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Revised Traffic Impact Analysis
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Scenic Terrible’s – Scenic Loop/United States Route 93 (US 93)
Table of Contents
Executive Summary ____________________________________________________ 4
Project Description _____________________________________________________ 6
Study Methodology _____________________________________________________ 6
Existing Conditions _____________________________________________________ 9
Existing Traffic Data __________________________________________________ 11
Access _______________________________________________________________ 11
Trip Generation ______________________________________________________ 14
Trip Distribution & Assignment _________________________________________ 17
Existing Traffic Operations _____________________________________________ 24
Future Traffic Operations Without Project ________________________________ 25
Future Traffic Operations With Project __________________________________ 29
Turn Lane Analysis ___________________________________________________ 32
Crash Analysis ________________________________________________________ 35
Conclusion ___________________________________________________________ 36
List of Tables
Table 1 – Project Site Generated Trips ___________________________________ 16
Table 2 – Pass-By Reduction for Gas Station _______________________________ 17
Table 3 – Level of Service Criteria – Un-signalized Intersections ______________ 24
Table 4 – Existing Friday Peak Hour Levels of Service ______________________ 25
Table 5 – 2025 Friday Peak Hour Levels of Service Without Project ___________ 28
Table 6 – 2030 Friday Peak Hour Levels of Service Without Project ___________ 28
Table 7 – 2025 Friday Peak Hour Levels of Service With Project ______________ 29
Table 8 – 2030 Friday Peak Hour Levels of Service With Project ______________ 32
Table 9 – MCDOT Right Turn Lane Warrant Criteria ______________________ 33
Table 10 – Right Turn Lane Warrants ____________________________________ 33
Table 11 – Calculated Queue Lengths ____________________________________ 34
Table 12 – ADOT Right Turn Lane Length ________________________________ 35
Table 13 – Crash Analysis at Scenic Loop/US 93 ___________________________ 35
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Scenic Terrible’s – Scenic Loop/United States Route 93 (US 93)
Table of Figures
Figure 1 – Vicinity Map _________________________________________________ 7
Figure 2 – Site Plan _____________________________________________________ 8
Figure 3 – Existing Lane Configurations and Traffic Control _________________ 10
Figure 4 – Existing Friday, Saturday, Sunday Peak Hour Traffic Volumes______ 12
Figure 5 – Existing Friday Peak Hour Traffic Volumes ______________________ 13
Figure 6 – Baseline Access Point and Intersection Configuration Assumptions __ 15
Figure 7 – Friday Peak Hour Trip Distribution ____________________________ 18
Figure 8 – Gas Station Weekday Peak Hour Primary Trip Assignment_________ 19
Figure 9 – Gas Station Weekday Peak Hour Pass-By Trip Assignment _________ 20
Figure 10 – Gas Station Weekday Peak Hour Total Trip Assignment __________ 21
Figure 11 – Car Wash Weekday Peak Hour Trip Assignment ________________ 22
Figure 12 – Project Total Weekday Peak Hour Trip Assignment ______________ 23
Figure 13 – 2025 Friday Peak Hour Traffic Volumes Without Project__________ 26
Figure 14 – 2030 Friday Peak Hour Traffic Volumes Without Project__________ 27
Figure 15 – 2025 Friday Peak Hour Traffic Volumes With Project ____________ 30
Figure 16 – 2030 Friday Peak Hour Traffic Volumes With Project ____________ 31
Figure 17 – Proposed Lane Configurations and Traffic Control _______________ 38
Appendix
Traffic Counts
Trip Generation Calculations
Capacity Calculations
Turn Lane Calculations
Crash Summary
Comment Resolution
Prepared By:
Andrew Smigielski, PE, PTOE, PTP
Blen Antoine, PE
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Scenic Terrible’s – Scenic Loop/United States Route 93 (US 93)
SCENIC TERRIBLE’S
SCENIC LOOP/UNITED STATES ROUTE 93 (US 93)
REVISED TRAFFIC IMPACT ANALYSIS
Executive Summary
The purpose of this traffic study is to evaluate the current and future transportation system
within the project study area surrounding the site without and with the proposed project.
For the purposes of this report, United States Route 93 (US 93) is considered north/south
aligned and Scenic Loop is considered east/west aligned. The project site will be served by
two proposed access points, both of which will align with existing U-Haul Driveways east
of US 93.
Existing Traffic Operations
All of the movements at the study intersections currently operate at an adequate level of
service (LOS) A during the Friday AM, MIDDAY, and PM peak hours.
Future Traffic Operations Without Project
All of the movements at the study intersections are expected to continue to operate at an
adequate LOS A during the Friday AM, MIDDAY, and PM peak hours in 2025 and 2030
without traffic from the project.
Future Traffic Operations With Project
All of the movements at the study intersections, including both access points that align with
the existing two U-Haul driveways, are expected to continue to operate at an adequate LOS
during the Friday AM, MIDDAY, and PM peak hours in 2025 and 2030 without and with
traffic from the project.
Turn Lane Analysis
An eastbound right turn in only lane will be provided at West Access (aka West U-Haul
Driveway)/Scenic Loop per Arizona Department of Transportation (ADOT) direction. The
eastbound right turn lane at West Access (aka West U-Haul Driveway)/Scenic Loop should
provide a minimum of 70 feet of storage with a 60 foot taper to meet ADOT requirements.
An eastbound right turn lane is not warranted at East Access (aka East U-Haul
Driveway)/Scenic Loop.
A queue overlap is not anticipated to occur between the Scenic Loop/US 93 and West
Access (aka West U-Haul Driveway)/Scenic Loop intersections.
Crash Analysis
The intersection of Scenic Loop/US 93 had one crash reported during the 2021 to 2023
study period. The crash was a head on collision with one suspected serious injury,
occurring on a Monday in March 2021, around 4:40 PM. This reported crash occurred
before the roundabout was constructed. By design, roundabouts enhance road safety and
reduce the severity and frequency of accidents by reducing vehicle speeds, eliminating left
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Scenic Terrible’s – Scenic Loop/United States Route 93 (US 93)
turns, and routing traffic in one direction. Head on collisions are unlikely to be repeated at
Scenic Loop/US 93 now that the roundabout is operational.
No crashes were reported at the intersections of West U-Haul Driveway/Scenic Loop and
East U-Haul Driveway/Scenic Loop during the study period.
Recommendations
Pavement markings (e.g. centerline, lane designation) should be used for a minimum of
100 feet within the driveway throats to clearly delineate travel lanes at both the West
Access and East Access.
A 25 MILES PER HOUR (R2-1(25)) regulatory sign should be installed for eastbound
vehicles on Scenic Loop east of US 93.
The eastbound right turn in only lane at West Access (aka West U-Haul Driveway)/Scenic
Loop requires a minimum of 70 feet of storage with a 60 foot taper to meet ADOT
requirements. However, based on ADOT’s desirable braking distance, the ideal right turn
lane design should provide 130 feet of storage and a 60 foot taper. While the proposed
eastbound right turn lane at West Access cannot accommodate the desirable turn lane
design due to geometric constrains in the area, it can meet ADOT minimum requirements.
It is recommended that the eastbound right turn in only lane is maximized within the
available space between West Access and the roundabout at Scenic Loop Road/US 93 to
provide more than the minimum required storage.
The project does not include cross access roads to connect to potential developments south
of the site at this time. Per notice from ADOT, any future adjacent development will likely
require a new traffic analysis.
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Scenic Terrible’s – Scenic Loop/United States Route 93 (US 93)
SCENIC TERRIBLE’S
SCENIC LOOP/UNITED STATES ROUTE 93 (US 93)
REVISED TRAFFIC IMPACT ANALYSIS
Project Description
Terrible’s is proposing a new twenty-two (22) fueling station gas station, with convenience
store, that includes a one tunnel automated carwash and three self-serve wash bays, on the
southeast corner of Scenic Loop/United States Route 93 (US 93) in Wickenburg, Arizona.
The vicinity of the project is shown in Figure 1. The site is located as shown in Figure 2.
The site will be served by two proposed access points, both of which will align with
existing intersections.
The purpose of this traffic impact analysis is to:
• Evaluate the current and future operational characteristics of the adjacent roadway
network surrounding the project site.
• Estimate the traffic generation associated with the project and assign that traffic to the
existing roadway system.
• Analyze future traffic operations at three existing study intersections and two proposed
access points serving the project area.
• Determine the need for auxiliary (left and right turn) lanes at the proposed driveways
that will serve the project site.
• Perform a crash analysis to identify any specific crash trends within the study area.
The author of this report is a registered professional engineer (civil) in the State of Arizona
having specific expertise and experience in the preparation of traffic impact analyses.
Study Methodology
In order to analyze and evaluate the potential traffic impacts of the proposed development,
the following tasks were undertaken:
• Field observation of the proposed site and surrounding area was conducted to evaluate
the existing physical and operational characteristics of the adjacent roadway network.
• Site traffic volumes generated by the proposed site were calculated using the Institute
of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition, 2021.
• Calculated site traffic was distributed based on existing traffic patterns and assigned to
the primary roadways within the project study limits.
• Capacity analyses were performed for the existing conditions and future conditions
without and with the project based on an opening year of 2025 and a horizon year of
2030 using methodology presented in the 2016 Highway Capacity Manual (HCM 6).
• The need for auxiliary turn lanes at the study driveways was evaluated based on
Maricopa County Department of Transportation (MCDOT) guidelines.
• Crash records were obtained from the Arizona Department of Transportation (ADOT)
database to identify any specific crash trends within the study area.
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Scenic Terrible’s – Scenic Loop/United States Route 93 (US 93)
Figure 1 – Vicinity Map
Figure 2 - Site Plan
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Scenic Terrible’s – Scenic Loop/United States Route 93 (US 93)
Existing Conditions
The proposed project will be located on undeveloped land on the southeast corner of Scenic
Loop/US 93 in Wickenburg, Arizona.
US 93 travels in a northwestern direction from US 60 to Interstate 40. ADOT is currently
constructing a widening and improvement project along US 93 between Tegner Street and
State Route 89A (SR 89A) that includes two lanes of travel in each direction, roundabout
installation, frontage roads, and drainage improvements. In the vicinity of the project site,
US 93 provides two lanes in each direction of travel separated by a raised median and is
considered north/south aligned in this report. Curb, gutter, and sidewalk are only provided
along US 93 on the approach to the Scenic Loop/US 93 intersection. The posted
construction speed limit is 35 miles per hour (mph), with permanent 20 mph roundabout
warning speed limit signs, approaching the intersection of Scenic Loop/US 93.
Scenic Loop is a two lane undivided roadway that is considered east/west aligned for the
purposes of this report. East of Moonlight Mesa Road, Scenic Loop becomes a dirt road
serving various residences. Curb, gutter, and sidewalk are only provided along Scenic Loop
on the approach to the Scenic Loop/US 93 intersection. There are no posted speed limit
signs along Scenic Loop, with the exception of the 20 mph roundabout warning speed limit
signs posted in advance of the Scenic Loop/US 93 intersection.
The intersection of Scenic Loop/US 93 is a roundabout, all approaches to the intersection
are YIELD controlled. At the time of the field review, construction of the Scenic Loop/US
93 roundabout was not fully complete, however it was operational. Eastbound traffic
approaching the intersection is offered a shared left turn/through lane and a dedicated right
turn lane while westbound traffic approaching the intersection is provided a shared left
turn/though/right turn lane. Northbound and southbound traffic approaching the
intersection are provided a shared left turn/through lane and a shared through/right turn
lane.
The West U-Haul Driveway/Scenic Loop intersection is a three-leg unsignalized
intersection. Eastbound traffic approaching the intersection is offered a shared left
turn/through lane while westbound traffic approaching the intersection is provided a shared
through/right turn lane. Southbound traffic exiting the facility is STOP controlled and
provided a shared left turn/right turn lane. This driveway serves as the main access to the
U-Haul facility.
The intersection of East U-Haul Driveway/Scenic Loop is also an unsignalized three-leg
intersection. Eastbound traffic approaching the intersection is offered a shared left
turn/through lane while westbound traffic approaching the intersection is provided a shared
through/right turn lane. Southbound traffic approaching the intersection is STOP controlled
and provided a shared left turn/right turn lane.
The study intersection locations, lane configurations, and intersection control are shown in
Figure 3.
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Scenic Terrible’s – Scenic Loop/United States Route 93 (US 93)
Figure 3 – Existing Lane Configurations and Traffic Control
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Scenic Terrible’s – Scenic Loop/United States Route 93 (US 93)
Existing Traffic Data
In order to form a basis for analysis of the project impacts, Friday, Saturday, and Sunday
24-hour turning movement counts were conducted at the intersection of Scenic Loop/US
93. Traffic data was collected in May and June 2024. Figure 4 shows the comparison
between Friday, Saturday, and Sunday peak hour turning movement volumes at Scenic
Loop/US 93.
Highest average daily traffic levels were found to occur on Friday and were used as a basis
for analysis. Friday AM, MIDDAY, and PM peak hours were identified as follows:
• AM Peak Hour – 8:00 AM to 9:00 AM
• MIDDAY Peak Hour – 1:00 PM to 2:00 PM
• PM Peak Hour – 4:00 PM to 5:00 PM
The existing Friday AM/MIDDAY/PM peak hour traffic volumes are shown in Figure 5.
Traffic volumes at Scenic Loop/US 93 were carried through Scenic Loop through the
project area. For the purposes of this report, and due to the type of facility (i.e low peak
hour traffic generator), it was assumed that the two U-Haul driveways carried little to no
peak hour traffic). Complete traffic count data can be found in the Appendix.
Access
The proposed project will be located on undeveloped land on the southeast corner of Scenic
Loop/US 93 in Yavapai County, near Wickenburg, Arizona. Two proposed access points
will serve the site, both of which will align with existing intersections.
The Scenic Loop/US 93 intersection is a roundabout. By design, roundabouts slow traffic
entering the intersection and maintain lower vehicular speeds as vehicles exit the
roundabout. It is expected that vehicles approaching the project site driveways, after exiting
the roundabout, will have speeds of approximately 25 mph or lower.
Per direction from ADOT, West Access will be a right-in only access point and align as
the new south leg of the West U-Haul Driveway/Scenic Loop intersection. West Access
will be located approximately 160 feet east of the Scenic Loop/US 93 roundabout.
Eastbound and westbound vehicles approaching the intersection will continue to operate
as free flow. Eastbound traffic will be provided a shared left turn/through lane and an
exclusive right turn in only lane while westbound vehicles will be offered a shared
through/right turn lane. Southbound traffic exiting West U-Haul Driveway will remain
STOP controlled with a shared left turn/right turn lane.
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Scenic Terrible’s – Scenic Loop/United States Route 93 (US 93)
Figure 4 – Existing Friday, Saturday, Sunday Peak Hour Traffic Volumes
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Scenic Terrible’s – Scenic Loop/United States Route 93 (US 93)
Figure 5 – Existing Friday Peak Hour Traffic Volumes
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Scenic Terrible’s – Scenic Loop/United States Route 93 (US 93)
East Access will be a full movement access point and will align as the new south leg of the
East U-Haul Driveway/Scenic Loop intersection, located approximately 284 feet east of
the West Access (aka West U-Haul Driveway)/Scenic Loop intersection. Sight distance at
East Access was verified by the project civil engineer/designer to ensure vehicles have
sufficient visibility while exiting the project site. Eastbound and westbound vehicles
approaching the intersection will continue to operate as free flow and will each be provided
a shared left turn/through/right turn lane. Northbound vehicles exiting the site will be STOP
controlled and provided an exclusive left turn lane and a shared through/right turn lane.
Southbound vehicles approaching the intersection will be STOP controlled and offered a
shared left turn/through/right turn lane.
Figure 6 shows the locations, geometry, and spacing for the proposed driveways serving
the project site that will serve as a baseline of analysis in 2025 and 2030. This baseline
for the analysis serves as a starting point to determine necessary improvements and does
not present the final roadway configurations that may be required as part of this analysis.
Trip Generation
Trip generation was developed utilizing nationally agreed upon data contained in the
Institute of Transportation Engineers (ITE) publication Trip Generation, 11th Edition,
2021. The project is proposing a twenty-two (22) fueling station gas station and a one
tunnel automated carwash. The gas station will include a 4,972 square foot gross floor area
(GFA) convenience store and the car wash will include two additional self-serve car wash
bays and one oversize vehicle wash bay. Trip generation for the gas station was estimated
using ITE Land Use Code 945, Convenience Store/Gas Station – GFA (4-5.5k) (LUC 945).
Trip generation for the car wash was estimated using ITE LUC 948, Automated Car Wash.
The weekday daily and weekday AM, MIDDAY, and PM peak hour trip generation for the
proposed site is shown in Table 1. The complete trip generation calculations can be found
in the Appendix.
It should be noted that ITE does not provide weekday MIDDAY peak hour data. In order
to provide a conservative analysis, the highest volumes for weekday AM or weekday PM
peak hour were used for the MIDDAY peak hour. Also, ITE only contains data during the
PM peak hour for the LUC 948, Automated Car Wash. The total daily rate for the
Automated Car Wash was based on the assumption that the peak hour is 10% of the total
daily traffic.
