51 770 0 0 517 287 0 0
Initial Q (Qb), veh 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
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 0 0 1856 1856 Adj Flow Rate, veh/h 51 517 57 856 0 0 574 319
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 3 3 3 3 0 0 3 3
Cap, veh/h 370 658 82 2366 0 0 1992 889
Arrive On Green 0.21 0.21 0.05 0.67 0.00 0.00 0.57 0.57 Sat Flow, veh/h 1767 3145 1767 3618 0 0 3618 1572
Grp Volume(v), veh/h 51 517 57 856 0 0 574 319
Grp Sat Flow(s),veh/h/ln 1767 1572 1767 1763 0 0 1763 1572 Q Serve(g_s), s 1.8 11.7 2.4 7.9 0.0 0.0 6.4 8.3
Cycle Q Clear(g_c), s 1.8 11.7 2.4 7.9 0.0 0.0 6.4 8.3
Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 370 658 82 2366 0 0 1992 889
V/C Ratio(X) 0.14 0.79 0.70 0.36 0.00 0.00 0.29 0.36
Avail Cap(c_a), veh/h 716 1275 247 2366 0 0 1992 889
HCM Platoon Ratio 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 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 24.2 28.2 35.4 5.4 0.0 0.0 8.5 8.9 Incr Delay (d2), s/veh 0.2 2.1 10.2 0.4 0.0 0.0 0.4 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 4.2 1.2 2.1 0.0 0.0 2.1 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.4 30.3 45.6 5.8 0.0 0.0 8.9 10.1 LnGrp LOS C C D A A A A B
Approach Vol, veh/h 568 913 893
Approach Delay, s/veh 29.7 8.3 9.3
Approach LOS C A A
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 55.0 8.0 47.0 20.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 50.5 10.5 35.5 30.5
Max Q Clear Time (g_c+I1), s 9.9 4.4 10.3 13.7
Green Ext Time (p_c), s 6.7 0.0 5.0 2.0
Intersection Summary
HCM 6th Ctrl Delay 13.8
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

HCM 6th Signalized Intersection Summary
3: 12th Avenue & SR 198 EB Off Ramps 10/31/2020
Existing 09/08/2020 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) 384 0 16 0 0 0 0 436 122 0 324 237 Future Volume (veh/h) 384 0 16 0 0 0 0 436 122 0 324 237 Initial Q (Qb), veh 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
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 0 1856 0 1856 1856 0 1856 1856 Adj Flow Rate, veh/h 427 0 18 0 484 0 0 360 0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 3 0 3 0 3 3 0 3 3
Cap, veh/h 588 0 270 0 2439 0 2439
Arrive On Green 0.17 0.00 0.17 0.00 0.69 0.00 0.00 0.69 0.00 Sat Flow, veh/h 3428 0 1572 0 3618 1572 0 3618 1572
Grp Volume(v), veh/h 427 0 18 0 484 0 0 360 0
Grp Sat Flow(s),veh/h/ln 1714 0 1572 0 1763 1572 0 1763 1572 Q Serve(g_s), s 7.8 0.0 0.6 0.0 3.2 0.0 0.0 2.3 0.0
Cycle Q Clear(g_c), s 7.8 0.0 0.6 0.0 3.2 0.0 0.0 2.3 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 588 0 270 0 2439 0 2439
V/C Ratio(X) 0.73 0.00 0.07 0.00 0.20 0.00 0.15
Avail Cap(c_a), veh/h 1850 0 849 0 2439 0 2439
HCM Platoon Ratio 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 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 25.8 0.0 22.8 0.0 3.6 0.0 0.0 3.5 0.0 Incr Delay (d2), s/veh 1.7 0.0 0.1 0.0 0.2 0.0 0.0 0.1 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 %ile BackOfQ(50%),veh/ln 3.0 0.0 0.2 0.0 0.7 0.0 0.0 0.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.5 0.0 22.9 0.0 3.8 0.0 0.0 3.6 0.0 LnGrp LOS C A C A A A A
Approach Vol, veh/h 445 484 A 360 A
Approach Delay, s/veh 27.3 3.8 3.6
Approach LOS C A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 50.0 15.8 50.0
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 45.5 35.5 45.5
Max Q Clear Time (g_c+I1), s 5.2 9.8 4.3
Green Ext Time (p_c), s 3.3 1.5 2.4
Intersection Summary
HCM 6th Ctrl Delay 11.9
HCM 6th LOS B
Notes
Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
4: Campus Drive & Lacey Boulevard 10/31/2020
Existing 09/08/2020 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) 20 390 26 47 390 43 17 47 49 44 65 12 Future Volume (veh/h) 20 390 26 47 390 43 17 47 49 44 65 12 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 22 424 28 51 424 47 18 51 53 48 71 13 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 44 625 279 81 698 311 38 386 401 78 902 765
Arrive On Green 0.03 0.18 0.18 0.05 0.20 0.20 0.02 0.46 0.46 0.04 0.49 0.49 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 1767 833 866 1767 1856 1572 Grp Volume(v), veh/h 22 424 28 51 424 47 18 0 104 48 71 13 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1767 0 1700 1767 1856 1572 Q Serve(g_s), s 0.8 7.5 1.0 1.9 7.3 1.7 0.7 0.0 2.3 1.8 1.4 0.3 Cycle Q Clear(g_c), s 0.8 7.5 1.0 1.9 7.3 1.7 0.7 0.0 2.3 1.8 1.4 0.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.51 1.00 1.00
Lane Grp Cap(c), veh/h 44 625 279 81 698 311 38 0 788 78 902 765 V/C Ratio(X) 0.50 0.68 0.10 0.63 0.61 0.15 0.48 0.00 0.13 0.62 0.08 0.02 Avail Cap(c_a), veh/h 198 1240 553 251 1345 600 172 0 788 251 902 765 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 32.2 25.7 23.0 31.3 24.4 22.2 32.3 0.0 10.2 31.4 9.2 8.9 Incr Delay (d2), s/veh 8.3 1.3 0.2 7.8 0.9 0.2 9.2 0.0 0.3 7.6 0.2 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 0.4 3.0 0.4 0.9 2.9 0.6 0.4 0.0 0.9 0.9 0.5 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.5 27.0 23.2 39.2 25.3 22.4 41.5 0.0 10.6 39.0 9.3 8.9 LnGrp LOS D C C D C C D A B D A A
Approach Vol, veh/h 474 522 122 132
Approach Delay, s/veh 27.4 26.4 15.2 20.1
Approach LOS C C B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.4 35.5 7.6 16.3 5.9 37.0 6.2 17.7 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 9.5 29.5 9.5 23.5 6.5 32.5 7.5 25.5 Max Q Clear Time (g_c+I1), s 3.8 4.3 3.9 9.5 2.7 3.4 2.8 9.3 Green Ext Time (p_c), s 0.0 0.5 0.0 2.3 0.0 0.4 0.0 2.5 Intersection Summary
HCM 6th Ctrl Delay 25.0
HCM 6th LOS C

HCM 6th Signalized Intersection Summary
7: 11th Avenue & Lacey Boulevard 10/31/2020
Existing 09/08/2020 AM Peak Hour Synchro 10 Report
VRPA Technologies, Inc. Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 83 167 110 42 203 42 259 433 50 61 469 131 Future Volume (veh/h) 83 167 110 42 203 42 259 433 50 61 469 131 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 92 186 122 47 226 47 288 481 56 68 521 146 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 214 445 198 113 372 76 402 1523 177 96 1466 654 Arrive On Green 0.06 0.13 0.13 0.06 0.13 0.13 0.12 0.48 0.48 0.05 0.42 0.42 Sat Flow, veh/h 3428 3526 1572 1767 2916 595 3428 3183 369 1767 3526 1572 Grp Volume(v), veh/h 92 186 122 47 135 138 288 266 271 68 521 146 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1767 1763 1748 1714 1763 1789 1767 1763 1572 Q Serve(g_s), s 1.7 3.2 4.8 1.7 4.7 4.9 5.3 6.0 6.1 2.5 6.6 2.5 Cycle Q Clear(g_c), s 1.7 3.2 4.8 1.7 4.7 4.9 5.3 6.0 6.1 2.5 6.6 2.5 Prop In Lane 1.00 1.00 1.00 0.34 1.00 0.21 1.00 1.00
Lane Grp Cap(c), veh/h 214 445 198 113 225 223 402 843 856 96 1466 654 V/C Ratio(X) 0.43 0.42 0.62 0.42 0.60 0.62 0.72 0.31 0.32 0.71 0.36 0.22 Avail Cap(c_a), veh/h 290 1455 649 182 760 754 607 843 856 248 1466 654 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 29.3 26.2 26.9 29.2 26.8 26.8 27.6 10.4 10.4 30.2 13.0 5.3 Incr Delay (d2), s/veh 1.4 0.6 3.1 2.4 2.6 2.8 2.4 1.0 1.0 9.1 0.7 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 0.7 1.3 1.8 0.7 2.0 2.1 2.2 2.2 2.2 1.2 2.4 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.7 26.8 30.0 31.7 29.3 29.6 30.0 11.4 11.4 39.3 13.7 6.0 LnGrp LOS C C C C C C C B B D B A
Approach Vol, veh/h 400 320 825 735
Approach Delay, s/veh 28.7 29.8 17.9 14.5
Approach LOS C C B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.0 35.6 8.6 12.7 12.1 31.5 8.5 12.8 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 9.1 29.4 6.7 26.8 11.5 27.0 5.5 28.0 Max Q Clear Time (g_c+I1), s 4.5 8.1 3.7 6.8 7.3 8.6 3.7 6.9 Green Ext Time (p_c), s 0.0 3.1 0.0 1.4 0.4 3.7 0.0 1.4 Intersection Summary
HCM 6th Ctrl Delay 20.4
HCM 6th LOS C

HCM 6th Signalized Intersection Summary
8: 11th Avenue & 7th Street 10/31/2020
Existing 09/08/2020 AM Peak Hour Synchro 10 Report
VRPA Technologies, Inc. Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 37 89 66 73 91 48 154 432 98 71 292 64 Future Volume (veh/h) 37 89 66 73 91 48 154 432 98 71 292 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 42 101 75 83 103 55 175 491 111 81 332 73 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 143 198 135 109 270 135 221 1715 765 108 1489 664 Arrive On Green 0.04 0.10 0.10 0.06 0.12 0.12 0.12 0.49 0.49 0.06 0.42 0.42 Sat Flow, veh/h 3428 2002 1370 1767 2273 1140 1767 3526 1572 1767 3526 1572 Grp Volume(v), veh/h 42 88 88 83 78 80 175 491 111 81 332 73 Grp Sat Flow(s),veh/h/ln 1714 1763 1609 1767 1763 1650 1767 1763 1572 1767 1763 1572 Q Serve(g_s), s 0.7 2.9 3.2 2.8 2.5 2.7 5.9 5.1 1.4 2.8 3.7 1.7 Cycle Q Clear(g_c), s 0.7 2.9 3.2 2.8 2.5 2.7 5.9 5.1 1.4 2.8 3.7 1.7 Prop In Lane 1.00 0.85 1.00 0.69 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 143 174 159 109 209 196 221 1715 765 108 1489 664 V/C Ratio(X) 0.29 0.51 0.55 0.76 0.37 0.41 0.79 0.29 0.15 0.75 0.22 0.11 Avail Cap(c_a), veh/h 278 744 680 215 816 764 359 1715 765 281 1489 664 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 28.6 26.3 26.5 28.4 25.0 25.1 26.2 9.4 3.1 28.5 11.3 10.8 Incr Delay (d2), s/veh 1.1 2.3 3.0 10.5 1.1 1.4 6.3 0.4 0.4 10.1 0.3 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 0.3 1.2 1.3 1.5 1.1 1.1 2.7 1.7 0.8 1.4 1.3 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.8 28.6 29.5 38.9 26.1 26.5 32.5 9.9 3.5 38.5 11.7 11.1 LnGrp LOS C C C D C C C A A D B B
Approach Vol, veh/h 218 241 777 486
Approach Delay, s/veh 29.2 30.6 14.0 16.1
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 34.4 8.3 10.6 12.2 30.5 7.1 11.8 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 9.8 28.7 7.5 26.0 12.5 26.0 5.0 28.5 Max Q Clear Time (g_c+I1), s 4.8 7.1 4.8 5.2 7.9 5.7 2.7 4.7 Green Ext Time (p_c), s 0.1 3.5 0.0 0.9 0.2 2.2 0.0 0.9 Intersection Summary
HCM 6th Ctrl Delay 18.9
HCM 6th LOS B

HCM 6th Signalized Intersection Summary
10: 11th Avenue & 5th Street 10/31/2020
Existing 09/08/2020 AM Peak Hour Synchro 10 Report
VRPA Technologies, Inc. Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 21 0 7 4 0 5 26 897 23 1 503 47
Future Volume (veh/h) 21 0 7 4 0 5 26 897 23 1 503 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 24 0 8 5 0 6 30 1043 27 1 585 55
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 179 0 66 110 2 33 58 2588 67 3 2489 1110
Arrive On Green 0.04 0.00 0.04 0.04 0.00 0.04 0.03 0.74 0.74 0.00 0.71 0.71 Sat Flow, veh/h 1399 0 1572 598 50 777 1767 3511 91 1767 3526 1572 Grp Volume(v), veh/h 24 0 8 11 0 0 30 524 546 1 585 55
Grp Sat Flow(s),veh/h/ln 1399 0 1572 1424 0 0 1767 1763 1839 1767 1763 1572 Q Serve(g_s), s 0.3 0.0 0.3 0.2 0.0 0.0 1.0 6.8 6.8 0.0 3.6 0.7 Cycle Q Clear(g_c), s 0.9 0.0 0.3 0.6 0.0 0.0 1.0 6.8 6.8 0.0 3.6 0.7 Prop In Lane 1.00 1.00 0.45 0.55 1.00 0.05 1.00 1.00
Lane Grp Cap(c), veh/h 179 0 66 145 0 0 58 1300 1356 3 2489 1110 V/C Ratio(X) 0.13 0.00 0.12 0.08 0.00 0.00 0.52 0.40 0.40 0.35 0.24 0.05 Avail Cap(c_a), veh/h 722 0 676 722 0 0 186 1300 1356 158 2489 1110 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.7 0.0 28.4 28.5 0.0 0.0 29.3 3.0 3.0 30.7 3.2 2.8 Incr Delay (d2), s/veh 0.3 0.0 0.8 0.2 0.0 0.0 7.1 0.9 0.9 60.2 0.2 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 0.1 0.2 0.0 0.0 0.5 1.5 1.6 0.1 0.8 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.0 0.0 29.2 28.7 0.0 0.0 36.4 4.0 3.9 90.9 3.4 2.8 LnGrp LOS C A C C A A D A A F A A
Approach Vol, veh/h 32 11 1100 641
Approach Delay, s/veh 29.0 28.7 4.8 3.5
Approach LOS C C A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 4.6 49.9 7.1 6.5 48.0 7.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.5 44.5 26.5 6.5 43.5 26.5 Max Q Clear Time (g_c+I1), s 2.0 8.8 2.9 3.0 5.6 2.6
Green Ext Time (p_c), s 0.0 8.7 0.1 0.0 4.7 0.0
Intersection Summary
HCM 6th Ctrl Delay 4.9
HCM 6th LOS A

HCM 6th Signalized Intersection Summary
11: 11th Avenue & SR 198 WB On Ramp/4th Street 10/31/2020 Existing 09/08/2020 AM Peak Hour Synchro 10 Report
VRPA Technologies, Inc. Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 118 16 218 52 736 0 0 381 163 Future Volume (veh/h) 0 0 0 118 16 218 52 736 0 0 381 163 Initial Q (Qb), veh 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
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 0 0 1856 1856 Adj Flow Rate, veh/h 137 19 253 60 856 0 0 443 190
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 3 3 3 3 3 0 0 3 3
Cap, veh/h 357 374 317 89 2341 0 0 1927 859
Arrive On Green 0.20 0.20 0.20 0.05 0.66 0.00 0.00 0.55 0.55 Sat Flow, veh/h 1767 1856 1572 1767 3618 0 0 3618 1572
Grp Volume(v), veh/h 137 19 253 60 856 0 0 443 190
Grp Sat Flow(s),veh/h/ln 1767 1856 1572 1767 1763 0 0 1763 1572 Q Serve(g_s), s 4.5 0.6 10.3 2.2 7.2 0.0 0.0 4.4 4.2
Cycle Q Clear(g_c), s 4.5 0.6 10.3 2.2 7.2 0.0 0.0 4.4 4.2 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 357 374 317 89 2341 0 0 1927 859 V/C Ratio(X) 0.38 0.05 0.80 0.68 0.37 0.00 0.00 0.23 0.22 Avail Cap(c_a), veh/h 962 1010 856 330 2341 0 0 1927 859 HCM Platoon Ratio 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 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 23.1 21.6 25.4 31.3 5.0 0.0 0.0 7.9 7.8 Incr Delay (d2), s/veh 0.7 0.1 4.6 8.7 0.4 0.0 0.0 0.3 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 0.2 3.8 1.1 2.1 0.0 0.0 1.4 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.8 21.6 30.0 40.0 5.4 0.0 0.0 8.2 8.4 LnGrp LOS C C C D A A A A A
Approach Vol, veh/h 409 916 633
Approach Delay, s/veh 27.6 7.7 8.2
Approach LOS C A A
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 49.0 7.9 41.1 18.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 44.5 12.5 27.5 36.5
Max Q Clear Time (g_c+I1), s 9.2 4.2 6.4 12.3
Green Ext Time (p_c), s 7.2 0.1 3.4 1.3
Intersection Summary
HCM 6th Ctrl Delay 12.0
HCM 6th LOS B

HCM 6th Signalized Intersection Summary
12: 11th Avenue & SR 198 EB Off Ramp/3rd Street 10/31/2020 Existing 09/08/2020 AM Peak Hour Synchro 10 Report
VRPA Technologies, Inc. Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 241 140 85 0 0 0 0 549 134 82 420 0 Future Volume (veh/h) 241 140 85 0 0 0 0 549 134 82 420 0 Initial Q (Qb), veh 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
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 1856 1856 0 1856 1856 1856 1856 0 Adj Flow Rate, veh/h 301 175 106 0 686 168 102 525 0
Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Percent Heavy Veh, % 3 3 3 0 3 3 3 3 0
Cap, veh/h 354 206 489 0 1541 687 132 2012 0
Arrive On Green 0.31 0.31 0.31 0.00 0.44 0.44 0.07 0.57 0.00 Sat Flow, veh/h 1137 661 1572 0 3618 1572 1767 3618 0
Grp Volume(v), veh/h 476 0 106 0 686 168 102 525 0
Grp Sat Flow(s),veh/h/ln 1799 0 1572 0 1763 1572 1767 1763 0 Q Serve(g_s), s 18.9 0.0 3.8 0.0 10.4 5.1 4.3 5.7 0.0
Cycle Q Clear(g_c), s 18.9 0.0 3.8 0.0 10.4 5.1 4.3 5.7 0.0 Prop In Lane 0.63 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 560 0 489 0 1541 687 132 2012 0
V/C Ratio(X) 0.85 0.00 0.22 0.00 0.45 0.24 0.78 0.26 0.00 Avail Cap(c_a), veh/h 885 0 774 0 1541 687 276 2012 0
HCM Platoon Ratio 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 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 24.6 0.0 19.4 0.0 15.0 13.5 34.6 8.3 0.0 Incr Delay (d2), s/veh 4.7 0.0 0.2 0.0 0.9 0.8 9.3 0.3 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 %ile BackOfQ(50%),veh/ln 7.9 0.0 1.3 0.0 3.8 1.8 2.1 2.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.3 0.0 19.6 0.0 15.9 14.4 44.0 8.6 0.0 LnGrp LOS C A B A B B D A A
Approach Vol, veh/h 582 854 627
Approach Delay, s/veh 27.5 15.6 14.3
Approach LOS C B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 10.2 37.8 28.2 48.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 11.9 27.1 37.5 43.5
Max Q Clear Time (g_c+I1), s 6.3 12.4 20.9 7.7
Green Ext Time (p_c), s 0.1 4.4 2.8 4.0
Intersection Summary
HCM 6th Ctrl Delay 18.6
HCM 6th LOS B

