Prepared for:
243 East 3rd Street
Long Beach, CA 90802
Prepared by:
23905 Clinton Keith Road 114-280
Wildomar, CA 92595
October 2025
Stockton Maverik Gas Station
Access Analysis
ATTACHMENT C
Maverik Gas Station Executive Summary
i
EXECUTIVE SUMMARY
Purpose of the Report
The subject site has already been entitled for a gas service station as part of Phase 1 Airpark 599 project. The purpose of this Access Analysis report is to analyze the operation of the proposed project access points and bounding intersections under existing and opening year conditions . The project is proposing two access points that provide a physical transition between the subject site and fronting roadways. Access to the Project site will be provided via one (1) driveway with restricted access to right-out only vehicular movement on Arch Airport Road and one (1) proposed driveway with full access on Qantas Lane. The proposed driveways are designed to minimize impacts on traffic flow along the fronting roadways by providing a left turn lane at the Qantas lane driveway that allows the turning vehicle to exit the through lane, to decelerate, and to provide enough storage space for vehicles waiting to complete the turn safely into the property while not impeding through vehicular movements. The existing auxiliary lane along the property frontage on Arch Airport Road will facilitate vehicular movements e xiting the site by providing a speed change area that permit vehicles to accelerate before merging with the through traffic flow.
Project Overview
The Project is proposing the construction of a service station with 5,982 square-foot convenience store, 22 fueling positions. The Project is located at the southeast corner of Arch Airport Road and Qantas Lane in the City of Stockton.
The project trip generation was calculated using the Institute of Transportation Engineers (ITE) Trip Generation Manual (TGM), 11th Edition. It is estimated that the project will generate 1,902 daily trips, 168 AM peak hour trips and 148 PM peak hour trips. Project trip distribution and assignment were developed based on the land use characteristics of the proposed project and surrounding area and anticipated travel patterns to and from the project site. Project scenarios and study area intersections were then established to determine the potential operational deficiencies at the project access points and bounding intersections on the transportation network due to the construction of the Project.
Analysis Scenarios
• Existing Conditions (Year 2025)
• Opening Year 2027 (Existing + 2% Annual Ambient Growth) + Project Conditions
Study Area Intersections
1. SR-99 and Arch Airport Road
2. Qantas Lane and Arch Airport Road
3. Project Driveway and Arch Airport Road
4. Qantas Lane and Project Driveway
ATTACHMENT C
Maverik Gas Station Executive Summary
ii
Analysis Results and Recommendations
Existing Conditions (Year 2025)
All intersections are expected to operate at an acceptable LOS under Existing Conditions.
Opening Year 2027 Conditions
All intersections are expected to oper ate at an acc eptable LOS under Opening Year 2027 Project Conditions.
Conclusion
This Access Analysis evaluated the potential deficiencies related to the Project proposed access points and bounding intersections . An acces s and intersection operatio n analyse s w ere conducted under Existing Year 2025 and Opening Year 2027 Project conditions. Based on the analysis, it was determined that all study access points and intersections are expected to operate at satisfactory LOS D or better during the weekday AM and PM peak hours under all analyzed conditions. Although the approved City-County precise road plan shows Arch Airport Road between Quantas Lane and SR99 as having four-lanes plus an auxiliary lane for the eastbound direction, the approved and certified project plans and traffic study for the State Route 99/Arch Road Interchange Reconstruction Project validated that three-lanes plus an auxiliary lane eastbound direction is adequate for future traffic growth. The proposed Maverick Gas Station study agrees with the SR99/Arch Road Interchange study.
ATTACHMENT C
Maverick Fueling Station Table of Content
i
Table of Contents
EXECUTIVE SUMMARY ............................................................................................................................................... I Purpose of the Report ..................................................................................................................................... i Project Overview ............................................................................................................................................. i Analysis Results and Recommendations ........................................................................................................ ii
1.0 PROJECT INTRODUCTION .............................................................................................................................. 1 PROJECT DESCRIPTION ............................................................................................................................................. 1 STUDY AREA .......................................................................................................................................................... 1 PROJECT TRIP GENERATION ....................................................................................................................................... 1 PROJECT TRIP DISTRIBUTION AND ASSIGNMENT ............................................................................................................. 2 PROJECT ACCESS ..................................................................................................................................................... 2 PARKING ............................................................................................................................................................... 3
2.0 METHODOLOGIES ....................................................................................................................................... 7 STUDY SCENARIOS ................................................................................................................................................... 7 STUDY TIME PERIODS ............................................................................................................................................... 7 ANALYSIS METHODOLOGIES ...................................................................................................................................... 7 Intersection Capacity Analysis ....................................................................................................................... 9 Signalized Intersections ............................................................................................................................. 9 Traffic Signal Warrant Analysis ..................................................................................................................... 9
3.0 EXISTING CONDITIONS (YEAR 2025) ............................................................................................................. 10 ROADWAY NETWORK ............................................................................................................................................. 10 TRAFFIC VOLUMES ................................................................................................................................................ 10 ANALYSIS RESULTS ................................................................................................................................................ 10
4.0 OPENING YEAR 2027 CONDITIONS ................................................................................................................ 15 ANALYSIS RESULTS ................................................................................................................................................. 15
5.0 CONCLUSION ............................................................................................................................................ 17 List of Figures
FIGURE 1-1 – PROJECT SITE PLAN .................................................................................................................................. 4 FIGURE 1-2 – PROJECT STUDY AREA AND TRIP DISTRIBUTION .............................................................................................. 5 FIGURE 1-3 – PROJECT AM/PM PEAK HOUR INTERSECTION VOLUMES ................................................................................. 6 FIGURE 3-1 – CITY OF STOCKTON ROADWAY CLASSIFICATION MAP .................................................................................... 12 FIGURE 3-2 – CITY OF STOCKTON PLANNED BICYCLE NETWORK ......................................................................................... 13 FIGURE 3-3 – EXISTING CONDITIONS (YEAR 2025) AM/PM PEAK HOUR INTERSECTION VOLUMES ......................................... 14 FIGURE 4-1 – OPENING YEAR 2027 CONDITIONS AM/PM PEAK HOUR INTERSECTION VOLUMES ........................................... 16
ATTACHMENT C
Maverick Fueling Station Table of Content
ii
List of Tables
TABLE 1-1 PROJECT TRIP GENERATION RATE ................................................................................................................... 2 TABLE 1-2 PROJECT TRIP GENERATION SUMMARY ............................................................................................................ 2 TABLE 2-1 VEHICULAR LEVEL OF SERVICE DEFINITIONS ....................................................................................................... 9 TABLE 2-2 SIGNALIZED INTERSECTION LEVEL OF SERVICE HCM OPERATIONAL ANALYSIS METHOD .............................................. 9 TABLE 2-3 LEVEL OF SERVICE CRITERIA FOR STOP CONTROLLED UNSIGNALIZED INTERSECTIONS .................................................. 9 TABLE 3-1 EXISTING CONDITIONS (YEAR 2025) INTERSECTION OPERATION ANALYSIS ........................................................... 11 TABLE 4-1 OPENING YEAR 2027 CONDITIONS INTERSECTION OPERATION ANALYSIS .............................................................. 15 TABLE 4-2 OPENING YEAR 2027 DRIVEWAY VEHICULAR QUEUEING ANALYSIS ..................................................................... 15 Appendices
APPENDIX A - TRAFFIC COUNT DATA
APPENDIX B - EXISTING CONDITIONS PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS APPENDIX C - OPENING YEAR 2027 CONDITIONS PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS
APPENDIX D - QUEUE ACCESS ANALYSIS WORKSHEETS
APPENDIX E - EXCERPTS FROM STATE ROUTE 99 (SR-99)/ARCH ROAD INTERCHANGE RECONSTRUCTION PROJECT
ATTACHMENT C
Maverick Gas Station Project Introduction
1 1.0 PROJECT INTRODUCTION
The subject site has already been entitled for a gas service station as part of Phase 1 Airpark 599 project. The purpose of this Access Analysis report is to analyze the operation of the proposed project access points and bounding intersections under existing and opening year conditions . The project is proposing two access points that provide a physical transition between the subject site and fronting roadways. Access to the Project site will be provided via one (1) driveway with restricted access to right-out only vehicular movement on Arch Airport Road and one (1) proposed driveway with full access on Qantas Lane. The proposed driveways are designed to minimize impacts on traffic flow along the fronting roadways by providing left turn lane at the Qantas lane driveway that allows the turning vehicle to exit the through lane, to decelerate, and to provide enough storage space for vehicles waiting to complete the turn safely into the property while not impeding through vehicular movements. The existing auxiliary lane along the property frontage on Arch Airport Road will facilitate vehicular movements e xiting the site by providing a speed change area that permit vehicles to accelerate before merging with the through traffic flow.
PROJECT DESCRIPTION
The Project is proposing the construction of a service station with 5,982 square-foot convenience store and 22 fueling positions. The Project is located at the southeast corner of Arch Airport Road and Qantas Lane in the City of Stockton.
Figure 1-1 shows the project site plan.
STUDY AREA
The study area for this project was developed consistent with the Guide lines, including all primary access points and signalized intersections adjacent to the project or integral to project trip distribution.
Figure 1-2 presents the study area that includes the following key intersections:
1. SR-99 and Arch Airport Road
2. Qantas Lane and Arch Airport Road
3. Project Driveway and Arch Airport Road
4. Qantas Lane and Project Driveway
Turning movement counts for one weekday during the morning and evening peak hours were conducted on January 30, 2025 . The turning movement counts are included in Appendix A. These counts were utilized in Synchro 11 software to determine LOS at all study intersections. Year 202 7 traffic volumes were developed by adding a 2% annual growth for two years to the existing counts which was added to the project volumes.
PROJECT TRIP GENERATION
Trip generation is a measure or forecast of the number of trips that begin or end at the project site.
The traffic generated is a function of the extent and type of development proposed for the site. These trips will result in some traffic increases on the streets where they occur. Per the TIA Guidelines, trip generation for proposed uses must be calculated based on rates from the Trip Generation Manual (TGM), 11th Edition, published by the Institute of Transportation Engineers (ITE). Project ITE average trip generation rates are presented in Table 1-1.