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Scenic Terrible’s – Scenic Loop/United States Route 93 (US 93)
Figure 6 – Baseline Access Point and Intersection Configuration Assumptions
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Scenic Terrible’s – Scenic Loop/United States Route 93 (US 93)
Table 1 – Project Site Generated Trips
Pass-By Reduction
Gas stations do not typically generate all new traffic on a roadway system, many are ‘pass-
by’ trips. The Institute of Transportation Engineers’ (ITE) publication Trip Generation
Manual, 11th Edition, 2021, defines pass-by trips as intermediate stops on the way from an
origin to a primary trip destination without a route diversion. Primary trips are trips where
the primary purpose of the trip is to visit a specific location (i.e. gas station). Pass-by trips
are trips where the secondary purpose of the trip is to visit the gas station, in conjunction
with some other primary trip purpose (such as driving home from work).
ITE estimates that 76% of the weekday AM peak hour trips and 75% of the weekday PM
peak hour trips will be from pass-by for a gas station with convenience store that has
between nine and twenty (20) vehicle fueling positions. Since no data is available for a gas
station with convenience store that offers more than twenty (20) fueling stations, the same
reductions were used for the proposed project. In reality, a higher pass-by rate is likely for
the twenty-two (22) proposed vehicle fueling positions project site due to the location of
the project site along a major travel corridor. As ITE does not provide pass-by data for
weekday MIDDAY peak hour trips, the weekday PM peak hour data was used.
Pass-by trips lower the study intersections’ through traffic volumes as vehicles choose to
turn into the site instead of continuing through the intersection. Table 2 shows the gas
station’s pass-by reductions expected at the project site.
(LUC 945)
(LUC 948)
Average Daily, Inbound (vtpd)
2,829
388
3,217
Average Daily, Outbound (vtpd)
2,829
388
3,217
Total Daily
5,658
776
6,434
AM Peak Hour, Inbound (vtph)
298
39
337
AM Peak Hour, Outbound (vtph)
298
39
337
Total AM Peak
596
78
674
MID Peak Hour, Inbound (vtph)
298
39
337
MID Peak Hour, Outbound (vtph)
298
39
337
Total AM Peak
596
78
674
PM Peak Hour, Inbound (vtph)
251
39
290
PM Peak Hour, Outbound (vtph)
251
39
290
Total PM Peak
502
78
580
vtpd - vehicle trips per day, vtph - vehicle trips per hour
Time Period
Total
Convenience Store/Gas
Station - GFA (4-5.5k)
Automated Car Wash
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Scenic Terrible’s – Scenic Loop/United States Route 93 (US 93)
Table 2 – Pass-By Reduction for Gas Station
Trip Distribution & Assignment
Trip distribution for the project was based on existing traffic volume patterns near the
proposed site. Figure 7 shows the trip distribution for the project as a percentage of net
new primary trips.
Based on the values shown in Table 2, primary and pass-by trips generated by the
Convenience Store/Gas Station were assigned to the project intersections. Figures 8 and 9
show the weekday peak hour primary and pass-by trip assignments of the gas station
generated trips to the project intersections. Figure 10 shows the total assignment of the gas
station generated trips (primary and pass-by) to the project intersections.
Based on the values shown in Table 1, trips generated by the Automated Car Wash were
assigned to the project intersections, as shown in Figure 11.
Figure 12 shows the total combined trips generated by the proposed project, combining
the Automated Car Wash trips shown in Figure 11 with the total Convenience Store/Gas
Station trips (primary and pass-by) shown in Figure 10.
(LUC 945)
AM Peak Hour, Inbound (vtph)
298
-226
72
AM Peak Hour, Outbound (vtph)
298
-226
72
Total AM Peak
596
-453
143
MID Peak Hour, Inbound (vtph)
298
-224
74
MID Peak Hour, Outbound (vtph)
298
-224
74
Total AM Peak
596
-447
149
PM Peak Hour, Inbound (vtph)
251
-188
63
PM Peak Hour, Outbound (vtph)
251
-188
63
Total PM Peak
502
-377
125
vtpd - vehicle trips per day, vtph - vehicle trips per hour
Pass-By
Reduction
Convenience Store/Gas
Station - GFA (4-5.5k)
Time Period
Total
(Primary Trips)
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Scenic Terrible’s – Scenic Loop/United States Route 93 (US 93)
Figure 7 – Friday Peak Hour Trip Distribution
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Scenic Terrible’s – Scenic Loop/United States Route 93 (US 93)
Figure 8 – Gas Station Weekday Peak Hour Primary Trip Assignment
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Scenic Terrible’s – Scenic Loop/United States Route 93 (US 93)
Figure 9 – Gas Station Weekday Peak Hour Pass-By Trip Assignment
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Scenic Terrible’s – Scenic Loop/United States Route 93 (US 93)
Figure 10 – Gas Station Weekday Peak Hour Total Trip Assignment
(Primary and Pass-By)
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Scenic Terrible’s – Scenic Loop/United States Route 93 (US 93)
Figure 11 – Car Wash Weekday Peak Hour Trip Assignment
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Scenic Terrible’s – Scenic Loop/United States Route 93 (US 93)
Figure 12 – Project Total Weekday Peak Hour Trip Assignment
(Gas Station and Car Wash)
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Scenic Terrible’s – Scenic Loop/United States Route 93 (US 93)
Existing Traffic Operations
Analysis of current intersection operations was conducted for Friday AM, MIDDAY, and
PM peak hours using the nationally accepted methodology set forth in the Highway
Capacity Manual, Transportation Research Board, 2016 (HCM 6). The computer software
Synchro 11 was utilized to calculate the levels of service for individual movements and
approaches.
LOS is a qualitative measure of the traffic operations at an intersection or on a roadway
segment. Level of service is ranked from LOS A, which signifies little or no congestion
and is the highest rank, to LOS F, which signifies congestion and jam conditions. LOS D
is typically considered adequate operation at signalized and un-signalized intersections in
developed areas.
The intersection of Scenic Loop/US 93 is under the jurisdiction of the Arizona Department
of Transportation (ADOT). ADOT’s Traffic Guidelines and Processes, August 2021,
identifies an adequate level of service as LOS C. This is particularly relevant for rural areas
with a population less than 50,000, such as the project area.
At un-signalized intersections, level of service is predicted/calculated for those
movements, which must either stop for or yield to oncoming traffic and is based on average
control delay for the particular movement. Control delay is the portion of total delay
attributed to traffic control measures such as stop signs and traffic signals. The criteria for
level of service at un-signalized intersections are shown in Table 3.
Table 3 – Level of Service Criteria – Un-signalized Intersections
Level-of-Service
Delay
A
< 10 seconds/vehicle
B
> 10 and < 15 seconds/vehicle
C
> 15 and < 25 seconds/vehicle
D
> 25 and < 35 seconds/vehicle
E
> 35 and < 50 seconds/vehicle
F
> 50 seconds/vehicle
Table 4 shows the existing levels of service that were calculated for the study intersections.
Complete capacity calculations are included in the Appendix.
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Scenic Terrible’s – Scenic Loop/United States Route 93 (US 93)
Table 4 – Existing Friday Peak Hour Levels of Service
As shown in Table 4, all study intersections currently operate at an adequate LOS during
the Friday peak hours.
Future Traffic Operations Without Project
In order to assess the impacts of the project on future traffic operations, traffic projections
were made for the opening year of 2025 and the horizon year of 2030.
A review of historical traffic data in the vicinity of the project showed increasing and
decreasing traffic volumes. Due to this, a conservative 2% growth rate was used to account
for future development near the project area. Friday peak hour traffic volumes without the
project in 2025 and 2030 were estimated using a 2% annual traffic growth rate, as shown
in Figures 13 and 14.
As with the current volumes, levels of service were calculated for the study intersection in
2025 and 2030 without the project. Intersection LOS for 2025 and 2030 without the project
are shown in Tables 5 and 6. Complete capacity calculations are included in the Appendix.
LOS
Delay
LOS
Delay
LOS
Delay
Unsignalized Intersections
Scenic Loop/US 93
Eastbound Left/Through
A
5.9
A
5.9
A
5.1
Eastbound Right
A
5.2
A
5.2
A
4.5
Westbound Left/Through/Right
A
3.0
A
6.0
A
4.9
Northbound Left/Through
A
5.5
A
5.5
A
5.0
Northbound Through/Right
A
5.5
A
5.5
A
5.0
Southbound Left/Through
A
5.4
A
5.4
A
4.8
Southbound Through/Right
A
5.4
A
5.4
A
4.8
West U-Haul Dwy/Scenic Loop
Eastbound Left
A
0.0
A
0.0
A
0.0
Southbound Left/Right
A
0.0
A
0.0
A
0.0
East U-Haul Dwy/Scenic Loop
Eastbound Left
A
0.0
A
0.0
A
0.0
Southbound Left/Right
A
0.0
A
0.0
A
0.0
Delay - seconds per vehicle
Intersection
AM Peak Hour
PM Peak Hour
MID Peak Hour
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Scenic Terrible’s – Scenic Loop/United States Route 93 (US 93)
Figure 13 – 2025 Friday Peak Hour Traffic Volumes Without Project
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Scenic Terrible’s – Scenic Loop/United States Route 93 (US 93)
Figure 14 – 2030 Friday Peak Hour Traffic Volumes Without Project
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Scenic Terrible’s – Scenic Loop/United States Route 93 (US 93)
Table 5 – 2025 Friday Peak Hour Levels of Service Without Project
Table 6 – 2030 Friday Peak Hour Levels of Service Without Project
As shown in Tables 5 and 6, the study intersections are expected to continue to operate at
an adequate LOS during the Friday peak hours in 2025 and 2030 without traffic from the
project.
LOS
Delay
LOS
Delay
LOS
Delay
Unsignalized Intersections
Scenic Loop/US 93
Eastbound Left/Through
A
4.4
A
6.0
A
5.2
Eastbound Right
A
3.9
A
5.2
A
4.6
Westbound Left/Through/Right
A
4.4
A
6.1
A
4.9
Northbound Left/Through
A
4.5
A
5.6
A
5.0
Northbound Through/Right
A
4.5
A
5.6
A
5.0
Southbound Left/Through
A
4.2
A
5.4
A
4.8
Southbound Through/Right
A
4.2
A
5.4
A
4.8
West U-Haul Dwy/Scenic Loop
Eastbound Left
A
0.0
A
0.0
A
0.0
Southbound Left/Right
A
0.0
A
0.0
A
0.0
East U-Haul Dwy/Scenic Loop
Eastbound Left
A
0.0
A
0.0
A
0.0
Southbound Left/Right
A
0.0
A
0.0
A
0.0
Delay - seconds per vehicle
Intersection
AM Peak Hour
MID Peak Hour
PM Peak Hour
LOS
Delay
LOS
Delay
LOS
Delay
Unsignalized Intersections
Scenic Loop/US 93
Eastbound Left/Through
A
4.6
A
6.6
A
5.4
Eastbound Right
A
4.1
A
5.7
A
4.7
Westbound Left/Through/Right
A
4.7
A
6.6
A
5.3
Northbound Left/Through
A
4.7
A
5.9
A
5.3
Northbound Through/Right
A
4.7
A
6.0
A
5.3
Southbound Left/Through
A
4.4
A
5.8
A
4.9
Southbound Through/Right
A
4.4
A
5.8
A
4.9
West U-Haul Dwy/Scenic Loop
Eastbound Left
A
0.0
A
0.0
A
0.0
Southbound Left/Right
A
0.0
A
0.0
A
0.0
East U-Haul Dwy/Scenic Loop
Eastbound Left
A
0.0
A
0.0
A
0.0
Southbound Left/Right
A
0.0
A
0.0
A
0.0
Delay - seconds per vehicle
Intersection
AM Peak Hour
MID Peak Hour
PM Peak Hour
Revised Traffic Impact Analysis
29
Scenic Terrible’s – Scenic Loop/United States Route 93 (US 93)
Future Traffic Operations With Project
In order to assess the impacts of the project on future traffic operations, levels of service
were calculated for each project intersection in 2025 and 2030, with the project. Friday
peak hour traffic volumes for 2025 and 2030 without the project were combined with the
estimated project total generated trips to yield Friday peak hour traffic volumes with the
project. The Friday peak hour traffic volumes with the project in 2025 and 2030 are shown
in Figures 15 and 16.
Friday intersection LOS for 2025 and 2030 with the project were then calculated as shown
in Tables 7 and 8. Complete capacity calculations are included in the Appendix.
Table 7 – 2025 Friday Peak Hour Levels of Service With Project
Unsignalized Intersections
LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay
Scenic Loop/US 93
Eastbound Left/Through
A
4.4
A
6.0
A
5.2
A
5.7
A
7.8
A
6.5
Eastbound Right
A
3.9
A
5.2
A
4.6
A
5.0
A
6.6
A
5.6
Westbound Left/Through/Right
A
4.4
A
6.1
A
4.9
A
8.2
B
12.8
A
9.6
Northbound Left/Through
A
4.5
A
5.6
A
5.0
A
5.6
A
7.1
A
6.3
Northbound Through/Right
A
4.5
A
5.6
A
5.0
A
5.5
A
7.1
A
6.3
Southbound Left/Through
A
4.2
A
5.4
A
4.8
A
5.7
A
7.5
A
6.3
Southbound Through/Right
A
4.2
A
5.4
A
4.8
A
5.5
A
7.4
A
6.2
West Access (aka West U-Haul Dwy )/Scenic Loop
Eastbound Left
A
0.0
A
0.0
A
0.0
A
0.0
A
0.0
A
0.0
Southbound Left/Right
A
0.0
A
0.0
A
0.0
A
0.0
A
0.0
A
0.0
East Access (aka East U-Haul Dwy )/Scenic Loop
Eastbound Left
A
0.0
A
0.0
A
0.0
A
0.0
A
0.0
A
0.0
Westbound Left
A
0.0
A
0.0
A
0.0
Northbound Left
B
11.5
B
11.8
B
11.0
Northbound Through/Right
A
0.0
A
0.0
A
0.0
Southbound Left/Through/Right
A
0.0
A
0.0
A
0.0
A
0.0
A
0.0
A
0.0
Delay - seconds per vehicle
N/A
N/A
Intersection
2025 With Project
MID Peak
PM Peak
AM Peak
MID Peak
AM Peak
2025 Without Project
PM Peak
N/A
Revised Traffic Impact Analysis
30
Scenic Terrible’s – Scenic Loop/United States Route 93 (US 93)
Figure 15 – 2025 Friday Peak Hour Traffic Volumes With Project
Revised Traffic Impact Analysis
31
Scenic Terrible’s – Scenic Loop/United States Route 93 (US 93)
Figure 16 – 2030 Friday Peak Hour Traffic Volumes With Project
Revised Traffic Impact Analysis
32
Scenic Terrible’s – Scenic Loop/United States Route 93 (US 93)
Table 8 – 2030 Friday Peak Hour Levels of Service With Project
As shown in Tables 7 and 8, all study intersections are expected to continue to operate at
an adequate LOS during the Friday peak hours in 2025 and 2030 without and with traffic
from the project.
Turn Lane Analysis
An eastbound right turn in only lane will be provided at West Access (aka West U-Haul
Driveway)/Scenic Loop per ADOT direction.
The need for an eastbound right turn lane at East Access (aka East U-Haul
Driveway)/Scenic Loop was determined using Town of Wickenburg guidelines. The Town
of Wickenburg defers to MCDOT’s Roadway Design Manual, 2024 to determine the need
for turn lanes. MCDOT’s turn lane warrant criteria is based on a combination of through
traffic volume and turning traffic volume during the peak hour, roadway speed, and the
number of through lanes on the roadway. Table 9 shows MCDOT’s right turn lane warrant
requirements, which can be found in Section 6.1.6 of the MCDOT Roadway Design
Manual. Left turn lanes were not evaluated as all traffic traveling to the proposed site is
expected to arrive from the west, through the Scenic Loop/US 93 intersection.
Unsignalized Intersections
LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay
Scenic Loop/US 93
Eastbound Left/Through
A
4.6
A
6.6
A
5.4
A
6.0
A
8.5
A
6.9
Eastbound Right
A
4.1
A
5.7
A
4.7
A
5.2
A
7.2
A
6.0
Westbound Left/Through/Right
A
4.7
A
6.6
A
5.3
A
9.0
C
15.1
B
10.8
Northbound Left/Through
A
4.7
A
5.9
A
5.3
A
5.9
A
7.7
A
6.7
Northbound Through/Right
A
4.7
A
6.0
A
5.3
A
5.9
A
7.7
A
6.7
Southbound Left/Through
A
4.4
A
5.8
A
4.9
A
5.9
A
8.1
A
6.7
Southbound Through/Right
A
4.4
A
5.8
A
4.9
A
5.8
A
8.0
A
6.6
West Access (aka West U-Haul Dwy )/Scenic Loop
Eastbound Left
A
0.0
A
0.0
A
0.0
A
0.0
A
0.0
A
0.0
Southbound Left/Right
A
0.0
A
0.0
A
0.0
A
0.0
A
0.0
A
0.0
East Access (aka East U-Haul Dwy )/Scenic Loop
Eastbound Left
A
0.0
A
0.0
A
0.0
A
0.0
A
0.0
A
0.0
Westbound Left
A
0.0
A
0.0
A
0.0
Northbound Left
B
11.6
B
11.9
B
11.1
Northbound Through/Right
A
0.0
A
0.0
A
0.0
Southbound Left/Through/Right
A
0.0
A
0.0
A
0.0
A
0.0
A
0.0
A
0.0
Delay - seconds per vehicle
N/A
N/A
N/A
Intersection
2030 Without Project
2030 With Project
AM Peak
MID Peak
PM Peak
AM Peak
MID Peak
PM Peak
Revised Traffic Impact Analysis
33
Scenic Terrible’s – Scenic Loop/United States Route 93 (US 93)
Table 9 – MCDOT Right Turn Lane Warrant Criteria
When needed, turn lanes remove the slow turning traffic from the through traffic stream,
improving capacity and reducing rear-end accidents. Table 10 shows the locations that
were evaluated for right turn lanes based on Friday traffic volumes in 2030 with the project
and an assumed speed limit of 25 mph on Scenic Loop.