HCM 6th AWSC
5: Campus Dr/Campus Drive & 7th Street 10/31/2020
Existing 09/08/2020 AM Peak Hour Synchro 10 Report
VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 9.9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 82 117 16 18 144 31 22 56 14 22 30 33 Future Vol, veh/h 82 117 16 18 144 31 22 56 14 22 30 33 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 104 148 20 23 182 39 28 71 18 28 38 42
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 9.8 10.5 9.5 9.3

HCM LOS A B A A

Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 24% 100% 0% 100% 0% 26%
Vol Thru, % 61% 0% 88% 0% 82% 35%
Vol Right, % 15% 0% 12% 0% 18% 39%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 92 82 133 18 175 85
LT Vol 22 82 0 18 0 22
Through Vol 56 0 117 0 144 30
RT Vol 14 0 16 0 31 33
Lane Flow Rate 116 104 168 23 222 108
Geometry Grp 2 7 7 7 7 2
Degree of Util (X) 0.172 0.17 0.248 0.038 0.326 0.156
Departure Headway (Hd) 5.329 5.888 5.298 5.931 5.302 5.21 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 666 604 672 599 671 681
Service Time 3.419 3.673 3.083 3.718 3.088 3.301
HCM Lane V/C Ratio 0.174 0.172 0.25 0.038 0.331 0.159
HCM Control Delay 9.5 9.9 9.8 9 10.7 9.3
HCM Lane LOS A A A A B A
HCM 95th-tile Q 0.6 0.6 1 0.1 1.4 0.6

HCM 6th TWSC
1: 12th Avenue & Glendale Avenue 10/31/2020
Existing 09/08/2020 PM Peak Hour Synchro 10 Report
VRPA Technologies, Inc. Page 1
Intersection
Int Delay, s/veh 5.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 165 0 0 98 0 1702 29 36 1769 161 Future Vol, veh/h 0 0 165 0 0 98 0 1702 29 36 1769 161
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 - - 0 - - 0 - - - 125 - -
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 0 0 179 0 0 107 0 1850 32 39 1923 175
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All - - 1049 - - 941 - 0 0 1882 0 0
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - 7.16 - - 7.16 - - - 5.36 - -
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - 3.93 - - 3.93 - - - 3.13 - -
Pot Cap-1 Maneuver 0 0 191 0 0 226 0 - - 142 - -
Stage 1 0 0 - 0 0 - 0 - - - - -
Stage 2 0 0 - 0 0 - 0 - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - 191 - - 226 - - - 142 - -
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 100.4 34.4 0 0.7

HCM LOS F D
Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) - - 191 226 142 - -
HCM Lane V/C Ratio - - 0.939 0.471 0.276 - -
HCM Control Delay (s) - - 100.4 34.4 39.7 - -
HCM Lane LOS - - F D E - -
HCM 95th %tile Q(veh) - - 7.5 2.3 1.1 - -

HCM 6th TWSC
6: Campus Dr & 6th Street 10/31/2020
Existing 09/08/2020 PM Peak Hour Synchro 10 Report
VRPA Technologies, Inc. Page 2
Intersection
Int Delay, s/veh 7.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 12 8 0 0 4 69 0 1 0 61 1 14
Future Vol, veh/h 12 8 0 0 4 69 0 1 0 61 1 14
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 78 78 78 78 78 78 78 78 78 78 78 78
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 15 10 0 0 5 88 0 1 0 78 1 18
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 214 167 10 172 176 1 19 0 0 1 0 0
Stage 1 166 166 - 1 1 - - - - - - -
Stage 2 48 1 - 171 175 - - - - - - -
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 741 724 1068 789 716 1081 1591 - - 1615 - - Stage 1 834 759 - 1019 893 - - - - - - -
Stage 2 963 893 - 829 752 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 651 689 1068 751 681 1081 1591 - - 1615 - - Mov Cap-2 Maneuver 651 689 - 751 681 - - - - - - -
Stage 1 834 722 - 1019 893 - - - - - - -
Stage 2 879 893 - 777 715 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 10.6 8.8 0 5.9

HCM LOS B A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1591 - - 666 1047 1615 - -
HCM Lane V/C Ratio - - - 0.039 0.089 0.048 - -
HCM Control Delay (s) 0 - - 10.6 8.8 7.3 0 -
HCM Lane LOS A - - B A A A -
HCM 95th %tile Q(veh) 0 - - 0.1 0.3 0.2 - -

HCM 6th TWSC
9: 11th Avenue & 6th Street 10/31/2020
Existing 09/08/2020 PM Peak Hour Synchro 10 Report
VRPA Technologies, Inc. Page 3
Intersection
Int Delay, s/veh 2.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 68 0 0 161 98 1022 105 107 1086 8 Future Vol, veh/h 0 0 68 0 0 161 98 1022 105 107 1086 8 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 - - 0 - - 0 75 - - 125 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 0 0 70 0 0 166 101 1054 108 110 1120 8
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All - - 564 - - 581 1128 0 0 1162 0 0
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - 6.96 - - 6.96 4.16 - - 4.16 - -
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - 3.33 - - 3.33 2.23 - - 2.23 - -
Pot Cap-1 Maneuver 0 0 466 0 0 454 609 - - 591 - -
Stage 1 0 0 - 0 0 - - - - - - -
Stage 2 0 0 - 0 0 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - 466 - - 454 609 - - 591 - -
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 14.1 17.4 1 1.1

HCM LOS B C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 609 - - 466 454 591 - -
HCM Lane V/C Ratio 0.166 - - 0.15 0.366 0.187 - -
HCM Control Delay (s) 12.1 - - 14.1 17.4 12.5 - -
HCM Lane LOS B - - B C B - -
HCM 95th %tile Q(veh) 0.6 - - 0.5 1.7 0.7 - -

HCM 6th Signalized Intersection Summary
2: SR 198 WB Ramps & 12th Avenue 10/31/2020
Existing 09/08/2020 PM Peak Hour Synchro 10 Report
VRPA Technologies, Inc. Page 1
Movement WBL WBR NBL NBT NBR SBL SBT SBR NEL NER
Lane Configurations
Traffic Volume (veh/h) 143 540 46 1195 0 0 1283 657 0 0 Future Volume (veh/h) 143 540 46 1195 0 0 1283 657 0 0
Initial Q (Qb), veh 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
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 0 0 1856 1856 Adj Flow Rate, veh/h 155 587 50 1299 0 0 1395 714
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 3 0 0 3 3
Cap, veh/h 391 696 72 2373 0 0 2044 912
Arrive On Green 0.22 0.22 0.04 0.67 0.00 0.00 0.58 0.58 Sat Flow, veh/h 1767 3145 1767 3618 0 0 3618 1572
Grp Volume(v), veh/h 155 587 50 1299 0 0 1395 714
Grp Sat Flow(s),veh/h/ln 1767 1572 1767 1763 0 0 1763 1572 Q Serve(g_s), s 6.4 15.3 2.4 16.3 0.0 0.0 23.5 29.8
Cycle Q Clear(g_c), s 6.4 15.3 2.4 16.3 0.0 0.0 23.5 29.8 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 391 696 72 2373 0 0 2044 912
V/C Ratio(X) 0.40 0.84 0.70 0.55 0.00 0.00 0.68 0.78
Avail Cap(c_a), veh/h 486 865 114 2373 0 0 2044 912
HCM Platoon Ratio 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 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 28.4 31.8 40.4 7.2 0.0 0.0 12.5 13.8 Incr Delay (d2), s/veh 0.7 6.3 11.4 0.9 0.0 0.0 1.9 6.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 6.0 1.2 4.8 0.0 0.0 8.2 10.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.0 38.1 51.9 8.1 0.0 0.0 14.3 20.5 LnGrp LOS C D D A A A B C
Approach Vol, veh/h 742 1349 2109
Approach Delay, s/veh 36.2 9.8 16.4
Approach LOS D A B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 62.0 8.0 54.0 23.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 57.5 5.5 47.5 23.5
Max Q Clear Time (g_c+I1), s 18.3 4.4 31.8 17.3
Green Ext Time (p_c), s 12.1 0.0 10.9 1.6
Intersection Summary
HCM 6th Ctrl Delay 17.8
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

HCM 6th Signalized Intersection Summary
3: 12th Avenue & SR 198 EB Off Ramps 10/31/2020
Existing 09/08/2020 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) 571 0 49 0 0 0 0 660 143 0 881 554 Future Volume (veh/h) 571 0 49 0 0 0 0 660 143 0 881 554 Initial Q (Qb), veh 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
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 0 1856 0 1856 1856 0 1856 1856 Adj Flow Rate, veh/h 614 0 53 0 710 0 0 947 0
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 3 0 3 0 3 3 0 3 3
Cap, veh/h 767 0 352 0 2323 0 2323
Arrive On Green 0.22 0.00 0.22 0.00 0.66 0.00 0.00 0.66 0.00 Sat Flow, veh/h 3428 0 1572 0 3618 1572 0 3618 1572
Grp Volume(v), veh/h 614 0 53 0 710 0 0 947 0
Grp Sat Flow(s),veh/h/ln 1714 0 1572 0 1763 1572 0 1763 1572 Q Serve(g_s), s 13.0 0.0 2.1 0.0 6.6 0.0 0.0 9.6 0.0
Cycle Q Clear(g_c), s 13.0 0.0 2.1 0.0 6.6 0.0 0.0 9.6 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 767 0 352 0 2323 0 2323
V/C Ratio(X) 0.80 0.00 0.15 0.00 0.31 0.00 0.41
Avail Cap(c_a), veh/h 1364 0 626 0 2323 0 2323
HCM Platoon Ratio 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 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 28.1 0.0 23.9 0.0 5.6 0.0 0.0 6.1 0.0 Incr Delay (d2), s/veh 2.0 0.0 0.2 0.0 0.3 0.0 0.0 0.5 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 %ile BackOfQ(50%),veh/ln 5.0 0.0 0.7 0.0 1.8 0.0 0.0 2.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.1 0.0 24.1 0.0 5.9 0.0 0.0 6.6 0.0 LnGrp LOS C A C A A A A
Approach Vol, veh/h 667 710 A 947 A
Approach Delay, s/veh 29.6 5.9 6.6
Approach LOS C A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 55.0 21.6 55.0
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 50.5 30.5 50.5
Max Q Clear Time (g_c+I1), s 8.6 15.0 11.6
Green Ext Time (p_c), s 5.2 2.2 7.6
Intersection Summary
HCM 6th Ctrl Delay 13.0
HCM 6th LOS B
Notes
Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
4: Campus Drive & Lacey Boulevard 10/31/2020
Existing 09/08/2020 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) 30 740 33 52 820 43 36 68 118 100 86 34 Future Volume (veh/h) 30 740 33 52 820 43 36 68 118 100 86 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 34 851 38 60 943 49 41 78 136 115 99 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 59 1103 492 82 1149 513 66 200 349 147 696 590 Arrive On Green 0.03 0.31 0.31 0.05 0.33 0.33 0.04 0.33 0.33 0.08 0.38 0.38 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 1767 607 1058 1767 1856 1572 Grp Volume(v), veh/h 34 851 38 60 943 49 41 0 214 115 99 39 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1767 0 1665 1767 1856 1572 Q Serve(g_s), s 1.5 17.3 1.3 2.6 19.4 1.7 1.8 0.0 7.8 5.0 2.8 1.3 Cycle Q Clear(g_c), s 1.5 17.3 1.3 2.6 19.4 1.7 1.8 0.0 7.8 5.0 2.8 1.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.64 1.00 1.00
Lane Grp Cap(c), veh/h 59 1103 492 82 1149 513 66 0 549 147 696 590 V/C Ratio(X) 0.58 0.77 0.08 0.73 0.82 0.10 0.62 0.00 0.39 0.78 0.14 0.07 Avail Cap(c_a), veh/h 123 1318 588 146 1363 608 143 0 549 235 696 590 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 37.6 24.6 19.1 37.1 24.5 18.5 37.4 0.0 20.3 35.5 16.3 15.8 Incr Delay (d2), s/veh 8.7 2.4 0.1 11.8 3.6 0.1 9.0 0.0 2.1 8.9 0.4 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 7.1 0.5 1.4 8.1 0.6 0.9 0.0 3.2 2.5 1.2 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.3 26.9 19.2 49.0 28.0 18.6 46.4 0.0 22.4 44.4 16.7 16.0 LnGrp LOS D C B D C B D A C D B B
Approach Vol, veh/h 923 1052 255 253
Approach Delay, s/veh 27.3 28.8 26.3 29.2
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.0 30.5 8.2 29.2 7.5 34.1 7.1 30.2 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 10.5 25.5 6.5 29.5 6.4 29.6 5.5 30.5 Max Q Clear Time (g_c+I1), s 7.0 9.8 4.6 19.3 3.8 4.8 3.5 21.4 Green Ext Time (p_c), s 0.1 1.1 0.0 4.2 0.0 0.6 0.0 4.3 Intersection Summary
HCM 6th Ctrl Delay 28.0
HCM 6th LOS C

HCM 6th Signalized Intersection Summary
7: 11th Avenue & Lacey Boulevard 10/31/2020
Existing 09/08/2020 PM Peak Hour Synchro 10 Report
VRPA Technologies, Inc. Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 253 268 213 110 304 85 306 632 57 92 552 105 Future Volume (veh/h) 253 268 213 110 304 85 306 632 57 92 552 105 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 278 295 234 121 334 93 336 695 63 101 607 115 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 362 679 303 154 476 131 421 1325 120 129 1254 560 Arrive On Green 0.11 0.19 0.19 0.09 0.17 0.17 0.12 0.41 0.41 0.07 0.36 0.36 Sat Flow, veh/h 3428 3526 1572 1767 2733 750 3428 3269 296 1767 3526 1572 Grp Volume(v), veh/h 278 295 234 121 214 213 336 375 383 101 607 115 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1767 1763 1721 1714 1763 1802 1767 1763 1572 Q Serve(g_s), s 5.9 5.5 7.3 5.0 8.5 8.7 7.1 11.9 12.0 4.2 10.0 3.8 Cycle Q Clear(g_c), s 5.9 5.5 7.3 5.0 8.5 8.7 7.1 11.9 12.0 4.2 10.0 3.8 Prop In Lane 1.00 1.00 1.00 0.44 1.00 0.16 1.00 1.00
Lane Grp Cap(c), veh/h 362 679 303 154 307 299 421 715 731 129 1254 560 V/C Ratio(X) 0.77 0.43 0.77 0.79 0.70 0.71 0.80 0.52 0.52 0.78 0.48 0.21 Avail Cap(c_a), veh/h 368 1264 564 221 663 647 437 715 731 202 1254 560 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 32.4 26.5 13.9 33.3 28.9 29.0 31.8 16.7 16.7 33.9 18.7 16.7 Incr Delay (d2), s/veh 9.3 0.4 4.2 11.3 2.8 3.1 9.7 2.7 2.7 9.8 1.3 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 2.8 2.2 3.9 2.5 3.6 3.7 3.4 4.9 5.0 2.1 4.0 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.7 26.9 18.1 44.6 31.8 32.1 41.5 19.5 19.4 43.7 20.0 17.5 LnGrp LOS D C B D C C D B B D C B
Approach Vol, veh/h 807 548 1094 823
Approach Delay, s/veh 29.5 34.7 26.2 22.6
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.0 34.7 11.0 18.9 13.6 31.0 12.4 17.5 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 8.5 27.5 9.3 26.7 9.5 26.5 8.0 28.0 Max Q Clear Time (g_c+I1), s 6.2 14.0 7.0 9.3 9.1 12.0 7.9 10.7 Green Ext Time (p_c), s 0.0 3.9 0.1 2.4 0.1 3.8 0.0 2.3 Intersection Summary
HCM 6th Ctrl Delay 27.5
HCM 6th LOS C

HCM 6th Signalized Intersection Summary
8: 11th Avenue & 7th Street 10/31/2020
Existing 09/08/2020 PM Peak Hour Synchro 10 Report
VRPA Technologies, Inc. Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 67 176 219 163 162 109 167 583 115 111 552 52 Future Volume (veh/h) 67 176 219 163 162 109 167 583 115 111 552 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 74 193 241 179 178 120 184 641 126 122 607 57 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 175 348 311 216 554 354 221 1277 569 154 1143 510 Arrive On Green 0.05 0.20 0.20 0.12 0.27 0.27 0.13 0.36 0.36 0.09 0.32 0.32 Sat Flow, veh/h 3428 1763 1572 1767 2063 1318 1767 3526 1572 1767 3526 1572 Grp Volume(v), veh/h 74 193 241 179 151 147 184 641 126 122 607 57 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1767 1763 1618 1767 1763 1572 1767 1763 1572 Q Serve(g_s), s 1.6 7.7 11.3 7.7 5.3 5.7 7.9 11.1 2.7 5.3 11.0 2.0 Cycle Q Clear(g_c), s 1.6 7.7 11.3 7.7 5.3 5.7 7.9 11.1 2.7 5.3 11.0 2.0 Prop In Lane 1.00 1.00 1.00 0.81 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 175 348 311 216 474 435 221 1277 569 154 1143 510 V/C Ratio(X) 0.42 0.55 0.78 0.83 0.32 0.34 0.83 0.50 0.22 0.79 0.53 0.11 Avail Cap(c_a), veh/h 233 587 524 231 698 641 238 1277 569 213 1143 510 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 35.9 28.2 29.7 33.5 22.8 23.0 33.3 19.4 6.8 34.9 21.5 18.5 Incr Delay (d2), s/veh 1.6 1.4 4.2 20.5 0.4 0.5 20.4 1.4 0.9 12.8 1.8 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 0.7 3.2 4.4 4.5 2.2 2.2 4.5 4.4 1.6 2.7 4.5 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.5 29.6 33.8 54.0 23.2 23.4 53.7 20.8 7.7 47.7 23.3 18.9 LnGrp LOS D C C D C C D C A D C B
Approach Vol, veh/h 508 477 951 786
Approach Delay, s/veh 32.8 34.8 25.4 26.8
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.3 32.8 14.0 19.9 14.3 29.8 8.5 25.5 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 9.4 26.4 10.2 26.0 10.5 25.3 5.3 30.9 Max Q Clear Time (g_c+I1), s 7.3 13.1 9.7 13.3 9.9 13.0 3.6 7.7 Green Ext Time (p_c), s 0.1 3.9 0.0 2.1 0.0 3.3 0.0 1.9 Intersection Summary
HCM 6th Ctrl Delay 28.8
HCM 6th LOS C