ATTACHMENT C
Maverick Gas Station Project Introduction
2 Table 1-1
Project Trip Generation Rate
Land Use1 Units2 ITE LU
Code
AM Peak Hour PM Peak Hour
Daily
In Out Total In Out Total
Convenience Store/Gas Station (5.5-10k) VFP 945 15.80 15.80 31.60 13.45 13.45 26.90 345.75 1 Trip Generation Source: Institute of Transportation Engineers, Trip Generation Manual, Eleventh Edition (2021). 2 VFP = Vehicle Fueling Positions
Table 1-2 summarizes the calculated trip generation based on land use intensity associated with the Project. As shown, the Project is anticipated to generate approximately 1,902 new daily trips, 168 AM peak hour trips and 148 PM peak hour trips.
Table 1-2
Project Trip Generation Summary
Land Use1 Intensity Units2
AM Peak Hour PM Peak Hour
Daily
In Out Total In Out Total
Convenience Store/Gas Station (5.5-10k) 22 VFP 348 348 696 296 296 592 7,607 Pass-by Reduction (76% - AM Peak Hour, 75% - PM Peak Hour & Daily)3 264 264 528 222 222 444 5,705 Total 84 84 168 74 74 148 1,902
1 Trip Generation Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, Eleventh Edition (2021). 2 VFP = Vehicle Fueling Positions
3 Pass-by reduction percentage is based on the ITE methodology per 2021 Pass-By Tables for ITE Trip Generation Appendices.
PROJECT TRIP DISTRIBUTION AND ASSIGNMENT
Trip distribution and assignment is the process of identifying the probable destinations, directions and traffic routes that project related traffic will affect. Once the proposed development’s trips have been estimated, they are assigned to the study area network. For this development, the project trip distribution and assignment were developed in coordination with C ity staff based on the land use characteristics of the proposed project , surrounding land uses within the study area, and anticipated travel patterns to and from the project site.
Figure 1-2 shows the trip distribution and Figure 1-3 shows the Project intersection turning movement volumes.
PROJECT ACCESS
Access to the Project site will be provided via one (1) driveway with restricted access to right-out only vehicular movement on Arch Airport Road and one (1) proposed driveway with full access on Qantas Lane.
ARCH AIRPORT ROADWAY CONFIGURATION
According to the State Route 99 (SR-99)/Arch Road Interchange Reconstruction Project Traffic Forecast and Operation Analysis (dated September 9, 1998), the roadway design for Arch Airport Road between SR-99 and Qantas Lane was revised from the original four -lane configuration shown in the precise roadway plan. The approved, certified, and constructed roadway configuration implemented as part
ATTACHMENT C
Maverick Gas Station Project Introduction
3 of the Arch Road Interchange Reconstruction Project includes three eastbound through lanes and an auxiliary lane connecting the recommended northbound free right-turn lane at the Arch Airport Road and Qantas Lane intersection to the SR-99 interchange.
For the purposes of this report, the roadway geometric configuration of Arch Airport Road, as established by the approved, certified and constructed SR-99 interchange project, has been reviewed and confirmed by City of Stockton staff for inclusion in the subject project. Excerpts from the State Route 99 (SR -99)/Arch Road Interchange Reconstruction Project Traffic Forecast and Operation Analysis are provided in Appendix E.
PARKING
The proposed development will provide on -site parking spaces consistent with City of Stockton minimum parking requirements.
ATTACHMENT C
Maverik Gas Station
Project Site Plan
Figure 1-1
ATTACHMENT C
Maverick Gas Station
Project Study Area and Outbound Trip Distribution
Figure 1-2a
# Intersections
LEGEND
INCLUDED)
CITY OF COACHELLA, CA
PRELIMINARY SITE PLAN SUBJECT TO CHANGE
PROJECT DATA
CLIENT:
HAAGEN CO., LLC
PROJECT ADDRESS:
N.W.C. OF STATE HWY. 86
APN NUMBER/S:
JURISDICTION:
PROPOSED USE:
NORTH
VICINITY MAP
NOT TO SCALE
COACHELLA, CALIFORNIA 92274
ZONING:
M-H (HEAVY INDUSTRIAL)
LARGE & SMALL WAREHOUSE, SMALL
763-330-013, 018, 017
PROPOSED SITE PLAN
SCALE: 1" = 100'-0"
COACHELLA, CALIFORNIA
N.W.C. OF STATE HWY. 86 &AIRPORT BOULEVARD
SOUTHERN PACIFIC RAILROAD
HIGHWAY 111 HIGHWAY 86S
AIRPORT BOULEVARD
CVWD STORMWATER CHANNEL
AVENUE 54
FILLMORE STREET
POLK STREET
PALM STREET
CACTUS
DESERT
DRIVE
AND AIRPORT BLVD.
BUSINESS, SELF STORAGE, SERVICE STATION AND DRIVE-THRU
PROPOSED BUILDING AREA
BUILDING DATA
TOTAL SITE AREA
LARGE WAREHOUSESMALL WAREHOUSESMALL BUSINESSBRICK YARDSELF STORAGE ±137,400 SF
SERVICE STATION/ MINI MART
±4,000 SF
DRIVE-THRU FAST FOOD RESTAURANT ±4,000 SFTOTAL BUILDING AREA ±648,849 SF
APN#
BOUNDARY
THIS PLAN HAS BEEN PREPARED BY USINGTHE CONSTRAINTS EXHIBIT BY THE ALTUM GROUP, DATED FEB. 15, 2018.
INFORMATION:
586 STALLS
NOTE:
PROPOSED BUILDING HEIGHT
LARGE WAREHOUSE
±38' TO 42' HIGH
SMALL WAREHOUSE
±28' TO 32' HIGH
SMALL BUSINESS
±24' TO 28' HIGH
BRICK YARD
±24' TO 28' HIGH
SELF STORAGE
±24' TO 28' HIGH
RETAIL (GAS STATION & DRIVE THRU) ±24' TO 28' HIGHBUILDING TYPE
TYPE V-B (FULLY SPRINKLERED)
BUILDING DATA
1. FIRE HYDRANT TO BE LOCATED MAX. 300 FT. O.C. OR ASAPPROVED BY RIVERSIDE COUNTY FIRE DEPARTMENT2. PROPOSED FIRE HYDRANT LOCATION ON SITE ARE REPRESENTED BY FH SYMBOL3. 43 FT. LENGTH TEMPLATE WAS USED TO ILLUSTRATE FIRE TRUCK PATH4. MINIMUM TRUCK TURNING RADIUS ±30 FT.
1 inch = feet
GRAPHIC SCALE0
100'
100'
200'
100'
300'
50'
H
Y
D
RETENTION BASIN
±130,000 SF
Coachella Airport Business ParkCOACHELLA, CALIFORNIA
Haagen Co., LLC12302 EXPOSITION BLVD., LOS ANGELES, CA 90064
04.02.2020
18028TMA
PROPOSED SITE PLAN
SP-06
12 3
4 45%
ATTACHMENT C
LEGEND
0/0 = (AM/PM) Peak Hour Volumes
Maverik Gas Station
Project AM/PM Peak Hour Intersection Volumes
Figure 1-3
ATTACHMENT C
Maverick Gas Station Methodologies
7 2.0 METHODOLOGIES
This section documents the methodologies and assumptions used to conduct the circulation impact analysis for the proposed project. This section contains the following background information:
• Study scenarios
• Study time periods
• Analysis methodologies
Refer to Appendix A for approved scoping agreement.
STUDY SCENARIOS
This report presents an analysis of the intersection operating conditions during the peak periods, which were selected in consultation with City staff for the following anticipated timeframe scenarios:
• Existing Conditions (Year 2025)
• Opening Year 2027 (Existing + 2% Annual Ambient Growth) + Project Conditions
STUDY TIME PERIODS
The Guidelines recommend the following peak hours for analysis:
• Weekday AM (peak hour between 7:00 AM and 9:00 AM)
• Weekday PM (peak hour between 4:00 PM and 6:00 PM)
ANALYSIS METHODOLOGIES
Street system operating conditions are typically described in terms of “level of service.” Level of service is a report-card scale used to indicate the quality of traffic flow on roadway segments and at intersections. Level of service (LOS) ranges from LOS A (free flow, little congestion) to LOS F (forced flow, extreme congestion). Table 2-1 describes generalized definitions of auto LOS A through F.
Table 2-1
Vehicular Level of Service Definitions
LOS Characteristics
A
Primarily free -flow operation. Vehicles are completely unimpeded in their ability to maneuver within the traffic stream.
Controlled delay at the boundary intersections is minimal. The travel speed exceeds 80% of the base free -flow speed, and the volume-to-capacity ratio is no greater than 1.0.
B
Reasonably unimpeded operation. The ability to maneuver within the traffic stream is only slightly restricted and control delay at the boundary intersections is not significant. The travel speed is between 67% and 80% of the base free-flow speed, and the volume-to-capacity ratio is no greater than 1.0.
C
Stable operation. The ability to maneuver and change lanes at mid-segment locations may be more restricted than at LOS B.
Longer queues at the boundary intersections may contribute to lower travel speeds. The travel speed is between 50% and 67% of the base free-flow speed, and the volume-to-capacity ratio is no greater than 1.0.
D
Less stable condition in which small increases in flow may cause substantial increases in delay and decreases in travel speed .
This operation may be due to adverse signal progression, high volume, or inappropriate signal timing at the boundary intersections. The travel speed is between 40% and 50% of the base free -flow speed, and the volume-to-capacity ratio is no greater than 1.0.
E
Unstable operation and significant delay. Such operations may be due to some combination of adverse signal progression, high volume, and inappropriate signal timing at the boundary intersections. The travel speed is between 30% and 40% of the base free-flow speed, and the volume-to-capacity ratio is no greater than 1.0.
F
Flow at extremely low speed. Congestion is likely occurring at the boundary intersections, as indicated by high delay and extensive queuing. The travel speed is 30% or less of the base free-flow speed, or the volume-to-capacity ratio is greater than
1.0. Source: Highway Capacity Manual 7th Edition, Transportation Research Board (2022)
ATTACHMENT C
Maverick Gas Station Methodologies
8 Intersection Capacity Analysis
The analysis of peak hour intersection performance was conducted using the Synchro 10 software program, which uses methodologies defined in the Highway Capacity Manual 7th Edition (HCM) to calculate LOS. Level of service (LOS) for intersections is determined by control delay. Control delay is defined as the total elapsed time from when a vehicle stops at the end of a queue to the time the vehicle departs from the stop line. The total elapsed time inclu des the time required for the vehicle to travel from the last-in-queue position to the first -in-queue position, including deceleration of vehicles from free-flow speed to the speed of vehicles in the queue.