Table 10 – Right Turn Lane Warrants
As shown in Table 10, an eastbound right turn lane is not warranted at East Access (aka
East U-Haul Driveway)/Scenic Loop.
AM
17 vph
39 vph
MID
22 vph
39 vph
PM
24 vph
39 vph
Intersection
Direction
Peak Hour
# of Thru Lanes
per Direction
Posted
Speed
Peak Hour
Traffic
Volume in
Right
Turn
Volume
Minimum
Right
Turn
Warranted
vph - vehicles per hour, mph - miles per hour
East Access
(aka East U-Haul Driveway)/Scenic Loop
Eastbound
1
<45 mph
-
No
Revised Traffic Impact Analysis
34
Scenic Terrible’s – Scenic Loop/United States Route 93 (US 93)
The westbound approach to the Scenic Loop/US 93 intersection was analyzed to ensure the
additional traffic from the project site would not cause the westbound approach of the
roundabout to queue into the West Access (aka West U-Haul Driveway)/Scenic Loop
intersection. The eastbound right turn in only lane into the site at West Access (aka West
U-Haul Driveway)/Scenic Loop was also evaluated. The queue storage requirements were
calculated using Synchro 95th percentile (Synchro 95th) methodology. The critical 2030
Friday MIDDAY peak hour volumes were used for the analysis. As there will not be any
fueling stations for large commercial diesel semi trucks on site, an average vehicle length
of 25 feet was assumed.
For un-signalized intersections, storage is calculated for vehicles likely to arrive in an
average two-minute period within the peak hour based on the following equation:
Storage length = Synchro 95th % queue (vehicles) x vehicle length (ft)
Table 11 shows the calculated queue length. The computed values are typically rounded
to the nearest 25 feet. Complete queue length calculations are available in the Appendix.
Table 11 – Calculated Queue Lengths
As shown in Table 11, the queue for the westbound approach to the intersection of Scenic
Loop/US 93 is expected to require 100 feet of storage. The West Access (aka West U-Haul
Driveway)/Scenic Loop intersection is approximately 160 feet from the Scenic Loop/US
93 intersection. No queue overlap is anticipated to occur between the westbound approach
to Scenic Loop/US 93 and the West Access (aka West U-Haul Driveway)/Scenic Loop
intersection.
The eastbound right turn in only lane into the site at West Access (aka West U-Haul
Driveway)/Scenic Loop is free flow and is not anticipated to queue but per ADOT
guidelines should accommodate a minimum storage length of 50 feet to serve two
passenger vehicles.
NB
SB
EB
WB
NB
SB
EB
WB
Scenic Loop/US 93
Turning Volume (vph)
368
Scalculated =
100
Srounded =
100
West Access
(aka West U-Haul Driveway)/Scenic Loop
Turning Volume (vph)
298
Scalculated =
0
Srounded =
50
S - storage in feet, vph - vehicles per hour
Intersection
Left Turn Storage
Right Turn Storage
Revised Traffic Impact Analysis
35
Scenic Terrible’s – Scenic Loop/United States Route 93 (US 93)
The minimum total right turn lane length for the eastbound right turn lane at West Access
(aka West U-Haul Driveway)/Scenic Loop, shown in Table 12, was determined using
ADOT’s guidelines and a speed limit of 25 mph.
Table 12 – ADOT Right Turn Lane Length
The eastbound right turn lane at West Access (aka West U-Haul Driveway)/Scenic Loop
requires a minimum of 70 feet of storage with a 60 foot taper to meet ADOT requirements.
However, based on ADOT’s desirable braking distance, the ideal right turn lane design
should provide 130 feet of storage and a 60 foot taper. While the proposed eastbound right
turn in only lane at West Access cannot accommodate the desirable turn lane design due to
geometric constrains in the area, it can meet ADOT minimum requirements.
Crash Analysis
Crash history for the existing study intersections was obtained from ADOT between 1
January 2021 and 31 December 2023. The results of the crash data review are shown in
Table 13. An expanded summary of the crash data can be found in the Appendix.
No crashes were reported at the intersections of West U-Haul Driveway/Scenic Loop and
East U-Haul Driveway/Scenic Loop during the study period.
Table 13 – Crash Analysis at Scenic Loop/US 93
As shown in Table 13, one crash was reported at the intersection of Scenic Loop/US 93
during the 2021 to 2023 study period. The crash was a head on collision with one suspected
serious injury, occurring on a Monday in March 2021, around 4:40 PM.
Intersection
Queue
Minimum
Braking
Distance
Storage
Length
Gap
West Access
(aka West U-Haul Driveway)/Scenic Loop
Eastbound Right Turn Lane
50
20
70
60
All Lengths in Feet, Calculations Based on Posted Speed, Minimum Requirements
Angle
Left Turn
Rear-End
Sideswipe
Single
Vehicle
Head On
Other
2021
0
0
0
0
0
1
0
0
1
1
2022
0
0
0
0
0
0
0
0
0
0
2023
0
0
0
0
0
0
0
0
0
0
3-Year Total
0
0
0
0
0
1
0
0
1
1
Year
Crash Type
Fatal
Injury
Crash
Totals
Revised Traffic Impact Analysis
36
Scenic Terrible’s – Scenic Loop/United States Route 93 (US 93)
It should be noted that this crash summary only includes collisions where a police officer
was contacted and wrote a report, otherwise, there is no record of the incident. It is possible
that there were other minor crashes at the study intersections, however, as mentioned
above, the Police Department was not contacted, and no official record of these crashes
exists.
Conclusion
When fully completed, the proposed project is predicted to generate an additional 6,434
vehicle trips per day (vtpd) on weekdays to the adjacent street system from the new project
site. Fifty percent of these new trips (3,217 vehicle trips) will be into the project and fifty
percent will be out of the project.
All of the movements at the study intersections currently operate at an adequate level of
service (LOS) A during the Friday AM, MIDDAY, and PM peak hours and are expected
to do so without the project.
All of the movements at the study intersections, including both access points that align with
the existing two U-Haul driveways, are expected to continue to operate at an adequate LOS
during the Friday AM, MIDDAY, and PM peak hours in 2025 and 2030 without and with
traffic from the project.
An eastbound right turn in only lane will be provided at West Access (aka West U-Haul
Driveway)/Scenic Loop per ADOT direction. The eastbound right turn lane at West Access
(aka West U-Haul Driveway)/Scenic Loop should provide a minimum of 70 feet of storage
with a 60 foot taper to meet ADOT requirements.
An eastbound right turn lane is not warranted at East Access (aka East U-Haul
Driveway)/Scenic Loop.
A queue overlap is not anticipated to occur between the Scenic Loop/US 93 and West
Access (aka West U-Haul Driveway)/Scenic Loop intersections.
The intersection of Scenic Loop/US 93 had one crash reported during the 2021 to 2023
study period. The crash was a head on collision with one suspected serious injury,
occurring on a Monday in March 2021, around 4:40 PM. This reported crash occurred
before the roundabout was constructed. By design, roundabouts enhance road safety and
reduce the severity and frequency of accidents by reducing vehicle speeds, eliminating left
turns, and routing traffic in one direction. Head on collisions are unlikely to be repeated at
Scenic Loop/US 93 now that the roundabout is operational.
No crashes were reported at the intersections of West U-Haul Driveway/Scenic Loop and
East U-Haul Driveway/Scenic Loop during the study period.
Revised Traffic Impact Analysis
37
Scenic Terrible’s – Scenic Loop/United States Route 93 (US 93)
Pavement markings (e.g. centerline, lane designation) should be used for a minimum of
100 feet within the driveway throats to clearly delineate travel lanes at both the West
Access and East Access.
A 25 MILES PER HOUR (R2-1(25)) regulatory sign should be installed for eastbound
vehicles on Scenic Loop east of US 93.
The eastbound right turn in only lane at West Access (aka West U-Haul Driveway)/Scenic
Loop requires a minimum of 70 feet of storage with a 60 foot taper to meet ADOT
requirements. However, based on ADOT’s desirable braking distance, the ideal right turn
lane design should provide 130 feet of storage and a 60 foot taper. While the proposed
eastbound right turn lane at West Access cannot accommodate the desirable turn lane
design due to geometric constrains in the area, it can meet ADOT minimum requirements.
It is recommended that the eastbound right turn in only lane is maximized within the
available space between West Access and the roundabout at Scenic Loop Road/US 93 to
provide more than the minimum required storage.
The project does not include cross access roads to connect to potential developments south
of the site at this time. Per notice from ADOT, any future adjacent development will likely
require a new traffic analysis.
Proposed lane configurations and traffic control are shown in Figure 17.
P:\projects 2024\24051 - scenic terribles (wickenburg)\traffic analysis\report\rev final r2\stb tia SEALED 250821.docx
Revised Traffic Impact Analysis
38
Scenic Terrible’s – Scenic Loop/United States Route 93 (US 93)
Figure 17 – Proposed Lane Configurations and Traffic Control
SCENIC TERRIBLE’S
SCENIC LOOP/UNITED STATES ROUTE 93 (US 93)
REVISED TRAFFIC IMPACT ANALYSIS
APPENDIX
Traffic Counts
Trip Generation Calculations
Capacity Calculations
Turn Lane Calculations
Crash Summary
Comment Resolution
SCENIC TERRIBLE’S
SCENIC LOOP/UNITED STATES ROUTE 93 (US 93)
REVISED TRAFFIC IMPACT ANALYSIS
APPENDIX
Traffic Counts
Intersection Turning Movement
Prepared by:
0.5
1
0.5
N
1
708
5
#
PEAK HR
24-HRS
24-HR
PEAK HR
VOLUME
TOTAL
TOTAL
VOLUME
0
8
61
4
0
0
0
12
1
1
1
162
22
0
0.5
1
0.5
1200AM
-
-
-
PEAK HOUR
TMC SUMMARY OF US-93 & Scenic Loop Rd
FRIDAY
Day
Project #:
24-1332-001
0
US-93
Scenic Loop Rd
CONTROL
Round a bout
VOLUME
LOCATION #:
US-93 & Scenic Loop Rd
24-1332-001
158
APPROACH LANES
24-HR
17
APPROACH LANES
PEAK HR
APPROACH LANES
8297
43
48
TOTAL
VOLUME
05/31/24
100 PM
1200AM
Date
Scenic Loop Rd
APPROACH LANES
13
9584
0
748
14
(Intersection Name)
TURNING MOVEMENT COUNT
24-HR
US-93
10
TOTAL
67
PEAK HR
COUNT PERIODS
Intersection Turning Movement
Prepared by:
N-S STREET:
DATE:
LOCATION:
E-W STREET:
DAY:
PROJECT#
NL
NT
NR
SL
ST
SR
EL
ET
ER
WL
WT
WR
TOTAL
LANES:
0.5
1
0.5
0.5
1
0.5
0
0
1
0
1
0
12:00 AM
0
23
0
0
25
1
0
0
0
0
0
0
49
12:15 AM
0
20
0
0
33
0
0
0
1
0
0
0
54
12:30 AM
0
18
0
0
20
0
0
0
0
1
0
0
39
12:45 AM
0
21
0
0
16
0
0
0
0
0
0
0
37
1:00 AM
0
25
1
0
20
0
0
0
0
0
0
0
46
1:15 AM
0
8
0
0
24
0
0
0
0
0
0
0
32
1:30 AM
0
20
0
0
22
0
0
0
0
0
0
0
42
1:45 AM
0
20
0
0
23
0
0
0
0
0
0
0
43
2:00 AM
0
14
0
0
11
0
0
0
0
0
0
0
25
2:15 AM
0
21
0
0
20
0
0
0
0
0
0
0
41
2:30 AM
0
20
0
0
24
0
0
0
0
0
0
0
44
2:45 AM
0
17
0
0
22
0
0
0
0
0
0
0
39
3:00 AM
0
19
0
0
15
0
0
0
0
0
0
0
34
3:15 AM
0
19
0
0
24
0
0
0
0
0
0
0
43
3:30 AM
0
25
0
1
25
1
0
0
0
1
0
0
53
3:45 AM
0
27
0
0
21
0
0
0
0
0
0
0
48
4:00 AM
0
23
0
0
15
1
0
0
0
1
0
0
40
4:15 AM
0
25
0
0
22
1
0
0
0
0
0
0
48
4:30 AM
0
36
0
0
28
1
0
0
0
1
1
0
67
4:45 AM
0
57
1
0
32
1
3
0
0
0
0
0
94
5:00 AM
0
42
3
0
38
1
1
0
0
0
0
2
87
5:15 AM
0
63
3
1
30
1
1
1
0
1
0
2
103
5:30 AM
0
75
0
0
45
0
0
0
0
3
0
0
123
5:45 AM
1
52
1
0
53
1
0
0
0
3
0
0
111
6:00 AM
0
59
2
0
48
0
0
0
0
3
0
0
112
6:15 AM
1
68
0
0
41
2
2
0
0
3
0
0
117
6:30 AM
0
68
3
3
78
0
0
0
0
1
0
1
154
6:45 AM
0
99
2
0
76
1
2
0
0
5
0
0
185
7:00 AM
0
80
0
0
88
0
3
0
0
1
0
0
172
7:15 AM
0
106
3
0
106
0
0
0
0
4
0
0
219
7:30 AM
1
116
0
1
94
0
1
0
0
6
0
1
220
7:45 AM
0
138
6
2
95
0
0
0
0
0
0
2
243
8:00 AM
0
110
2
0
90
0
0
0
0
3
0
3
208
8:15 AM
0
122
3
1
102
0
0
0
0
2
0
2
232
8:30 AM
0
107
4
2
103
2
4
0
0
2
0
1
225
8:45 AM
0
133
1
1
115
0
2
1
0
2
0
3
258
9:00 AM
1
147
1
0
113
1
0
1
0
3
0
1
268
9:15 AM
0
143
2
1
128
0
1
0
0
2
0
3
280
9:30 AM
0
158
2
0
108
0
2
0
0
1
0
0
271
9:45 AM
0
160
6
0
131
0
4
0
0
1
0
0
302
10:00 AM
0
182
2
1
153
0
2
0
1
6
0
0
347
10:15 AM
1
174
0
2
135
2
1
0
0
4
0
1
320
10:30 AM
0
189
6
0
122
1
1
0
0
5
0
0
324
10:45 AM
1
170
2
1
129
0
2
0
0
1
0
0
306
11:00 AM
0
198
3
1
160
1
1
0
2
4
0
1
371
11:15 AM
0
204
1
0
142
0
0
0
0
1
0
0
348
11:30 AM
0
201
8
0
159
0
0
0
0
1
0
1
370
11:45 AM
0
199
0
0
142
0
0
0
0
5
0
1
347
12:00 PM
0
159
4
0
139
1
0
0
1
4
0
1
309
12:15 PM
0
209
2
0
165
1
1
0
0
3
0
3
384
12:30 PM
0
181
3
0
177
1
1
0
0
1
0
1
365
12:45 PM
0
191
3
1
156
1
1
0
0
1
0
0
354
WESTBOUND
NORTHBOUND
SOUTHBOUND
EASTBOUND
05/31/24
Wickenburg
US-93
Scenic Loop Rd
24-1332-001
FRIDAY
veracity
group
traffic
Intersection Turning Movement
Prepared by:
N-S STREET:
DATE:
LOCATION:
E-W STREET:
DAY:
PROJECT#
NL
NT
NR
SL
ST
SR
EL
ET
ER
WL
WT
WR
TOTAL
LANES:
0.5
1
0.5
0.5
1
0.5
0
0
1
0
1
0
WESTBOUND
NORTHBOUND
SOUTHBOUND
EASTBOUND
05/31/24
Wickenburg
US-93
Scenic Loop Rd
24-1332-001
FRIDAY
veracity
group
traffic
1:00 PM
0
183
1
1
166
0
3
0
0
3
0
1
358
1:15 PM
0
185
4
2
198
0
1
0
0
5
0
0
395
1:30 PM
0
194
5
1
173
0
3
0
0
9
0
3
388
1:45 PM
0
186
4
1
171
1
1
0
0
5
1
0
370
2:00 PM
0
177
3
0
167
1
2
0
0
2
0
1
353
2:15 PM
0
157
2
0
166
0
2
0
1
5
0
0
333
2:30 PM
1
207
3
0
189
0
1
0
0
0
0
1
402
2:45 PM
1
194
4
1
175
4
0
0
0
1
0
2
382
3:00 PM
1
146
4
0
149
0
1
1
0
0
0
2
304
3:15 PM
0
194
2
2
136
0
2
1
0
5
0
3
345
3:30 PM
1
190
2
2
147
2
2
2
1
3
0
0
352
3:45 PM
2
165
2
1
152
0
0
0
0
3
0
0
325
4:00 PM
0
166
2
1
148
0
1
0
0
2
1
1
322
4:15 PM
0
122
5
3
152
0
0
1
0
2
0
0
285
4:30 PM
0
181
5
0
115
2
1
0
0
2
0
3
309
4:45 PM
0
156
2
0
141
1
0
2
0
1
0
3
306
5:00 PM
0
147
1
0
133
1
3
0
0
0
0
2
287
5:15 PM
0
145
0
0
128
0
1
1
1
1
0
0
277
5:30 PM
0
121
5
0
109
1
0
1
0
6
1
1
245
5:45 PM
0
151
0
4
107
1
0
0
0
3
0
1
267
6:00 PM
0
100
2
0
90
0
1
0
0
2
0
1
196
6:15 PM
0
121
1
1
96
0
1
2
0
0
0
0
222
6:30 PM
0
97
5
1
91
1
0
0
0
0
2
0
197
6:45 PM
0
87
0
0
106
2
0
0
1
0
0
0
196
7:00 PM
0
70
0
0
88
1
0
0
1
4
1
0
165
7:15 PM
0
86
1
0
75
0
0
0
0
1
0
0
163
7:30 PM
0
82
4
0
79
1
0
1
0
0
1
1
169
7:45 PM
0
87
4
0
72
1
1
0
0
1
0
1
167
8:00 PM
0
77
1
0
73
0
0
0
0
1
1
3
156
8:15 PM
0
67
2
0
58
0
0
0
0
1
0
0
128
8:30 PM
0
59
0
0
56
0
1
0
0
3
0
1
120
8:45 PM
0
73
1
0
66
2
1
0
0
1
0
0
144
9:00 PM
0
57
0
1
49
0
1
0
0
0
1
0
109
9:15 PM
0
52
0
0
60
1
0
1
0
1
1
0
116
9:30 PM
1
46
0
0
54
0
0
0
0
0
0
0
101
9:45 PM
0
64
0
1
49
1
0
0
0
0
0
0
115
10:00 PM
0
32
0
0
39
0
0
0
0
0
0
0
71
10:15 PM
0
36
0
1
28
0
0
0
0
1
0
0
66
10:30 PM
0
26
0
0
31
0
1
0
0
0
0
0
58
10:45 PM
0
30
0
0
24
0
0
0
0
1
0
0
55
11:00 PM
0
28
0
0
32
0
0
0
0
0
0
0
60
11:15 PM
0
33
0
0
23
1
0
0
0
1
0
0
58
11:30 PM
0
29
1
0
15
0
0
1
0
0
0
0
46
11:45 PM
0
17
0
0
18
0
0
0
0
0
1
0
36
TOTAL
NL
NT
NR
SL
ST
SR
EL
ET
ER
WL
WT
WR
TOTAL
Volumes
13
9584
158
43
8297
48
67
17
10
162
12
61
18472
Approach %
0.13
98.25
1.62
0.51
98.92
0.57
71.28
18.09
10.64
68.94
5.11
25.96
App/Depart
9755
/
9712
8388
/
8469
94
/
218
235
/
73
100 PM
PEAK
Volumes
0
748
14
5
708
1
8
0
0
22
1
4
1511
Approach %
0.00
98.16
1.84
0.70
99.16
0.14 100.00
0.00
0.00
81.48
3.70
14.81
PEAK HR.