HCM 6th Signalized Intersection Summary
10: 11th Avenue & 5th Street 10/31/2020
Existing 09/08/2020 PM Peak Hour Synchro 10 Report
VRPA Technologies, Inc. Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 138 0 43 10 0 10 161 1071 3 8 1013 122 Future Volume (veh/h) 138 0 43 10 0 10 161 1071 3 8 1013 122 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 0 44 10 0 10 166 1104 3 8 1044 126 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 290 0 205 153 24 98 209 2391 6 18 1956 872
Arrive On Green 0.13 0.00 0.13 0.13 0.00 0.13 0.12 0.66 0.66 0.01 0.55 0.55 Sat Flow, veh/h 1394 0 1572 572 182 753 1767 3607 10 1767 3526 1572 Grp Volume(v), veh/h 142 0 44 20 0 0 166 540 567 8 1044 126 Grp Sat Flow(s),veh/h/ln 1394 0 1572 1507 0 0 1767 1763 1854 1767 1763 1572 Q Serve(g_s), s 5.9 0.0 1.7 0.0 0.0 0.0 6.3 10.2 10.2 0.3 12.9 2.7 Cycle Q Clear(g_c), s 6.6 0.0 1.7 0.7 0.0 0.0 6.3 10.2 10.2 0.3 12.9 2.7 Prop In Lane 1.00 1.00 0.50 0.50 1.00 0.01 1.00 1.00
Lane Grp Cap(c), veh/h 290 0 205 275 0 0 209 1168 1229 18 1956 872 V/C Ratio(X) 0.49 0.00 0.21 0.07 0.00 0.00 0.79 0.46 0.46 0.44 0.53 0.14 Avail Cap(c_a), veh/h 637 0 596 636 0 0 373 1168 1229 129 1956 872 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.7 0.0 26.7 26.3 0.0 0.0 29.4 5.6 5.6 33.8 9.7 7.4 Incr Delay (d2), s/veh 1.3 0.0 0.5 0.1 0.0 0.0 6.6 1.3 1.3 15.7 1.0 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 0.0 0.7 0.3 0.0 0.0 2.9 3.2 3.3 0.2 4.4 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.0 0.0 27.2 26.4 0.0 0.0 36.1 6.9 6.9 49.5 10.7 7.7 LnGrp LOS C A C C A A D A A D B A
Approach Vol, veh/h 186 20 1273 1178
Approach Delay, s/veh 29.4 26.4 10.7 10.7
Approach LOS C C B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.2 50.0 13.4 12.6 42.6 13.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 45.5 26.0 14.5 36.0 26.0 Max Q Clear Time (g_c+I1), s 2.3 12.2 8.6 8.3 14.9 2.7
Green Ext Time (p_c), s 0.0 9.0 0.6 0.2 8.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 12.1
HCM 6th LOS B

HCM 6th Signalized Intersection Summary
11: 11th Avenue & SR 198 WB On Ramp/4th Street 10/31/2020 Existing 09/08/2020 PM Peak Hour Synchro 10 Report
VRPA Technologies, Inc. Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 218 35 196 91 1032 0 0 874 277 Future Volume (veh/h) 0 0 0 218 35 196 91 1032 0 0 874 277 Initial Q (Qb), veh 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
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 0 0 1856 1856 Adj Flow Rate, veh/h 229 37 206 96 1086 0 0 920 292
Peak Hour Factor 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 0 0 3 3
Cap, veh/h 305 320 271 124 2476 0 0 2008 896
Arrive On Green 0.17 0.17 0.17 0.07 0.70 0.00 0.00 0.57 0.57 Sat Flow, veh/h 1767 1856 1572 1767 3618 0 0 3618 1572
Grp Volume(v), veh/h 229 37 206 96 1086 0 0 920 292
Grp Sat Flow(s),veh/h/ln 1767 1856 1572 1767 1763 0 0 1763 1572 Q Serve(g_s), s 8.9 1.2 9.0 3.8 9.5 0.0 0.0 10.9 7.1
Cycle Q Clear(g_c), s 8.9 1.2 9.0 3.8 9.5 0.0 0.0 10.9 7.1 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 305 320 271 124 2476 0 0 2008 896 V/C Ratio(X) 0.75 0.12 0.76 0.77 0.44 0.00 0.00 0.46 0.33 Avail Cap(c_a), veh/h 750 787 667 261 2476 0 0 2008 896 HCM Platoon Ratio 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 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 28.3 25.1 28.3 32.9 4.6 0.0 0.0 9.0 8.2 Incr Delay (d2), s/veh 3.7 0.2 4.4 9.8 0.6 0.0 0.0 0.8 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 %ile BackOfQ(50%),veh/ln 3.7 0.5 3.4 1.9 2.6 0.0 0.0 3.6 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.0 25.3 32.7 42.7 5.2 0.0 0.0 9.8 9.1 LnGrp LOS C C C D A A A A A
Approach Vol, veh/h 472 1182 1212
Approach Delay, s/veh 31.8 8.2 9.6
Approach LOS C A A
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 55.0 9.5 45.5 16.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 50.5 10.6 35.4 30.5
Max Q Clear Time (g_c+I1), s 11.5 5.8 12.9 11.0
Green Ext Time (p_c), s 10.2 0.1 7.9 1.4
Intersection Summary
HCM 6th Ctrl Delay 12.7
HCM 6th LOS B

HCM 6th Signalized Intersection Summary
12: 11th Avenue & SR 198 EB Off Ramp/3rd Street 10/31/2020 Existing 09/08/2020 PM Peak Hour Synchro 10 Report
VRPA Technologies, Inc. Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 369 79 75 0 0 0 0 755 203 282 815 0 Future Volume (veh/h) 369 79 75 0 0 0 0 755 203 282 815 0 Initial Q (Qb), veh 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
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 1856 1856 0 1856 1856 1856 1856 0 Adj Flow Rate, veh/h 384 82 78 0 786 211 294 849 0
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 3 3 3 0 3 3 3 3 0
Cap, veh/h 432 92 463 0 1253 559 336 2111 0
Arrive On Green 0.29 0.29 0.29 0.00 0.36 0.36 0.19 0.60 0.00 Sat Flow, veh/h 1469 314 1572 0 3618 1572 1767 3618 0
Grp Volume(v), veh/h 466 0 78 0 786 211 294 849 0
Grp Sat Flow(s),veh/h/ln 1782 0 1572 0 1763 1572 1767 1763 0 Q Serve(g_s), s 21.1 0.0 3.1 0.0 15.6 8.4 13.6 10.7 0.0 Cycle Q Clear(g_c), s 21.1 0.0 3.1 0.0 15.6 8.4 13.6 10.7 0.0 Prop In Lane 0.82 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 525 0 463 0 1253 559 336 2111 0
V/C Ratio(X) 0.89 0.00 0.17 0.00 0.63 0.38 0.88 0.40 0.00 Avail Cap(c_a), veh/h 644 0 569 0 1253 559 430 2111 0
HCM Platoon Ratio 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 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 28.4 0.0 22.1 0.0 22.5 20.2 33.2 8.9 0.0 Incr Delay (d2), s/veh 12.3 0.0 0.2 0.0 2.4 1.9 15.1 0.6 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 %ile BackOfQ(50%),veh/ln 10.0 0.0 1.1 0.0 6.4 3.2 7.1 3.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.8 0.0 22.3 0.0 24.9 22.2 48.3 9.5 0.0 LnGrp LOS D A C A C C D A A
Approach Vol, veh/h 544 997 1143
Approach Delay, s/veh 38.1 24.3 19.5
Approach LOS D C B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 20.5 34.5 29.3 55.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 20.5 25.5 30.5 50.5
Max Q Clear Time (g_c+I1), s 15.6 17.6 23.1 12.7
Green Ext Time (p_c), s 0.4 3.5 1.8 7.2
Intersection Summary
HCM 6th Ctrl Delay 25.1
HCM 6th LOS C

HCM 6th AWSC
5: Campus Dr/Campus Drive & 7th Street 10/31/2020
Existing 09/08/2020 PM Peak Hour Synchro 10 Report
VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 15.6
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 70 265 26 9 337 40 38 47 4 88 29 87
Future Vol, veh/h 70 265 26 9 337 40 38 47 4 88 29 87
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 73 276 27 9 351 42 40 49 4 92 30 91
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 14.2 19.4 11.2 12.7

HCM LOS B C B B

Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 43% 100% 0% 100% 0% 43%
Vol Thru, % 53% 0% 91% 0% 89% 14%
Vol Right, % 4% 0% 9% 0% 11% 43%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 89 70 291 9 377 204
LT Vol 38 70 0 9 0 88
Through Vol 47 0 265 0 337 29
RT Vol 4 0 26 0 40 87
Lane Flow Rate 93 73 303 9 393 212
Geometry Grp 2 7 7 7 7 2
Degree of Util (X) 0.175 0.134 0.511 0.017 0.656 0.362
Departure Headway (Hd) 6.785 6.638 6.065 6.601 6.018 6.134 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 532 537 591 540 597 582
Service Time 4.785 4.413 3.84 4.373 3.789 4.222
HCM Lane V/C Ratio 0.175 0.136 0.513 0.017 0.658 0.364
HCM Control Delay 11.2 10.4 15.1 9.5 19.6 12.7
HCM Lane LOS B B C A C B
HCM 95th-tile Q 0.6 0.5 2.9 0.1 4.8 1.6

EXISTING PLUS PROJECT

WORKSHEETS

HCM 6th TWSC
1: 12th Avenue & Glendale Avenue 10/31/2020
Existing Plus Project 09/08/2020 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Int Delay, s/veh 2.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 72 0 0 95 0 1183 165 63 780 100
Future Vol, veh/h 0 0 72 0 0 95 0 1183 165 63 780 100
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 - - 0 - - 0 - - - 125 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 0 0 82 0 0 108 0 1344 188 72 886 114
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All - - 500 - - 766 - 0 0 1532 0 0
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - 7.16 - - 7.16 - - - 5.36 - -
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - 3.93 - - 3.93 - - - 3.13 - -
Pot Cap-1 Maneuver 0 0 440 0 0 295 0 - - 213 - -
Stage 1 0 0 - 0 0 - 0 - - - - -
Stage 2 0 0 - 0 0 - 0 - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - 440 - - 295 - - - 213 - -
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 15 24.1 0 2

HCM LOS C C
Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) - - 440 295 213 - -
HCM Lane V/C Ratio - - 0.186 0.366 0.336 - -
HCM Control Delay (s) - - 15 24.1 30.2 - -
HCM Lane LOS - - C C D - -
HCM 95th %tile Q(veh) - - 0.7 1.6 1.4 - -

HCM 6th TWSC
6: Campus Dr & 6th Street 10/31/2020
Existing Plus Project 09/08/2020 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
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 16 13 1 0 10 73 1 57 1 30 145 25
Future Vol, veh/h 16 13 1 0 10 73 1 57 1 30 145 25
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 70 70 70 70 70 70 70 70 70 70 70 70
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 23 19 1 0 14 104 1 81 1 43 207 36
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 454 395 225 405 413 82 243 0 0 82 0 0 Stage 1 311 311 - 84 84 - - - - - - -
Stage 2 143 84 - 321 329 - - - - - - -
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 515 540 812 554 528 975 1317 - - 1509 - - Stage 1 697 656 - 922 823 - - - - - - -
Stage 2 857 823 - 689 645 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 438 522 812 524 510 975 1317 - - 1509 - - Mov Cap-2 Maneuver 438 522 - 524 510 - - - - - - -
Stage 1 696 634 - 921 822 - - - - - - -
Stage 2 751 822 - 646 624 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 13.3 9.7 0.1 1.1

HCM LOS B A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1317 - - 479 878 1509 - -
HCM Lane V/C Ratio 0.001 - - 0.089 0.135 0.028 - -
HCM Control Delay (s) 7.7 0 - 13.3 9.7 7.5 0 -
HCM Lane LOS A A - B A A A -
HCM 95th %tile Q(veh) 0 - - 0.3 0.5 0.1 - -

HCM 6th TWSC
9: 11th Avenue & 6th Street 10/31/2020
Existing Plus Project 09/08/2020 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Int Delay, s/veh 1.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 52 0 0 52 99 779 64 74 545 14
Future Vol, veh/h 0 0 52 0 0 52 99 779 64 74 545 14
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 - - 0 - - 0 75 - - 125 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 0 0 60 0 0 60 114 895 74 85 626 16
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All - - 321 - - 485 642 0 0 969 0 0
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - 6.96 - - 6.96 4.16 - - 4.16 - -
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - 3.33 - - 3.33 2.23 - - 2.23 - -
Pot Cap-1 Maneuver 0 0 672 0 0 525 932 - - 701 - -
Stage 1 0 0 - 0 0 - - - - - - -
Stage 2 0 0 - 0 0 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - 672 - - 525 932 - - 701 - -
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 10.9 12.7 1 1.3

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 932 - - 672 525 701 - -
HCM Lane V/C Ratio 0.122 - - 0.089 0.114 0.121 - -
HCM Control Delay (s) 9.4 - - 10.9 12.7 10.8 - -
HCM Lane LOS A - - B B B - -
HCM 95th %tile Q(veh) 0.4 - - 0.3 0.4 0.4 - -

HCM 6th Signalized Intersection Summary
2: SR 198 WB Ramps & 12th Avenue 10/31/2020
Existing Plus Project 09/08/2020 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement WBL WBR NBL NBT NBR SBL SBT SBR NEL NER
Lane Configurations
Traffic Volume (veh/h) 46 488 51 864 0 0 535 313 0 0
Future Volume (veh/h) 46 488 51 864 0 0 535 313 0 0
Initial Q (Qb), veh 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
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 0 0 1856 1856 Adj Flow Rate, veh/h 51 542 57 960 0 0 594 348
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 3 3 3 3 0 0 3 3
Cap, veh/h 388 690 83 2321 0 0 1941 866
Arrive On Green 0.22 0.22 0.05 0.66 0.00 0.00 0.55 0.55 Sat Flow, veh/h 1767 3145 1767 3618 0 0 3618 1572
Grp Volume(v), veh/h 51 542 57 960 0 0 594 348
Grp Sat Flow(s),veh/h/ln 1767 1572 1767 1763 0 0 1763 1572 Q Serve(g_s), s 1.7 12.0 2.3 9.4 0.0 0.0 6.7 9.4
Cycle Q Clear(g_c), s 1.7 12.0 2.3 9.4 0.0 0.0 6.7 9.4
Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 388 690 83 2321 0 0 1941 866
V/C Ratio(X) 0.13 0.79 0.69 0.41 0.00 0.00 0.31 0.40
Avail Cap(c_a), veh/h 780 1387 228 2321 0 0 1941 866
HCM Platoon Ratio 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 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 23.1 27.1 34.6 5.9 0.0 0.0 9.0 9.6 Incr Delay (d2), s/veh 0.2 2.0 9.8 0.5 0.0 0.0 0.4 1.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 4.3 1.2 2.6 0.0 0.0 2.2 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.3 29.1 44.4 6.5 0.0 0.0 9.4 10.9 LnGrp LOS C C D A A A A B
Approach Vol, veh/h 593 1017 942
Approach Delay, s/veh 28.6 8.6 9.9
Approach LOS C A A
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 53.0 7.9 45.1 20.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 48.5 9.5 34.5 32.5
Max Q Clear Time (g_c+I1), s 11.4 4.3 11.4 14.0
Green Ext Time (p_c), s 7.7 0.0 5.2 2.2
Intersection Summary
HCM 6th Ctrl Delay 13.7
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

HCM 6th Signalized Intersection Summary
3: 12th Avenue & SR 198 EB Off Ramps 10/31/2020
Existing Plus Project 09/08/2020 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) 454 0 16 0 0 0 0 459 122 0 333 246 Future Volume (veh/h) 454 0 16 0 0 0 0 459 122 0 333 246 Initial Q (Qb), veh 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
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 0 1856 0 1856 1856 0 1856 1856 Adj Flow Rate, veh/h 504 0 18 0 510 0 0 370 0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 3 0 3 0 3 3 0 3 3
Cap, veh/h 675 0 310 0 2346 0 2346
Arrive On Green 0.20 0.00 0.20 0.00 0.67 0.00 0.00 0.67 0.00 Sat Flow, veh/h 3428 0 1572 0 3618 1572 0 3618 1572
Grp Volume(v), veh/h 504 0 18 0 510 0 0 370 0
Grp Sat Flow(s),veh/h/ln 1714 0 1572 0 1763 1572 0 1763 1572 Q Serve(g_s), s 9.0 0.0 0.6 0.0 3.7 0.0 0.0 2.6 0.0
Cycle Q Clear(g_c), s 9.0 0.0 0.6 0.0 3.7 0.0 0.0 2.6 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 675 0 310 0 2346 0 2346
V/C Ratio(X) 0.75 0.00 0.06 0.00 0.22 0.00 0.16
Avail Cap(c_a), veh/h 1966 0 902 0 2346 0 2346
HCM Platoon Ratio 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 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 24.7 0.0 21.3 0.0 4.3 0.0 0.0 4.1 0.0 Incr Delay (d2), s/veh 1.7 0.0 0.1 0.0 0.2 0.0 0.0 0.1 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 %ile BackOfQ(50%),veh/ln 3.4 0.0 0.2 0.0 0.9 0.0 0.0 0.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.4 0.0 21.4 0.0 4.5 0.0 0.0 4.2 0.0 LnGrp LOS C A C A A A A
Approach Vol, veh/h 522 510 A 370 A
Approach Delay, s/veh 26.2 4.5 4.2
Approach LOS C A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 48.0 17.4 48.0
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 43.5 37.5 43.5
Max Q Clear Time (g_c+I1), s 5.7 11.0 4.6
Green Ext Time (p_c), s 3.5 1.8 2.4
Intersection Summary
HCM 6th Ctrl Delay 12.5
HCM 6th LOS B
Notes
Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
4: Campus Drive & Lacey Boulevard 10/31/2020
Existing Plus Project 09/08/2020 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) 20 390 73 94 390 43 35 47 67 44 65 12 Future Volume (veh/h) 20 390 73 94 390 43 35 47 67 44 65 12 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 22 424 79 102 424 47 38 51 73 48 71 13 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 44 615 274 133 791 353 67 299 428 93 832 705 Arrive On Green 0.02 0.17 0.17 0.08 0.22 0.22 0.04 0.43 0.43 0.05 0.45 0.45 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 1767 690 988 1767 1856 1572 Grp Volume(v), veh/h 22 424 79 102 424 47 38 0 124 48 71 13 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1767 0 1678 1767 1856 1572 Q Serve(g_s), s 0.8 7.7 3.0 3.9 7.2 1.2 1.4 0.0 3.1 1.8 1.5 0.3 Cycle Q Clear(g_c), s 0.8 7.7 3.0 3.9 7.2 1.2 1.4 0.0 3.1 1.8 1.5 0.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.59 1.00 1.00
Lane Grp Cap(c), veh/h 44 615 274 133 791 353 67 0 727 93 832 705 V/C Ratio(X) 0.50 0.69 0.29 0.77 0.54 0.13 0.57 0.00 0.17 0.52 0.09 0.02 Avail Cap(c_a), veh/h 169 1062 474 351 1425 636 195 0 727 221 832 705 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 32.7 26.4 24.4 30.9 23.3 12.2 32.2 0.0 11.8 31.4 10.8 10.4 Incr Delay (d2), s/veh 8.4 1.4 0.6 9.0 0.6 0.2 7.5 0.0 0.5 4.4 0.2 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 0.4 3.1 1.1 1.9 2.8 0.6 0.7 0.0 1.1 0.9 0.6 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.2 27.7 25.0 39.9 23.8 12.4 39.7 0.0 12.3 35.8 11.0 10.5 LnGrp LOS D C C D C B D A B D B B
Approach Vol, veh/h 525 573 162 132
Approach Delay, s/veh 27.9 25.7 18.7 20.0
Approach LOS C C B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.1 34.0 9.6 16.4 7.1 35.0 6.2 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 8.5 29.5 13.5 20.5 7.5 30.5 6.5 27.5 Max Q Clear Time (g_c+I1), s 3.8 5.1 5.9 9.7 3.4 3.5 2.8 9.2 Green Ext Time (p_c), s 0.0 0.7 0.1 2.2 0.0 0.4 0.0 2.7 Intersection Summary
HCM 6th Ctrl Delay 25.2
HCM 6th LOS C