Signalized Intersections
The HCM analysis methodology for evaluating signalized intersections is based on the “operational analysis” procedure. This technique uses 1,900 passenger cars per hour of green per lane (pcphpl) as the maximum saturation flow of a single lane at an inter section. Average control delay is calculated by taking a volume-weighted average of all the delays for all vehicles entering the intersection. Table 2-2 summarizes the level of service criteria for signalized intersections.
Table 2-2
Signalized Intersection Level of Service HCM Operational Analysis Method Average Control Delay
Per Vehicle (seconds) Level of Service (LOS) Characteristics <10.0
LOS A occurs when the volume-to-capacity ratio is low and either progression is exceptionally favorable or the cycle length is very short. If it is due to favorable progression, most vehicles arrive during the green indication and travel through the intersection without stopping.
10.1 – 20.0 LOS B occurs when the volume-to-capacity ratio is low and either progression is highly favorable or the cycle length is short. More vehicles stop than with LOS A.
20.1 – 35.0
LOS C occurs when progression is favorable or the cycle length is moderate. Individual cycle failures (i.e., one or more queued vehicles are not able to depart as a result of insufficient capacity during the cycle) may begin to appear at this level. The number of vehicles stopping is significant, although many vehicles still pass through the intersection without stopping.
35.1 – 55.0 LOS D occurs when the volume-to-capacity ratio is high and either progression is ineffective or the cycle length is long. Many vehicles stop and individual cycle failures are noticeable.
55.1 – 80.0 LOS E occurs when the volume-to-capacity ratio is high, progression is unfavorable, and the cycle length is long. Individual cycle failures are frequent. >80.0 LOS F occurs when the volume-to-capacity ratio is very high, progression is very poor, and the cycle length is long. Most cycles fail to clear the queue.
Source: Highway Capacity Manual 7th Edition, Transportation Research Board (2022)
Side-street Stop-controlled (SSSC) Intersections
The HCM analysis methodology for evaluating side-street stop-controlled (SSSC) intersections is based on gap acceptance and conflicting traffic for vehicles stopped on minor-street approaches. The critical gap (minimum gap that would be acceptable) is defined as the minimum time interval in the major - street traffic stream that allows intersection entry for one minor-street vehicle. Average control delay and LOS for the “wors t approach” are reported. Level of service is not defined for the entire intersection. Table 2-3 summarizes the level of service criteria for unsignalized intersections.
ATTACHMENT C
Maverick Gas Station Methodologies
9 Table 2-3
Level of Service Criteria for Stop Controlled Unsignalized Intersections Average Control Delay (sec/veh) Level of Service (LOS)
<10.0 A
10.1 – 15.0 B
15.1 – 25.0 C
25.1 – 35.0 D
35.1 – 50.0 E
>50.0 F
Source: Highway Capacity Manual 7th Edition, Transportation Research Board (2022)
ATTACHMENT C
Maverick Gas Station Existing Conditions (Year 2025)
10 3.0 EXISTING CONDITIONS (YEAR 2025)
This section documents the circulation system conditions within the study area of the project under the existing without and with project scenarios . The Existing Conditions ( Year 2025) s cenario is analyzed using existing volumes counts. This section also documents potential project related operational deficiencies on the existing local circulation networks. No network improvements are assumed under Existing Conditions scenarios.
ROADWAY NETWORK
The locally significant roadway located within the study area of the Project is discussed below.
Arch Airport Road is an east-west arterial that extends from SR-99 Interstate 5. The number of lanes on Arch Airport Road varies, with seven travel lanes including three through lanes in each direction and an eastbound auxiliary lane in the study area immediately west of SR -99 to Qantas Lane which transition to four travel lanes west of Qantas Lane. The posted speed limit on Arch Airport Road is 45 mph
Qantas Lane is a north-south local Street from Arch Airport Road in the area immediately west of SR-
99. The north section is a three-lane roadway that transitions into two lane road way to the north where the southern segment is also a three-lane roadway that transitions to two lanes extending beyond the project site to the south.
Figures 3-1 and 3-2 show the City of Stockton Roadway Classification and Bicycle Network Maps.
TRAFFIC VOLUMES
The intersection turning movement counts were conducted during the weekday morning peak period from 7:00 AM to 9:00 AM and during the weekday evening peak period from 4:00 PM to 6:00 PM on January 30, 2025. Traffic count data is provided in Appendix A.
ANALYSIS RESULTS
Table 3-1 shows Existing Conditions intersection operation analysis results. Figure 3-3 shows Existing Conditions intersection turning movement volumes.
ATTACHMENT C
Maverick Gas Station Existing Conditions (Year 2025)
11 Table 3-1
Existing Conditions (Year 2025) Intersection Operation Analysis Intersection Traffic Control Existing Without Project
Delay (a) LOS (b)
AM/PM Peak
1. SR-99 and Arch Airport Road Signalized 11.8/12.7 B/B
2. Qantas Lane and Arch Airport Road Signalized 14.5/12.2 B/B Notes:
(a) Delay refers to the average control delay for the entire intersection and control delay for the worst movement for SSSC intersections, measured in seconds per vehicle.
(b) LOS calculations are based on the methodology outlined in the Highway Capacity Manual 6th Edition and performed using Synchro 11
Per the analysis results shown in Table 3-1, all analyzed intersections are operating at an acceptable LOS under Existing Conditions . Existing Conditions peak hour analysis worksheets are provided in Appendix B.
ATTACHMENT C
Maverik Gas Station
Stockton Roadway Classification Map
Figure 3-1
ATTACHMENT C
Maverik Gas Station
Stockton Bicycle Network Map
Figure 3-2
ATTACHMENT C
Maverik Gas Station
Existing Peak Hour Intersection Volumes
Figure 3-3
(AM/PM) Peak Hour Volumes
LEGEND
ATTACHMENT C
Maverick Gas Station Opening Year 2027 Conditions
15 4.0 OPENING YEAR 2027 CONDITIONS
This section documents the circulation system conditions within the study area of the project under Opening Year 2027 Project scenarios. The Opening Year Conditions traffic volumes were developed by applying a 2% growth for two years to the Existing counts. Project traffic volumes are then added to the Opening Year Project Conditions traffic volumes to develop Opening Year with Project Conditions traffic volumes . No network improvements are assumed under Opening Year Condition scenarios.
ANALYSIS RESULTS
Table 4-1 shows Opening Year 2027 Conditions intersection operation analysis results. Figures 4-1 shows Opening Year 2027 with Project Conditions intersection turning movement volumes.
Table 4-1
Opening Year 2027 Conditions Intersection Operation Analysis Intersection Traffic Control
Opening Year
(With Project) Operational
Deficiency?
Delay (a) LOS (b)
AM/PM Peak
1. SR-99 and Arch Airport Road Signalized 12.1/12.9 B/B N/N
2. Qantas Lane and Arch Airport Road Signalized 25.2/18.1 C/B N/N
3. Project Driveway and Arch Airport Road One-Way Stop 11.1/9.5 B/A N/N
4. Qantas Lane and Project Driveway One-Way Stop 9.3/9.3 A/A N/N
Per the analysis results shown in Table 4 -1, all analyzed intersections are operating at an acceptable LOS under Opening Year Conditions. Opening Year Project Conditions peak hour analysis worksheets are provided in Appendix C.
Table 4-2
Opening Year 2027 Driveway Vehicular Queueing Analysis
Intersection Movement
Stacking
Distance
(ft)
Queue (ft) Excess Demand
AM PM AM PM
4. Qantas Lane and Project
Driveway SBL 100 45 50 - -
Per the analysis results shown in Table 4-2, the project access points will not experience vehicular excess demand. Queue worksheets are provided in Appendix D.
ATTACHMENT C
Maverik Gas Station
Opening Year 2027 Peak Hour
Intersection Volumes
Figure 3-3
(AM/PM) Peak Hour Volumes
LEGEND
ATTACHMENT C
Maverick Gas Station Conclusion
17 5.0 CONCLUSION
This Access Analysis evaluated the potential deficiencies related to the Project proposed access points and bounding intersections. An access and intersection operation analyses were conducted under Existing Year 2025 and Opening Year 2027 Project conditions. Based on the analysis, it was determined that all study access points and intersections are expected to operate at satisfactory LOS D or better during the weekday AM and PM peak hours under all analyzed conditions. Although the approved City-County precise road plan shows Arch Airport Road between Quantas Lane and SR99 as having four-lanes plus an auxiliary lane for the eastbound direction, the approved and certified project plans and traffic study for the State Route 99/Arch Road Interchange Reconstruction Project validated that three-lanes plus an auxiliary lane eastbound direction is adequate for future traffic growth. The proposed Maverick Gas Station study agrees with the SR99/Arch Road Interchange study.