FACTOR:
0.956
34.011983, -112.789819
Round a bout
COMMENT 1:
GPS:
CONTROL:
Peak Hr Begins at:
0.563
0.893
0.667
0.957
Intersection Turning Movement
Prepared by:
0.5
1
0.5
N
4
403
1
#
PEAK HR
24-HRS
24-HR
PEAK HR
VOLUME
TOTAL
TOTAL
VOLUME
0
3
84
13
0
0
1
4
0
1
1
142
8
0
0.5
1
0.5
1200AM
-
-
-
PEAK HOUR
24-HR
US-93
6
TOTAL
56
PEAK HR
Scenic Loop Rd
APPROACH LANES
3
9078
0
1021
10
(Intersection Name)
TURNING MOVEMENT COUNT
06/01/24
430 PM
1200AM
Date
PEAK HR
APPROACH LANES
6609
44
61
TOTAL
VOLUME
APPROACH LANES
APPROACH LANES
24-HR
14
VOLUME
LOCATION #:
US-93 & Scenic Loop Rd
24-1332-001
151
TMC SUMMARY OF US-93 & Scenic Loop Rd
SATURDAY
Day
Project #:
24-1332-001
1
US-93
Scenic Loop Rd
CONTROL
Round a bout
COUNT PERIODS
Intersection Turning Movement
Prepared by:
N-S STREET:
DATE:
LOCATION:
E-W STREET:
DAY:
PROJECT#
NL
NT
NR
SL
ST
SR
EL
ET
ER
WL
WT
WR
TOTAL
LANES:
0.5
1
0.5
0.5
1
0.5
0
0
1
0
1
0
12:00 AM
0
15
1
0
20
0
0
0
0
0
0
0
36
12:15 AM
0
31
0
0
18
0
0
1
0
0
0
0
50
12:30 AM
0
19
1
0
18
0
0
0
0
0
0
0
38
12:45 AM
0
12
0
0
14
0
0
0
0
1
0
0
27
1:00 AM
0
24
0
0
15
0
0
0
0
1
0
1
41
1:15 AM
0
6
0
0
21
0
0
0
0
0
0
0
27
1:30 AM
0
16
0
0
13
0
0
0
0
0
0
0
29
1:45 AM
0
12
0
0
17
0
0
0
0
0
0
0
29
2:00 AM
0
11
0
0
19
0
0
0
0
0
0
0
30
2:15 AM
0
22
0
0
11
0
0
0
0
0
0
0
33
2:30 AM
0
15
0
0
14
0
0
0
0
0
0
0
29
2:45 AM
0
17
1
0
24
0
0
0
0
0
0
0
42
3:00 AM
0
14
0
0
10
0
0
0
0
1
0
1
26
3:15 AM
0
19
0
0
21
0
0
0
0
0
0
0
40
3:30 AM
0
16
0
0
17
0
0
0
0
1
0
0
34
3:45 AM
0
18
0
0
15
0
0
0
0
0
0
0
33
4:00 AM
0
16
0
0
17
0
1
0
0
1
0
0
35
4:15 AM
0
20
0
0
12
0
1
0
0
0
0
0
33
4:30 AM
0
35
1
0
20
0
0
0
0
0
0
0
56
4:45 AM
0
32
0
0
14
1
0
0
0
0
0
1
48
5:00 AM
0
35
0
0
22
0
1
0
0
1
0
0
59
5:15 AM
0
43
0
0
25
0
0
0
0
0
0
0
68
5:30 AM
0
40
0
0
29
0
0
0
0
0
0
0
69
5:45 AM
0
37
1
0
32
0
0
0
0
2
1
1
74
6:00 AM
0
56
1
1
19
0
0
0
0
0
0
0
77
6:15 AM
0
72
0
0
37
0
1
0
0
2
0
0
112
6:30 AM
0
68
0
0
51
0
2
0
0
0
0
0
121
6:45 AM
0
73
3
1
41
0
2
0
0
0
1
0
121
7:00 AM
0
80
0
0
45
0
1
0
0
2
1
1
130
7:15 AM
0
101
1
1
61
0
1
1
0
2
0
0
168
7:30 AM
0
116
2
0
70
2
1
2
0
4
0
0
197
7:45 AM
0
109
3
0
59
1
0
0
0
0
0
1
173
8:00 AM
0
106
3
1
60
2
3
0
1
2
0
0
178
8:15 AM
0
128
1
1
87
0
0
0
0
0
0
2
219
8:30 AM
0
121
4
1
81
0
0
0
0
4
0
1
212
8:45 AM
0
151
2
0
96
0
1
0
0
0
0
2
252
9:00 AM
0
158
6
2
109
2
0
0
0
3
0
1
281
9:15 AM
0
154
3
1
88
1
1
0
0
3
0
1
252
9:30 AM
0
165
4
2
101
0
1
0
0
3
0
1
277
9:45 AM
0
182
3
2
112
0
2
0
0
4
0
2
307
10:00 AM
0
166
3
0
115
3
0
1
1
3
0
2
294
10:15 AM
0
165
5
1
122
1
2
0
0
2
0
1
299
10:30 AM
0
174
2
1
127
0
1
0
0
1
0
1
307
10:45 AM
0
178
4
0
118
0
2
0
0
1
0
1
304
11:00 AM
0
147
4
1
125
2
1
0
0
3
0
0
283
11:15 AM
0
168
3
1
106
2
1
1
0
3
0
1
286
11:30 AM
0
155
5
1
118
0
0
0
0
2
0
1
282
11:45 AM
0
165
2
1
123
2
0
0
0
3
0
2
298
12:00 PM
0
153
1
3
131
2
2
0
0
4
0
4
300
12:15 PM
0
156
5
0
136
1
0
0
1
4
0
3
306
12:30 PM
0
161
4
2
118
1
2
0
0
3
0
3
294
12:45 PM
0
150
3
1
152
4
3
0
0
0
0
4
317
06/01/24
Wickenburg
US-93
Scenic Loop Rd
24-1332-001
SATURDAY
WESTBOUND
NORTHBOUND
SOUTHBOUND
EASTBOUND
veracity
group
traffic
Intersection Turning Movement
Prepared by:
N-S STREET:
DATE:
LOCATION:
E-W STREET:
DAY:
PROJECT#
NL
NT
NR
SL
ST
SR
EL
ET
ER
WL
WT
WR
TOTAL
LANES:
0.5
1
0.5
0.5
1
0.5
0
0
1
0
1
0
06/01/24
Wickenburg
US-93
Scenic Loop Rd
24-1332-001
SATURDAY
WESTBOUND
NORTHBOUND
SOUTHBOUND
EASTBOUND
veracity
group
traffic
1:00 PM
0
138
2
4
115
2
1
0
0
3
0
1
266
1:15 PM
0
131
2
1
122
2
0
0
0
3
0
2
263
1:30 PM
1
118
4
0
125
3
1
0
1
1
0
2
256
1:45 PM
0
113
2
1
136
1
0
0
0
4
0
3
260
2:00 PM
0
120
4
3
135
3
0
1
0
8
0
3
277
2:15 PM
0
105
4
0
125
0
0
0
0
3
0
2
239
2:30 PM
0
109
0
1
133
2
2
0
0
6
0
1
254
2:45 PM
0
111
7
0
132
0
0
0
0
5
0
0
255
3:00 PM
0
136
1
4
109
0
0
0
0
2
0
0
252
3:15 PM
0
110
3
0
149
2
0
0
0
4
0
1
269
3:30 PM
0
116
3
1
117
0
0
1
0
1
0
0
239
3:45 PM
2
179
3
1
116
1
0
0
0
2
1
1
306
4:00 PM
0
146
2
0
111
0
0
1
0
3
0
4
267
4:15 PM
0
217
3
0
112
2
1
0
1
1
0
0
337
4:30 PM
0
263
2
0
99
0
1
0
1
2
0
2
370
4:45 PM
0
240
3
0
105
2
0
0
0
2
0
3
355
5:00 PM
0
245
2
0
106
0
1
1
0
1
0
5
361
5:15 PM
0
273
3
1
93
2
1
0
0
3
0
3
379
5:30 PM
0
240
1
0
85
0
1
1
0
0
0
4
332
5:45 PM
0
251
0
0
77
0
2
0
0
0
0
1
331
6:00 PM
0
262
1
0
103
4
2
0
0
3
0
0
375
6:15 PM
0
185
2
0
86
2
0
0
0
0
0
1
276
6:30 PM
0
96
0
0
108
1
1
0
0
0
0
1
207
6:45 PM
0
77
1
1
78
0
1
0
0
3
0
1
162
7:00 PM
0
84
0
0
89
0
0
0
0
1
0
1
175
7:15 PM
0
52
0
0
73
0
0
1
0
0
0
0
126
7:30 PM
0
60
0
0
69
0
1
0
0
1
0
0
131
7:45 PM
0
56
4
0
63
0
0
0
0
1
0
0
124
8:00 PM
0
50
1
0
64
0
0
0
0
1
0
0
116
8:15 PM
0
54
2
0
54
2
0
1
0
2
0
0
115
8:30 PM
0
42
2
0
50
0
1
0
0
1
0
0
96
8:45 PM
0
40
1
0
48
0
0
1
0
2
0
0
92
9:00 PM
0
39
2
1
44
1
0
0
0
1
0
0
88
9:15 PM
0
40
0
0
51
1
0
0
0
0
0
1
93
9:30 PM
0
39
1
0
41
0
0
0
0
2
0
1
84
9:45 PM
0
38
1
0
31
1
1
0
0
0
0
1
73
10:00 PM
0
28
0
0
32
0
2
0
0
1
0
0
63
10:15 PM
0
27
0
0
30
0
0
0
0
1
0
0
58
10:30 PM
0
22
0
0
33
0
1
0
0
0
0
0
56
10:45 PM
0
27
0
0
20
0
1
0
0
0
0
0
48
11:00 PM
0
37
0
0
28
0
1
0
0
0
0
0
66
11:15 PM
0
16
0
0
23
0
0
0
0
1
0
0
40
11:30 PM
0
19
0
0
30
0
0
0
0
1
0
0
50
11:45 PM
0
24
0
0
13
0
0
0
0
0
0
0
37
TOTAL
NL
NT
NR
SL
ST
SR
EL
ET
ER
WL
WT
WR
TOTAL
Volumes
3
9078
151
44
6609
61
56
14
6
142
4
84
16252
Approach %
0.03
98.33
1.64
0.66
98.44
0.91
73.68
18.42
7.89
61.74
1.74
36.52
App/Depart
9232
/
9218
6714
/
6757
76
/
209
230
/
68
430 PM
PEAK
Volumes
0
1021
10
1
403
4
3
1
1
8
0
13
1465
Approach %
0.00
99.03
0.97
0.25
98.77
0.98
60.00
20.00
20.00
38.10
0.00
61.90
PEAK HR.