HCM 6th Signalized Intersection Summary
7: 11th Avenue & Lacey Boulevard 10/31/2020
Existing Plus Project 09/08/2020 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 83 176 110 42 226 42 259 451 50 61 516 131 Future Volume (veh/h) 83 176 110 42 226 42 259 451 50 61 516 131 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 92 196 122 47 251 47 288 501 56 68 573 146 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 212 541 242 77 403 74 400 1516 169 96 1451 647 Arrive On Green 0.06 0.15 0.15 0.04 0.14 0.14 0.12 0.47 0.47 0.05 0.41 0.41 Sat Flow, veh/h 3428 3526 1572 1767 2972 548 3428 3198 356 1767 3526 1572 Grp Volume(v), veh/h 92 196 122 47 147 151 288 275 282 68 573 146 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1767 1763 1757 1714 1763 1791 1767 1763 1572 Q Serve(g_s), s 1.7 3.3 3.3 1.7 5.2 5.3 5.3 6.4 6.4 2.5 7.5 4.0 Cycle Q Clear(g_c), s 1.7 3.3 3.3 1.7 5.2 5.3 5.3 6.4 6.4 2.5 7.5 4.0 Prop In Lane 1.00 1.00 1.00 0.31 1.00 0.20 1.00 1.00
Lane Grp Cap(c), veh/h 212 541 242 77 239 238 400 836 849 96 1451 647 V/C Ratio(X) 0.43 0.36 0.51 0.61 0.62 0.63 0.72 0.33 0.33 0.71 0.39 0.23 Avail Cap(c_a), veh/h 287 1440 642 180 752 750 601 836 849 245 1451 647 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 29.7 24.9 12.5 30.8 26.8 26.8 27.9 10.8 10.8 30.5 13.6 12.5 Incr Delay (d2), s/veh 1.4 0.4 1.6 7.4 2.6 2.8 2.4 1.1 1.0 9.3 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 0.7 1.3 1.7 0.9 2.2 2.3 2.2 2.4 2.4 1.2 2.8 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.1 25.3 14.1 38.2 29.3 29.6 30.4 11.8 11.8 39.8 14.4 13.3 LnGrp LOS C C B D C C C B B D B B
Approach Vol, veh/h 410 345 845 787
Approach Delay, s/veh 23.3 30.7 18.1 16.4
Approach LOS C C B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.1 35.6 7.4 14.6 12.2 31.5 8.6 13.4 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 9.1 29.4 6.7 26.8 11.5 27.0 5.5 28.0 Max Q Clear Time (g_c+I1), s 4.5 8.4 3.7 5.3 7.3 9.5 3.7 7.3 Green Ext Time (p_c), s 0.0 3.2 0.0 1.5 0.4 4.0 0.0 1.6 Intersection Summary
HCM 6th Ctrl Delay 20.3
HCM 6th LOS C

HCM 6th Signalized Intersection Summary
8: 11th Avenue & 7th Street 10/31/2020
Existing Plus Project 09/08/2020 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 37 98 66 73 114 48 154 450 98 71 339 64 Future Volume (veh/h) 37 98 66 73 114 48 154 450 98 71 339 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 42 111 75 83 130 55 175 511 111 81 385 73 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 142 212 133 109 299 121 221 1709 762 107 1483 661 Arrive On Green 0.04 0.10 0.10 0.06 0.12 0.12 0.12 0.48 0.48 0.06 0.42 0.42 Sat Flow, veh/h 3428 2078 1305 1767 2450 990 1767 3526 1572 1767 3526 1572 Grp Volume(v), veh/h 42 93 93 83 92 93 175 511 111 81 385 73 Grp Sat Flow(s),veh/h/ln 1714 1763 1621 1767 1763 1677 1767 1763 1572 1767 1763 1572 Q Serve(g_s), s 0.7 3.1 3.4 2.9 3.0 3.2 5.9 5.4 1.4 2.8 4.4 1.7 Cycle Q Clear(g_c), s 0.7 3.1 3.4 2.9 3.0 3.2 5.9 5.4 1.4 2.8 4.4 1.7 Prop In Lane 1.00 0.81 1.00 0.59 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 142 180 165 109 215 204 221 1709 762 107 1483 661 V/C Ratio(X) 0.29 0.52 0.56 0.76 0.43 0.46 0.79 0.30 0.15 0.75 0.26 0.11 Avail Cap(c_a), veh/h 277 741 681 214 813 773 357 1709 762 280 1483 661 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 28.8 26.3 26.4 28.6 25.1 25.2 26.3 9.6 3.2 28.6 11.7 10.9 Incr Delay (d2), s/veh 1.1 2.3 3.0 10.6 1.3 1.6 6.3 0.4 0.4 10.2 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 0.3 1.3 1.4 1.5 1.3 1.3 2.7 1.8 0.8 1.4 1.6 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.9 28.6 29.4 39.2 26.5 26.8 32.6 10.1 3.6 38.8 12.1 11.2 LnGrp LOS C C C D C C C B A D B B
Approach Vol, veh/h 228 268 797 539
Approach Delay, s/veh 29.2 30.5 14.1 16.0
Approach LOS C C B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.3 34.5 8.3 10.8 12.2 30.5 7.1 12.0 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 9.8 28.7 7.5 26.0 12.5 26.0 5.0 28.5 Max Q Clear Time (g_c+I1), s 4.8 7.4 4.9 5.4 7.9 6.4 2.7 5.2 Green Ext Time (p_c), s 0.1 3.7 0.0 0.9 0.2 2.6 0.0 1.1 Intersection Summary
HCM 6th Ctrl Delay 18.9
HCM 6th LOS B

HCM 6th Signalized Intersection Summary
10: 11th Avenue & 5th Street 10/31/2020
Existing Plus Project 09/08/2020 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 39 0 60 4 0 5 166 897 23 1 503 94 Future Volume (veh/h) 39 0 60 4 0 5 166 897 23 1 503 94 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 45 0 70 5 0 6 193 1043 27 1 585 109 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 233 0 115 103 22 50 246 2493 65 3 2018 900
Arrive On Green 0.07 0.00 0.07 0.07 0.00 0.07 0.14 0.71 0.71 0.00 0.57 0.57 Sat Flow, veh/h 1399 0 1572 269 302 686 1767 3511 91 1767 3526 1572 Grp Volume(v), veh/h 45 0 70 11 0 0 193 524 546 1 585 109 Grp Sat Flow(s),veh/h/ln 1399 0 1572 1257 0 0 1767 1763 1839 1767 1763 1572 Q Serve(g_s), s 0.0 0.0 2.7 0.0 0.0 0.0 6.6 7.7 7.7 0.0 5.3 2.0 Cycle Q Clear(g_c), s 1.5 0.0 2.7 2.7 0.0 0.0 6.6 7.7 7.7 0.0 5.3 2.0 Prop In Lane 1.00 1.00 0.45 0.55 1.00 0.05 1.00 1.00
Lane Grp Cap(c), veh/h 233 0 115 175 0 0 246 1252 1306 3 2018 900 V/C Ratio(X) 0.19 0.00 0.61 0.06 0.00 0.00 0.79 0.42 0.42 0.35 0.29 0.12 Avail Cap(c_a), veh/h 722 0 665 681 0 0 606 1252 1306 155 2018 900 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.6 0.0 28.2 27.1 0.0 0.0 26.1 3.7 3.7 31.3 6.9 6.2 Incr Delay (d2), s/veh 0.4 0.0 5.1 0.1 0.0 0.0 5.5 1.0 1.0 62.4 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 0.6 0.0 1.1 0.2 0.0 0.0 3.0 2.0 2.0 0.1 1.7 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.0 0.0 33.3 27.2 0.0 0.0 31.5 4.8 4.7 93.6 7.2 6.4 LnGrp LOS C A C C A A C A A F A A
Approach Vol, veh/h 115 11 1263 695
Approach Delay, s/veh 31.2 27.2 8.8 7.2
Approach LOS C C A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 4.6 49.0 9.1 13.2 40.4 9.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.5 44.5 26.5 21.5 28.5 26.5 Max Q Clear Time (g_c+I1), s 2.0 9.7 4.7 8.6 7.3 4.7
Green Ext Time (p_c), s 0.0 8.7 0.5 0.4 4.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 9.6
HCM 6th LOS A

HCM 6th Signalized Intersection Summary
11: 11th Avenue & SR 198 WB On Ramp/4th Street 10/31/2020 Existing Plus Project 09/08/2020 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 118 16 335 52 759 0 0 434 163 Future Volume (veh/h) 0 0 0 118 16 335 52 759 0 0 434 163 Initial Q (Qb), veh 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
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 0 0 1856 1856 Adj Flow Rate, veh/h 137 19 390 60 883 0 0 505 190
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 3 3 3 3 3 0 0 3 3
Cap, veh/h 507 533 451 86 2074 0 0 1684 751
Arrive On Green 0.29 0.29 0.29 0.05 0.59 0.00 0.00 0.48 0.48 Sat Flow, veh/h 1767 1856 1572 1767 3618 0 0 3618 1572
Grp Volume(v), veh/h 137 19 390 60 883 0 0 505 190
Grp Sat Flow(s),veh/h/ln 1767 1856 1572 1767 1763 0 0 1763 1572 Q Serve(g_s), s 4.3 0.5 17.0 2.4 9.9 0.0 0.0 6.3 5.2
Cycle Q Clear(g_c), s 4.3 0.5 17.0 2.4 9.9 0.0 0.0 6.3 5.2 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 507 533 451 86 2074 0 0 1684 751 V/C Ratio(X) 0.27 0.04 0.86 0.70 0.43 0.00 0.00 0.30 0.25 Avail Cap(c_a), veh/h 942 989 838 257 2074 0 0 1684 751 HCM Platoon Ratio 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 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 19.9 18.5 24.4 33.9 8.2 0.0 0.0 11.5 11.2 Incr Delay (d2), s/veh 0.3 0.0 5.1 9.9 0.6 0.0 0.0 0.5 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 %ile BackOfQ(50%),veh/ln 1.6 0.2 6.2 1.2 3.3 0.0 0.0 2.3 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.2 18.6 29.5 43.8 8.8 0.0 0.0 12.0 12.0 LnGrp LOS C B C D A A A B B
Approach Vol, veh/h 546 943 695
Approach Delay, s/veh 26.8 11.0 12.0
Approach LOS C B B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 47.0 8.0 39.0 25.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 42.5 10.5 27.5 38.5
Max Q Clear Time (g_c+I1), s 11.9 4.4 8.3 19.0
Green Ext Time (p_c), s 7.3 0.0 3.8 1.7
Intersection Summary
HCM 6th Ctrl Delay 15.3
HCM 6th LOS B

HCM 6th Signalized Intersection Summary
12: 11th Avenue & SR 198 EB Off Ramp/3rd Street 10/31/2020 Existing Plus Project 09/08/2020 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 241 140 85 0 0 0 0 572 134 126 429 0 Future Volume (veh/h) 241 140 85 0 0 0 0 572 134 126 429 0 Initial Q (Qb), veh 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
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 1856 1856 0 1856 1856 1856 1856 0 Adj Flow Rate, veh/h 301 175 106 0 715 168 158 536 0
Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Percent Heavy Veh, % 3 3 3 0 3 3 3 3 0
Cap, veh/h 348 202 481 0 1459 651 196 2049 0
Arrive On Green 0.31 0.31 0.31 0.00 0.41 0.41 0.11 0.58 0.00 Sat Flow, veh/h 1137 661 1572 0 3618 1572 1767 3618 0
Grp Volume(v), veh/h 476 0 106 0 715 168 158 536 0
Grp Sat Flow(s),veh/h/ln 1799 0 1572 0 1763 1572 1767 1763 0 Q Serve(g_s), s 20.0 0.0 4.0 0.0 11.9 5.6 7.0 6.0 0.0
Cycle Q Clear(g_c), s 20.0 0.0 4.0 0.0 11.9 5.6 7.0 6.0 0.0 Prop In Lane 0.63 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 551 0 481 0 1459 651 196 2049 0
V/C Ratio(X) 0.86 0.00 0.22 0.00 0.49 0.26 0.80 0.26 0.00 Avail Cap(c_a), veh/h 776 0 678 0 1459 651 320 2049 0
HCM Platoon Ratio 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 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 26.2 0.0 20.6 0.0 17.2 15.4 34.7 8.3 0.0 Incr Delay (d2), s/veh 7.3 0.0 0.2 0.0 1.2 1.0 7.5 0.3 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 %ile BackOfQ(50%),veh/ln 8.8 0.0 1.4 0.0 4.6 2.0 3.3 2.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.5 0.0 20.9 0.0 18.4 16.3 42.2 8.6 0.0 LnGrp LOS C A C A B B D A A
Approach Vol, veh/h 582 883 694
Approach Delay, s/veh 31.2 18.0 16.2
Approach LOS C B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 13.4 37.6 29.0 51.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 14.5 27.5 34.5 46.5
Max Q Clear Time (g_c+I1), s 9.0 13.9 22.0 8.0
Green Ext Time (p_c), s 0.2 4.4 2.5 4.1
Intersection Summary
HCM 6th Ctrl Delay 21.0
HCM 6th LOS C

HCM 6th AWSC
5: Campus Dr/Campus Drive & 7th Street 10/31/2020
Existing Plus Project 09/08/2020 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 11.9
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 82 117 39 41 144 31 31 91 23 22 124 33 Future Vol, veh/h 82 117 39 41 144 31 31 91 23 22 124 33 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 104 148 49 52 182 39 39 115 29 28 157 42
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 11.6 12.2 11.6 12.3

HCM LOS B B B B

Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 21% 100% 0% 100% 0% 12%
Vol Thru, % 63% 0% 75% 0% 82% 69%
Vol Right, % 16% 0% 25% 0% 18% 18%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 145 82 156 41 175 179
LT Vol 31 82 0 41 0 22
Through Vol 91 0 117 0 144 124
RT Vol 23 0 39 0 31 33
Lane Flow Rate 184 104 197 52 222 227
Geometry Grp 2 7 7 7 7 2
Degree of Util (X) 0.304 0.194 0.332 0.098 0.378 0.367
Departure Headway (Hd) 5.954 6.735 6.048 6.774 6.139 5.832 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 600 531 592 527 583 614
Service Time 4.025 4.499 3.811 4.539 3.904 3.9
HCM Lane V/C Ratio 0.307 0.196 0.333 0.099 0.381 0.37
HCM Control Delay 11.6 11.1 11.8 10.3 12.6 12.3
HCM Lane LOS B B B B B B
HCM 95th-tile Q 1.3 0.7 1.4 0.3 1.8 1.7

HCM 6th TWSC
1: 12th Avenue & Glendale Avenue 10/31/2020
Existing Plus Project 09/08/2020 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Int Delay, s/veh 16.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 165 0 0 243 0 1702 94 49 1890 161 Future Vol, veh/h 0 0 165 0 0 243 0 1702 94 49 1890 161 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 - - 0 - - 0 - - - 125 - -
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 0 0 179 0 0 264 0 1850 102 53 2054 175
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All - - 1115 - - 976 - 0 0 1952 0 0
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - 7.16 - - 7.16 - - - 5.36 - -
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - 3.93 - - 3.93 - - - 3.13 - -
Pot Cap-1 Maneuver 0 0 ~ 172 0 0 ~ 214 0 - - 131 - -
Stage 1 0 0 - 0 0 - 0 - - - - -
Stage 2 0 0 - 0 0 - 0 - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - ~ 172 - - ~ 214 - - - 131 - -
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 135.1 184.6 0 1.2

HCM LOS F F
Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) - - 172 214 131 - -
HCM Lane V/C Ratio - - 1.043 1.234 0.407 - -
HCM Control Delay (s) - - 135.1 184.6 50.1 - -
HCM Lane LOS - - F F F - -
HCM 95th %tile Q(veh) - - 8.7 13.6 1.7 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

HCM 6th TWSC
6: Campus Dr & 6th Street 10/31/2020
Existing Plus Project 09/08/2020 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
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 12 8 0 0 4 69 0 146 0 61 79 14
Future Vol, veh/h 12 8 0 0 4 69 0 146 0 61 79 14
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 78 78 78 78 78 78 78 78 78 78 78 78
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 15 10 0 0 5 88 0 187 0 78 101 18
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 500 453 110 458 462 187 119 0 0 187 0 0 Stage 1 266 266 - 187 187 - - - - - - -
Stage 2 234 187 - 271 275 - - - - - - -
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 480 501 941 511 495 852 1463 - - 1381 - - Stage 1 737 687 - 812 743 - - - - - - -
Stage 2 767 743 - 733 681 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 407 470 941 479 465 852 1463 - - 1381 - - Mov Cap-2 Maneuver 407 470 - 479 465 - - - - - - -
Stage 1 737 645 - 812 743 - - - - - - -
Stage 2 683 743 - 677 639 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 13.9 10 0 3.1

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1463 - - 430 815 1381 - -
HCM Lane V/C Ratio - - - 0.06 0.115 0.057 - -
HCM Control Delay (s) 0 - - 13.9 10 7.8 0 -
HCM Lane LOS A - - B B A A -
HCM 95th %tile Q(veh) 0 - - 0.2 0.4 0.2 - -

HCM 6th TWSC
9: 11th Avenue & 6th Street 10/31/2020
Existing Plus Project 09/08/2020 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
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 0 0 68 0 0 161 98 1070 105 107 1112 8 Future Vol, veh/h 0 0 68 0 0 161 98 1070 105 107 1112 8 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 - - 0 - - 0 75 - - 125 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 0 0 70 0 0 166 101 1103 108 110 1146 8
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All - - 577 - - 606 1154 0 0 1211 0 0
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - 6.96 - - 6.96 4.16 - - 4.16 - -
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - 3.33 - - 3.33 2.23 - - 2.23 - -
Pot Cap-1 Maneuver 0 0 457 0 0 438 595 - - 566 - -
Stage 1 0 0 - 0 0 - - - - - - -
Stage 2 0 0 - 0 0 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - 457 - - 438 595 - - 566 - -
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 14.3 18.1 0.9 1.1

HCM LOS B C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 595 - - 457 438 566 - -
HCM Lane V/C Ratio 0.17 - - 0.153 0.379 0.195 - -
HCM Control Delay (s) 12.3 - - 14.3 18.1 12.9 - -
HCM Lane LOS B - - B C B - -
HCM 95th %tile Q(veh) 0.6 - - 0.5 1.7 0.7 - -