ATTACHMENT C
APPENDIX A ‐
TRAFFIC VOLUME DATA
ATTACHMENT C
T112224
DATE: LOCATION: PROJECT #: SC5164
Thu, Jan 30, 25 NORTH & SOUTH: LOCATION #: 1
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 2 X 1 2 X 1 2 2 1 2 2 1 0 0 0 0
7:00 AM 65 0 52 86 0 109 20 75 39 34 53 39 572 0 1 0 0 1 7:15 AM 109 0 60 134 0 155 29 54 50 29 41 37 698 0 0 0 0 0 7:30 AM 94 0 50 102 0 141 50 74 56 34 44 51 696 2 1 0 0 3 7:45 AM 144 0 69 133 0 221 38 84 43 30 77 41 880 0 0 1 0 1 8:00 AM 100 0 53 94 0 232 83 83 46 22 34 56 803 1 2 0 0 3 8:15 AM 94 0 27 89 0 167 100 45 64 41 89 49 765 0 1 0 0 1 8:30 AM 66 0 25 63 0 115 71 64 58 34 61 62 619 1 0 0 0 1 8:45 AM 72 0 30 74 0 99 64 44 44 24 35 42 528 0 3 1 0 4 VOLUMES 744 0 366 775 0 1,239 455 523 400 248 434 377 5,575 4 8 2 0 14 APPROACH % 67% 0% 33% 38% 0% 61% 33% 38% 29% 23% 41% 36% APP/DEPART 1,114 / 840 2,022 / 652 1,380 / 1,664 1,059 / 2,419 0
BEGIN PEAK HR
VOLUMES 432 0 199 418 0 761 271 286 209 127 244 197 3,152 3 4 1 0 APPROACH % 68% 0% 31% 35% 0% 64% 35% 37% 27% 22% 43% 35% PEAK HR FACTOR 0.744 0.835 0.904 0.793 0.894
APP/DEPART 634 / 472 1,183 / 339 767 / 903 568 / 1,438 0 4:00 PM 46 0 37 35 0 55 143 31 150 63 75 106 741 0 2 0 0 2 4:15 PM 49 0 32 44 0 50 129 72 96 42 43 76 633 0 2 0 1 3 4:30 PM 67 0 40 45 0 58 157 60 140 55 74 127 823 2 1 1 0 4 4:45 PM 56 0 30 49 0 61 122 43 107 41 90 70 669 0 2 0 0 2 5:00 PM 54 0 32 37 0 46 144 58 124 42 48 69 654 0 1 1 0 2 5:15 PM 53 0 45 58 0 40 109 57 87 47 50 90 636 0 1 0 0 1 5:30 PM 47 0 42 57 0 37 73 75 72 46 92 116 657 0 0 1 1 2 5:45 PM 55 0 36 72 0 40 64 69 64 65 68 75 608 1 0 0 0 1 VOLUMES 427 0 294 397 0 387 941 465 840 401 540 729 5,438 3 9 3 2 17 APPROACH % 59% 0% 41% 50% 0% 49% 42% 21% 37% 24% 32% 44% APP/DEPART 724 / 1,679 793 / 1,244 2,249 / 1,158 1,672 / 1,357 0
BEGIN PEAK HR
VOLUMES 218 0 139 173 0 224 551 206 493 201 282 379 2,877 2 7 1 1 APPROACH % 61% 0% 39% 43% 0% 55% 44% 16% 39% 23% 33% 44% PEAK HR FACTOR 0.823 0.902 0.874 0.843 0.870
APP/DEPART 359 / 937 404 / 696 1,251 / 519 863 / 725 0
SR-99 Ramps
NORTH LEG
Arch Airport Rd WEST LEG EAST LEG Arch Airport Rd
SOUTH LEG
SR-99 Ramps
N LEG S LEG E LEG W LEG TOTAL N LEG S LEG E LEG W LEG TOTAL NL SL EL WL TOTAL 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 1 0 0 0 1 1 0 0 0 1 0 0 0 0 0
7:45 AM 2 0 0 0 2 1 0 0 0 1 1 0 0 0 1
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 2 1 0 0 3 2 0 0 0 2 0 1 0 0 1
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 5 1 0 0 6 4 0 0 0 4 1 1 0 0 2
BEGIN PEAK HR 2 0 0 0 2
4:00 PM 1 1 0 0 2 1 0 0 0 1 0 1 0 0 1
4:15 PM 1 0 0 0 1 0 0 0 0 0 1 0 0 0 1
4:30 PM 3 0 0 0 3 3 0 0 0 3 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 2 0 0 0 2 0 0 0 0 0 2 0 0 0 2
5:15 PM 2 1 0 0 3 2 1 0 0 3 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 2 0 0 0 2 2 0 0 0 2 0 0 0 0 0
TOTAL 11 2 0 0 13 8 1 0 0 9 3 1 0 0 4
4 0 0 0 4
AMPM AM
7:30 AM
PM
4:00 PM
ALL PED + BIKE & SCOOTER
7:30 AM
BEGIN PEAK HR 4:00 PM
BICYCLE & SCOOTER CROSSINGSPEDESTRIAN CROSSINGS
U-TURNS
SR-99 Ramps SR-99 Ramps Arch Airport Rd Arch Rd
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Stockton
SR-99 Ramps
Arch Airport Rd
ATTACHMENT C
2,815 1,626 0 1,172 TOTAL 2,519
793 387 0 397 PM 1,679
2,022 1,239 0 775 AM 840
1,059
1,672
2,731
3,776
1,357
2,419
377
729
1,106
434
540
974
TOTAL
PM
AM
248
401
649
1,396
941
455
AM
PM
TOTAL
988
465
523
1,240
840
400
1,664
1,158
2,822
3,629
2,249
1,380
652 AM 744 0 366 1,114
1,244 PM 427 0 294 724
1,896 TOTAL 1,171 0 660 1,838
1,587 985 0 591 TOTAL 1,409
404 224 0 173 PM 937
1,183 761 0 418 AM 472
568
863
1,431
2,163
725
1,438
197
379
576
244
282
526
TOTAL
PM
AM AM 7:30 AM
8:45 AM
127
201
328
822
551
271 #N/A
AM
PM
TOTAL
492
206
286 PM 4:00 PM
5:45 PM
702
493
209
903
519
1,422
2,018
1,251
767
339 AM 432 0 199 634
696 PM 218 0 139 359
1,035 Total 650 0 338 993
SR-99 Ramps
SR-99 Ramps
SR-99 Ramps
Arch Airport Rd
Arch Rd
PEAK HOUR
AimTD LLC
TURNING MOVEMENT COUNTS
SR-99 Ramps
Arch Airport Rd
Arch Rd
ALL HOURS
Stockton
SC5164
ATTACHMENT C
US-99 SB On-Ramp
Stockton, CA
1/30/2025
Time Total Queue
7:00 AM 0
7:05 AM 0
7:10 AM 0
7:15 AM 0
7:20 AM 0
7:25 AM 0
7:30 AM 0
7:35 AM 0
7:40 AM 0
7:45 AM 0
7:50 AM 0
7:55 AM 0
8:00 AM 0
8:05 AM 0
8:10 AM 0
8:15 AM 0
8:20 AM 0
8:25 AM 0
8:30 AM 0
8:35 AM 0
8:40 AM 0
8:45 AM 0
8:50 AM 0
8:55 AM 0
Prepared by AimTD LLC
[email protected]
714.253.7888
ATTACHMENT C
T112224
DATE: LOCATION: PROJECT #: SC5164
Thu, Jan 30, 25 NORTH & SOUTH: LOCATION #: 2
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 2 2 1 1.5 1.5 0 2 3 1 2 2 1 0 0 0 0
7:00 AM 1 0 3 21 0 2 10 111 3 5 156 65 377 0 0 0 0 0
7:15 AM 0 0 2 27 0 10 24 102 1 5 186 111 468 0 0 0 2 2
7:30 AM 0 0 3 40 0 5 17 136 2 6 168 103 480 0 0 0 2 2
7:45 AM 2 0 1 39 1 9 23 123 1 3 256 181 639 0 0 0 3 3
8:00 AM 1 0 4 95 0 34 19 112 0 7 227 129 628 0 0 0 1 1
8:15 AM 0 0 3 98 0 34 21 107 1 4 241 103 612 0 0 0 2 2
8:30 AM 1 0 3 83 1 21 16 105 0 4 148 87 469 0 0 0 3 3
8:45 AM 0 0 1 39 0 21 16 109 0 5 129 67 387 0 0 0 4 4
VOLUMES 5 0 20 442 2 136 146 905 8 39 1,511 846 4,077 0 0 0 17 17 APPROACH % 20% 0% 80% 76% 0% 23% 14% 85% 1% 2% 63% 35%
APP/DEPART 25 / 992 580 / 49 1,059 / 1,384 2,413 / 1,652 0
BEGIN PEAK HR
VOLUMES 3 0 11 272 1 82 80 478 4 20 892 516 2,367 0 0 0 8 APPROACH % 21% 0% 79% 77% 0% 23% 14% 85% 1% 1% 62% 36%
PEAK HR FACTOR 0.700 0.672 0.906 0.810 0.922
APP/DEPART 14 / 596 355 / 25 562 / 769 1,436 / 977 0
4:00 PM 3 0 5 108 0 27 5 209 0 0 133 41 531 0 0 0 2 2
4:15 PM 4 0 5 86 0 17 14 208 0 0 101 39 474 0 0 1 0 1
4:30 PM 2 0 9 130 0 29 12 218 0 0 129 68 597 0 0 0 1 1
4:45 PM 0 0 0 68 0 24 5 203 0 0 145 58 503 0 0 0 2 2
5:00 PM 0 0 8 118 0 47 12 202 0 2 111 36 536 0 0 0 0 0
5:15 PM 0 0 3 67 0 22 6 182 0 1 103 37 421 0 0 0 1 1
5:30 PM 0 0 0 77 0 15 7 143 0 0 147 28 417 0 0 0 1 1
5:45 PM 0 0 4 37 0 17 7 157 0 0 130 32 384 0 0 0 1 1
VOLUMES 9 0 34 691 0 198 68 1,522 0 3 999 339 3,872 0 0 1 8 9 APPROACH % 21% 0% 79% 78% 0% 22% 4% 96% 0% 0% 74% 25%
APP/DEPART 43 / 407 889 / 3 1,591 / 2,255 1,349 / 1,207 0
BEGIN PEAK HR
VOLUMES 6 0 22 402 0 117 43 831 0 2 486 201 2,114 0 0 1 3 APPROACH % 21% 0% 79% 77% 0% 23% 5% 95% 0% 0% 70% 29%
PEAK HR FACTOR 0.636 0.786 0.951 0.844 0.884
APP/DEPART 28 / 244 519 / 2 875 / 1,258 692 / 610 0
Qantas Ln
NORTH LEG
Arch Airport Rd WEST LEG EAST LEG Arch Airport Rd
SOUTH LEG
Qantas Ln
N LEG S LEG E LEG W LEG TOTAL N LEG S LEG E LEG W LEG TOTAL NL SL EL WL TOTAL 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 1 0 0 0 1 1 0 0 0 1 0 0 0 0 0
8:30 AM 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 1 1 0 0 2 1 0 0 0 1 0 1 0 0 1
BEGIN PEAK HR 1 0 0 0 1
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 1 0 0 0 1 1 0 0 0 1 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 1 1 0 0 2 1 1 0 0 2 0 0 0 0 0
1 0 0 0 1
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Stockton
Qantas Ln
Arch Airport Rd
BEGIN PEAK HR 4:15 PM
BICYCLE & SCOOTER CROSSINGSPEDESTRIAN CROSSINGS
U-TURNS
Qantas Ln Qantas Ln Arch Airport Rd Arch Airport Rd
AMPM AM
7:30 AM
PM
4:15 PM
ALL PED + BIKE & SCOOTER
7:30 AM
ATTACHMENT C
1,469 334 2 1,133 TOTAL 1,399
889 198 0 691 PM 407
580 136 2 442 AM 992
2,413
1,349
3,762
2,859
1,207
1,652
846
339
1,185
1,511
999
2,510
TOTAL
PM
AM
39 3
42 214
68 146
AM
PM
TOTAL
2,427
1,522
905
8 0
8 1,384