FACTOR:
0.966
34.011983, -112.789819
Peak Hr Begins at:
0.875
0.953
0.625
0.934
Round a bout
COMMENT 1:
GPS:
CONTROL:
Intersection Turning Movement
Prepared by:
0.5
1
0.5
N
9
806
6
#
PEAK HR
24-HRS
24-HR
PEAK HR
VOLUME
TOTAL
TOTAL
VOLUME
0
3
49
6
0
0
2
9
0
1
1
100
5
0
0.5
1
0.5
1200AM
-
-
-
PEAK HOUR
TMC SUMMARY OF US-93 & Scenic Loop Rd
SUNDAY
Day
Project #:
24-1332-001
2
US-93
Scenic Loop Rd
CONTROL
Round a bout
VOLUME
LOCATION #:
US-93 & Scenic Loop Rd
24-1332-001
125
APPROACH LANES
24-HR
12
APPROACH LANES
PEAK HR
APPROACH LANES
8588
33
71
TOTAL
VOLUME
06/02/24
115 PM
1200AM
Date
Scenic Loop Rd
APPROACH LANES
6
7372
1
705
12
(Intersection Name)
TURNING MOVEMENT COUNT
24-HR
US-93
17
TOTAL
51
PEAK HR
COUNT PERIODS
Intersection Turning Movement
Prepared by:
N-S STREET:
DATE:
LOCATION:
E-W STREET:
DAY:
PROJECT#
NL
NT
NR
SL
ST
SR
EL
ET
ER
WL
WT
WR
TOTAL
LANES:
0.5
1
0.5
0.5
1
0.5
0
0
1
0
1
0
12:00 AM
0
22
0
0
19
0
0
0
0
0
0
0
41
12:15 AM
0
17
0
0
16
0
0
0
0
0
0
0
33
12:30 AM
0
16
0
0
12
0
0
0
0
0
0
0
28
12:45 AM
0
10
0
0
17
0
0
0
0
0
0
0
27
1:00 AM
0
19
0
0
12
0
0
0
0
0
0
0
31
1:15 AM
0
18
1
0
9
0
0
0
0
0
0
0
28
1:30 AM
0
9
1
0
16
0
0
0
0
0
0
0
26
1:45 AM
0
13
0
0
13
0
0
0
0
0
0
1
27
2:00 AM
0
10
0
0
14
0
0
0
0
0
0
0
24
2:15 AM
0
19
0
0
15
0
0
0
0
0
0
0
34
2:30 AM
0
11
0
0
11
0
0
0
0
0
0
0
22
2:45 AM
0
10
0
0
10
0
0
0
0
0
0
0
20
3:00 AM
0
13
0
0
16
0
0
0
0
0
0
0
29
3:15 AM
0
12
0
0
14
0
0
0
0
0
0
0
26
3:30 AM
0
10
0
0
8
0
0
0
0
0
0
0
18
3:45 AM
0
11
1
0
6
0
0
0
0
0
0
1
19
4:00 AM
0
14
0
0
14
1
1
0
0
0
0
0
30
4:15 AM
0
15
0
0
12
1
0
0
0
0
0
0
28
4:30 AM
0
13
0
0
8
0
0
0
0
0
0
0
21
4:45 AM
0
17
0
0
15
0
1
0
0
0
0
0
33
5:00 AM
0
29
0
0
24
0
0
0
0
0
0
0
53
5:15 AM
0
31
0
0
16
0
1
0
0
0
0
0
48
5:30 AM
0
35
0
0
30
0
0
0
0
0
0
0
65
5:45 AM
0
30
0
0
17
0
1
0
0
0
0
0
48
6:00 AM
0
47
1
0
20
2
0
0
0
2
0
1
73
6:15 AM
0
58
0
0
33
0
2
0
0
1
1
0
95
6:30 AM
0
69
1
0
34
1
0
0
1
0
0
0
106
6:45 AM
0
50
3
0
29
1
1
0
0
0
0
0
84
7:00 AM
0
58
1
0
43
0
0
0
0
1
0
0
103
7:15 AM
0
78
1
0
41
0
2
0
0
0
0
0
122
7:30 AM
0
94
0
1
66
2
0
0
0
1
0
0
164
7:45 AM
0
83
1
0
51
0
1
0
0
0
0
0
136
8:00 AM
0
83
0
0
59
1
3
0
0
1
0
0
147
8:15 AM
0
86
0
1
58
1
1
0
0
1
0
0
148
8:30 AM
0
103
2
1
88
1
0
0
0
0
0
0
195
8:45 AM
0
116
1
1
88
0
1
0
0
0
0
0
207
9:00 AM
0
120
3
1
100
5
0
0
0
2
0
2
233
9:15 AM
0
130
1
2
117
1
0
0
2
4
0
2
259
9:30 AM
0
131
0
1
133
1
0
0
2
2
0
0
270
9:45 AM
0
170
2
0
102
3
1
0
1
1
0
0
280
10:00 AM
0
157
1
1
113
2
1
0
0
2
1
2
280
10:15 AM
0
154
3
0
107
0
2
0
0
2
0
1
269
10:30 AM
0
134
10
0
115
0
1
0
0
0
0
2
262
10:45 AM
0
178
1
1
131
1
1
0
0
1
0
1
315
11:00 AM
0
133
3
0
141
1
1
0
0
2
0
1
282
11:15 AM
1
146
3
1
116
2
0
2
0
4
0
0
275
11:30 AM
0
160
4
0
137
2
0
0
0
2
0
0
305
11:45 AM
0
233
0
0
136
3
0
0
0
2
0
2
376
12:00 PM
0
235
2
0
183
2
1
0
1
1
0
0
425
12:15 PM
0
163
8
1
153
0
0
0
0
3
0
2
330
12:30 PM
0
190
2
0
177
0
1
0
0
2
0
2
374
12:45 PM
0
173
1
1
155
3
0
1
0
3
1
1
339
WESTBOUND
NORTHBOUND
SOUTHBOUND
EASTBOUND
06/02/24
Wickenburg
US-93
Scenic Loop Rd
24-1332-001
SUNDAY
veracity
group
traffic
Intersection Turning Movement
Prepared by:
N-S STREET:
DATE:
LOCATION:
E-W STREET:
DAY:
PROJECT#
NL
NT
NR
SL
ST
SR
EL
ET
ER
WL
WT
WR
TOTAL
LANES:
0.5
1
0.5
0.5
1
0.5
0
0
1
0
1
0
WESTBOUND
NORTHBOUND
SOUTHBOUND
EASTBOUND
06/02/24
Wickenburg
US-93
Scenic Loop Rd
24-1332-001
SUNDAY
veracity
group
traffic
1:00 PM
1
193
3
0
194
0
0
1
0
4
0
3
399
1:15 PM
0
181
2
4
193
3
1
0
0
0
0
0
384
1:30 PM
1
191
5
0
191
5
1
0
2
1
0
1
398
1:45 PM
0
172
3
0
189
1
0
2
0
3
0
5
375
2:00 PM
0
161
2
2
233
0
1
0
0
1
0
0
400
2:15 PM
0
155
4
0
183
1
3
0
0
2
0
2
350
2:30 PM
0
97
1
1
171
2
4
0
0
0
0
1
277
2:45 PM
0
132
5
1
236
2
1
0
1
1
2
2
383
3:00 PM
0
114
2
1
199
1
1
0
0
3
0
2
323
3:15 PM
1
130
1
0
212
1
0
0
0
4
0
1
350
3:30 PM
2
103
2
0
203
4
0
0
2
3
0
1
320
3:45 PM
0
117
3
1
195
3
0
0
0
1
0
1
321
4:00 PM
0
99
1
1
210
2
1
0
0
2
0
0
316
4:15 PM
0
91
1
0
179
2
0
0
0
5
0
0
278
4:30 PM
0
102
0
0
202
0
1
0
0
0
0
1
306
4:45 PM
0
89
3
1
165
1
1
0
0
3
0
0
263
5:00 PM
0
82
1
0
124
0
0
0
1
1
0
2
211
5:15 PM
0
84
0
0
163
0
2
1
0
0
0
0
250
5:30 PM
0
93
3
0
159
1
0
0
2
0
1
0
259
5:45 PM
0
80
4
1
152
0
1
1
0
0
1
0
240
6:00 PM
0
73
4
1
177
0
0
1
0
1
0
1
258
6:15 PM
0
56
1
0
149
2
3
0
1
2
0
1
215
6:30 PM
0
60
0
1
124
1
0
1
0
3
1
2
193
6:45 PM
0
58
3
1
132
0
1
0
0
2
0
0
197
7:00 PM
0
68
1
1
106
0
1
0
0
2
0
0
179
7:15 PM
0
66
2
0
122
0
0
1
0
3
0
1
195
7:30 PM
0
59
2
0
83
0
0
0
0
1
0
1
146
7:45 PM
0
56
1
1
94
0
0
0
0
0
0
0
152
8:00 PM
0
48
0
0
68
0
0
0
0
0
0
0
116
8:15 PM
0
55
1
0
84
0
0
0
0
2
0
0
142
8:30 PM
0
45
1
0
75
0
0
1
0
3
0
0
125
8:45 PM
0
35
1
0
79
0
1
0
1
2
1
0
120
9:00 PM
0
42
2
1
61
0
0
0
0
1
0
0
107
9:15 PM
0
29
0
0
64
0
0
0
0
0
0
0
93
9:30 PM
0
29
0
1
66
2
0
0
0
0
0
0
98
9:45 PM
0
29
0
0
50
0
2
0
0
0
0
0
81
10:00 PM
0
33
0
0
42
0
1
0
0
0
0
0
76
10:15 PM
0
24
0
0
52
0
0
0
0
2
0
0
78
10:30 PM
0
23
0
0
33
0
0
0
0
1
0
0
57
10:45 PM
0
17
0
0
17
0
0
0
0
1
0
0
35
11:00 PM
0
15
0
0
23
0
0
0
0
0
0
0
38
11:15 PM
0
17
0
0
24
0
0
0
0
0
0
0
41
11:30 PM
0
21
1
0
24
0
0
0
0
0
0
0
46
11:45 PM
0
12
1
0
16
0
0
0
0
0
0
0
29
TOTAL
NL
NT
NR
SL
ST
SR
EL
ET
ER
WL
WT
WR
TOTAL
Volumes
6
7372
125
33
8588
71
51
12
17
100
9
49
16433
Approach %
0.08
98.25
1.67
0.38
98.80
0.82
63.75
15.00
21.25
63.29
5.70
31.01
App/Depart
7503
/
7472
8692
/
8705
80
/
170
158
/
86
115 PM
PEAK
Volumes
1
705
12
6
806
9
3
2
2
5
0
6
1557
Approach %
0.14
98.19
1.67
0.73
98.17
1.10
42.86
28.57
28.57
45.45
0.00
54.55
PEAK HR.
FACTOR:
0.973
34.011983, -112.789819
Round a bout
COMMENT 1:
GPS:
CONTROL:
Peak Hr Begins at:
0.344
0.873
0.583
0.911
SCENIC TERRIBLE’S
SCENIC LOOP/UNITED STATES ROUTE 93 (US 93)
REVISED TRAFFIC IMPACT ANALYSIS
APPENDIX
Trip Generation Calculations
Convenience Store/Gas Station - GFA (4-5.5k)
LAND USE: 22 Vehicle Fueling Positions Convenience Store/Gas Station - GFA (4-5.5k)
TRIP GENERATION CALCULATIONS ARE BASED ON THE INSTITUTE OF TRANSPORTATION
ENGINEERS' TRIP GENERATION, 11TH EDITION. THE ITE LAND USE CODE IS
Convenience Store/Gas Station - GFA (4-5.5k) (945), General Urban/Suburban
Weekday
Average Rate
= 257.13 Trips per Vehicle Fueling Position (VFP)
T = 257.13 Trips x 22 VFP
T =
5,658 VTPD
ENTER: (0.5)*(5658) =
2,829 VTPD
EXIT: (0.5)*(5658) =
2,829 VTPD
AM PEAK HOUR (ONE HOUR BETWEEN 7 AND 9 AM)
Average Rate
= 27.04 Trips per Vehicle Fueling Position (VFP)
T = 27.04 Trips x 22 VFP
T =
596 VPH
ENTER: (0.5)*(596) =
298 VPH
EXIT: (0.5)*(596) =
298 VPH
PM PEAK HOUR (ONE HOUR BETWEEN 4 AND 6 PM)
Average Rate
= 22.76 Trips per Vehicle Fueling Position (VFP)
T = 22.76 Trips x 22 VFP
T =
502 VPH
ENTER: (0.5)*(502) =
251 VPH
EXIT: (0.5)*(502) =
251 VPH
*where, T = trip ends
TRIP GENERATION SUMMARY
WEEKDAY
5,658 VTPD
AM PEAK HOUR (ONE HOUR BETWEEN 7 AND 9 AM)
596 VPH
PM PEAK HOUR (ONE HOUR BETWEEN 4 AND 6 PM)
502 VPH
Automated Car Wash
LAND USE: 1 Car Wash Tunnels Automated Car Wash
TRIP GENERATION CALCULATIONS ARE BASED ON THE INSTITUTE OF TRANSPORTATION
ENGINEERS' TRIP GENERATION, 11TH EDITION. THE ITE LAND USE CODE IS
Automated Car Wash (948), General Urban/Suburban
Weekday
Average Rate
= 775 Trips per Car Wash Tunnel (Tunnel)
T = 775 Trips x 1 Tunnel
T =
776 VTPD
ENTER: (0.5)*(776) =
388 VTPD
EXIT: (0.5)*(776) =
388 VTPD
AM PEAK HOUR (ONE HOUR BETWEEN 7 AND 9 AM)
Average Rate
= 77.5 Trips per Car Wash Tunnel (Tunnel)
T = 77.5 Trips x 1 Tunnel
T =
78 VPH
ENTER: (0.5)*(78) =
39 VPH
EXIT: (0.5)*(78) =
39 VPH
PM PEAK HOUR (ONE HOUR BETWEEN 4 AND 6 PM)
Average Rate
= 77.5 Trips per Car Wash Tunnel (Tunnel)
T = 77.5 Trips x 1 Tunnel
T =
78 VPH
ENTER: (0.5)*(78) =
39 VPH
EXIT: (0.5)*(78) =
39 VPH
*where, T = trip ends
TRIP GENERATION SUMMARY
WEEKDAY
776 VTPD
AM PEAK HOUR (ONE HOUR BETWEEN 7 AND 9 AM)
78 VPH
PM PEAK HOUR (ONE HOUR BETWEEN 4 AND 6 PM)
78 VPH
SCENIC TERRIBLE’S
SCENIC LOOP/UNITED STATES ROUTE 93 (US 93)
REVISED TRAFFIC IMPACT ANALYSIS
APPENDIX
Capacity Calculations
HCM 6th Roundabout
1: US 93 & Scenic Loop
06/19/2024
Existing Friday AM Peak Hour 8:12 am 06/19/2024 Baseline
Synchro 11 Report
Page 1
Intersection
Intersection Delay, s/veh
4.3
Intersection LOS
A
Approach
EB
WB
NB
SB
Entry Lanes
2
1
2
2
Conflicting Circle Lanes
2
2
2
2
Adj Approach Flow, veh/h
9
22
567
489
Demand Flow Rate, veh/h
9
22
578
499
Vehicles Circulating, veh/h
508
574
14
11
Vehicles Exiting, veh/h
2
18
503
585
Ped Vol Crossing Leg, #/h
0
0
0
0
Ped Cap Adj
1.000
1.000
1.000
1.000
Approach Delay, s/veh
4.4
4.4
4.5
4.2
Approach LOS
A
A
A
A
Lane
Left
Right
Left
Left
Right
Left
Right
Designated Moves
LT
R
LTR
LT
TR
LT
TR
Assumed Moves
LT
R
LTR
LT
TR
LT
TR
RT Channelized
Lane Util
1.000
0.000
1.000
0.471
0.529
0.471
0.529
Follow-Up Headway, s
2.667
2.535
2.535
2.667
2.535
2.667
2.535
Critical Headway, s
4.645
4.328
4.328
4.645
4.328
4.645
4.328
Entry Flow, veh/h
9
0
22
272
306
235
264
Cap Entry Lane, veh/h
846
922
872
1333
1403
1336
1407
Entry HV Adj Factor
0.998
1.000
1.000
0.980
0.982
0.979
0.982
Flow Entry, veh/h
9
0
22
266
300
230
259
Cap Entry, veh/h
844
922
872
1305
1378
1308
1382
V/C Ratio
0.011
0.000
0.025
0.204
0.218
0.176
0.188
Control Delay, s/veh
4.4
3.9
4.4
4.5
4.4
4.2
4.1
LOS
A
A
A
A
A
A
A
95th %tile Queue, veh
0
0
0
1
1
1
1
HCM 6th TWSC
2: Scenic Loop & West U-Haul Driveway
06/19/2024
Existing Friday AM Peak Hour 8:12 am 06/19/2024 Baseline
Synchro 11 Report
Page 2
Intersection
Int Delay, s/veh
0
Movement
EBL
EBT
WBT WBR
SBL
SBR
Lane Configurations
Traffic Vol, veh/h
0
15
18
0
0
0
Future Vol, veh/h
0
15
18
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
- None
- None
- None
Storage Length
-
-
-
-
0
-
Veh in Median Storage, #
-
0
0
-
0
-
Grade, %
-
0
0
-
0
-
Peak Hour Factor
80
80
80
80
80
80
Heavy Vehicles, %
2
2
2
2
2
2
Mvmt Flow
0
19
23
0
0
0
Major/Minor
Major1
Major2
Minor2
Conflicting Flow All
23
0
-
0
42
23
Stage 1
-
-
-
-
23
-
Stage 2
-
-
-
-
19
-
Critical Hdwy
4.12
-
-
-
6.42
6.22
Critical Hdwy Stg 1
-
-
-
-
5.42
-
Critical Hdwy Stg 2
-
-
-
-
5.42
-
Follow-up Hdwy
2.218
-
-
- 3.518 3.318
Pot Cap-1 Maneuver
1592
-
-
-
969
1054
Stage 1
-
-
-
-
1000
-
Stage 2
-
-
-
-
1004
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
1592
-
-
-
969
1054
Mov Cap-2 Maneuver
-
-
-
-
969
-
Stage 1
-
-
-
-
1000
-
Stage 2
-
-
-
-
1004
-
Approach
EB
WB
SB
HCM Control Delay, s
0
0
0
HCM LOS
A
Minor Lane/Major Mvmt
EBL
EBT
WBT WBR SBLn1
Capacity (veh/h)
1592
-
-
-
-
HCM Lane V/C Ratio
-
-
-
-
-
HCM Control Delay (s)
0
-
-
-
0
HCM Lane LOS
A
-
-
-
A
HCM 95th %tile Q(veh)
0
-
-
-
-
HCM 6th TWSC
3: Scenic Loop & East U-Haul Driveway
06/19/2024
Existing Friday AM Peak Hour 8:12 am 06/19/2024 Baseline
Synchro 11 Report
Page 3
Intersection
Int Delay, s/veh
0
Movement
EBL
EBT
WBT WBR
SBL
SBR
Lane Configurations
Traffic Vol, veh/h
0
15
18
0
0
0
Future Vol, veh/h
0
15
18
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