HCM 6th Signalized Intersection Summary
2: SR 198 WB Ramps & 12th Avenue 10/31/2020
Existing Plus Project 09/08/2020 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement WBL WBR NBL NBT NBR SBL SBT SBR NEL NER
Lane Configurations
Traffic Volume (veh/h) 143 553 46 1247 0 0 1331 729 0 0 Future Volume (veh/h) 143 553 46 1247 0 0 1331 729 0 0
Initial Q (Qb), veh 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
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 0 0 1856 1856 Adj Flow Rate, veh/h 155 601 50 1355 0 0 1447 792
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 3 0 0 3 3
Cap, veh/h 393 699 71 2376 0 0 2051 915
Arrive On Green 0.22 0.22 0.04 0.67 0.00 0.00 0.58 0.58 Sat Flow, veh/h 1767 3145 1767 3618 0 0 3618 1572
Grp Volume(v), veh/h 155 601 50 1355 0 0 1447 792
Grp Sat Flow(s),veh/h/ln 1767 1572 1767 1763 0 0 1763 1572 Q Serve(g_s), s 6.5 15.9 2.4 17.7 0.0 0.0 25.3 36.8
Cycle Q Clear(g_c), s 6.5 15.9 2.4 17.7 0.0 0.0 25.3 36.8 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 393 699 71 2376 0 0 2051 915
V/C Ratio(X) 0.39 0.86 0.70 0.57 0.00 0.00 0.71 0.87
Avail Cap(c_a), veh/h 458 815 112 2376 0 0 2051 915
HCM Platoon Ratio 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 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 28.8 32.4 41.1 7.5 0.0 0.0 12.9 15.3 Incr Delay (d2), s/veh 0.6 8.2 11.8 1.0 0.0 0.0 2.1 10.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 6.4 1.3 5.3 0.0 0.0 8.9 13.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.4 40.6 52.9 8.5 0.0 0.0 14.9 26.1 LnGrp LOS C D D A A A B C
Approach Vol, veh/h 756 1405 2239
Approach Delay, s/veh 38.3 10.1 18.9
Approach LOS D B B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 63.0 8.0 55.0 23.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 58.5 5.5 48.5 22.5
Max Q Clear Time (g_c+I1), s 19.7 4.4 38.8 17.9
Green Ext Time (p_c), s 12.9 0.0 7.7 1.4
Intersection Summary
HCM 6th Ctrl Delay 19.4
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

HCM 6th Signalized Intersection Summary
3: 12th Avenue & SR 198 EB Off Ramps 10/31/2020
Existing Plus Project 09/08/2020 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) 610 0 49 0 0 0 0 673 143 0 905 578 Future Volume (veh/h) 610 0 49 0 0 0 0 673 143 0 905 578 Initial Q (Qb), veh 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
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 0 1856 0 1856 1856 0 1856 1856 Adj Flow Rate, veh/h 656 0 53 0 724 0 0 973 0
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 3 0 3 0 3 3 0 3 3
Cap, veh/h 808 0 371 0 2287 0 2287
Arrive On Green 0.24 0.00 0.24 0.00 0.65 0.00 0.00 0.65 0.00 Sat Flow, veh/h 3428 0 1572 0 3618 1572 0 3618 1572
Grp Volume(v), veh/h 656 0 53 0 724 0 0 973 0
Grp Sat Flow(s),veh/h/ln 1714 0 1572 0 1763 1572 0 1763 1572 Q Serve(g_s), s 14.1 0.0 2.1 0.0 7.1 0.0 0.0 10.4 0.0
Cycle Q Clear(g_c), s 14.1 0.0 2.1 0.0 7.1 0.0 0.0 10.4 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 808 0 371 0 2287 0 2287
V/C Ratio(X) 0.81 0.00 0.14 0.00 0.32 0.00 0.43
Avail Cap(c_a), veh/h 1343 0 616 0 2287 0 2287
HCM Platoon Ratio 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 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 28.1 0.0 23.5 0.0 6.0 0.0 0.0 6.6 0.0 Incr Delay (d2), s/veh 2.0 0.0 0.2 0.0 0.4 0.0 0.0 0.6 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 %ile BackOfQ(50%),veh/ln 5.5 0.0 0.7 0.0 2.0 0.0 0.0 3.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.1 0.0 23.7 0.0 6.4 0.0 0.0 7.2 0.0 LnGrp LOS C A C A A A A
Approach Vol, veh/h 709 724 A 973 A
Approach Delay, s/veh 29.7 6.4 7.2
Approach LOS C A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 55.0 22.9 55.0
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 50.5 30.5 50.5
Max Q Clear Time (g_c+I1), s 9.1 16.1 12.4
Green Ext Time (p_c), s 5.4 2.3 7.9
Intersection Summary
HCM 6th Ctrl Delay 13.6
HCM 6th LOS B
Notes
Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
4: Campus Drive & Lacey Boulevard 10/31/2020
Existing Plus Project 09/08/2020 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) 30 740 59 78 820 43 84 68 166 100 86 34 Future Volume (veh/h) 30 740 59 78 820 43 84 68 166 100 86 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 34 851 68 90 943 49 97 78 191 115 99 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 59 1045 466 116 1158 517 125 155 380 147 627 531 Arrive On Green 0.03 0.30 0.30 0.07 0.33 0.33 0.07 0.33 0.33 0.08 0.34 0.34 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 1767 477 1168 1767 1856 1572 Grp Volume(v), veh/h 34 851 68 90 943 49 97 0 269 115 99 39 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1767 0 1645 1767 1856 1572 Q Serve(g_s), s 1.5 17.5 2.5 3.9 19.2 1.7 4.2 0.0 10.3 5.0 2.9 1.3 Cycle Q Clear(g_c), s 1.5 17.5 2.5 3.9 19.2 1.7 4.2 0.0 10.3 5.0 2.9 1.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.71 1.00 1.00
Lane Grp Cap(c), veh/h 59 1045 466 116 1158 517 125 0 535 147 627 531 V/C Ratio(X) 0.58 0.81 0.15 0.78 0.81 0.09 0.78 0.00 0.50 0.78 0.16 0.07 Avail Cap(c_a), veh/h 113 1237 552 192 1395 622 237 0 535 237 627 531 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 37.3 25.6 20.3 36.1 24.1 18.2 35.8 0.0 21.3 35.2 18.1 17.6 Incr Delay (d2), s/veh 8.6 3.7 0.1 10.7 3.2 0.1 9.9 0.0 3.3 8.9 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 0.8 7.4 0.9 2.0 7.9 0.6 2.1 0.0 4.3 2.5 1.3 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.9 29.3 20.4 46.7 27.3 18.3 45.7 0.0 24.7 44.1 18.7 17.9 LnGrp LOS D C C D C B D A C D B B
Approach Vol, veh/h 953 1082 366 253
Approach Delay, s/veh 29.2 28.5 30.2 30.1
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.0 30.0 9.6 27.7 10.0 31.0 7.1 30.2 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 10.5 25.5 8.5 27.5 10.5 25.5 5.0 31.0 Max Q Clear Time (g_c+I1), s 7.0 12.3 5.9 19.5 6.2 4.9 3.5 21.2 Green Ext Time (p_c), s 0.1 1.3 0.0 3.6 0.1 0.6 0.0 4.5 Intersection Summary
HCM 6th Ctrl Delay 29.2
HCM 6th LOS C

HCM 6th Signalized Intersection Summary
7: 11th Avenue & Lacey Boulevard 10/31/2020
Existing Plus Project 09/08/2020 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 253 292 213 110 317 85 306 680 57 92 578 105 Future Volume (veh/h) 253 292 213 110 317 85 306 680 57 92 578 105 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 278 321 234 121 348 93 336 747 63 101 635 115 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 361 701 313 154 498 131 420 1322 111 129 1243 554 Arrive On Green 0.11 0.20 0.20 0.09 0.18 0.18 0.12 0.40 0.40 0.07 0.35 0.35 Sat Flow, veh/h 3428 3526 1572 1767 2760 728 3428 3291 277 1767 3526 1572 Grp Volume(v), veh/h 278 321 234 121 221 220 336 400 410 101 635 115 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1767 1763 1725 1714 1763 1806 1767 1763 1572 Q Serve(g_s), s 5.9 6.0 10.5 5.0 8.8 9.0 7.2 13.2 13.2 4.2 10.7 2.5 Cycle Q Clear(g_c), s 5.9 6.0 10.5 5.0 8.8 9.0 7.2 13.2 13.2 4.2 10.7 2.5 Prop In Lane 1.00 1.00 1.00 0.42 1.00 0.15 1.00 1.00
Lane Grp Cap(c), veh/h 361 701 313 154 318 311 420 708 725 129 1243 554 V/C Ratio(X) 0.77 0.46 0.75 0.79 0.69 0.71 0.80 0.56 0.57 0.78 0.51 0.21 Avail Cap(c_a), veh/h 365 1252 558 219 656 642 433 708 725 200 1243 554 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 32.7 26.6 28.4 33.6 28.9 29.0 32.1 17.4 17.4 34.2 19.2 7.2 Incr Delay (d2), s/veh 9.6 0.5 3.6 11.6 2.7 3.0 10.0 3.2 3.2 10.1 1.5 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 2.8 2.5 4.1 2.6 3.8 3.8 3.4 5.5 5.6 2.1 4.3 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.3 27.0 31.9 45.3 31.6 31.9 42.1 20.7 20.6 44.3 20.7 8.1 LnGrp LOS D C C D C C D C C D C A
Approach Vol, veh/h 833 562 1146 851
Approach Delay, s/veh 33.5 34.7 26.9 21.8
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.0 34.7 11.0 19.4 13.7 31.0 12.4 18.1 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 8.5 27.5 9.3 26.7 9.5 26.5 8.0 28.0 Max Q Clear Time (g_c+I1), s 6.2 15.2 7.0 12.5 9.2 12.7 7.9 11.0 Green Ext Time (p_c), s 0.0 4.0 0.1 2.4 0.0 3.9 0.0 2.3 Intersection Summary
HCM 6th Ctrl Delay 28.5
HCM 6th LOS C

HCM 6th Signalized Intersection Summary
8: 11th Avenue & 7th Street 10/31/2020
Existing Plus Project 09/08/2020 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 67 200 219 163 175 109 167 631 115 111 578 52 Future Volume (veh/h) 67 200 219 163 175 109 167 631 115 111 578 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 74 220 241 179 192 120 184 693 126 122 635 57 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 175 351 313 216 574 342 221 1274 568 154 1140 509 Arrive On Green 0.05 0.20 0.20 0.12 0.27 0.27 0.13 0.36 0.36 0.09 0.32 0.32 Sat Flow, veh/h 3428 1763 1572 1767 2125 1266 1767 3526 1572 1767 3526 1572 Grp Volume(v), veh/h 74 220 241 179 158 154 184 693 126 122 635 57 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1767 1763 1628 1767 1763 1572 1767 1763 1572 Q Serve(g_s), s 1.6 8.9 11.3 7.7 5.6 6.0 8.0 12.2 2.7 5.3 11.6 2.0 Cycle Q Clear(g_c), s 1.6 8.9 11.3 7.7 5.6 6.0 8.0 12.2 2.7 5.3 11.6 2.0 Prop In Lane 1.00 1.00 1.00 0.78 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 175 351 313 216 476 440 221 1274 568 154 1140 509 V/C Ratio(X) 0.42 0.63 0.77 0.83 0.33 0.35 0.83 0.54 0.22 0.79 0.56 0.11 Avail Cap(c_a), veh/h 232 586 523 230 696 643 237 1274 568 212 1140 509 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 28.7 29.6 33.5 22.9 23.0 33.4 19.9 6.9 35.0 21.8 18.6 Incr Delay (d2), s/veh 1.6 1.8 4.0 20.7 0.4 0.5 20.5 1.7 0.9 12.9 2.0 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 0.7 3.8 4.4 4.5 2.3 2.3 4.5 4.9 1.6 2.7 4.8 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.6 30.5 33.6 54.2 23.3 23.5 53.9 21.5 7.8 47.9 23.8 19.0 LnGrp LOS D C C D C C D C A D C B
Approach Vol, veh/h 535 491 1003 814
Approach Delay, s/veh 32.9 34.6 25.7 27.1
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.3 32.8 14.1 20.1 14.3 29.8 8.5 25.6 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 9.4 26.4 10.2 26.0 10.5 25.3 5.3 30.9 Max Q Clear Time (g_c+I1), s 7.3 14.2 9.7 13.3 10.0 13.6 3.6 8.0 Green Ext Time (p_c), s 0.1 4.0 0.0 2.2 0.0 3.4 0.0 1.9 Intersection Summary
HCM 6th Ctrl Delay 29.0
HCM 6th LOS C

HCM 6th Signalized Intersection Summary
10: 11th Avenue & 5th Street 10/31/2020
Existing Plus Project 09/08/2020 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 186 0 188 10 0 10 239 1071 3 8 1013 148 Future Volume (veh/h) 186 0 188 10 0 10 239 1071 3 8 1013 148 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 0 194 10 0 10 246 1104 3 8 1044 153 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 344 0 311 130 23 80 292 2204 6 18 1607 717
Arrive On Green 0.20 0.00 0.20 0.20 0.00 0.20 0.17 0.61 0.61 0.01 0.46 0.46 Sat Flow, veh/h 1394 0 1572 289 115 404 1767 3607 10 1767 3526 1572 Grp Volume(v), veh/h 192 0 194 20 0 0 246 540 567 8 1044 153 Grp Sat Flow(s),veh/h/ln 1394 0 1572 807 0 0 1767 1763 1854 1767 1763 1572 Q Serve(g_s), s 2.8 0.0 8.4 0.1 0.0 0.0 10.1 12.8 12.8 0.3 17.0 4.4 Cycle Q Clear(g_c), s 11.3 0.0 8.4 8.5 0.0 0.0 10.1 12.8 12.8 0.3 17.0 4.4 Prop In Lane 1.00 1.00 0.50 0.50 1.00 0.01 1.00 1.00
Lane Grp Cap(c), veh/h 344 0 311 232 0 0 292 1077 1133 18 1607 717 V/C Ratio(X) 0.56 0.00 0.62 0.09 0.00 0.00 0.84 0.50 0.50 0.44 0.65 0.21 Avail Cap(c_a), veh/h 556 0 549 436 0 0 415 1077 1133 119 1607 717 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.7 0.0 27.4 24.5 0.0 0.0 30.1 8.1 8.1 36.6 15.7 12.2 Incr Delay (d2), s/veh 1.4 0.0 2.1 0.2 0.0 0.0 10.3 1.7 1.6 16.0 2.0 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 3.3 0.0 3.2 0.3 0.0 0.0 4.9 4.5 4.7 0.2 6.7 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.1 0.0 29.4 24.7 0.0 0.0 40.5 9.8 9.7 52.7 17.7 12.9 LnGrp LOS C A C C A A D A A D B B
Approach Vol, veh/h 386 20 1353 1205
Approach Delay, s/veh 29.8 24.7 15.3 17.3
Approach LOS C C B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.3 50.0 19.2 16.8 38.4 19.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 45.5 26.0 17.5 33.0 26.0 Max Q Clear Time (g_c+I1), s 2.3 14.8 13.3 12.1 19.0 10.5 Green Ext Time (p_c), s 0.0 8.8 1.5 0.3 6.8 0.0
Intersection Summary
HCM 6th Ctrl Delay 18.1
HCM 6th LOS B

HCM 6th Signalized Intersection Summary
11: 11th Avenue & SR 198 WB On Ramp/4th Street 10/31/2020 Existing Plus Project 09/08/2020 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 218 35 261 91 1045 0 0 1019 277 Future Volume (veh/h) 0 0 0 218 35 261 91 1045 0 0 1019 277 Initial Q (Qb), veh 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
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 0 0 1856 1856 Adj Flow Rate, veh/h 229 37 275 96 1100 0 0 1073 292
Peak Hour Factor 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 0 0 3 3
Cap, veh/h 377 396 336 123 2357 0 0 1902 849
Arrive On Green 0.21 0.21 0.21 0.07 0.67 0.00 0.00 0.54 0.54 Sat Flow, veh/h 1767 1856 1572 1767 3618 0 0 3618 1572
Grp Volume(v), veh/h 229 37 275 96 1100 0 0 1073 292
Grp Sat Flow(s),veh/h/ln 1767 1856 1572 1767 1763 0 0 1763 1572 Q Serve(g_s), s 8.9 1.2 12.7 4.1 11.5 0.0 0.0 15.4 8.0
Cycle Q Clear(g_c), s 8.9 1.2 12.7 4.1 11.5 0.0 0.0 15.4 8.0 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 377 396 336 123 2357 0 0 1902 849 V/C Ratio(X) 0.61 0.09 0.82 0.78 0.47 0.00 0.00 0.56 0.34 Avail Cap(c_a), veh/h 695 730 618 220 2357 0 0 1902 849 HCM Platoon Ratio 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 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 27.1 24.1 28.6 34.9 6.1 0.0 0.0 11.6 9.9 Incr Delay (d2), s/veh 1.6 0.1 4.9 10.0 0.7 0.0 0.0 1.2 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 %ile BackOfQ(50%),veh/ln 3.6 0.5 4.8 2.0 3.5 0.0 0.0 5.5 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.7 24.2 33.5 44.9 6.8 0.0 0.0 12.8 11.0 LnGrp LOS C C C D A A A B B
Approach Vol, veh/h 541 1196 1365
Approach Delay, s/veh 30.8 9.8 12.5
Approach LOS C A B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 55.5 9.8 45.7 20.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 51.0 9.5 37.0 30.0
Max Q Clear Time (g_c+I1), s 13.5 6.1 17.4 14.7
Green Ext Time (p_c), s 10.3 0.1 8.7 1.6
Intersection Summary
HCM 6th Ctrl Delay 14.6
HCM 6th LOS B

HCM 6th Signalized Intersection Summary
12: 11th Avenue & SR 198 EB Off Ramp/3rd Street 10/31/2020 Existing Plus Project 09/08/2020 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 369 79 75 0 0 0 0 768 203 403 839 0 Future Volume (veh/h) 369 79 75 0 0 0 0 768 203 403 839 0 Initial Q (Qb), veh 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
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 1856 1856 0 1856 1856 1856 1856 0 Adj Flow Rate, veh/h 384 82 78 0 800 211 420 874 0
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 3 3 3 0 3 3 3 3 0
Cap, veh/h 421 90 451 0 1062 474 456 2153 0
Arrive On Green 0.29 0.29 0.29 0.00 0.30 0.30 0.26 0.61 0.00 Sat Flow, veh/h 1469 314 1572 0 3618 1572 1767 3618 0
Grp Volume(v), veh/h 466 0 78 0 800 211 420 874 0
Grp Sat Flow(s),veh/h/ln 1782 0 1572 0 1763 1572 1767 1763 0 Q Serve(g_s), s 22.1 0.0 3.3 0.0 18.0 9.5 20.3 11.2 0.0 Cycle Q Clear(g_c), s 22.1 0.0 3.3 0.0 18.0 9.5 20.3 11.2 0.0 Prop In Lane 0.82 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 511 0 451 0 1062 474 456 2153 0
V/C Ratio(X) 0.91 0.00 0.17 0.00 0.75 0.45 0.92 0.41 0.00 Avail Cap(c_a), veh/h 559 0 494 0 1062 474 494 2153 0
HCM Platoon Ratio 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 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 30.2 0.0 23.5 0.0 27.7 24.7 31.6 8.8 0.0 Incr Delay (d2), s/veh 18.5 0.0 0.2 0.0 5.0 3.0 21.8 0.6 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 %ile BackOfQ(50%),veh/ln 11.3 0.0 1.2 0.0 7.8 3.7 11.1 4.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.7 0.0 23.6 0.0 32.6 27.7 53.4 9.4 0.0 LnGrp LOS D A C A C C D A A
Approach Vol, veh/h 544 1011 1294
Approach Delay, s/veh 45.1 31.6 23.7
Approach LOS D C C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 27.1 30.9 29.6 58.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 24.5 24.5 27.5 53.5
Max Q Clear Time (g_c+I1), s 22.3 20.0 24.1 13.2
Green Ext Time (p_c), s 0.3 2.3 1.0 7.6
Intersection Summary
HCM 6th Ctrl Delay 30.6
HCM 6th LOS C