2,255
3,639
2,650
1,591
1,059
49 AM 5 0 20 25
3 PM 9 0 34 43
52 TOTAL 14 0 54 68
874 199 1 674 TOTAL 840
519 117 0 402 PM 244
355 82 1 272 AM 596
1,436
692
2,128
1,587
610
977
516
201
717
892
486
1,378
TOTAL
PM
AM AM 7:30 AM
8:45 AM
20 2
22 123
43 80
#N/A
AM
PM
TOTAL
1,309
831
478 PM 4:15 PM
5:45 PM
4 0
4 769
1,258
2,027
1,437
875
562
25 AM 3 0 11 14
2 PM 6 0 22 28
27 Total 9 0 33 42
AimTD LLC
TURNING MOVEMENT COUNTS
Qantas Ln
Arch Airport Rd
Arch Airport Rd
ALL HOURS
Stockton
SC5164
Qantas Ln
Qantas Ln
Qantas Ln
Arch Airport Rd
Arch Airport RdPEAK HOUR
ATTACHMENT C
APPENDIX B ‐
EXISTING CONDITIONS PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS
ATTACHMENT C
HCM 6th Signalized Intersection Summary Maverik Gas Station 1: Arch Airport Road & SR-99 02/08/2025
Existing Year 2025 Synchro 11 Report
Timing Plan: AM Peak
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 271 286 209 127 244 197 432 0 199 418 0 761 Future Volume (veh/h) 271 286 209 127 244 197 432 0 199 418 0 761 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 1767 1767 1767 1767 1767 1767 1767 1767 1767 1767 1767 1767 Adj Flow Rate, veh/h 304 321 0 143 274 0 485 0 0 470 0 0 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 9 9 9 9 9 9 9 9 9 9 9 9
Cap, veh/h 488 832 358 699 1170 504 1170 504
Arrive On Green 0.15 0.25 0.00 0.11 0.21 0.00 0.29 0.00 0.00 0.29 0.00 0.00 Sat Flow, veh/h 3264 3357 1497 3264 3357 1497 2597 1767 0 2597 1767 0 Grp Volume(v), veh/h 304 321 0 143 274 0 485 0 0 470 0 0 Grp Sat Flow(s),veh/h/ln 1632 1678 1497 1632 1678 1497 1299 1767 0 1299 1767 0 Q Serve(g_s), s 2.9 2.7 0.0 1.4 2.4 0.0 5.5 0.0 0.0 5.3 0.0 0.0 Cycle Q Clear(g_c), s 2.9 2.7 0.0 1.4 2.4 0.0 5.5 0.0 0.0 5.3 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00
Lane Grp Cap(c), veh/h 488 832 358 699 1170 504 1170 504 V/C Ratio(X) 0.62 0.39 0.40 0.39 0.41 0.00 0.40 0.00
Avail Cap(c_a), veh/h 874 1198 485 799 5141 3205 5141 3205 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 0.00 1.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 13.4 10.5 0.0 13.9 11.5 0.0 10.6 0.0 0.0 10.5 0.0 0.0 Incr Delay (d2), s/veh 1.3 0.3 0.0 0.7 0.4 0.0 0.2 0.0 0.0 0.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.6 0.0 0.4 0.6 0.0 1.2 0.0 0.0 1.1 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.7 10.8 0.0 14.7 11.8 0.0 10.8 0.0 0.0 10.7 0.0 0.0 LnGrp LOS B B B B B A B A
Approach Vol, veh/h 625 417 485 470
Approach Delay, s/veh 12.7 12.8 10.8 10.7
Approach LOS B B B B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 13.6 7.7 12.3 13.6 9.0 11.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 61.0 5.0 12.0 61.0 9.0 8.0
Max Q Clear Time (g_c+I1), s 7.5 3.4 4.7 7.3 4.9 4.4
Green Ext Time (p_c), s 2.1 0.1 1.0 2.0 0.4 0.5
Intersection Summary
HCM 6th Ctrl Delay 11.8
HCM 6th LOS B
Notes
Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay.
ATTACHMENT C
HCM 6th Signalized Intersection Summary Maverik Gas Station 2: Qantas Lane & Arch Airport Road 02/08/2025
Existing Year 2025 Synchro 11 Report
Timing Plan: AM Peak
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 80 478 4 20 892 516 3 0 11 272 1 82 Future Volume (veh/h) 80 478 4 20 892 516 3 0 11 272 1 82 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 87 520 0 22 970 561 3 0 0 296 1 89 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 8 8 8 8 8 8 8 8 8 8 8 8
Cap, veh/h 237 2346 87 1479 660 19 19 499 2 220
Arrive On Green 0.07 0.48 0.00 0.03 0.44 0.44 0.01 0.00 0.00 0.15 0.15 0.15 Sat Flow, veh/h 3291 4863 1510 3291 3385 1510 3291 3385 1510 3393 17 1495 Grp Volume(v), veh/h 87 520 0 22 970 561 3 0 0 296 0 90 Grp Sat Flow(s),veh/h/ln 1646 1621 1510 1646 1692 1510 1646 1692 1510 1697 0 1512 Q Serve(g_s), s 1.2 2.9 0.0 0.3 10.7 15.7 0.0 0.0 0.0 3.9 0.0 2.6 Cycle Q Clear(g_c), s 1.2 2.9 0.0 0.3 10.7 15.7 0.0 0.0 0.0 3.9 0.0 2.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99
Lane Grp Cap(c), veh/h 237 2346 87 1479 660 19 19 499 0 222 V/C Ratio(X) 0.37 0.22 0.25 0.66 0.85 0.16 0.00 0.59 0.00 0.40 Avail Cap(c_a), veh/h 348 2346 348 1574 702 557 572 646 0 288 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 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 20.9 7.1 0.0 22.6 10.5 11.9 23.4 0.0 0.0 18.9 0.0 18.3 Incr Delay (d2), s/veh 0.9 0.0 0.0 1.5 0.9 9.3 3.9 0.0 0.0 1.1 0.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.6 0.0 0.1 2.8 5.1 0.0 0.0 0.0 1.4 0.0 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.9 7.1 0.0 24.1 11.4 21.3 27.3 0.0 0.0 20.0 0.0 19.5 LnGrp LOS C A C B C C A B A B
Approach Vol, veh/h 607 1553 3 386
Approach Delay, s/veh 9.3 15.2 27.3 19.9
Approach LOS A B C B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 4.3 5.3 26.8 11.0 7.4 24.7
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 8.0 5.0 22.0 9.0 5.0 22.0
Max Q Clear Time (g_c+I1), s 2.0 2.3 4.9 5.9 3.2 17.7
Green Ext Time (p_c), s 0.0 0.0 2.9 0.5 0.0 2.9
Intersection Summary
HCM 6th Ctrl Delay 14.5
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.
Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay.
ATTACHMENT C
HCM 6th Signalized Intersection Summary Maverik Gas Station 1: Arch Airport Road & SR-99 02/08/2025
Existing Year 2025 Synchro 11 Report
Timing Plan: PM Peak
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 551 206 493 201 282 379 218 0 139 173 0 224 Future Volume (veh/h) 551 206 493 201 282 379 218 0 139 173 0 224 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 1767 1767 1767 1767 1767 1767 1767 1767 1767 1767 1767 1767 Adj Flow Rate, veh/h 633 237 0 231 324 0 251 0 0 199 0 0 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, % 9 9 9 9 9 9 9 9 9 9 9 9
Cap, veh/h 893 1154 411 659 907 343 907 343
Arrive On Green 0.27 0.34 0.00 0.13 0.20 0.00 0.19 0.00 0.00 0.19 0.00 0.00 Sat Flow, veh/h 3264 3357 1497 3264 3357 1497 2597 1767 0 2597 1767 0 Grp Volume(v), veh/h 633 237 0 231 324 0 251 0 0 199 0 0 Grp Sat Flow(s),veh/h/ln 1632 1678 1497 1632 1678 1497 1299 1767 0 1299 1767 0 Q Serve(g_s), s 6.2 1.8 0.0 2.4 3.1 0.0 3.1 0.0 0.0 2.4 0.0 0.0 Cycle Q Clear(g_c), s 6.2 1.8 0.0 2.4 3.1 0.0 3.1 0.0 0.0 2.4 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00
Lane Grp Cap(c), veh/h 893 1154 411 659 907 343 907 343 V/C Ratio(X) 0.71 0.21 0.56 0.49 0.28 0.00 0.22 0.00
Avail Cap(c_a), veh/h 1464 2352 640 1505 1569 792 1569 792 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 0.00 1.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 11.7 8.3 0.0 14.7 12.8 0.0 12.8 0.0 0.0 12.6 0.0 0.0 Incr Delay (d2), s/veh 1.1 0.1 0.0 1.2 0.6 0.0 0.2 0.0 0.0 0.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.4 0.0 0.7 0.8 0.0 0.7 0.0 0.0 0.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.7 8.4 0.0 15.9 13.3 0.0 13.0 0.0 0.0 12.7 0.0 0.0 LnGrp LOS B A B B B A B A
Approach Vol, veh/h 870 555 251 199
Approach Delay, s/veh 11.5 14.4 13.0 12.7
Approach LOS B B B B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 10.9 8.5 16.3 10.9 13.8 11.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 16.0 7.0 25.0 16.0 16.0 16.0 Max Q Clear Time (g_c+I1), s 5.1 4.4 3.8 4.4 8.2 5.1
Green Ext Time (p_c), s 0.7 0.2 1.3 0.5 1.5 1.3
Intersection Summary
HCM 6th Ctrl Delay 12.7
HCM 6th LOS B
Notes
Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay.