- None
- None
- None
Storage Length
-
-
-
-
0
-
Veh in Median Storage, #
-
0
0
-
0
-
Grade, %
-
0
0
-
0
-
Peak Hour Factor
80
80
80
80
80
80
Heavy Vehicles, %
2
2
2
2
2
2
Mvmt Flow
0
19
23
0
0
0
Major/Minor
Major1
Major2
Minor2
Conflicting Flow All
23
0
-
0
42
23
Stage 1
-
-
-
-
23
-
Stage 2
-
-
-
-
19
-
Critical Hdwy
4.12
-
-
-
6.42
6.22
Critical Hdwy Stg 1
-
-
-
-
5.42
-
Critical Hdwy Stg 2
-
-
-
-
5.42
-
Follow-up Hdwy
2.218
-
-
- 3.518 3.318
Pot Cap-1 Maneuver
1592
-
-
-
969
1054
Stage 1
-
-
-
-
1000
-
Stage 2
-
-
-
-
1004
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
1592
-
-
-
969
1054
Mov Cap-2 Maneuver
-
-
-
-
969
-
Stage 1
-
-
-
-
1000
-
Stage 2
-
-
-
-
1004
-
Approach
EB
WB
SB
HCM Control Delay, s
0
0
0
HCM LOS
A
Minor Lane/Major Mvmt
EBL
EBT
WBT WBR SBLn1
Capacity (veh/h)
1592
-
-
-
-
HCM Lane V/C Ratio
-
-
-
-
-
HCM Control Delay (s)
0
-
-
-
0
HCM Lane LOS
A
-
-
-
A
HCM 95th %tile Q(veh)
0
-
-
-
-
HCM 6th Roundabout
1: US 93 & Scenic Loop
06/19/2024
Existing Friday MIDDAY Peak Hour 8:52 am 06/19/2024
Synchro 11 Report
Page 1
Intersection
Intersection Delay, s/veh
5.5
Intersection LOS
A
Approach
EB
WB
NB
SB
Entry Lanes
2
1
2
2
Conflicting Circle Lanes
2
2
2
2
Adj Approach Flow, veh/h
10
34
847
794
Demand Flow Rate, veh/h
10
35
864
810
Vehicles Circulating, veh/h
838
858
16
30
Vehicles Exiting, veh/h
2
22
832
863
Ped Vol Crossing Leg, #/h
0
0
0
0
Ped Cap Adj
1.000
1.000
1.000
1.000
Approach Delay, s/veh
5.9
6.0
5.5
5.4
Approach LOS
A
A
A
A
Lane
Left
Right
Left
Left
Right
Left
Right
Designated Moves
LT
R
LTR
LT
TR
LT
TR
Assumed Moves
LT
R
LTR
LT
TR
LT
TR
RT Channelized
Lane Util
1.000
0.000
1.000
0.470
0.530
0.470
0.530
Follow-Up Headway, s
2.667
2.535
2.535
2.667
2.535
2.667
2.535
Critical Headway, s
4.645
4.328
4.328
4.645
4.328
4.645
4.328
Entry Flow, veh/h
10
0
35
406
458
381
429
Cap Entry Lane, veh/h
624
697
685
1330
1401
1313
1384
Entry HV Adj Factor
1.000
1.000
0.971
0.981
0.981
0.980
0.981
Flow Entry, veh/h
10
0
34
398
449
373
421
Cap Entry, veh/h
624
697
665
1305
1374
1287
1358
V/C Ratio
0.016
0.000
0.051
0.305
0.327
0.290
0.310
Control Delay, s/veh
5.9
5.2
6.0
5.5
5.5
5.4
5.4
LOS
A
A
A
A
A
A
A
95th %tile Queue, veh
0
0
0
1
1
1
1
HCM 6th TWSC
2: Scenic Loop & West U-Haul Driveway
06/19/2024
Existing Friday MIDDAY Peak Hour 8:52 am 06/19/2024
Synchro 11 Report
Page 2
Intersection
Int Delay, s/veh
0
Movement
EBL
EBT
WBT WBR
SBL
SBR
Lane Configurations
Traffic Vol, veh/h
0
19
27
0
0
0
Future Vol, veh/h
0
19
27
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
- None
- None
- None
Storage Length
-
-
-
-
0
-
Veh in Median Storage, #
-
0
0
-
0
-
Grade, %
-
0
0
-
0
-
Peak Hour Factor
80
80
80
80
80
80
Heavy Vehicles, %
2
2
2
2
2
2
Mvmt Flow
0
24
34
0
0
0
Major/Minor
Major1
Major2
Minor2
Conflicting Flow All
34
0
-
0
58
34
Stage 1
-
-
-
-
34
-
Stage 2
-
-
-
-
24
-
Critical Hdwy
4.12
-
-
-
6.42
6.22
Critical Hdwy Stg 1
-
-
-
-
5.42
-
Critical Hdwy Stg 2
-
-
-
-
5.42
-
Follow-up Hdwy
2.218
-
-
- 3.518 3.318
Pot Cap-1 Maneuver
1578
-
-
-
949
1039
Stage 1
-
-
-
-
988
-
Stage 2
-
-
-
-
999
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
1578
-
-
-
949
1039
Mov Cap-2 Maneuver
-
-
-
-
949
-
Stage 1
-
-
-
-
988
-
Stage 2
-
-
-
-
999
-
Approach
EB
WB
SB
HCM Control Delay, s
0
0
0
HCM LOS
A
Minor Lane/Major Mvmt
EBL
EBT
WBT WBR SBLn1
Capacity (veh/h)
1578
-
-
-
-
HCM Lane V/C Ratio
-
-
-
-
-
HCM Control Delay (s)
0
-
-
-
0
HCM Lane LOS
A
-
-
-
A
HCM 95th %tile Q(veh)
0
-
-
-
-
HCM 6th TWSC
3: Scenic Loop & East U-Haul Driveway
06/19/2024
Existing Friday MIDDAY Peak Hour 8:52 am 06/19/2024
Synchro 11 Report
Page 3
Intersection
Int Delay, s/veh
0
Movement
EBL
EBT
WBT WBR
SBL
SBR
Lane Configurations
Traffic Vol, veh/h
0
19
27
0
0
0
Future Vol, veh/h
0
19
27
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
- None
- None
- None
Storage Length
-
-
-
-
0
-
Veh in Median Storage, #
-
0
0
-
0
-
Grade, %
-
0
0
-
0
-
Peak Hour Factor
80
80
80
80
80
80
Heavy Vehicles, %
2
2
2
2
2
2
Mvmt Flow
0
24
34
0
0
0
Major/Minor
Major1
Major2
Minor2
Conflicting Flow All
34
0
-
0
58
34
Stage 1
-
-
-
-
34
-
Stage 2
-
-
-
-
24
-
Critical Hdwy
4.12
-
-
-
6.42
6.22
Critical Hdwy Stg 1
-
-
-
-
5.42
-
Critical Hdwy Stg 2
-
-
-
-
5.42
-
Follow-up Hdwy
2.218
-
-
- 3.518 3.318
Pot Cap-1 Maneuver
1578
-
-
-
949
1039
Stage 1
-
-
-
-
988
-
Stage 2
-
-
-
-
999
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
1578
-
-
-
949
1039
Mov Cap-2 Maneuver
-
-
-
-
949
-
Stage 1
-
-
-
-
988
-
Stage 2
-
-
-
-
999
-
Approach
EB
WB
SB
HCM Control Delay, s
0
0
0
HCM LOS
A
Minor Lane/Major Mvmt
EBL
EBT
WBT WBR SBLn1
Capacity (veh/h)
1578
-
-
-
-
HCM Lane V/C Ratio
-
-
-
-
-
HCM Control Delay (s)
0
-
-
-
0
HCM Lane LOS
A
-
-
-
A
HCM 95th %tile Q(veh)
0
-
-
-
-
HCM 6th Roundabout
1: US 93 & Scenic Loop
06/19/2024
Existing Friday PM Peak Hour 8:56 am 06/19/2024
Synchro 11 Report
Page 1
Intersection
Intersection Delay, s/veh
4.9
Intersection LOS
A
Approach
EB
WB
NB
SB
Entry Lanes
2
1
2
2
Conflicting Circle Lanes
2
2
2
2
Adj Approach Flow, veh/h
6
19
710
663
Demand Flow Rate, veh/h
6
19
724
676
Vehicles Circulating, veh/h
681
710
11
10
Vehicles Exiting, veh/h
5
25
676
719
Ped Vol Crossing Leg, #/h
0
0
0
0
Ped Cap Adj
1.000
1.000
1.000
1.000
Approach Delay, s/veh
5.1
4.9
5.0
4.8
Approach LOS
A
A
A
A
Lane
Left
Right
Left
Left
Right
Left
Right
Designated Moves
LT
R
LTR
LT
TR
LT
TR
Assumed Moves
LT
R
LTR
LT
TR
LT
TR
RT Channelized
Lane Util
1.000
0.000
1.000
0.470
0.530
0.470
0.530
Follow-Up Headway, s
2.667
2.535
2.535
2.667
2.535
2.667
2.535
Critical Headway, s
4.645
4.328
4.328
4.645
4.328
4.645
4.328
Entry Flow, veh/h
6
0
19
340
384
318
358
Cap Entry Lane, veh/h
721
796
777
1336
1407
1337
1408
Entry HV Adj Factor
0.987
1.000
0.999
0.982
0.980
0.980
0.981
Flow Entry, veh/h
6
0
19
334
376
312
351
Cap Entry, veh/h
712
796
776
1312
1379
1310
1382
V/C Ratio
0.008
0.000
0.024
0.254
0.273
0.238
0.254
Control Delay, s/veh
5.1
4.5
4.9
5.0
5.0
4.8
4.8
LOS
A
A
A
A
A
A
A
95th %tile Queue, veh
0
0
0
1
1
1
1
HCM 6th TWSC
2: Scenic Loop & West U-Haul Driveway
06/19/2024
Existing Friday PM Peak Hour 8:56 am 06/19/2024
Synchro 11 Report
Page 2
Intersection
Int Delay, s/veh
0
Movement
EBL
EBT
WBT WBR
SBL
SBR
Lane Configurations
Traffic Vol, veh/h
0
21
15
0
0
0
Future Vol, veh/h
0
21
15
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
- None
- None
- None
Storage Length
-
-
-
-
0
-
Veh in Median Storage, #
-
0
0
-
0
-
Grade, %
-
0
0
-
0
-
Peak Hour Factor
80
80
80
80
80
80
Heavy Vehicles, %
2
2
2
2
2
2
Mvmt Flow
0
26
19
0
0
0
Major/Minor
Major1
Major2
Minor2
Conflicting Flow All
19
0
-
0
45
19
Stage 1
-
-
-
-
19
-
Stage 2
-
-
-
-
26
-
Critical Hdwy
4.12
-
-
-
6.42
6.22
Critical Hdwy Stg 1
-
-
-
-
5.42
-
Critical Hdwy Stg 2
-
-
-
-
5.42
-
Follow-up Hdwy
2.218
-
-
- 3.518 3.318
Pot Cap-1 Maneuver
1597
-
-
-
965
1059
Stage 1
-
-
-
-
1004
-
Stage 2
-
-
-
-
997
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
1597
-
-
-
965
1059
Mov Cap-2 Maneuver
-
-
-
-
965
-
Stage 1
-
-
-
-
1004
-
Stage 2
-
-
-
-
997
-
Approach
EB
WB
SB
HCM Control Delay, s
0
0
0
HCM LOS
A
Minor Lane/Major Mvmt
EBL
EBT
WBT WBR SBLn1
Capacity (veh/h)
1597
-
-
-
-
HCM Lane V/C Ratio
-
-
-
-
-
HCM Control Delay (s)
0
-
-
-
0
HCM Lane LOS
A
-
-
-
A
HCM 95th %tile Q(veh)
0
-
-
-
-
HCM 6th TWSC
3: Scenic Loop & East U-Haul Driveway
06/19/2024
Existing Friday PM Peak Hour 8:56 am 06/19/2024
Synchro 11 Report
Page 3
Intersection
Int Delay, s/veh
0
Movement
EBL
EBT
WBT WBR
SBL
SBR
Lane Configurations
Traffic Vol, veh/h
0
21
15
0
0
0
Future Vol, veh/h
0
21
15
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
- None
- None
- None
Storage Length
-
-
-
-
0
-
Veh in Median Storage, #
-
0
0
-
0
-
Grade, %
-
0
0
-
0
-
Peak Hour Factor
80
80
80
80
80
80
Heavy Vehicles, %
2
2
2
2
2
2
Mvmt Flow
0
26
19
0
0
0
Major/Minor
Major1
Major2
Minor2
Conflicting Flow All
19
0
-
0
45
19
Stage 1
-
-
-
-
19
-
Stage 2
-
-
-
-
26
-
Critical Hdwy
4.12
-
-
-
6.42
6.22
Critical Hdwy Stg 1
-
-
-
-
5.42
-
Critical Hdwy Stg 2
-
-
-
-
5.42
-
Follow-up Hdwy
2.218
-
-
- 3.518 3.318
Pot Cap-1 Maneuver
1597
-
-
-
965
1059
Stage 1
-
-
-
-
1004
-
Stage 2
-
-
-
-
997
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
1597
-
-
-
965
1059
Mov Cap-2 Maneuver
-
-
-
-
965
-
Stage 1
-
-
-
-
1004
-
Stage 2
-
-
-
-
997
-
Approach
EB
WB
SB
HCM Control Delay, s
0
0
0
HCM LOS
A
Minor Lane/Major Mvmt
EBL
EBT
WBT WBR SBLn1
Capacity (veh/h)
1597
-
-
-
-
HCM Lane V/C Ratio
-
-
-
-
-
HCM Control Delay (s)
0
-
-
-
0
HCM Lane LOS
A
-
-
-
A
HCM 95th %tile Q(veh)
0
-
-
-
-
HCM 6th Roundabout
1: US 93 & Scenic Loop
06/19/2024
2025 Friday AM Peak Hour 8:12 am 06/19/2024 Baseline
Synchro 11 Report
Page 1
Intersection
Intersection Delay, s/veh
4.4
Intersection LOS
A
Approach
EB
WB
NB
SB
Entry Lanes
2
1
2
2
Conflicting Circle Lanes
2
2
2
2
Adj Approach Flow, veh/h
9
22
578
499
Demand Flow Rate, veh/h
9
22
589
509
Vehicles Circulating, veh/h
518
585
14
11
Vehicles Exiting, veh/h
2
18
513
596
Ped Vol Crossing Leg, #/h
0
0
0
0
Ped Cap Adj
1.000
1.000
1.000
1.000
Approach Delay, s/veh
4.4
4.4
4.5
4.2
Approach LOS
A
A
A
A
Lane
Left
Right
Left
Left
Right
Left
Right
Designated Moves
LT
R
LTR
LT
TR
LT
TR
Assumed Moves
LT
R
LTR
LT
TR
LT
TR
RT Channelized
Lane Util
1.000
0.000
1.000
0.470
0.530
0.470
0.530
Follow-Up Headway, s
2.667
2.535
2.535
2.667
2.535
2.667
2.535
Critical Headway, s
4.645
4.328
4.328
4.645
4.328
4.645
4.328
Entry Flow, veh/h
9
0
22
277
312
239
270
Cap Entry Lane, veh/h
838
914
864
1333
1403
1336
1407
Entry HV Adj Factor
0.998
1.000
1.000
0.980
0.981
0.982
0.980
Flow Entry, veh/h
9
0
22
272
306
235
265
Cap Entry, veh/h
836
914
864
1306
1377
1312
1379
V/C Ratio
0.011
0.000
0.025
0.208
0.222
0.179
0.192
Control Delay, s/veh
4.4
3.9
4.4
4.5
4.5
4.2
4.2
LOS
A
A
A
A
A
A
A
95th %tile Queue, veh
0
0
0
1
1
1
1
HCM 6th TWSC
2: Scenic Loop & West U-Haul Driveway
06/19/2024
2025 Friday AM Peak Hour 8:12 am 06/19/2024 Baseline
Synchro 11 Report
Page 2
Intersection
Int Delay, s/veh
0
Movement
EBL
EBT
WBT WBR
SBL
SBR
Lane Configurations
Traffic Vol, veh/h
0
15
18
0
0
0
Future Vol, veh/h
0
15
18
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
- None
- None
- None
Storage Length
-
-
-
-
0
-
Veh in Median Storage, #
-
0
0
-
0
-
Grade, %
-
0
0
-
0
-
Peak Hour Factor
80
80
80
80
80
80
Heavy Vehicles, %
2
2
2
2
2
2
Mvmt Flow
0
19
23
0
0
0
Major/Minor
Major1
Major2
Minor2
Conflicting Flow All
23
0
-
0
42
23
Stage 1
-
-
-
-
23
-
Stage 2
-
-
-
-
19
-
Critical Hdwy
4.12
-
-
-
6.42
6.22
Critical Hdwy Stg 1
-
-
-
-
5.42
-
Critical Hdwy Stg 2
-
-
-
-
5.42
-
Follow-up Hdwy
2.218
-
-
- 3.518 3.318
Pot Cap-1 Maneuver
1592
-
-
-
969
1054
Stage 1
-
-
-
-
1000
-
Stage 2
-
-
-
-
1004
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