HCM 6th AWSC
5: Campus Dr/Campus Drive & 7th Street 10/31/2020
Existing Plus Project 09/08/2020 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 23.7
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 70 265 39 22 337 40 62 143 28 88 81 87 Future Vol, veh/h 70 265 39 22 337 40 62 143 28 88 81 87 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 73 276 41 23 351 42 65 149 29 92 84 91
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 21.2 32.3 18.3 19

HCM LOS C D C C

Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 27% 100% 0% 100% 0% 34%
Vol Thru, % 61% 0% 87% 0% 89% 32%
Vol Right, % 12% 0% 13% 0% 11% 34%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 233 70 304 22 377 256
LT Vol 62 70 0 22 0 88
Through Vol 143 0 265 0 337 81
RT Vol 28 0 39 0 40 87
Lane Flow Rate 243 73 317 23 393 267
Geometry Grp 2 7 7 7 7 2
Degree of Util (X) 0.51 0.163 0.654 0.05 0.8 0.546
Departure Headway (Hd) 7.563 8.039 7.43 7.929 7.338 7.371 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 476 446 485 451 495 488
Service Time 5.622 5.792 5.183 5.68 5.088 5.427
HCM Lane V/C Ratio 0.511 0.164 0.654 0.051 0.794 0.547
HCM Control Delay 18.3 12.4 23.2 11.1 33.5 19
HCM Lane LOS C B C B D C
HCM 95th-tile Q 2.8 0.6 4.6 0.2 7.4 3.2

NEAR-TERM

WORKSHEETS

HCM 6th TWSC
1: 12th Avenue & Glendale Avenue 11/03/2020
Near-Term Plus Project 09/08/2020 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Int Delay, s/veh 2.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 78 0 0 98 0 1281 169 67 841 108
Future Vol, veh/h 0 0 78 0 0 98 0 1281 169 67 841 108
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 - - 0 - - 0 - - - 125 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 0 0 89 0 0 111 0 1456 192 76 956 123
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All - - 540 - - 824 - 0 0 1648 0 0
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - 7.16 - - 7.16 - - - 5.36 - -
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - 3.93 - - 3.93 - - - 3.13 - -
Pot Cap-1 Maneuver 0 0 414 0 0 270 0 - - 186 - -
Stage 1 0 0 - 0 0 - 0 - - - - -
Stage 2 0 0 - 0 0 - 0 - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - 414 - - 270 - - - 186 - -
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 16 27.4 0 2.4

HCM LOS C D
Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) - - 414 270 186 - -
HCM Lane V/C Ratio - - 0.214 0.412 0.409 - -
HCM Control Delay (s) - - 16 27.4 37.2 - -
HCM Lane LOS - - C D E - -
HCM 95th %tile Q(veh) - - 0.8 1.9 1.8 - -

HCM 6th TWSC
6: Campus Dr & 6th Street 11/03/2020
Near-Term Plus Project 09/08/2020 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Int Delay, s/veh 4.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 17 14 1 0 11 79 1 57 1 32 146 27
Future Vol, veh/h 17 14 1 0 11 79 1 57 1 32 146 27
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 70 70 70 70 70 70 70 70 70 70 70 70
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 24 20 1 0 16 113 1 81 1 46 209 39
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 469 405 229 415 424 82 248 0 0 82 0 0 Stage 1 321 321 - 84 84 - - - - - - -
Stage 2 148 84 - 331 340 - - - - - - -
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 503 533 808 546 520 975 1312 - - 1509 - - Stage 1 689 650 - 922 823 - - - - - - -
Stage 2 852 823 - 680 637 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 422 513 808 514 501 975 1312 - - 1509 - - Mov Cap-2 Maneuver 422 513 - 514 501 - - - - - - -
Stage 1 688 627 - 921 822 - - - - - - -
Stage 2 738 822 - 633 614 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 13.6 9.8 0.1 1.2

HCM LOS B A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1312 - - 465 874 1509 - -
HCM Lane V/C Ratio 0.001 - - 0.098 0.147 0.03 - -
HCM Control Delay (s) 7.7 0 - 13.6 9.8 7.5 0 -
HCM Lane LOS A A - B A A A -
HCM 95th %tile Q(veh) 0 - - 0.3 0.5 0.1 - -

HCM 6th TWSC
9: 11th Avenue & 6th Street 11/03/2020
Near-Term Plus Project 09/08/2020 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Int Delay, s/veh 1.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 56 0 0 56 107 841 69 80 586 15
Future Vol, veh/h 0 0 56 0 0 56 107 841 69 80 586 15
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 - - 0 - - 0 75 - - 125 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 0 0 64 0 0 64 123 967 79 92 674 17
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All - - 346 - - 523 691 0 0 1046 0 0
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - 6.96 - - 6.96 4.16 - - 4.16 - -
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - 3.33 - - 3.33 2.23 - - 2.23 - -
Pot Cap-1 Maneuver 0 0 647 0 0 496 893 - - 655 - -
Stage 1 0 0 - 0 0 - - - - - - -
Stage 2 0 0 - 0 0 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - 647 - - 496 893 - - 655 - -
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 11.2 13.3 1 1.3

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 893 - - 647 496 655 - -
HCM Lane V/C Ratio 0.138 - - 0.099 0.13 0.14 - -
HCM Control Delay (s) 9.7 - - 11.2 13.3 11.4 - -
HCM Lane LOS A - - B B B - -
HCM 95th %tile Q(veh) 0.5 - - 0.3 0.4 0.5 - -

HCM 6th Signalized Intersection Summary
2: SR 198 WB Ramps & 12th Avenue 11/03/2020
Near-Term Plus Project 09/08/2020 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement WBL WBR NBL NBT NBR SBL SBT SBR NEL NER
Lane Configurations
Traffic Volume (veh/h) 50 527 55 927 0 0 577 337 0 0
Future Volume (veh/h) 50 527 55 927 0 0 577 337 0 0
Initial Q (Qb), veh 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
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 0 0 1856 1856 Adj Flow Rate, veh/h 56 586 61 1030 0 0 641 374
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 3 3 3 3 0 0 3 3
Cap, veh/h 413 735 85 2279 0 0 1898 847
Arrive On Green 0.23 0.23 0.05 0.65 0.00 0.00 0.54 0.54 Sat Flow, veh/h 1767 3145 1767 3618 0 0 3618 1572
Grp Volume(v), veh/h 56 586 61 1030 0 0 641 374
Grp Sat Flow(s),veh/h/ln 1767 1572 1767 1763 0 0 1763 1572 Q Serve(g_s), s 1.9 13.2 2.6 11.0 0.0 0.0 7.7 10.8
Cycle Q Clear(g_c), s 1.9 13.2 2.6 11.0 0.0 0.0 7.7 10.8 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 413 735 85 2279 0 0 1898 847
V/C Ratio(X) 0.14 0.80 0.72 0.45 0.00 0.00 0.34 0.44
Avail Cap(c_a), veh/h 765 1362 224 2279 0 0 1898 847
HCM Platoon Ratio 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 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 22.8 27.1 35.2 6.6 0.0 0.0 9.8 10.5 Incr Delay (d2), s/veh 0.1 2.0 10.9 0.6 0.0 0.0 0.5 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 4.7 1.3 3.1 0.0 0.0 2.6 3.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.9 29.1 46.1 7.3 0.0 0.0 10.3 12.2 LnGrp LOS C C D A A A B B
Approach Vol, veh/h 642 1091 1015
Approach Delay, s/veh 28.6 9.4 11.0
Approach LOS C A B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 53.0 8.1 44.9 22.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 48.5 9.5 34.5 32.5
Max Q Clear Time (g_c+I1), s 13.0 4.6 12.8 15.2
Green Ext Time (p_c), s 8.4 0.0 5.6 2.4
Intersection Summary
HCM 6th Ctrl Delay 14.5
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

HCM 6th Signalized Intersection Summary
3: 12th Avenue & SR 198 EB Off Ramps 11/03/2020
Near-Term Plus Project 09/08/2020 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) 486 0 17 0 0 0 0 495 132 0 360 265 Future Volume (veh/h) 486 0 17 0 0 0 0 495 132 0 360 265 Initial Q (Qb), veh 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
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 0 1856 0 1856 1856 0 1856 1856 Adj Flow Rate, veh/h 540 0 19 0 550 0 0 400 0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 3 0 3 0 3 3 0 3 3
Cap, veh/h 713 0 327 0 2314 0 2314
Arrive On Green 0.21 0.00 0.21 0.00 0.66 0.00 0.00 0.66 0.00 Sat Flow, veh/h 3428 0 1572 0 3618 1572 0 3618 1572
Grp Volume(v), veh/h 540 0 19 0 550 0 0 400 0
Grp Sat Flow(s),veh/h/ln 1714 0 1572 0 1763 1572 0 1763 1572 Q Serve(g_s), s 9.8 0.0 0.6 0.0 4.2 0.0 0.0 2.9 0.0
Cycle Q Clear(g_c), s 9.8 0.0 0.6 0.0 4.2 0.0 0.0 2.9 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 713 0 327 0 2314 0 2314
V/C Ratio(X) 0.76 0.00 0.06 0.00 0.24 0.00 0.17
Avail Cap(c_a), veh/h 1939 0 890 0 2314 0 2314
HCM Platoon Ratio 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 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 24.7 0.0 21.0 0.0 4.6 0.0 0.0 4.4 0.0 Incr Delay (d2), s/veh 1.7 0.0 0.1 0.0 0.2 0.0 0.0 0.2 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 %ile BackOfQ(50%),veh/ln 3.7 0.0 0.2 0.0 1.0 0.0 0.0 0.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.4 0.0 21.1 0.0 4.9 0.0 0.0 4.6 0.0 LnGrp LOS C A C A A A A
Approach Vol, veh/h 559 550 A 400 A
Approach Delay, s/veh 26.2 4.9 4.6
Approach LOS C A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 48.0 18.3 48.0
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 43.5 37.5 43.5
Max Q Clear Time (g_c+I1), s 6.2 11.8 4.9
Green Ext Time (p_c), s 3.8 2.0 2.7
Intersection Summary
HCM 6th Ctrl Delay 12.7
HCM 6th LOS B
Notes
Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
4: Campus Drive & Lacey Boulevard 11/03/2020
Near-Term Plus Project 09/08/2020 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) 22 422 75 98 422 47 36 51 71 48 70 13 Future Volume (veh/h) 22 422 75 98 422 47 36 51 71 48 70 13 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 24 459 82 107 459 51 39 55 77 52 76 14 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 47 648 289 139 831 371 67 298 417 93 816 692 Arrive On Green 0.03 0.18 0.18 0.08 0.24 0.24 0.04 0.43 0.43 0.05 0.44 0.44 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 1767 700 980 1767 1856 1572 Grp Volume(v), veh/h 24 459 82 107 459 51 39 0 132 52 76 14 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1767 0 1679 1767 1856 1572 Q Serve(g_s), s 0.9 8.5 3.1 4.1 7.9 1.4 1.5 0.0 3.4 2.0 1.7 0.3 Cycle Q Clear(g_c), s 0.9 8.5 3.1 4.1 7.9 1.4 1.5 0.0 3.4 2.0 1.7 0.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.58 1.00 1.00
Lane Grp Cap(c), veh/h 47 648 289 139 831 371 67 0 714 93 816 692 V/C Ratio(X) 0.51 0.71 0.28 0.77 0.55 0.14 0.58 0.00 0.18 0.56 0.09 0.02 Avail Cap(c_a), veh/h 166 1042 465 344 1398 624 191 0 714 217 816 692 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 33.3 26.5 24.4 31.3 23.3 12.1 32.8 0.0 12.4 32.1 11.3 11.0 Incr Delay (d2), s/veh 8.2 1.4 0.5 8.7 0.6 0.2 7.7 0.0 0.6 5.2 0.2 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 3.5 1.1 2.0 3.1 0.6 0.8 0.0 1.3 1.0 0.7 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.5 28.0 24.9 40.0 23.9 12.3 40.5 0.0 13.0 37.3 11.6 11.0 LnGrp LOS D C C D C B D A B D B B
Approach Vol, veh/h 565 617 171 142
Approach Delay, s/veh 28.1 25.7 19.3 20.9
Approach LOS C C B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.1 34.0 9.9 17.3 7.1 35.0 6.4 20.9 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 8.5 29.5 13.5 20.5 7.5 30.5 6.5 27.5 Max Q Clear Time (g_c+I1), s 4.0 5.4 6.1 10.5 3.5 3.7 2.9 9.9 Green Ext Time (p_c), s 0.0 0.7 0.1 2.3 0.0 0.4 0.0 2.9 Intersection Summary
HCM 6th Ctrl Delay 25.4
HCM 6th LOS C

HCM 6th Signalized Intersection Summary
7: 11th Avenue & Lacey Boulevard 11/03/2020
Near-Term Plus Project 09/08/2020 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 90 190 119 45 243 45 280 486 54 66 554 142 Future Volume (veh/h) 90 190 119 45 243 45 280 486 54 66 554 142 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 100 211 132 50 270 50 311 540 60 73 616 158 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 216 564 251 80 423 77 421 1506 167 98 1422 634 Arrive On Green 0.06 0.16 0.16 0.05 0.14 0.14 0.12 0.47 0.47 0.06 0.40 0.40 Sat Flow, veh/h 3428 3526 1572 1767 2977 544 3428 3200 355 1767 3526 1572 Grp Volume(v), veh/h 100 211 132 50 158 162 311 297 303 73 616 158 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1767 1763 1758 1714 1763 1792 1767 1763 1572 Q Serve(g_s), s 1.9 3.6 3.6 1.9 5.7 5.8 5.9 7.2 7.2 2.7 8.5 4.5 Cycle Q Clear(g_c), s 1.9 3.6 3.6 1.9 5.7 5.8 5.9 7.2 7.2 2.7 8.5 4.5 Prop In Lane 1.00 1.00 1.00 0.31 1.00 0.20 1.00 1.00
Lane Grp Cap(c), veh/h 216 564 251 80 250 250 421 830 843 98 1422 634 V/C Ratio(X) 0.46 0.37 0.53 0.63 0.63 0.65 0.74 0.36 0.36 0.74 0.43 0.25 Avail Cap(c_a), veh/h 282 1411 629 177 737 735 589 830 843 240 1422 634 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 30.3 25.1 12.4 31.4 27.1 27.1 28.3 11.3 11.3 31.1 14.4 13.2 Incr Delay (d2), s/veh 1.5 0.4 1.7 7.8 2.6 2.8 3.1 1.2 1.2 10.6 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 0.8 1.4 1.9 0.9 2.4 2.5 2.4 2.7 2.7 1.4 3.2 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.8 25.5 14.1 39.2 29.7 30.0 31.4 12.5 12.5 41.7 15.4 14.2 LnGrp LOS C C B D C C C B B D B B
Approach Vol, veh/h 443 370 911 847
Approach Delay, s/veh 23.6 31.1 18.9 17.4
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 36.0 7.5 15.2 12.7 31.5 8.7 14.0 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 9.1 29.4 6.7 26.8 11.5 27.0 5.5 28.0 Max Q Clear Time (g_c+I1), s 4.7 9.2 3.9 5.6 7.9 10.5 3.9 7.8 Green Ext Time (p_c), s 0.0 3.5 0.0 1.6 0.4 4.2 0.0 1.7 Intersection Summary
HCM 6th Ctrl Delay 21.0
HCM 6th LOS C

HCM 6th Signalized Intersection Summary
8: 11th Avenue & 7th Street 11/03/2020
Near-Term Plus Project 09/08/2020 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 105 71 79 122 52 167 485 106 77 363 69 Future Volume (veh/h) 40 105 71 79 122 52 167 485 106 77 363 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 45 119 81 90 139 59 190 551 120 88 412 78 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 148 220 139 116 314 128 236 1692 755 114 1447 645 Arrive On Green 0.04 0.11 0.11 0.07 0.13 0.13 0.13 0.48 0.48 0.06 0.41 0.41 Sat Flow, veh/h 3428 2070 1312 1767 2447 993 1767 3526 1572 1767 3526 1572 Grp Volume(v), veh/h 45 100 100 90 98 100 190 551 120 88 412 78 Grp Sat Flow(s),veh/h/ln 1714 1763 1619 1767 1763 1677 1767 1763 1572 1767 1763 1572 Q Serve(g_s), s 0.8 3.4 3.7 3.2 3.3 3.5 6.6 6.1 1.6 3.1 4.9 1.9 Cycle Q Clear(g_c), s 0.8 3.4 3.7 3.2 3.3 3.5 6.6 6.1 1.6 3.1 4.9 1.9 Prop In Lane 1.00 0.81 1.00 0.59 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 148 187 172 116 226 215 236 1692 755 114 1447 645 V/C Ratio(X) 0.30 0.53 0.58 0.78 0.43 0.46 0.80 0.33 0.16 0.77 0.28 0.12 Avail Cap(c_a), veh/h 271 723 665 209 793 754 349 1692 755 273 1447 645 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 29.4 26.8 27.0 29.2 25.5 25.6 26.6 10.2 3.4 29.2 12.5 11.6 Incr Delay (d2), s/veh 1.1 2.4 3.1 10.7 1.3 1.5 8.2 0.5 0.5 10.7 0.5 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 0.3 1.5 1.5 1.7 1.4 1.4 3.1 2.1 0.9 1.6 1.8 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.5 29.2 30.1 39.8 26.8 27.1 34.8 10.7 3.8 39.8 13.0 12.0 LnGrp LOS C C C D C C C B A D B B
Approach Vol, veh/h 245 288 861 578
Approach Delay, s/veh 29.8 31.0 15.0 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 8.6 34.9 8.6 11.2 13.0 30.5 7.2 12.6 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 9.8 28.7 7.5 26.0 12.5 26.0 5.0 28.5 Max Q Clear Time (g_c+I1), s 5.1 8.1 5.2 5.7 8.6 6.9 2.8 5.5 Green Ext Time (p_c), s 0.1 3.9 0.0 1.0 0.2 2.7 0.0 1.1 Intersection Summary
HCM 6th Ctrl Delay 19.7
HCM 6th LOS B