ATTACHMENT C
HCM 6th Signalized Intersection Summary Maverik Gas Station 2: Qantas Lane & Arch Airport Road 02/08/2025
Existing Year 2025 Synchro 11 Report
Timing Plan: PM Peak
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 43 831 0 2 486 201 6 0 22 402 0 117 Future Volume (veh/h) 43 831 0 2 486 201 6 0 22 402 0 117 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1767 1767 1767 1767 1767 1767 1767 1767 1767 1767 1767 1767 Adj Flow Rate, veh/h 49 944 0 2 552 228 7 0 0 457 0 133 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, % 9 9 9 9 9 9 9 9 9 9 9 9
Cap, veh/h 175 1560 9 915 408 43 44 761 0 338
Arrive On Green 0.05 0.32 0.00 0.00 0.27 0.27 0.01 0.00 0.00 0.23 0.00 0.23 Sat Flow, veh/h 3264 4823 1497 3264 3357 1497 3264 3357 1497 3365 0 1497 Grp Volume(v), veh/h 49 944 0 2 552 228 7 0 0 457 0 133 Grp Sat Flow(s),veh/h/ln 1632 1608 1497 1632 1678 1497 1632 1678 1497 1682 0 1497 Q Serve(g_s), s 0.5 6.1 0.0 0.0 5.3 4.8 0.1 0.0 0.0 4.5 0.0 2.8 Cycle Q Clear(g_c), s 0.5 6.1 0.0 0.0 5.3 4.8 0.1 0.0 0.0 4.5 0.0 2.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 175 1560 9 915 408 43 44 761 0 338 V/C Ratio(X) 0.28 0.61 0.22 0.60 0.56 0.16 0.00 0.60 0.00 0.39 Avail Cap(c_a), veh/h 443 2096 443 1459 651 621 638 1462 0 651 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 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 16.7 10.5 0.0 18.3 11.7 11.5 18.0 0.0 0.0 12.8 0.0 12.1 Incr Delay (d2), s/veh 0.9 0.4 0.0 12.0 0.6 1.2 1.8 0.0 0.0 0.8 0.0 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 0.2 1.4 0.0 0.0 1.4 1.2 0.0 0.0 0.0 1.4 0.0 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.6 10.9 0.0 30.3 12.3 12.7 19.7 0.0 0.0 13.5 0.0 12.8 LnGrp LOS B B C B B B A B A B
Approach Vol, veh/h 993 782 7 590
Approach Delay, s/veh 11.2 12.5 19.7 13.4
Approach LOS B B B B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 4.5 4.1 15.9 12.3 6.0 14.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 7.0 5.0 16.0 16.0 5.0 16.0
Max Q Clear Time (g_c+I1), s 2.1 2.0 8.1 6.5 2.5 7.3
Green Ext Time (p_c), s 0.0 0.0 3.6 1.9 0.0 2.8
Intersection Summary
HCM 6th Ctrl Delay 12.2
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.
Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay.
ATTACHMENT C
APPENDIX C ‐
PROJECT COMPLETION YEAR 2027 CONDITIONS PEAK HOUR INTERSECTION ANALYSIS
WORKSHEETS
ATTACHMENT C
HCM 7th Signalized Intersection Summary Maverik Gas Station 1: Arch Airport Road & SR-99 09/26/2025
Project Completion Year 2027 Synchro 11 Report
Timing Plan: AM Peak
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 290 319 225 132 275 205 457 0 207 435 0 800 Future Volume (veh/h) 290 319 225 132 275 205 457 0 207 435 0 800 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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 1767 1767 1767 1767 1767 1767 1767 1767 1767 1767 1767 1767 Adj Flow Rate, veh/h 326 358 0 148 309 0 513 0 0 489 0 0 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 9 9 9 9 9 9 9 9 9 9 9 9
Cap, veh/h 502 829 358 681 1185 522 1185 522
Arrive On Green 0.15 0.25 0.00 0.11 0.20 0.00 0.30 0.00 0.00 0.30 0.00 0.00 Sat Flow, veh/h 3264 3357 1497 3264 3357 1497 2597 1767 0 2597 1767 0 Grp Volume(v), veh/h 326 358 0 148 309 0 513 0 0 489 0 0 Grp Sat Flow(s),veh/h/ln 1632 1678 1497 1632 1678 1497 1299 1767 0 1299 1767 0 Q Serve(g_s), s 3.2 3.1 0.0 1.5 2.8 0.0 6.0 0.0 0.0 5.6 0.0 0.0 Cycle Q Clear(g_c), s 3.2 3.1 0.0 1.5 2.8 0.0 6.0 0.0 0.0 5.6 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00
Lane Grp Cap(c), veh/h 502 829 358 681 1185 522 1185 522 V/C Ratio(X) 0.65 0.43 0.41 0.45 0.43 0.00 0.41 0.00
Avail Cap(c_a), veh/h 757 1070 473 778 5083 3173 5083 3173 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 0.00 1.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 13.7 11.0 0.0 14.3 12.1 0.0 10.7 0.0 0.0 10.5 0.0 0.0 Incr Delay (d2), s/veh 1.4 0.4 0.0 0.8 0.5 0.0 0.3 0.0 0.0 0.2 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.8 0.0 0.4 0.7 0.0 1.3 0.0 0.0 1.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 15.1 11.3 0.0 15.1 12.6 0.0 10.9 0.0 0.0 10.8 0.0 0.0 LnGrp LOS B B B B B B
Approach Vol, veh/h 684 457 513 489
Approach Delay, s/veh 13.1 13.4 10.9 10.8
Approach LOS B B B B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 14.2 7.8 12.5 14.2 9.3 11.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 62.0 5.0 11.0 62.0 8.0 8.0
Max Q Clear Time (g_c+I1), s 8.0 3.5 5.1 7.6 5.2 4.8
Green Ext Time (p_c), s 2.2 0.1 1.0 2.1 0.3 0.5
Intersection Summary
HCM 7th Control Delay, s/veh 12.1
HCM 7th LOS B
Notes
Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay.
ATTACHMENT C
HCM 7th Signalized Intersection Summary Maverik Gas Station 2: Qantas Lane & Arch Airport Road 09/26/2025
Project Completion Year 2027 Synchro 11 Report
Timing Plan: AM Peak
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 83 391 143 178 809 537 142 52 11 243 53 85 Future Volume (veh/h) 83 391 143 178 809 537 142 52 11 243 53 85 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 90 425 0 193 879 584 154 57 0 264 58 92 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, % 8 8 8 8 8 8 8 8 8 8 8 8
Cap, veh/h 222 1806 295 1332 594 397 408 449 82 130
Arrive On Green 0.07 0.37 0.00 0.09 0.39 0.39 0.12 0.12 0.00 0.13 0.13 0.13 Sat Flow, veh/h 3291 4863 1510 3291 3385 1510 3291 3385 1510 3393 620 984 Grp Volume(v), veh/h 90 425 0 193 879 584 154 57 0 264 0 150 Grp Sat Flow(s),veh/h/ln 1646 1621 1510 1646 1692 1510 1646 1692 1510 1697 0 1604 Q Serve(g_s), s 1.5 3.4 0.0 3.2 11.9 21.4 2.4 0.8 0.0 4.1 0.0 5.0 Cycle Q Clear(g_c), s 1.5 3.4 0.0 3.2 11.9 21.4 2.4 0.8 0.0 4.1 0.0 5.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.61
Lane Grp Cap(c), veh/h 222 1806 295 1332 594 397 408 449 0 212 V/C Ratio(X) 0.41 0.24 0.65 0.66 0.98 0.39 0.14 0.59 0.00 0.71 Avail Cap(c_a), veh/h 294 1806 412 1332 594 471 484 546 0 258 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 25.0 12.1 0.0 24.6 13.9 16.8 22.7 22.0 0.0 22.8 0.0 23.2 Incr Delay (d2), s/veh 1.2 0.1 0.0 2.5 1.2 32.4 0.6 0.2 0.0 1.2 0.0 6.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 1.0 0.0 1.2 3.7 10.9 0.9 0.3 0.0 1.6 0.0 2.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 26.2 12.2 0.0 27.1 15.1 49.2 23.3 22.1 0.0 24.0 0.0 29.9 LnGrp LOS C B C B D C C C C
Approach Vol, veh/h 515 1656 211 414
Approach Delay, s/veh 14.6 28.5 23.0 26.2
Approach LOS B C C C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 10.7 9.0 24.8 11.4 7.8 26.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 8.0 7.0 20.0 9.0 5.0 22.0
Max Q Clear Time (g_c+I1), s 4.4 5.2 5.4 7.0 3.5 23.4
Green Ext Time (p_c), s 0.3 0.1 2.2 0.4 0.0 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 25.2
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement.
Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay.