1592
-
-
-
969
1054
Mov Cap-2 Maneuver
-
-
-
-
969
-
Stage 1
-
-
-
-
1000
-
Stage 2
-
-
-
-
1004
-
Approach
EB
WB
SB
HCM Control Delay, s
0
0
0
HCM LOS
A
Minor Lane/Major Mvmt
EBL
EBT
WBT WBR SBLn1
Capacity (veh/h)
1592
-
-
-
-
HCM Lane V/C Ratio
-
-
-
-
-
HCM Control Delay (s)
0
-
-
-
0
HCM Lane LOS
A
-
-
-
A
HCM 95th %tile Q(veh)
0
-
-
-
-
HCM 6th TWSC
3: Scenic Loop & East U-Haul Driveway
06/19/2024
2025 Friday AM Peak Hour 8:12 am 06/19/2024 Baseline
Synchro 11 Report
Page 3
Intersection
Int Delay, s/veh
0
Movement
EBL
EBT
WBT WBR
SBL
SBR
Lane Configurations
Traffic Vol, veh/h
0
15
18
0
0
0
Future Vol, veh/h
0
15
18
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
- None
- None
- None
Storage Length
-
-
-
-
0
-
Veh in Median Storage, #
-
0
0
-
0
-
Grade, %
-
0
0
-
0
-
Peak Hour Factor
80
80
80
80
80
80
Heavy Vehicles, %
2
2
2
2
2
2
Mvmt Flow
0
19
23
0
0
0
Major/Minor
Major1
Major2
Minor2
Conflicting Flow All
23
0
-
0
42
23
Stage 1
-
-
-
-
23
-
Stage 2
-
-
-
-
19
-
Critical Hdwy
4.12
-
-
-
6.42
6.22
Critical Hdwy Stg 1
-
-
-
-
5.42
-
Critical Hdwy Stg 2
-
-
-
-
5.42
-
Follow-up Hdwy
2.218
-
-
- 3.518 3.318
Pot Cap-1 Maneuver
1592
-
-
-
969
1054
Stage 1
-
-
-
-
1000
-
Stage 2
-
-
-
-
1004
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
1592
-
-
-
969
1054
Mov Cap-2 Maneuver
-
-
-
-
969
-
Stage 1
-
-
-
-
1000
-
Stage 2
-
-
-
-
1004
-
Approach
EB
WB
SB
HCM Control Delay, s
0
0
0
HCM LOS
A
Minor Lane/Major Mvmt
EBL
EBT
WBT WBR SBLn1
Capacity (veh/h)
1592
-
-
-
-
HCM Lane V/C Ratio
-
-
-
-
-
HCM Control Delay (s)
0
-
-
-
0
HCM Lane LOS
A
-
-
-
A
HCM 95th %tile Q(veh)
0
-
-
-
-
HCM 6th Roundabout
1: US 93 & Scenic Loop
06/19/2024
2025 Friday MIDDAY Peak Hour 8:52 am 06/19/2024
Synchro 11 Report
Page 1
Intersection
Intersection Delay, s/veh
5.5
Intersection LOS
A
Approach
EB
WB
NB
SB
Entry Lanes
2
1
2
2
Conflicting Circle Lanes
2
2
2
2
Adj Approach Flow, veh/h
10
34
864
809
Demand Flow Rate, veh/h
10
35
881
825
Vehicles Circulating, veh/h
853
875
16
30
Vehicles Exiting, veh/h
2
22
847
880
Ped Vol Crossing Leg, #/h
0
0
0
0
Ped Cap Adj
1.000
1.000
1.000
1.000
Approach Delay, s/veh
6.0
6.1
5.6
5.4
Approach LOS
A
A
A
A
Lane
Left
Right
Left
Left
Right
Left
Right
Designated Moves
LT
R
LTR
LT
TR
LT
TR
Assumed Moves
LT
R
LTR
LT
TR
LT
TR
RT Channelized
Lane Util
1.000
0.000
1.000
0.470
0.530
0.470
0.530
Follow-Up Headway, s
2.667
2.535
2.535
2.667
2.535
2.667
2.535
Critical Headway, s
4.645
4.328
4.328
4.645
4.328
4.645
4.328
Entry Flow, veh/h
10
0
35
414
467
388
437
Cap Entry Lane, veh/h
616
688
675
1330
1401
1313
1384
Entry HV Adj Factor
1.000
1.000
0.971
0.981
0.981
0.980
0.981
Flow Entry, veh/h
10
0
34
406
458
380
429
Cap Entry, veh/h
616
688
655
1305
1374
1287
1358
V/C Ratio
0.016
0.000
0.052
0.311
0.333
0.295
0.316
Control Delay, s/veh
6.0
5.2
6.1
5.6
5.6
5.4
5.4
LOS
A
A
A
A
A
A
A
95th %tile Queue, veh
0
0
0
1
1
1
1
HCM 6th TWSC
2: Scenic Loop & West U-Haul Driveway
06/19/2024
2025 Friday MIDDAY Peak Hour 8:52 am 06/19/2024
Synchro 11 Report
Page 2
Intersection
Int Delay, s/veh
0
Movement
EBL
EBT
WBT WBR
SBL
SBR
Lane Configurations
Traffic Vol, veh/h
0
19
27
0
0
0
Future Vol, veh/h
0
19
27
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
- None
- None
- None
Storage Length
-
-
-
-
0
-
Veh in Median Storage, #
-
0
0
-
0
-
Grade, %
-
0
0
-
0
-
Peak Hour Factor
80
80
80
80
80
80
Heavy Vehicles, %
2
2
2
2
2
2
Mvmt Flow
0
24
34
0
0
0
Major/Minor
Major1
Major2
Minor2
Conflicting Flow All
34
0
-
0
58
34
Stage 1
-
-
-
-
34
-
Stage 2
-
-
-
-
24
-
Critical Hdwy
4.12
-
-
-
6.42
6.22
Critical Hdwy Stg 1
-
-
-
-
5.42
-
Critical Hdwy Stg 2
-
-
-
-
5.42
-
Follow-up Hdwy
2.218
-
-
- 3.518 3.318
Pot Cap-1 Maneuver
1578
-
-
-
949
1039
Stage 1
-
-
-
-
988
-
Stage 2
-
-
-
-
999
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
1578
-
-
-
949
1039
Mov Cap-2 Maneuver
-
-
-
-
949
-
Stage 1
-
-
-
-
988
-
Stage 2
-
-
-
-
999
-
Approach
EB
WB
SB
HCM Control Delay, s
0
0
0
HCM LOS
A
Minor Lane/Major Mvmt
EBL
EBT
WBT WBR SBLn1
Capacity (veh/h)
1578
-
-
-
-
HCM Lane V/C Ratio
-
-
-
-
-
HCM Control Delay (s)
0
-
-
-
0
HCM Lane LOS
A
-
-
-
A
HCM 95th %tile Q(veh)
0
-
-
-
-
HCM 6th TWSC
3: Scenic Loop & East U-Haul Driveway
06/19/2024
2025 Friday MIDDAY Peak Hour 8:52 am 06/19/2024
Synchro 11 Report
Page 3
Intersection
Int Delay, s/veh
0
Movement
EBL
EBT
WBT WBR
SBL
SBR
Lane Configurations
Traffic Vol, veh/h
0
19
27
0
0
0
Future Vol, veh/h
0
19
27
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
- None
- None
- None
Storage Length
-
-
-
-
0
-
Veh in Median Storage, #
-
0
0
-
0
-
Grade, %
-
0
0
-
0
-
Peak Hour Factor
80
80
80
80
80
80
Heavy Vehicles, %
2
2
2
2
2
2
Mvmt Flow
0
24
34
0
0
0
Major/Minor
Major1
Major2
Minor2
Conflicting Flow All
34
0
-
0
58
34
Stage 1
-
-
-
-
34
-
Stage 2
-
-
-
-
24
-
Critical Hdwy
4.12
-
-
-
6.42
6.22
Critical Hdwy Stg 1
-
-
-
-
5.42
-
Critical Hdwy Stg 2
-
-
-
-
5.42
-
Follow-up Hdwy
2.218
-
-
- 3.518 3.318
Pot Cap-1 Maneuver
1578
-
-
-
949
1039
Stage 1
-
-
-
-
988
-
Stage 2
-
-
-
-
999
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
1578
-
-
-
949
1039
Mov Cap-2 Maneuver
-
-
-
-
949
-
Stage 1
-
-
-
-
988
-
Stage 2
-
-
-
-
999
-
Approach
EB
WB
SB
HCM Control Delay, s
0
0
0
HCM LOS
A
Minor Lane/Major Mvmt
EBL
EBT
WBT WBR SBLn1
Capacity (veh/h)
1578
-
-
-
-
HCM Lane V/C Ratio
-
-
-
-
-
HCM Control Delay (s)
0
-
-
-
0
HCM Lane LOS
A
-
-
-
A
HCM 95th %tile Q(veh)
0
-
-
-
-
HCM 6th Roundabout
1: US 93 & Scenic Loop
06/19/2024
2025 Friday PM Peak Hour 8:56 am 06/19/2024
Synchro 11 Report
Page 1
Intersection
Intersection Delay, s/veh
4.9
Intersection LOS
A
Approach
EB
WB
NB
SB
Entry Lanes
2
1
2
2
Conflicting Circle Lanes
2
2
2
2
Adj Approach Flow, veh/h
6
19
725
676
Demand Flow Rate, veh/h
6
19
739
689
Vehicles Circulating, veh/h
694
725
11
10
Vehicles Exiting, veh/h
5
25
689
734
Ped Vol Crossing Leg, #/h
0
0
0
0
Ped Cap Adj
1.000
1.000
1.000
1.000
Approach Delay, s/veh
5.2
4.9
5.0
4.8
Approach LOS
A
A
A
A
Lane
Left
Right
Left
Left
Right
Left
Right
Designated Moves
LT
R
LTR
LT
TR
LT
TR
Assumed Moves
LT
R
LTR
LT
TR
LT
TR
RT Channelized
Lane Util
1.000
0.000
1.000
0.470
0.530
0.470
0.530
Follow-Up Headway, s
2.667
2.535
2.535
2.667
2.535
2.667
2.535
Critical Headway, s
4.645
4.328
4.328
4.645
4.328
4.645
4.328
Entry Flow, veh/h
6
0
19
347
392
324
365
Cap Entry Lane, veh/h
713
787
767
1336
1407
1337
1408
Entry HV Adj Factor
0.987
1.000
0.999
0.982
0.980
0.980
0.981
Flow Entry, veh/h
6
0
19
341
384
318
358
Cap Entry, veh/h
704
787
766
1312
1379
1311
1381
V/C Ratio
0.008
0.000
0.025
0.260
0.279
0.242
0.259
Control Delay, s/veh
5.2
4.6
4.9
5.0
5.0
4.8
4.8
LOS
A
A
A
A
A
A
A
95th %tile Queue, veh
0
0
0
1
1
1
1
HCM 6th TWSC
2: Scenic Loop & West U-Haul Driveway
06/19/2024
2025 Friday PM Peak Hour 8:56 am 06/19/2024
Synchro 11 Report
Page 2
Intersection
Int Delay, s/veh
0
Movement
EBL
EBT
WBT WBR
SBL
SBR
Lane Configurations
Traffic Vol, veh/h
0
21
15
0
0
0
Future Vol, veh/h
0
21
15
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
- None
- None
- None
Storage Length
-
-
-
-
0
-
Veh in Median Storage, #
-
0
0
-
0
-
Grade, %
-
0
0
-
0
-
Peak Hour Factor
80
80
80
80
80
80
Heavy Vehicles, %
2
2
2
2
2
2
Mvmt Flow
0
26
19
0
0
0
Major/Minor
Major1
Major2
Minor2
Conflicting Flow All
19
0
-
0
45
19
Stage 1
-
-
-
-
19
-
Stage 2
-
-
-
-
26
-
Critical Hdwy
4.12
-
-
-
6.42
6.22
Critical Hdwy Stg 1
-
-
-
-
5.42
-
Critical Hdwy Stg 2
-
-
-
-
5.42
-
Follow-up Hdwy
2.218
-
-
- 3.518 3.318
Pot Cap-1 Maneuver
1597
-
-
-
965
1059
Stage 1
-
-
-
-
1004
-
Stage 2
-
-
-
-
997
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
1597
-
-
-
965
1059
Mov Cap-2 Maneuver
-
-
-
-
965
-
Stage 1
-
-
-
-
1004
-
Stage 2
-
-
-
-
997
-
Approach
EB
WB
SB
HCM Control Delay, s
0
0
0
HCM LOS
A
Minor Lane/Major Mvmt
EBL
EBT
WBT WBR SBLn1
Capacity (veh/h)
1597
-
-
-
-
HCM Lane V/C Ratio
-
-
-
-
-
HCM Control Delay (s)
0
-
-
-
0
HCM Lane LOS
A
-
-
-
A
HCM 95th %tile Q(veh)
0
-
-
-
-
HCM 6th TWSC
3: Scenic Loop & East U-Haul Driveway
06/19/2024
2025 Friday PM Peak Hour 8:56 am 06/19/2024
Synchro 11 Report
Page 3
Intersection
Int Delay, s/veh
0
Movement
EBL
EBT
WBT WBR
SBL
SBR
Lane Configurations
Traffic Vol, veh/h
0
21
15
0
0
0
Future Vol, veh/h
0
21
15
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
- None
- None
- None
Storage Length
-
-
-
-
0
-
Veh in Median Storage, #
-
0
0
-
0
-
Grade, %
-
0
0
-
0
-
Peak Hour Factor
80
80
80
80
80
80
Heavy Vehicles, %
2
2
2
2
2
2
Mvmt Flow
0
26
19
0
0
0
Major/Minor
Major1
Major2
Minor2
Conflicting Flow All
19
0
-
0
45
19
Stage 1
-
-
-
-
19
-
Stage 2
-
-
-
-
26
-
Critical Hdwy
4.12
-
-
-
6.42
6.22
Critical Hdwy Stg 1
-
-
-
-
5.42
-
Critical Hdwy Stg 2
-
-
-
-
5.42
-
Follow-up Hdwy
2.218
-
-
- 3.518 3.318
Pot Cap-1 Maneuver
1597
-
-
-
965
1059
Stage 1
-
-
-
-
1004
-
Stage 2
-
-
-
-
997
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
1597
-
-
-
965
1059
Mov Cap-2 Maneuver
-
-
-
-
965
-
Stage 1
-
-
-
-
1004
-
Stage 2
-
-
-
-
997
-
Approach
EB
WB
SB
HCM Control Delay, s
0
0
0
HCM LOS
A
Minor Lane/Major Mvmt
EBL
EBT
WBT WBR SBLn1
Capacity (veh/h)
1597
-
-
-
-
HCM Lane V/C Ratio
-
-
-
-
-
HCM Control Delay (s)
0
-
-
-
0
HCM Lane LOS
A
-
-
-
A
HCM 95th %tile Q(veh)
0
-
-
-
-
HCM 6th Roundabout
1: US 93 & Scenic Loop
06/19/2024
2030 Friday AM Peak Hour 8:12 am 06/19/2024 Baseline
Synchro 11 Report
Page 1
Intersection
Intersection Delay, s/veh
4.6
Intersection LOS
A
Approach
EB
WB
NB
SB
Entry Lanes
2
1
2
2
Conflicting Circle Lanes
2
2
2
2
Adj Approach Flow, veh/h
10
24
639
552
Demand Flow Rate, veh/h
10
24
652
563
Vehicles Circulating, veh/h
573
648
16
12
Vehicles Exiting, veh/h
2
20
567
660
Ped Vol Crossing Leg, #/h
0
0
0
0
Ped Cap Adj
1.000
1.000
1.000
1.000
Approach Delay, s/veh
4.6
4.7
4.7
4.4
Approach LOS
A
A
A
A
Lane
Left
Right
Left
Left
Right
Left
Right
Designated Moves
LT
R
LTR
LT
TR
LT
TR
Assumed Moves
LT
R
LTR
LT
TR
LT
TR
RT Channelized
Lane Util
1.000
0.000
1.000
0.469
0.531
0.471
0.529
Follow-Up Headway, s
2.667
2.535
2.535
2.667
2.535
2.667
2.535
Critical Headway, s
4.645
4.328
4.328
4.645
4.328
4.645
4.328
Entry Flow, veh/h
10
0
24
306
346
265
298
Cap Entry Lane, veh/h
797
873
819
1330
1401
1335
1406
Entry HV Adj Factor
0.998
1.000
1.000
0.982
0.980
0.979
0.982
Flow Entry, veh/h
10
0
24
301
339
259
293
Cap Entry, veh/h
795
873
819
1306
1372
1307
1380
V/C Ratio
0.013
0.000
0.029
0.230
0.247
0.198
0.212
Control Delay, s/veh
4.6
4.1
4.7
4.7
4.7
4.4
4.4
LOS
A
A
A
A
A
A
A
95th %tile Queue, veh
0
0
0
1
1
1
1
HCM 6th TWSC
2: Scenic Loop & West U-Haul Driveway
06/19/2024
2030 Friday AM Peak Hour 8:12 am 06/19/2024 Baseline
Synchro 11 Report
Page 2
Intersection
Int Delay, s/veh
0
Movement
EBL
EBT
WBT WBR
SBL
SBR
Lane Configurations
Traffic Vol, veh/h
0
17