HCM 6th Signalized Intersection Summary
10: 11th Avenue & 5th Street 11/03/2020
Near-Term Plus Project 09/08/2020 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 0 60 4 0 5 169 971 25 1 544 98 Future Volume (veh/h) 40 0 60 4 0 5 169 971 25 1 544 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 47 0 70 5 0 6 197 1129 29 1 633 114 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 234 0 116 103 22 51 250 2493 64 3 2008 896
Arrive On Green 0.07 0.00 0.07 0.07 0.00 0.07 0.14 0.71 0.71 0.00 0.57 0.57 Sat Flow, veh/h 1399 0 1572 272 301 687 1767 3512 90 1767 3526 1572 Grp Volume(v), veh/h 47 0 70 11 0 0 197 567 591 1 633 114 Grp Sat Flow(s),veh/h/ln 1399 0 1572 1260 0 0 1767 1763 1839 1767 1763 1572 Q Serve(g_s), s 0.0 0.0 2.7 0.0 0.0 0.0 6.8 8.6 8.6 0.0 5.9 2.1 Cycle Q Clear(g_c), s 1.6 0.0 2.7 2.7 0.0 0.0 6.8 8.6 8.6 0.0 5.9 2.1 Prop In Lane 1.00 1.00 0.45 0.55 1.00 0.05 1.00 1.00
Lane Grp Cap(c), veh/h 234 0 116 176 0 0 250 1251 1305 3 2008 896 V/C Ratio(X) 0.20 0.00 0.61 0.06 0.00 0.00 0.79 0.45 0.45 0.35 0.32 0.13 Avail Cap(c_a), veh/h 722 0 665 681 0 0 606 1251 1305 155 2008 896 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.6 0.0 28.2 27.1 0.0 0.0 26.0 3.9 3.9 31.3 7.1 6.3 Incr Delay (d2), s/veh 0.4 0.0 5.0 0.1 0.0 0.0 5.4 1.2 1.1 62.4 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 0.7 0.0 1.1 0.2 0.0 0.0 3.1 2.2 2.3 0.1 1.9 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.1 0.0 33.2 27.2 0.0 0.0 31.4 5.1 5.0 93.7 7.5 6.6 LnGrp LOS C A C C A A C A A F A A
Approach Vol, veh/h 117 11 1355 748
Approach Delay, s/veh 31.1 27.2 8.9 7.5
Approach LOS C C A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 4.6 49.0 9.1 13.4 40.2 9.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.5 44.5 26.5 21.5 28.5 26.5 Max Q Clear Time (g_c+I1), s 2.0 10.6 4.7 8.8 7.9 4.7
Green Ext Time (p_c), s 0.0 9.7 0.5 0.4 4.7 0.0
Intersection Summary
HCM 6th Ctrl Delay 9.7
HCM 6th LOS A

HCM 6th Signalized Intersection Summary
11: 11th Avenue & SR 198 WB On Ramp/4th Street 11/03/2020 Near-Term Plus Project 09/08/2020 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 128 17 353 56 820 0 0 465 176 Future Volume (veh/h) 0 0 0 128 17 353 56 820 0 0 465 176 Initial Q (Qb), veh 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
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 0 0 1856 1856 Adj Flow Rate, veh/h 149 20 410 65 953 0 0 541 205
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 3 3 3 3 3 0 0 3 3
Cap, veh/h 529 556 471 88 2038 0 0 1646 734
Arrive On Green 0.30 0.30 0.30 0.05 0.58 0.00 0.00 0.47 0.47 Sat Flow, veh/h 1767 1856 1572 1767 3618 0 0 3618 1572
Grp Volume(v), veh/h 149 20 410 65 953 0 0 541 205
Grp Sat Flow(s),veh/h/ln 1767 1856 1572 1767 1763 0 0 1763 1572 Q Serve(g_s), s 4.7 0.6 18.2 2.7 11.5 0.0 0.0 7.1 5.9
Cycle Q Clear(g_c), s 4.7 0.6 18.2 2.7 11.5 0.0 0.0 7.1 5.9 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 529 556 471 88 2038 0 0 1646 734 V/C Ratio(X) 0.28 0.04 0.87 0.74 0.47 0.00 0.00 0.33 0.28 Avail Cap(c_a), veh/h 926 972 824 252 2038 0 0 1646 734 HCM Platoon Ratio 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 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 19.7 18.2 24.4 34.4 9.0 0.0 0.0 12.3 12.0 Incr Delay (d2), s/veh 0.3 0.0 5.1 11.2 0.8 0.0 0.0 0.5 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 %ile BackOfQ(50%),veh/ln 1.8 0.2 6.6 1.4 4.0 0.0 0.0 2.6 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.0 18.3 29.5 45.7 9.7 0.0 0.0 12.9 13.0 LnGrp LOS B B C D A A A B B
Approach Vol, veh/h 579 1018 746
Approach Delay, s/veh 26.7 12.0 12.9
Approach LOS C B B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 47.0 8.2 38.8 26.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 42.5 10.5 27.5 38.5
Max Q Clear Time (g_c+I1), s 13.5 4.7 9.1 20.2
Green Ext Time (p_c), s 7.9 0.0 4.0 1.8
Intersection Summary
HCM 6th Ctrl Delay 15.9
HCM 6th LOS B

HCM 6th Signalized Intersection Summary
12: 11th Avenue & SR 198 EB Off Ramp/3rd Street 11/03/2020 Near-Term Plus Project 09/08/2020 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 261 152 92 0 0 0 0 618 145 133 463 0 Future Volume (veh/h) 261 152 92 0 0 0 0 618 145 133 463 0 Initial Q (Qb), veh 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
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 1856 1856 0 1856 1856 1856 1856 0 Adj Flow Rate, veh/h 326 190 115 0 772 181 166 579 0
Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Percent Heavy Veh, % 3 3 3 0 3 3 3 3 0
Cap, veh/h 370 216 512 0 1391 621 204 1991 0
Arrive On Green 0.33 0.33 0.33 0.00 0.39 0.39 0.12 0.56 0.00 Sat Flow, veh/h 1136 662 1572 0 3618 1572 1767 3618 0
Grp Volume(v), veh/h 516 0 115 0 772 181 166 579 0
Grp Sat Flow(s),veh/h/ln 1799 0 1572 0 1763 1572 1767 1763 0 Q Serve(g_s), s 22.3 0.0 4.4 0.0 14.0 6.5 7.5 7.0 0.0
Cycle Q Clear(g_c), s 22.3 0.0 4.4 0.0 14.0 6.5 7.5 7.0 0.0 Prop In Lane 0.63 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 586 0 512 0 1391 621 204 1991 0
V/C Ratio(X) 0.88 0.00 0.22 0.00 0.55 0.29 0.81 0.29 0.00 Avail Cap(c_a), veh/h 754 0 659 0 1391 621 311 1991 0
HCM Platoon Ratio 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 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 26.2 0.0 20.2 0.0 19.3 17.0 35.5 9.3 0.0 Incr Delay (d2), s/veh 9.7 0.0 0.2 0.0 1.6 1.2 9.3 0.4 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 %ile BackOfQ(50%),veh/ln 10.1 0.0 1.5 0.0 5.5 2.4 3.7 2.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.9 0.0 20.4 0.0 20.9 18.2 44.8 9.7 0.0 LnGrp LOS D A C A C B D A A
Approach Vol, veh/h 631 953 745
Approach Delay, s/veh 33.1 20.4 17.5
Approach LOS C C B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 14.0 37.0 31.3 51.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 14.5 27.5 34.5 46.5
Max Q Clear Time (g_c+I1), s 9.5 16.0 24.3 9.0
Green Ext Time (p_c), s 0.2 4.3 2.5 4.5
Intersection Summary
HCM 6th Ctrl Delay 22.9
HCM 6th LOS C

HCM 6th AWSC
5: Campus Dr/Campus Drive & 7th Street 11/03/2020
Near-Term Plus Project 09/08/2020 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 12.6
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 89 127 41 43 156 34 33 96 24 24 126 36 Future Vol, veh/h 89 127 41 43 156 34 33 96 24 24 126 36 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 113 161 52 54 197 43 42 122 30 30 159 46
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 12.2 13 12.3 13

HCM LOS B B B B

Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 22% 100% 0% 100% 0% 13%
Vol Thru, % 63% 0% 76% 0% 82% 68%
Vol Right, % 16% 0% 24% 0% 18% 19%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 153 89 168 43 190 186
LT Vol 33 89 0 43 0 24
Through Vol 96 0 127 0 156 126
RT Vol 24 0 41 0 34 36
Lane Flow Rate 194 113 213 54 241 235
Geometry Grp 2 7 7 7 7 2
Degree of Util (X) 0.33 0.215 0.366 0.105 0.42 0.393
Departure Headway (Hd) 6.137 6.877 6.193 6.92 6.283 6.006 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 581 519 576 515 570 593
Service Time 4.228 4.657 3.973 4.701 4.063 4.092
HCM Lane V/C Ratio 0.334 0.218 0.37 0.105 0.423 0.396
HCM Control Delay 12.3 11.6 12.5 10.5 13.6 13
HCM Lane LOS B B B B B B
HCM 95th-tile Q 1.4 0.8 1.7 0.3 2.1 1.9

HCM 6th TWSC
1: 12th Avenue & Glendale Avenue 11/03/2020
Near-Term Plus Project 09/08/2020 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Int Delay, s/veh 24.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 179 0 0 251 0 1842 96 52 2035 174 Future Vol, veh/h 0 0 179 0 0 251 0 1842 96 52 2035 174 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 - - 0 - - 0 - - - 125 - -
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 0 0 195 0 0 273 0 2002 104 57 2212 189
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All - - 1201 - - 1053 - 0 0 2106 0 0
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - 7.16 - - 7.16 - - - 5.36 - -
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - 3.93 - - 3.93 - - - 3.13 - -
Pot Cap-1 Maneuver 0 0 ~ 151 0 0 ~ 190 0 - - 109 - -
Stage 1 0 0 - 0 0 - 0 - - - - -
Stage 2 0 0 - 0 0 - 0 - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - ~ 151 - - ~ 190 - - - 109 - -
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 228.1 269.9 0 1.6

HCM LOS F F
Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) - - 151 190 109 - -
HCM Lane V/C Ratio - - 1.289 1.436 0.519 - -
HCM Control Delay (s) - - 228.1 269.9 69.1 - -
HCM Lane LOS - - F F F - -
HCM 95th %tile Q(veh) - - 11.7 16.5 2.4 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

HCM 6th TWSC
6: Campus Dr & 6th Street 11/03/2020
Near-Term Plus Project 09/08/2020 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Int Delay, s/veh 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 13 9 0 0 4 75 0 146 0 66 79 15
Future Vol, veh/h 13 9 0 0 4 75 0 146 0 66 79 15
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 78 78 78 78 78 78 78 78 78 78 78 78
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 17 12 0 0 5 96 0 187 0 85 101 19
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 519 468 111 474 477 187 120 0 0 187 0 0 Stage 1 281 281 - 187 187 - - - - - - -
Stage 2 238 187 - 287 290 - - - - - - -
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 466 491 940 499 486 852 1462 - - 1381 - - Stage 1 724 677 - 812 743 - - - - - - -
Stage 2 763 743 - 718 670 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 389 459 940 465 454 852 1462 - - 1381 - - Mov Cap-2 Maneuver 389 459 - 465 454 - - - - - - -
Stage 1 724 632 - 812 743 - - - - - - -
Stage 2 672 743 - 658 626 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 14.3 10 0 3.2

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1462 - - 415 816 1381 - -
HCM Lane V/C Ratio - - - 0.068 0.124 0.061 - -
HCM Control Delay (s) 0 - - 14.3 10 7.8 0 -
HCM Lane LOS A - - B B A A -
HCM 95th %tile Q(veh) 0 - - 0.2 0.4 0.2 - -

HCM 6th TWSC
9: 11th Avenue & 6th Street 11/03/2020
Near-Term Plus Project 09/08/2020 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Int Delay, s/veh 2.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 74 0 0 174 106 1154 114 116 1201 9 Future Vol, veh/h 0 0 74 0 0 174 106 1154 114 116 1201 9 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 - - 0 - - 0 75 - - 125 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 0 0 76 0 0 179 109 1190 118 120 1238 9
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All - - 624 - - 654 1247 0 0 1308 0 0
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - 6.96 - - 6.96 4.16 - - 4.16 - -
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - 3.33 - - 3.33 2.23 - - 2.23 - -
Pot Cap-1 Maneuver 0 0 426 0 0 407 549 - - 520 - -
Stage 1 0 0 - 0 0 - - - - - - -
Stage 2 0 0 - 0 0 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - 426 - - 407 549 - - 520 - -
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 15.3 20.6 1 1.2

HCM LOS C C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 549 - - 426 407 520 - -
HCM Lane V/C Ratio 0.199 - - 0.179 0.441 0.23 - -
HCM Control Delay (s) 13.2 - - 15.3 20.6 14 - -
HCM Lane LOS B - - C C B - -
HCM 95th %tile Q(veh) 0.7 - - 0.6 2.2 0.9 - -

HCM 6th Signalized Intersection Summary
2: SR 198 WB Ramps & 12th Avenue 11/03/2020
Near-Term Plus Project 09/08/2020 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement WBL WBR NBL NBT NBR SBL SBT SBR NEL NER
Lane Configurations
Traffic Volume (veh/h) 155 597 50 1345 0 0 1437 783 0 0 Future Volume (veh/h) 155 597 50 1345 0 0 1437 783 0 0
Initial Q (Qb), veh 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
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 0 0 1856 1856 Adj Flow Rate, veh/h 168 649 54 1462 0 0 1562 851
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 3 0 0 3 3
Cap, veh/h 413 735 74 2341 0 0 2014 898
Arrive On Green 0.23 0.23 0.04 0.66 0.00 0.00 0.57 0.57 Sat Flow, veh/h 1767 3145 1767 3618 0 0 3618 1572
Grp Volume(v), veh/h 168 649 54 1462 0 0 1562 851
Grp Sat Flow(s),veh/h/ln 1767 1572 1767 1763 0 0 1763 1572 Q Serve(g_s), s 7.1 17.6 2.7 21.0 0.0 0.0 30.0 44.5
Cycle Q Clear(g_c), s 7.1 17.6 2.7 21.0 0.0 0.0 30.0 44.5 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 413 735 74 2341 0 0 2014 898
V/C Ratio(X) 0.41 0.88 0.73 0.62 0.00 0.00 0.78 0.95
Avail Cap(c_a), veh/h 451 803 110 2341 0 0 2014 898
HCM Platoon Ratio 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 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 28.6 32.6 41.7 8.5 0.0 0.0 14.5 17.6 Incr Delay (d2), s/veh 0.6 10.7 13.2 1.3 0.0 0.0 3.0 19.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.9 7.3 1.4 6.5 0.0 0.0 10.9 18.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.2 43.3 54.9 9.8 0.0 0.0 17.5 37.3 LnGrp LOS C D D A A A B D
Approach Vol, veh/h 817 1516 2413
Approach Delay, s/veh 40.4 11.4 24.5
Approach LOS D B C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 63.0 8.2 54.8 25.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 58.5 5.5 48.5 22.5
Max Q Clear Time (g_c+I1), s 23.0 4.7 46.5 19.6
Green Ext Time (p_c), s 14.1 0.0 1.8 1.0
Intersection Summary
HCM 6th Ctrl Delay 23.0
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

HCM 6th Signalized Intersection Summary
3: 12th Avenue & SR 198 EB Off Ramps 11/03/2020
Near-Term Plus Project 09/08/2020 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) 657 0 53 0 0 0 0 727 155 0 978 624 Future Volume (veh/h) 657 0 53 0 0 0 0 727 155 0 978 624 Initial Q (Qb), veh 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
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 0 1856 0 1856 1856 0 1856 1856 Adj Flow Rate, veh/h 706 0 57 0 782 0 0 1052 0
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 3 0 3 0 3 3 0 3 3
Cap, veh/h 857 0 393 0 2245 0 2245
Arrive On Green 0.25 0.00 0.25 0.00 0.64 0.00 0.00 0.64 0.00 Sat Flow, veh/h 3428 0 1572 0 3618 1572 0 3618 1572
Grp Volume(v), veh/h 706 0 57 0 782 0 0 1052 0
Grp Sat Flow(s),veh/h/ln 1714 0 1572 0 1763 1572 0 1763 1572 Q Serve(g_s), s 15.4 0.0 2.2 0.0 8.2 0.0 0.0 12.3 0.0
Cycle Q Clear(g_c), s 15.4 0.0 2.2 0.0 8.2 0.0 0.0 12.3 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 857 0 393 0 2245 0 2245
V/C Ratio(X) 0.82 0.00 0.15 0.00 0.35 0.00 0.47
Avail Cap(c_a), veh/h 1318 0 605 0 2245 0 2245
HCM Platoon Ratio 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 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 28.1 0.0 23.2 0.0 6.7 0.0 0.0 7.5 0.0 Incr Delay (d2), s/veh 2.6 0.0 0.2 0.0 0.4 0.0 0.0 0.7 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 %ile BackOfQ(50%),veh/ln 6.1 0.0 0.8 0.0 2.5 0.0 0.0 3.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.7 0.0 23.3 0.0 7.2 0.0 0.0 8.2 0.0 LnGrp LOS C A C A A A A
Approach Vol, veh/h 763 782 A 1052 A
Approach Delay, s/veh 30.1 7.2 8.2
Approach LOS C A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 55.0 24.3 55.0
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 50.5 30.5 50.5
Max Q Clear Time (g_c+I1), s 10.2 17.4 14.3
Green Ext Time (p_c), s 5.9 2.4 8.7
Intersection Summary
HCM 6th Ctrl Delay 14.3
HCM 6th LOS B
Notes
Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
4: Campus Drive & Lacey Boulevard 11/03/2020
Near-Term Plus Project 09/08/2020 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) 32 801 62 82 888 47 87 74 176 108 93 37 Future Volume (veh/h) 32 801 62 82 888 47 87 74 176 108 93 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 37 921 71 94 1021 54 100 85 202 124 107 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 62 1086 484 120 1203 537 128 153 364 157 612 519 Arrive On Green 0.03 0.31 0.31 0.07 0.34 0.34 0.07 0.31 0.31 0.09 0.33 0.33 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 1767 488 1159 1767 1856 1572 Grp Volume(v), veh/h 37 921 71 94 1021 54 100 0 287 124 107 43 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1767 0 1647 1767 1856 1572 Q Serve(g_s), s 1.7 19.9 2.7 4.3 21.8 1.9 4.5 0.0 11.8 5.6 3.3 1.5 Cycle Q Clear(g_c), s 1.7 19.9 2.7 4.3 21.8 1.9 4.5 0.0 11.8 5.6 3.3 1.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.70 1.00 1.00
Lane Grp Cap(c), veh/h 62 1086 484 120 1203 537 128 0 517 157 612 519 V/C Ratio(X) 0.60 0.85 0.15 0.78 0.85 0.10 0.78 0.00 0.56 0.79 0.17 0.08 Avail Cap(c_a), veh/h 109 1193 532 185 1345 600 228 0 517 228 612 519 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 38.7 26.3 20.4 37.3 24.8 18.3 37.0 0.0 23.2 36.3 19.4 18.8 Incr Delay (d2), s/veh 9.1 5.5 0.1 11.0 4.9 0.1 9.7 0.0 4.3 11.1 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 0.9 8.6 0.9 2.1 9.3 0.7 2.3 0.0 5.0 2.8 1.5 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 47.7 31.9 20.5 48.2 29.7 18.3 46.8 0.0 27.4 47.4 20.0 19.1 LnGrp LOS D C C D C B D A C D B B
Approach Vol, veh/h 1029 1169 387 274
Approach Delay, s/veh 31.6 30.7 32.4 32.3
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.7 30.0 10.0 29.5 10.4 31.3 7.3 32.2 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 10.5 25.5 8.5 27.5 10.5 25.5 5.0 31.0 Max Q Clear Time (g_c+I1), s 7.6 13.8 6.3 21.9 6.5 5.3 3.7 23.8 Green Ext Time (p_c), s 0.1 1.4 0.0 3.0 0.1 0.6 0.0 3.9 Intersection Summary
HCM 6th Ctrl Delay 31.4
HCM 6th LOS C