ATTACHMENT C
HCM Unsignalized Intersection Capacity Analysis Maverik Gas Station 3: Project Driveway & Arch Airport Road 09/26/2025
Project Completion Year 2027 Synchro 11 Report
Timing Plan: AM Peak
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 792 0 0 1524 0 157
Future Volume (Veh/h) 792 0 0 1524 0 157
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 861 0 0 1657 0 171
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 379
pX, platoon unblocked 1.00 1.00 1.00
vC, conflicting volume 861 1413 215
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 859 1412 213
tC, single (s) 4.3 7.0 7.1
tC, 2 stage (s)
tF (s) 2.3 3.6 3.4
p0 queue free % 100 100 78
cM capacity (veh/h) 740 122 773
Direction, Lane # EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 NB 1 Volume Total 215 215 215 215 552 552 552 171
Volume Left 0 0 0 0 0 0 0 0
Volume Right 0 0 0 0 0 0 0 171
cSH 1700 1700 1700 1700 1700 1700 1700 773
Volume to Capacity 0.13 0.13 0.13 0.13 0.32 0.32 0.32 0.22 Queue Length 95th (ft) 0 0 0 0 0 0 0 21
Control Delay (s/veh) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 11.0
Lane LOS B
Approach Delay (s/veh) 0.0 0.0 11.0
Approach LOS B
Intersection Summary
Average Delay 0.7
Intersection Capacity Utilization 32.8% ICU Level of Service A Analysis Period (min) 15
ATTACHMENT C
HCM 7th TWSC Maverik Gas Station
4: Qantas Lane & Project Driveway 09/26/2025
Project Completion Year 2027 Synchro 11 Report
Timing Plan: AM Peak
Intersection
Int Delay, s/veh 7.9
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 191 15 0 348 26
Future Vol, veh/h 0 191 15 0 348 26
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 0 - - 100 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 8 8 8 8 8 8
Mvmt Flow 0 208 16 0 378 28
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 787 16 0 0 16 0
Stage 1 16 - - - - -
Stage 2 771 - - - - -
Critical Hdwy 6.72 6.32 - - 4.22 -
Critical Hdwy Stg 1 5.52 - - - - -
Critical Hdwy Stg 2 5.92 - - - - -
Follow-up Hdwy 3.576 3.376 - - 2.276 -
Pot Cap-1 Maneuver 334 1044 - - 1560 -
Stage 1 990 - - - - -
Stage 2 406 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 253 1044 - - 1560 -
Mov Cap-2 Maneuver 253 - - - - -
Stage 1 990 - - - - -
Stage 2 307 - - - - -
Approach WB NB SB
HCM Ctrl Dly, s/v 9.3 0 7.49
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - - 1044 1560 -
HCM Lane V/C Ratio - - - 0.199 0.243 -
HCM Ctrl Dly (s/v) - - 0 9.3 8 -
HCM Lane LOS - - A A A -
HCM 95th %tile Q(veh) - - - 0.7 1 -
ATTACHMENT C
HCM 7th Signalized Intersection Summary Maverik Gas Station 1: Arch Airport Road & SR-99 09/26/2025
Project Completion Year 2027 Synchro 11 Report
Timing Plan: PM Peak
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 580 233 520 209 312 394 234 0 145 180 0 240 Future Volume (veh/h) 580 233 520 209 312 394 234 0 145 180 0 240 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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 1767 1767 1767 1767 1767 1767 1767 1767 1767 1767 1767 1767 Adj Flow Rate, veh/h 667 268 0 240 359 0 269 0 0 207 0 0 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, % 9 9 9 9 9 9 9 9 9 9 9 9
Cap, veh/h 923 1177 411 650 897 339 897 339
Arrive On Green 0.28 0.35 0.00 0.13 0.19 0.00 0.19 0.00 0.00 0.19 0.00 0.00 Sat Flow, veh/h 3264 3357 1497 3264 3357 1497 2597 1767 0 2597 1767 0 Grp Volume(v), veh/h 667 268 0 240 359 0 269 0 0 207 0 0 Grp Sat Flow(s),veh/h/ln 1632 1678 1497 1632 1678 1497 1299 1767 0 1299 1767 0 Q Serve(g_s), s 6.7 2.0 0.0 2.5 3.5 0.0 3.4 0.0 0.0 2.5 0.0 0.0 Cycle Q Clear(g_c), s 6.7 2.0 0.0 2.5 3.5 0.0 3.4 0.0 0.0 2.5 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00
Lane Grp Cap(c), veh/h 923 1177 411 650 897 339 897 339 V/C Ratio(X) 0.72 0.23 0.58 0.55 0.30 0.00 0.23 0.00
Avail Cap(c_a), veh/h 1444 2320 632 1485 1547 781 1547 781 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 0.00 1.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 11.7 8.3 0.0 14.9 13.2 0.0 13.2 0.0 0.0 12.8 0.0 0.0 Incr Delay (d2), s/veh 1.1 0.1 0.0 1.3 0.7 0.0 0.2 0.0 0.0 0.1 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 0.4 0.0 0.8 1.0 0.0 0.8 0.0 0.0 0.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 12.8 8.4 0.0 16.2 13.9 0.0 13.4 0.0 0.0 13.0 0.0 0.0 LnGrp LOS B A B B B B
Approach Vol, veh/h 935 599 269 207
Approach Delay, s/veh 11.5 14.8 13.4 13.0
Approach LOS B B B B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 10.9 8.6 16.7 10.9 14.2 11.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 16.0 7.0 25.0 16.0 16.0 16.0 Max Q Clear Time (g_c+I1), s 5.4 4.5 4.0 4.5 8.7 5.5
Green Ext Time (p_c), s 0.7 0.2 1.4 0.6 1.6 1.5
Intersection Summary
HCM 7th Control Delay, s/veh 12.9
HCM 7th LOS B
Notes
Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay.
ATTACHMENT C
HCM 7th Signalized Intersection Summary Maverik Gas Station 2: Qantas Lane & Arch Airport Road 09/26/2025
Project Completion Year 2027 Synchro 11 Report
Timing Plan: PM Peak
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 45 776 118 135 406 209 124 44 23 385 44 122 Future Volume (veh/h) 45 776 118 135 406 209 124 44 23 385 44 122 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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 1767 1767 1767 1767 1767 1767 1767 1767 1767 1767 1767 1767 Adj Flow Rate, veh/h 51 882 0 153 461 238 141 50 0 438 50 139 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, % 9 9 9 9 9 9 9 9 9 9 9 9
Cap, veh/h 167 1202 294 966 431 435 448 664 81 226
Arrive On Green 0.05 0.25 0.00 0.09 0.29 0.29 0.13 0.13 0.00 0.20 0.20 0.20 Sat Flow, veh/h 3264 4823 1497 3264 3357 1497 3264 3357 1497 3365 413 1147 Grp Volume(v), veh/h 51 882 0 153 461 238 141 50 0 438 0 189 Grp Sat Flow(s),veh/h/ln 1632 1608 1497 1632 1678 1497 1632 1678 1497 1682 0 1560 Q Serve(g_s), s 0.7 8.1 0.0 2.2 5.5 6.5 1.9 0.6 0.0 5.8 0.0 5.4 Cycle Q Clear(g_c), s 0.7 8.1 0.0 2.2 5.5 6.5 1.9 0.6 0.0 5.8 0.0 5.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.74
Lane Grp Cap(c), veh/h 167 1202 294 966 431 435 448 664 0 308 V/C Ratio(X) 0.30 0.73 0.52 0.48 0.55 0.32 0.11 0.66 0.00 0.61 Avail Cap(c_a), veh/h 337 1393 337 970 433 674 693 1042 0 483 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 22.2 16.7 0.0 21.1 14.2 14.6 19.0 18.5 0.0 17.9 0.0 17.8 Incr Delay (d2), s/veh 1.0 1.7 0.0 1.4 0.4 1.5 0.4 0.1 0.0 1.1 0.0 2.0 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 0.3 2.5 0.0 0.8 1.7 1.9 0.7 0.2 0.0 2.1 0.0 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 23.2 18.4 0.0 22.5 14.6 16.1 19.4 18.6 0.0 19.1 0.0 19.8 LnGrp LOS C B C B B B B B B
Approach Vol, veh/h 933 852 191 627
Approach Delay, s/veh 18.7 16.4 19.2 19.3
Approach LOS B B B B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 10.5 8.4 16.1 13.6 6.5 18.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 10.0 5.0 14.0 15.0 5.0 14.0 Max Q Clear Time (g_c+I1), s 3.9 4.2 10.1 7.8 2.7 8.5
Green Ext Time (p_c), s 0.4 0.0 1.9 1.7 0.0 1.8
Intersection Summary
HCM 7th Control Delay, s/veh 18.1
HCM 7th LOS B
Notes
User approved volume balancing among the lanes for turning movement.
Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay.
ATTACHMENT C
HCM Unsignalized Intersection Capacity Analysis Maverik Gas Station 3: Project Driveway & Arch Airport Road 09/26/2025
Project Completion Year 2027 Synchro 11 Report
Timing Plan: PM Peak
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 1306 0 0 750 0 133
Future Volume (Veh/h) 1306 0 0 750 0 133
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88
Hourly flow rate (vph) 1484 0 0 852 0 151
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 379
pX, platoon unblocked 0.90 0.90 0.90
vC, conflicting volume 1484 1768 371
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 955 1273 0
tC, single (s) 4.3 7.0 7.1
tC, 2 stage (s)
tF (s) 2.3 3.6 3.4
p0 queue free % 100 100 84
cM capacity (veh/h) 603 134 951
Direction, Lane # EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 NB 1 Volume Total 371 371 371 371 284 284 284 151
Volume Left 0 0 0 0 0 0 0 0
Volume Right 0 0 0 0 0 0 0 151
cSH 1700 1700 1700 1700 1700 1700 1700 951
Volume to Capacity 0.22 0.22 0.22 0.22 0.17 0.17 0.17 0.16 Queue Length 95th (ft) 0 0 0 0 0 0 0 14
Control Delay (s/veh) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 9.5
Lane LOS A
Approach Delay (s/veh) 0.0 0.0 9.5
Approach LOS A
Intersection Summary
Average Delay 0.6
Intersection Capacity Utilization 33.8% ICU Level of Service A Analysis Period (min) 15
ATTACHMENT C
HCM 7th TWSC Maverik Gas Station
4: Qantas Lane & Project Driveway 09/26/2025
Project Completion Year 2027 Synchro 11 Report
Timing Plan: PM Peak
Intersection
Int Delay, s/veh 7.9
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 163 29 0 296 2
Future Vol, veh/h 0 163 29 0 296 2
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 0 - - 100 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 9 9 9 9 9 9
Mvmt Flow 0 185 33 0 336 2
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 707 33 0 0 33 0
Stage 1 33 - - - - -
Stage 2 674 - - - - -
Critical Hdwy 6.735 6.335 - - 4.235 -
Critical Hdwy Stg 1 5.535 - - - - -
Critical Hdwy Stg 2 5.935 - - - - -
Follow-up Hdwy 3.5855 3.3855 - - 2.2855 -
Pot Cap-1 Maneuver 373 1019 - - 1531 -
Stage 1 970 - - - - -
Stage 2 454 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 291 1019 - - 1531 -
Mov Cap-2 Maneuver 291 - - - - -
Stage 1 970 - - - - -
Stage 2 354 - - - - -
Approach WB NB SB
HCM Ctrl Dly, s/v 9.32 0 7.96
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - - 1019 1531 -