HCM 6th Signalized Intersection Summary
7: 11th Avenue & Lacey Boulevard 11/03/2020
Near-Term Plus Project 09/08/2020 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 274 314 231 119 342 92 331 732 62 100 623 114 Future Volume (veh/h) 274 314 231 119 342 92 331 732 62 100 623 114 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 301 345 254 131 376 101 364 804 68 110 685 125 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 354 742 331 165 552 147 420 1267 107 140 1205 537 Arrive On Green 0.10 0.21 0.21 0.09 0.20 0.20 0.12 0.39 0.39 0.08 0.34 0.34 Sat Flow, veh/h 3428 3526 1572 1767 2755 731 3428 3290 278 1767 3526 1572 Grp Volume(v), veh/h 301 345 254 131 239 238 364 431 441 110 685 125 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1767 1763 1724 1714 1763 1805 1767 1763 1572 Q Serve(g_s), s 6.7 6.6 11.8 5.6 9.7 9.9 8.1 15.4 15.4 4.7 12.3 2.9 Cycle Q Clear(g_c), s 6.7 6.6 11.8 5.6 9.7 9.9 8.1 15.4 15.4 4.7 12.3 2.9 Prop In Lane 1.00 1.00 1.00 0.42 1.00 0.15 1.00 1.00
Lane Grp Cap(c), veh/h 354 742 331 165 353 345 420 679 695 140 1205 537 V/C Ratio(X) 0.85 0.47 0.77 0.80 0.68 0.69 0.87 0.63 0.63 0.79 0.57 0.23 Avail Cap(c_a), veh/h 354 1214 542 212 637 623 420 679 695 194 1205 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 34.2 26.8 28.8 34.4 28.7 28.8 33.4 19.4 19.4 35.0 20.8 8.1 Incr Delay (d2), s/veh 17.6 0.5 3.7 14.8 2.3 2.5 17.1 4.5 4.4 13.3 1.9 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 3.5 2.7 4.5 3.0 4.1 4.1 4.2 6.6 6.8 2.5 5.0 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 51.8 27.2 32.6 49.2 30.9 31.2 50.5 23.9 23.8 48.4 22.8 9.1 LnGrp LOS D C C D C C D C C D C A
Approach Vol, veh/h 900 608 1236 920
Approach Delay, s/veh 37.0 35.0 31.7 24.0
Approach LOS D C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.6 34.4 11.7 20.8 14.0 31.0 12.5 20.0 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 27.5 9.3 26.7 9.5 26.5 8.0 28.0 Max Q Clear Time (g_c+I1), s 6.7 17.4 7.6 13.8 10.1 14.3 8.7 11.9 Green Ext Time (p_c), s 0.0 3.8 0.0 2.5 0.0 4.0 0.0 2.5 Intersection Summary
HCM 6th Ctrl Delay 31.6
HCM 6th LOS C

HCM 6th Signalized Intersection Summary
8: 11th Avenue & 7th Street 11/03/2020
Near-Term Plus Project 09/08/2020 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 73 215 237 176 188 118 181 679 124 120 623 56 Future Volume (veh/h) 73 215 237 176 188 118 181 679 124 120 623 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 80 236 260 193 207 130 199 746 136 132 685 62 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 177 369 330 223 601 361 229 1230 548 165 1102 491 Arrive On Green 0.05 0.21 0.21 0.13 0.28 0.28 0.13 0.35 0.35 0.09 0.31 0.31 Sat Flow, veh/h 3428 1763 1572 1767 2118 1272 1767 3526 1572 1767 3526 1572 Grp Volume(v), veh/h 80 236 260 193 171 166 199 746 136 132 685 62 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1767 1763 1627 1767 1763 1572 1767 1763 1572 Q Serve(g_s), s 1.8 9.9 12.7 8.7 6.2 6.6 8.9 14.2 3.2 5.9 13.4 2.3 Cycle Q Clear(g_c), s 1.8 9.9 12.7 8.7 6.2 6.6 8.9 14.2 3.2 5.9 13.4 2.3 Prop In Lane 1.00 1.00 1.00 0.78 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 177 369 330 223 501 462 229 1230 548 165 1102 491 V/C Ratio(X) 0.45 0.64 0.79 0.87 0.34 0.36 0.87 0.61 0.25 0.80 0.62 0.13 Avail Cap(c_a), veh/h 224 566 505 223 673 621 229 1230 548 205 1102 491 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 37.3 29.2 30.3 34.7 23.0 23.1 34.6 21.8 7.6 36.0 23.8 19.9 Incr Delay (d2), s/veh 1.8 1.8 4.7 28.3 0.4 0.5 27.9 2.2 1.1 16.3 2.6 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 4.2 5.0 5.4 2.6 2.6 5.5 5.8 1.9 3.2 5.7 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.1 31.0 35.0 63.0 23.4 23.6 62.5 24.0 8.7 52.3 26.4 20.5 LnGrp LOS D C C E C C E C A D C C
Approach Vol, veh/h 576 530 1081 879
Approach Delay, s/veh 33.9 37.9 29.2 29.9
Approach LOS C D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.1 32.7 14.7 21.5 15.0 29.8 8.7 27.5 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 9.4 26.4 10.2 26.0 10.5 25.3 5.3 30.9 Max Q Clear Time (g_c+I1), s 7.9 16.2 10.7 14.7 10.9 15.4 3.8 8.6 Green Ext Time (p_c), s 0.0 3.9 0.0 2.3 0.0 3.3 0.0 2.1 Intersection Summary
HCM 6th Ctrl Delay 31.8
HCM 6th LOS C

HCM 6th Signalized Intersection Summary
10: 11th Avenue & 5th Street 11/03/2020
Near-Term Plus Project 09/08/2020 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 198 0 191 11 0 11 252 1159 3 9 1097 158 Future Volume (veh/h) 198 0 191 11 0 11 252 1159 3 9 1097 158 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 204 0 197 11 0 11 260 1195 3 9 1131 163 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 354 0 324 134 22 85 305 2177 5 20 1558 695
Arrive On Green 0.21 0.00 0.21 0.21 0.00 0.21 0.17 0.60 0.60 0.01 0.44 0.44 Sat Flow, veh/h 1392 0 1572 302 109 411 1767 3608 9 1767 3526 1572 Grp Volume(v), veh/h 204 0 197 22 0 0 260 584 614 9 1131 163 Grp Sat Flow(s),veh/h/ln 1392 0 1572 822 0 0 1767 1763 1854 1767 1763 1572 Q Serve(g_s), s 3.4 0.0 8.6 0.1 0.0 0.0 10.8 14.8 14.8 0.4 19.9 4.9 Cycle Q Clear(g_c), s 12.1 0.0 8.6 8.7 0.0 0.0 10.8 14.8 14.8 0.4 19.9 4.9 Prop In Lane 1.00 1.00 0.50 0.50 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 354 0 324 241 0 0 305 1064 1118 20 1558 695 V/C Ratio(X) 0.58 0.00 0.61 0.09 0.00 0.00 0.85 0.55 0.55 0.45 0.73 0.23 Avail Cap(c_a), veh/h 547 0 542 428 0 0 410 1064 1118 117 1558 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 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.8 0.0 27.2 24.4 0.0 0.0 30.3 8.9 8.9 37.0 17.3 13.1 Incr Delay (d2), s/veh 1.5 0.0 1.8 0.2 0.0 0.0 12.2 2.0 1.9 14.7 3.0 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 3.5 0.0 3.3 0.3 0.0 0.0 5.4 5.4 5.6 0.2 8.0 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.3 0.0 29.0 24.5 0.0 0.0 42.4 10.9 10.8 51.8 20.3 13.9 LnGrp LOS C A C C A A D B B D C B
Approach Vol, veh/h 401 22 1458 1303
Approach Delay, s/veh 29.6 24.5 16.5 19.7
Approach LOS C C B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.4 50.0 20.1 17.5 37.8 20.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 45.5 26.0 17.5 33.0 26.0 Max Q Clear Time (g_c+I1), s 2.4 16.8 14.1 12.8 21.9 10.7 Green Ext Time (p_c), s 0.0 9.7 1.5 0.3 6.3 0.0
Intersection Summary
HCM 6th Ctrl Delay 19.5
HCM 6th LOS B

HCM 6th Signalized Intersection Summary
11: 11th Avenue & SR 198 WB On Ramp/4th Street 11/03/2020 Near-Term Plus Project 09/08/2020 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 236 38 277 99 1130 0 0 1091 300 Future Volume (veh/h) 0 0 0 236 38 277 99 1130 0 0 1091 300 Initial Q (Qb), veh 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
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 0 0 1856 1856 Adj Flow Rate, veh/h 248 40 292 104 1189 0 0 1148 316
Peak Hour Factor 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 0 0 3 3
Cap, veh/h 397 416 353 133 2324 0 0 1853 827
Arrive On Green 0.22 0.22 0.22 0.08 0.66 0.00 0.00 0.53 0.53 Sat Flow, veh/h 1767 1856 1572 1767 3618 0 0 3618 1572
Grp Volume(v), veh/h 248 40 292 104 1189 0 0 1148 316
Grp Sat Flow(s),veh/h/ln 1767 1856 1572 1767 1763 0 0 1763 1572 Q Serve(g_s), s 9.8 1.3 13.7 4.5 13.4 0.0 0.0 17.7 9.2
Cycle Q Clear(g_c), s 9.8 1.3 13.7 4.5 13.4 0.0 0.0 17.7 9.2 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 397 416 353 133 2324 0 0 1853 827 V/C Ratio(X) 0.63 0.10 0.83 0.78 0.51 0.00 0.00 0.62 0.38 Avail Cap(c_a), veh/h 685 720 610 217 2324 0 0 1853 827 HCM Platoon Ratio 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 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 27.1 23.8 28.6 35.1 6.8 0.0 0.0 12.9 10.9 Incr Delay (d2), s/veh 1.6 0.1 5.0 9.5 0.8 0.0 0.0 1.6 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 %ile BackOfQ(50%),veh/ln 4.0 0.5 5.2 2.2 4.2 0.0 0.0 6.4 3.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.7 23.9 33.5 44.6 7.6 0.0 0.0 14.5 12.2 LnGrp LOS C C C D A A A B B
Approach Vol, veh/h 580 1293 1464
Approach Delay, s/veh 30.8 10.6 14.0
Approach LOS C B B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 55.5 10.3 45.2 21.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 51.0 9.5 37.0 30.0
Max Q Clear Time (g_c+I1), s 15.4 6.5 19.7 15.7
Green Ext Time (p_c), s 11.4 0.1 8.8 1.7
Intersection Summary
HCM 6th Ctrl Delay 15.6
HCM 6th LOS B

HCM 6th Signalized Intersection Summary
12: 11th Avenue & SR 198 EB Off Ramp/3rd Street 11/03/2020 Near-Term Plus Project 09/08/2020 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 399 86 81 0 0 0 0 830 220 426 906 0 Future Volume (veh/h) 399 86 81 0 0 0 0 830 220 426 906 0 Initial Q (Qb), veh 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
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 1856 1856 0 1856 1856 1856 1856 0 Adj Flow Rate, veh/h 416 90 84 0 865 229 444 944 0
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 3 3 3 0 3 3 3 3 0
Cap, veh/h 443 96 475 0 982 438 475 2106 0
Arrive On Green 0.30 0.30 0.30 0.00 0.28 0.28 0.27 0.60 0.00 Sat Flow, veh/h 1465 317 1572 0 3618 1572 1767 3618 0
Grp Volume(v), veh/h 506 0 84 0 865 229 444 944 0
Grp Sat Flow(s),veh/h/ln 1782 0 1572 0 1763 1572 1767 1763 0 Q Serve(g_s), s 24.8 0.0 3.5 0.0 21.0 11.0 22.0 13.2 0.0 Cycle Q Clear(g_c), s 24.8 0.0 3.5 0.0 21.0 11.0 22.0 13.2 0.0 Prop In Lane 0.82 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 538 0 475 0 982 438 475 2106 0
V/C Ratio(X) 0.94 0.00 0.18 0.00 0.88 0.52 0.93 0.45 0.00 Avail Cap(c_a), veh/h 547 0 483 0 982 438 484 2106 0
HCM Platoon Ratio 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 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 30.5 0.0 23.0 0.0 30.9 27.3 32.0 9.9 0.0 Incr Delay (d2), s/veh 24.3 0.0 0.2 0.0 11.2 4.4 25.4 0.7 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 %ile BackOfQ(50%),veh/ln 13.4 0.0 1.2 0.0 9.9 4.4 12.4 4.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.8 0.0 23.2 0.0 42.1 31.7 57.3 10.6 0.0 LnGrp LOS D A C A D C E B A
Approach Vol, veh/h 590 1094 1388
Approach Delay, s/veh 50.3 39.9 25.6
Approach LOS D D C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 28.6 29.4 31.5 58.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 24.5 24.5 27.5 53.5
Max Q Clear Time (g_c+I1), s 24.0 23.0 26.8 15.2
Green Ext Time (p_c), s 0.1 0.9 0.3 8.3
Intersection Summary
HCM 6th Ctrl Delay 35.4
HCM 6th LOS D

HCM 6th AWSC
5: Campus Dr/Campus Drive & 7th Street 11/03/2020
Near-Term Plus Project 09/08/2020 PM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 31.8
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 76 287 41 23 365 43 65 147 28 95 83 94 Future Vol, veh/h 76 287 41 23 365 43 65 147 28 95 83 94 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 79 299 43 24 380 45 68 153 29 99 86 98
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 27 48 21.1 22.8

HCM LOS D E C C

Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 27% 100% 0% 100% 0% 35%
Vol Thru, % 61% 0% 88% 0% 89% 31%
Vol Right, % 12% 0% 12% 0% 11% 35%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 240 76 328 23 408 272
LT Vol 65 76 0 23 0 95
Through Vol 147 0 287 0 365 83
RT Vol 28 0 41 0 43 94
Lane Flow Rate 250 79 342 24 425 283
Geometry Grp 2 7 7 7 7 2
Degree of Util (X) 0.561 0.186 0.743 0.055 0.909 0.616
Departure Headway (Hd) 8.077 8.441 7.832 8.292 7.699 7.829 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 445 424 461 431 468 459
Service Time 6.171 6.224 5.615 6.068 5.474 5.918
HCM Lane V/C Ratio 0.562 0.186 0.742 0.056 0.908 0.617
HCM Control Delay 21.1 13.2 30.2 11.6 50 22.8
HCM Lane LOS C B D B E C
HCM 95th-tile Q 3.4 0.7 6.1 0.2 10.2 4.1

CUMULATIVE YEAR 2042

WORKSHEETS

HCM 6th TWSC
1: 12th Avenue & Glendale Avenue 11/02/2020
Cumulative Year 2042 Without Project 09/08/2020 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Int Delay, s/veh 2.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 111 0 0 65 0 1829 74 62 1138 155 Future Vol, veh/h 0 0 111 0 0 65 0 1829 74 62 1138 155
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 - - 0 - - 0 - - - 125 - -
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 0 0 121 0 0 71 0 1988 80 67 1237 168
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All - - 703 - - 1034 - 0 0 2068 0 0
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - 7.16 - - 7.16 - - - 5.36 - -
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - 3.93 - - 3.93 - - - 3.13 - -
Pot Cap-1 Maneuver 0 0 324 0 0 195 0 - - 114 - -
Stage 1 0 0 - 0 0 - 0 - - - - -
Stage 2 0 0 - 0 0 - 0 - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - 324 - - 195 - - - 114 - -
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 22.6 33.6 0 3.4

HCM LOS C D
Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) - - 324 195 114 - -
HCM Lane V/C Ratio - - 0.372 0.362 0.591 - -
HCM Control Delay (s) - - 22.6 33.6 74.4 - -
HCM Lane LOS - - C D F - -
HCM 95th %tile Q(veh) - - 1.7 1.6 2.9 - -

HCM 6th TWSC
6: Campus Dr & 6th Street 11/02/2020
Cumulative Year 2042 Without Project 09/08/2020 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Int Delay, s/veh 7.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 25 20 2 0 15 113 2 6 2 46 8 39
Future Vol, veh/h 25 20 2 0 15 113 2 6 2 46 8 39
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 27 22 2 0 16 123 2 7 2 50 9 42
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 212 143 30 154 163 8 51 0 0 9 0 0
Stage 1 130 130 - 12 12 - - - - - - -
Stage 2 82 13 - 142 151 - - - - - - -
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 743 746 1042 811 728 1071 1549 - - 1604 - - Stage 1 871 787 - 1006 884 - - - - - - -
Stage 2 924 883 - 859 770 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 630 721 1042 771 704 1071 1549 - - 1604 - - Mov Cap-2 Maneuver 630 721 - 771 704 - - - - - - -
Stage 1 870 762 - 1005 883 - - - - - - -
Stage 2 802 882 - 806 745 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 10.7 9.1 1.5 3.6

HCM LOS B A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1549 - - 678 1009 1604 - -
HCM Lane V/C Ratio 0.001 - - 0.075 0.138 0.031 - -
HCM Control Delay (s) 7.3 0 - 10.7 9.1 7.3 0 -
HCM Lane LOS A A - B A A A -
HCM 95th %tile Q(veh) 0 - - 0.2 0.5 0.1 - -

HCM 6th TWSC
9: 11th Avenue & 6th Street 11/02/2020
Cumulative Year 2042 Without Project 09/08/2020 AM Peak Hour Synchro 10 Report VRPA Technologies, Inc. Page 3
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 0 0 80 0 0 80 153 1176 99 114 770 22 Future Vol, veh/h 0 0 80 0 0 80 153 1176 99 114 770 22
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 - - 0 - - 0 75 - - 125 - -
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 0 0 87 0 0 87 166 1278 108 124 837 24
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All - - 431 - - 693 861 0 0 1386 0 0
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - 6.96 - - 6.96 4.16 - - 4.16 - -
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - 3.33 - - 3.33 2.23 - - 2.23 - -
Pot Cap-1 Maneuver 0 0 570 0 0 384 770 - - 485 - -
Stage 1 0 0 - 0 0 - - - - - - -
Stage 2 0 0 - 0 0 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - 570 - - 384 770 - - 485 - -
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 12.4 17.1 1.2 1.9

HCM LOS B C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 770 - - 570 384 485 - -
HCM Lane V/C Ratio 0.216 - - 0.153 0.226 0.255 - -
HCM Control Delay (s) 11 - - 12.4 17.1 15 - -
HCM Lane LOS B - - B C B - -
HCM 95th %tile Q(veh) 0.8 - - 0.5 0.9 1 - -