HCM Lane V/C Ratio - - - 0.182 0.22 -
HCM Ctrl Dly (s/v) - - 0 9.3 8 -
HCM Lane LOS - - A A A -
HCM 95th %tile Q(veh) - - - 0.7 0.8 -
ATTACHMENT C
APPENDIX D ‐
QUEUE ANALYSIS WORKSHEETS
ATTACHMENT C
Queuing and Blocking Report Maverik Gas Station
Existing Year 2025 02/08/2025
Timing Plan: AM Peak SimTraffic Report
Intersection: 1: Arch Airport Road & SR-99
Movement EB EB EB EB EB WB WB WB WB WB NB NB
Directions Served L L T T R L L T T R L L
Maximum Queue (ft) 122 136 112 114 72 100 148 126 133 84 144 182 Average Queue (ft) 54 68 48 58 9 10 69 56 56 13 61 105
95th Queue (ft) 97 111 90 99 46 53 121 108 103 56 122 160 Link Distance (ft) 1480 1480 1480 1480 609 609 609 1890 Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 350 220 220 330
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 1: Arch Airport Road & SR-99
Movement NB SB SB SB
Directions Served TR L L TR
Maximum Queue (ft) 115 1309 1306 555
Average Queue (ft) 25 1263 1283 555
95th Queue (ft) 82 1329 1318 556
Link Distance (ft) 1247 1247
Upstream Blk Time (%) 30 95
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft) 600 495
Storage Blk Time (%) 1 92
Queuing Penalty (veh) 6 217
ATTACHMENT C
Queuing and Blocking Report Maverik Gas Station
Existing Year 2025 02/08/2025
Timing Plan: AM Peak SimTraffic Report
Intersection: 2: Qantas Lane & Arch Airport Road
Movement EB EB EB EB EB WB WB WB WB WB NB SB
Directions Served L L T T T L L T T R L L
Maximum Queue (ft) 59 83 85 82 61 17 54 132 147 149 28 140 Average Queue (ft) 11 31 20 17 10 1 13 62 83 76 3 47
95th Queue (ft) 37 70 55 54 37 8 37 110 129 120 16 97
Link Distance (ft) 1474 1474 300 300 300
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 135 135 110 310 310 290 100
Storage Blk Time (%) 0 0 0 0
Queuing Penalty (veh) 0 0 0 1
Intersection: 2: Qantas Lane & Arch Airport Road
Movement SB SB
Directions Served LT TR
Maximum Queue (ft) 182 92
Average Queue (ft) 82 35
95th Queue (ft) 142 73
Link Distance (ft) 719
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100
Storage Blk Time (%) 4 0
Queuing Penalty (veh) 9 0
ATTACHMENT C
Queuing and Blocking Report Maverik Gas Station
Existing Year 2025 02/08/2025
Timing Plan: PM Peak SimTraffic Report
Intersection: 1: Arch Airport Road & SR-99
Movement EB EB EB EB EB WB WB WB WB WB NB NB
Directions Served L L T T R L L T T R L L
Maximum Queue (ft) 181 176 82 94 207 166 206 131 121 204 111 138 Average Queue (ft) 108 98 31 39 83 38 105 59 63 77 36 76 95th Queue (ft) 165 151 66 81 177 121 178 105 108 168 80 118 Link Distance (ft) 1480 1480 1480 1480 609 609 609 1890 Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 350 220 220 330
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 1: Arch Airport Road & SR-99
Movement NB SB SB SB
Directions Served TR L L TR
Maximum Queue (ft) 70 139 96 112
Average Queue (ft) 5 58 31 24
95th Queue (ft) 38 107 71 82
Link Distance (ft) 1247 1247
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 600 495
Storage Blk Time (%)
Queuing Penalty (veh)
ATTACHMENT C
Queuing and Blocking Report Maverik Gas Station
Existing Year 2025 02/08/2025
Timing Plan: PM Peak SimTraffic Report
Intersection: 2: Qantas Lane & Arch Airport Road
Movement EB EB EB EB EB WB WB WB WB NB NB NB
Directions Served L L T T T L T T R L L R
Maximum Queue (ft) 25 56 114 104 140 19 105 142 84 8 39 7 Average Queue (ft) 4 19 54 32 48 1 51 65 44 0 6 0
95th Queue (ft) 17 45 99 72 98 9 95 116 74 5 25 6
Link Distance (ft) 1474 1474 300 300 300
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 135 135 110 310 290 290 170
Storage Blk Time (%) 0 0 0
Queuing Penalty (veh) 0 0 1
Intersection: 2: Qantas Lane & Arch Airport Road
Movement SB SB SB
Directions Served L LT TR
Maximum Queue (ft) 124 172 88
Average Queue (ft) 56 86 39
95th Queue (ft) 106 141 74
Link Distance (ft) 719
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 100
Storage Blk Time (%) 1 3 0
Queuing Penalty (veh) 3 11 0
ATTACHMENT C
Queuing and Blocking Report Maverik Gas Station
Project Completion Year 2027 09/26/2025
Timing Plan: AM Peak SimTraffic Report
Intersection: 1: Arch Airport Road & SR-99
Movement EB EB EB EB WB WB WB WB NB NB NB SB
Directions Served L L T T L L T T L L TR L
Maximum Queue (ft) 113 127 100 113 63 136 122 138 134 175 102 163 Average Queue (ft) 53 60 44 53 5 62 57 51 62 100 21 91
95th Queue (ft) 98 105 83 93 31 108 103 100 110 151 75 141 Link Distance (ft) 1480 1480 1480 609 609 1890 1259
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 350 220 220 330 600
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 1: Arch Airport Road & SR-99
Movement SB SB
Directions Served L TR
Maximum Queue (ft) 142 19
Average Queue (ft) 61 1
95th Queue (ft) 112 16
Link Distance (ft) 1259
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 495
Storage Blk Time (%)
Queuing Penalty (veh)
ATTACHMENT C
Queuing and Blocking Report Maverik Gas Station
Project Completion Year 2027 09/26/2025
Timing Plan: AM Peak SimTraffic Report
Intersection: 2: Qantas Lane & Arch Airport Road
Movement EB EB EB EB EB EB WB WB WB WB WB NB
Directions Served L L T T T R L L T T R L
Maximum Queue (ft) 55 94 118 106 68 10 183 132 224 206 221 89 Average Queue (ft) 11 33 41 33 19 0 89 22 104 118 102 21 95th Queue (ft) 37 73 86 76 49 6 162 101 174 182 171 61 Link Distance (ft) 1474 1474 305 305 305
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 135 135 110 110 310 310 290
Storage Blk Time (%) 0 0 0 0
Queuing Penalty (veh) 0 0 1 0
Intersection: 2: Qantas Lane & Arch Airport Road
Movement NB NB NB SB SB SB
Directions Served L T T L LT TR
Maximum Queue (ft) 112 40 68 166 201 131
Average Queue (ft) 58 6 24 50 104 41
95th Queue (ft) 97 27 58 112 170 89
Link Distance (ft) 498 498 719
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 290 100 100
Storage Blk Time (%) 0 10 0
Queuing Penalty (veh) 1 24 1
Intersection: 3: Project Driveway & Arch Airport Road
Movement EB WB WB WB NB
Directions Served T T T T R
Maximum Queue (ft) 4 3 65 122 108
Average Queue (ft) 0 0 12 13 48
95th Queue (ft) 3 2 50 70 81
Link Distance (ft) 305 1480 1480 1480 209
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
ATTACHMENT C
Queuing and Blocking Report Maverik Gas Station
Project Completion Year 2027 09/26/2025
Timing Plan: AM Peak SimTraffic Report
Intersection: 4: Qantas Lane & Project Driveway
Movement WB SB
Directions Served R L
Maximum Queue (ft) 100 82
Average Queue (ft) 52 10
95th Queue (ft) 84 45
Link Distance (ft) 79
Upstream Blk Time (%) 1
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 100
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Network Summary
Network wide Queuing Penalty: 27
ATTACHMENT C
Queuing and Blocking Report Maverik Gas Station
Project Completion Year 2027 09/26/2025
Timing Plan: PM Peak SimTraffic Report
Intersection: 1: Arch Airport Road & SR-99
Movement EB EB EB EB EB WB WB WB WB WB NB NB
Directions Served L L T T R L L T T R L L
Maximum Queue (ft) 175 171 70 89 180 146 190 123 120 200 112 132 Average Queue (ft) 93 91 28 36 71 25 97 61 53 62 42 70
95th Queue (ft) 146 145 60 73 153 93 162 103 97 149 85 110 Link Distance (ft) 1480 1480 1480 1480 609 609 609 1890 Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 350 220 220 330
Storage Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Intersection: 1: Arch Airport Road & SR-99
Movement NB SB SB SB
Directions Served TR L L TR
Maximum Queue (ft) 48 120 83 131
Average Queue (ft) 4 57 28 18
95th Queue (ft) 29 98 62 75
Link Distance (ft) 1247 1247
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 600 495
Storage Blk Time (%)
Queuing Penalty (veh)
ATTACHMENT C
Queuing and Blocking Report Maverik Gas Station
Project Completion Year 2027 09/26/2025
Timing Plan: PM Peak SimTraffic Report
Intersection: 2: Qantas Lane & Arch Airport Road
Movement EB EB EB EB EB EB WB WB WB WB WB NB
Directions Served L L T T T R L L T T R L
Maximum Queue (ft) 25 71 181 232 197 148 194 169 157 140 103 85 Average Queue (ft) 3 22 93 81 86 12 91 21 61 70 49 18
95th Queue (ft) 16 54 153 169 160 76 172 102 118 119 84 56 Link Distance (ft) 1474 1474 305 305 305
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 135 135 110 110 310 310 290
Storage Blk Time (%) 2 1 4 0
Queuing Penalty (veh) 1 5 10 0
Intersection: 2: Qantas Lane & Arch Airport Road
Movement NB NB NB SB SB SB
Directions Served L T T L LT TR
Maximum Queue (ft) 111 43 60 187 228 148
Average Queue (ft) 55 7 20 72 119 45
95th Queue (ft) 97 28 50 148 192 98
Link Distance (ft) 498 498 719
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 290 100 100
Storage Blk Time (%) 1 12 0
Queuing Penalty (veh) 5 40 1
Intersection: 3: Project Driveway & Arch Airport Road
Movement EB NB
Directions Served T R
Maximum Queue (ft) 12 104
Average Queue (ft) 0 49
95th Queue (ft) 10 83
Link Distance (ft) 305 209
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
ATTACHMENT C
Queuing and Blocking Report Maverik Gas Station
Project Completion Year 2027 09/26/2025
Timing Plan: PM Peak SimTraffic Report
Intersection: 4: Qantas Lane & Project Driveway
Movement WB SB
Directions Served R L
Maximum Queue (ft) 102 78
Average Queue (ft) 51 13
95th Queue (ft) 86 50
Link Distance (ft) 79
Upstream Blk Time (%) 1
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 100
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Network Summary
Network wide Queuing Penalty: 61
ATTACHMENT C
APPENDIX E ‐
EXCERPTS FROM STATE ROUTE 99 (SR-99)/ARCH ROAD INTERCHANGE
RECONSTRUCTION PROJECT
ATTACHMENT C
ATTACHMENT C
ATTACHMENT C