20
0
0
0
Future Vol, veh/h
0
17
20
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
- None
- None
- None
Storage Length
-
-
-
-
0
-
Veh in Median Storage, #
-
0
0
-
0
-
Grade, %
-
0
0
-
0
-
Peak Hour Factor
80
80
80
80
80
80
Heavy Vehicles, %
2
2
2
2
2
2
Mvmt Flow
0
21
25
0
0
0
Major/Minor
Major1
Major2
Minor2
Conflicting Flow All
25
0
-
0
46
25
Stage 1
-
-
-
-
25
-
Stage 2
-
-
-
-
21
-
Critical Hdwy
4.12
-
-
-
6.42
6.22
Critical Hdwy Stg 1
-
-
-
-
5.42
-
Critical Hdwy Stg 2
-
-
-
-
5.42
-
Follow-up Hdwy
2.218
-
-
- 3.518 3.318
Pot Cap-1 Maneuver
1589
-
-
-
964
1051
Stage 1
-
-
-
-
998
-
Stage 2
-
-
-
-
1002
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
1589
-
-
-
964
1051
Mov Cap-2 Maneuver
-
-
-
-
964
-
Stage 1
-
-
-
-
998
-
Stage 2
-
-
-
-
1002
-
Approach
EB
WB
SB
HCM Control Delay, s
0
0
0
HCM LOS
A
Minor Lane/Major Mvmt
EBL
EBT
WBT WBR SBLn1
Capacity (veh/h)
1589
-
-
-
-
HCM Lane V/C Ratio
-
-
-
-
-
HCM Control Delay (s)
0
-
-
-
0
HCM Lane LOS
A
-
-
-
A
HCM 95th %tile Q(veh)
0
-
-
-
-
HCM 6th TWSC
3: Scenic Loop & East U-Haul Driveway
06/19/2024
2030 Friday AM Peak Hour 8:12 am 06/19/2024 Baseline
Synchro 11 Report
Page 3
Intersection
Int Delay, s/veh
0
Movement
EBL
EBT
WBT WBR
SBL
SBR
Lane Configurations
Traffic Vol, veh/h
0
17
20
0
0
0
Future Vol, veh/h
0
17
20
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
- None
- None
- None
Storage Length
-
-
-
-
0
-
Veh in Median Storage, #
-
0
0
-
0
-
Grade, %
-
0
0
-
0
-
Peak Hour Factor
80
80
80
80
80
80
Heavy Vehicles, %
2
2
2
2
2
2
Mvmt Flow
0
21
25
0
0
0
Major/Minor
Major1
Major2
Minor2
Conflicting Flow All
25
0
-
0
46
25
Stage 1
-
-
-
-
25
-
Stage 2
-
-
-
-
21
-
Critical Hdwy
4.12
-
-
-
6.42
6.22
Critical Hdwy Stg 1
-
-
-
-
5.42
-
Critical Hdwy Stg 2
-
-
-
-
5.42
-
Follow-up Hdwy
2.218
-
-
- 3.518 3.318
Pot Cap-1 Maneuver
1589
-
-
-
964
1051
Stage 1
-
-
-
-
998
-
Stage 2
-
-
-
-
1002
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
1589
-
-
-
964
1051
Mov Cap-2 Maneuver
-
-
-
-
964
-
Stage 1
-
-
-
-
998
-
Stage 2
-
-
-
-
1002
-
Approach
EB
WB
SB
HCM Control Delay, s
0
0
0
HCM LOS
A
Minor Lane/Major Mvmt
EBL
EBT
WBT WBR SBLn1
Capacity (veh/h)
1589
-
-
-
-
HCM Lane V/C Ratio
-
-
-
-
-
HCM Control Delay (s)
0
-
-
-
0
HCM Lane LOS
A
-
-
-
A
HCM 95th %tile Q(veh)
0
-
-
-
-
HCM 6th Roundabout
1: US 93 & Scenic Loop
06/19/2024
2030 Friday MIDDAY Peak Hour 8:52 am 06/19/2024
Synchro 11 Report
Page 1
Intersection
Intersection Delay, s/veh
5.9
Intersection LOS
A
Approach
EB
WB
NB
SB
Entry Lanes
2
1
2
2
Conflicting Circle Lanes
2
2
2
2
Adj Approach Flow, veh/h
11
38
954
894
Demand Flow Rate, veh/h
11
39
973
912
Vehicles Circulating, veh/h
943
966
18
33
Vehicles Exiting, veh/h
2
25
936
972
Ped Vol Crossing Leg, #/h
0
0
0
0
Ped Cap Adj
1.000
1.000
1.000
1.000
Approach Delay, s/veh
6.6
6.6
6.0
5.8
Approach LOS
A
A
A
A
Lane
Left
Right
Left
Left
Right
Left
Right
Designated Moves
LT
R
LTR
LT
TR
LT
TR
Assumed Moves
LT
R
LTR
LT
TR
LT
TR
RT Channelized
Lane Util
1.000
0.000
1.000
0.470
0.530
0.470
0.530
Follow-Up Headway, s
2.667
2.535
2.535
2.667
2.535
2.667
2.535
Critical Headway, s
4.645
4.328
4.328
4.645
4.328
4.645
4.328
Entry Flow, veh/h
11
0
39
457
516
429
483
Cap Entry Lane, veh/h
567
637
625
1328
1399
1309
1381
Entry HV Adj Factor
1.000
1.000
0.974
0.981
0.980
0.980
0.981
Flow Entry, veh/h
11
0
38
449
506
420
474
Cap Entry, veh/h
567
637
608
1303
1371
1283
1355
V/C Ratio
0.019
0.000
0.062
0.344
0.369
0.328
0.350
Control Delay, s/veh
6.6
5.7
6.6
5.9
6.0
5.8
5.8
LOS
A
A
A
A
A
A
A
95th %tile Queue, veh
0
0
0
2
2
1
2
HCM 6th TWSC
2: Scenic Loop & West U-Haul Driveway
06/19/2024
2030 Friday MIDDAY Peak Hour 8:52 am 06/19/2024
Synchro 11 Report
Page 2
Intersection
Int Delay, s/veh
0
Movement
EBL
EBT
WBT WBR
SBL
SBR
Lane Configurations
Traffic Vol, veh/h
0
22
31
0
0
0
Future Vol, veh/h
0
22
31
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
- None
- None
- None
Storage Length
-
-
-
-
0
-
Veh in Median Storage, #
-
0
0
-
0
-
Grade, %
-
0
0
-
0
-
Peak Hour Factor
80
80
80
80
80
80
Heavy Vehicles, %
2
2
2
2
2
2
Mvmt Flow
0
28
39
0
0
0
Major/Minor
Major1
Major2
Minor2
Conflicting Flow All
39
0
-
0
67
39
Stage 1
-
-
-
-
39
-
Stage 2
-
-
-
-
28
-
Critical Hdwy
4.12
-
-
-
6.42
6.22
Critical Hdwy Stg 1
-
-
-
-
5.42
-
Critical Hdwy Stg 2
-
-
-
-
5.42
-
Follow-up Hdwy
2.218
-
-
- 3.518 3.318
Pot Cap-1 Maneuver
1571
-
-
-
938
1033
Stage 1
-
-
-
-
983
-
Stage 2
-
-
-
-
995
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
1571
-
-
-
938
1033
Mov Cap-2 Maneuver
-
-
-
-
938
-
Stage 1
-
-
-
-
983
-
Stage 2
-
-
-
-
995
-
Approach
EB
WB
SB
HCM Control Delay, s
0
0
0
HCM LOS
A
Minor Lane/Major Mvmt
EBL
EBT
WBT WBR SBLn1
Capacity (veh/h)
1571
-
-
-
-
HCM Lane V/C Ratio
-
-
-
-
-
HCM Control Delay (s)
0
-
-
-
0
HCM Lane LOS
A
-
-
-
A
HCM 95th %tile Q(veh)
0
-
-
-
-
HCM 6th TWSC
3: Scenic Loop & East U-Haul Driveway
06/19/2024
2030 Friday MIDDAY Peak Hour 8:52 am 06/19/2024
Synchro 11 Report
Page 3
Intersection
Int Delay, s/veh
0
Movement
EBL
EBT
WBT WBR
SBL
SBR
Lane Configurations
Traffic Vol, veh/h
0
22
31
0
0
0
Future Vol, veh/h
0
22
31
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
- None
- None
- None
Storage Length
-
-
-
-
0
-
Veh in Median Storage, #
-
0
0
-
0
-
Grade, %
-
0
0
-
0
-
Peak Hour Factor
80
80
80
80
80
80
Heavy Vehicles, %
2
2
2
2
2
2
Mvmt Flow
0
28
39
0
0
0
Major/Minor
Major1
Major2
Minor2
Conflicting Flow All
39
0
-
0
67
39
Stage 1
-
-
-
-
39
-
Stage 2
-
-
-
-
28
-
Critical Hdwy
4.12
-
-
-
6.42
6.22
Critical Hdwy Stg 1
-
-
-
-
5.42
-
Critical Hdwy Stg 2
-
-
-
-
5.42
-
Follow-up Hdwy
2.218
-
-
- 3.518 3.318
Pot Cap-1 Maneuver
1571
-
-
-
938
1033
Stage 1
-
-
-
-
983
-
Stage 2
-
-
-
-
995
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
1571
-
-
-
938
1033
Mov Cap-2 Maneuver
-
-
-
-
938
-
Stage 1
-
-
-
-
983
-
Stage 2
-
-
-
-
995
-
Approach
EB
WB
SB
HCM Control Delay, s
0
0
0
HCM LOS
A
Minor Lane/Major Mvmt
EBL
EBT
WBT WBR SBLn1
Capacity (veh/h)
1571
-
-
-
-
HCM Lane V/C Ratio
-
-
-
-
-
HCM Control Delay (s)
0
-
-
-
0
HCM Lane LOS
A
-
-
-
A
HCM 95th %tile Q(veh)
0
-
-
-
-
HCM 6th Roundabout
1: US 93 & Scenic Loop
06/19/2024
2030 Friday PM Peak Hour 8:56 am 06/19/2024
Synchro 11 Report
Page 1
Intersection
Intersection Delay, s/veh
5.1
Intersection LOS
A
Approach
EB
WB
NB
SB
Entry Lanes
2
1
2
2
Conflicting Circle Lanes
2
2
2
2
Adj Approach Flow, veh/h
6
21
800
705
Demand Flow Rate, veh/h
6
21
816
719
Vehicles Circulating, veh/h
726
800
12
11
Vehicles Exiting, veh/h
4
28
720
810
Ped Vol Crossing Leg, #/h
0
0
0
0
Ped Cap Adj
1.000
1.000
1.000
1.000
Approach Delay, s/veh
5.4
5.3
5.3
4.9
Approach LOS
A
A
A
A
Lane
Left
Right
Left
Left
Right
Left
Right
Designated Moves
LT
R
LTR
LT
TR
LT
TR
Assumed Moves
LT
R
LTR
LT
TR
LT
TR
RT Channelized
Lane Util
1.000
0.000
1.000
0.471
0.529
0.470
0.530
Follow-Up Headway, s
2.667
2.535
2.535
2.667
2.535
2.667
2.535
Critical Headway, s
4.645
4.328
4.328
4.645
4.328
4.645
4.328
Entry Flow, veh/h
6
0
21
384
432
338
381
Cap Entry Lane, veh/h
692
766
719
1335
1406
1336
1407
Entry HV Adj Factor
0.987
1.000
0.999
0.980
0.982
0.980
0.981
Flow Entry, veh/h
6
0
21
376
424
331
374
Cap Entry, veh/h
683
766
719
1308
1380
1310
1380
V/C Ratio
0.009
0.000
0.029
0.288
0.307
0.253
0.271
Control Delay, s/veh
5.4
4.7
5.3
5.3
5.3
4.9
4.9
LOS
A
A
A
A
A
A
A
95th %tile Queue, veh
0
0
0
1
1
1
1
HCM 6th TWSC
2: Scenic Loop & West U-Haul Driveway
06/19/2024
2030 Friday PM Peak Hour 8:56 am 06/19/2024
Synchro 11 Report
Page 2
Intersection
Int Delay, s/veh
0
Movement
EBL
EBT
WBT WBR
SBL
SBR
Lane Configurations
Traffic Vol, veh/h
0
24
17
0
0
0
Future Vol, veh/h
0
24
17
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
- None
- None
- None
Storage Length
-
-
-
-
0
-
Veh in Median Storage, #
-
0
0
-
0
-
Grade, %
-
0
0
-
0
-
Peak Hour Factor
80
80
80
80
80
80
Heavy Vehicles, %
2
2
2
2
2
2
Mvmt Flow
0
30
21
0
0
0
Major/Minor
Major1
Major2
Minor2
Conflicting Flow All
21
0
-
0
51
21
Stage 1
-
-
-
-
21
-
Stage 2
-
-
-
-
30
-
Critical Hdwy
4.12
-
-
-
6.42
6.22
Critical Hdwy Stg 1
-
-
-
-
5.42
-
Critical Hdwy Stg 2
-
-
-
-
5.42
-
Follow-up Hdwy
2.218
-
-
- 3.518 3.318
Pot Cap-1 Maneuver
1595
-
-
-
958
1056
Stage 1
-
-
-
-
1002
-
Stage 2
-
-
-
-
993
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
1595
-
-
-
958
1056
Mov Cap-2 Maneuver
-
-
-
-
958
-
Stage 1
-
-
-
-
1002
-
Stage 2
-
-
-
-
993
-
Approach
EB
WB
SB
HCM Control Delay, s
0
0
0
HCM LOS
A
Minor Lane/Major Mvmt
EBL
EBT
WBT WBR SBLn1
Capacity (veh/h)
1595
-
-
-
-
HCM Lane V/C Ratio
-
-
-
-
-
HCM Control Delay (s)
0
-
-
-
0
HCM Lane LOS
A
-
-
-
A
HCM 95th %tile Q(veh)
0
-
-
-
-
HCM 6th TWSC
3: Scenic Loop & East U-Haul Driveway
06/19/2024
2030 Friday PM Peak Hour 8:56 am 06/19/2024
Synchro 11 Report
Page 3
Intersection
Int Delay, s/veh
0
Movement
EBL
EBT
WBT WBR
SBL
SBR
Lane Configurations
Traffic Vol, veh/h
0
24
17
0
0
0
Future Vol, veh/h
0
24
17
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
- None
- None
- None
Storage Length
-
-
-
-
0
-
Veh in Median Storage, #
-
0
0
-
0
-
Grade, %
-
0
0
-
0
-
Peak Hour Factor
80
80
80
80
80
80
Heavy Vehicles, %
2
2
2
2
2
2
Mvmt Flow
0
30
21
0
0
0
Major/Minor
Major1
Major2
Minor2
Conflicting Flow All
21
0
-
0
51
21
Stage 1
-
-
-
-
21
-
Stage 2
-
-
-
-
30
-
Critical Hdwy
4.12
-
-
-
6.42
6.22
Critical Hdwy Stg 1
-
-
-
-
5.42
-
Critical Hdwy Stg 2
-
-
-
-
5.42
-
Follow-up Hdwy
2.218
-
-
- 3.518 3.318
Pot Cap-1 Maneuver
1595
-
-
-
958
1056
Stage 1
-
-
-
-
1002
-
Stage 2
-
-
-
-
993
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
1595
-
-
-
958
1056
Mov Cap-2 Maneuver
-
-
-
-
958
-
Stage 1
-
-
-
-
1002
-
Stage 2
-
-
-
-
993
-
Approach
EB
WB
SB
HCM Control Delay, s
0
0
0
HCM LOS
A
Minor Lane/Major Mvmt
EBL
EBT
WBT WBR SBLn1
Capacity (veh/h)
1595
-
-
-
-
HCM Lane V/C Ratio
-
-
-
-
-
HCM Control Delay (s)
0
-
-
-
0
HCM Lane LOS
A
-
-
-
A
HCM 95th %tile Q(veh)
0
-
-
-
-
HCM 6th Roundabout
1: US 93 & Scenic Loop
06/30/2025
2025 Friday AM Peak Hour With Project 8:12 am 01/13/2025 Baseline
Synchro 11 Report
Page 1
Intersection
Intersection Delay, s/veh
6.2
Intersection LOS
A
Approach
EB
WB
NB
SB
Entry Lanes
2
1
2
2
Conflicting Circle Lanes
2
2
2
2
Adj Approach Flow, veh/h
9
394
642
542
Demand Flow Rate, veh/h
9
402
655
553
Vehicles Circulating, veh/h
790
422
166
239
Vehicles Exiting, veh/h
2
399
633
585
Ped Vol Crossing Leg, #/h
0
0
0
0
Ped Cap Adj
1.000
1.000
1.000
1.000
Approach Delay, s/veh
5.7
8.2
5.6
5.6
Approach LOS
A
A
A
A
Lane
Left
Right
Left
Left
Right
Left
Right
Designated Moves
LT
R
LTR
LT
TR
LT
TR
Assumed Moves
LT
R
LTR
LT
TR
LT
TR
RT Channelized
Lane Util
1.000
0.000
1.000
0.470
0.530
0.470
0.530
Follow-Up Headway, s
2.667
2.535
2.535
2.667
2.535
2.667
2.535
Critical Headway, s
4.645
4.328
4.328
4.645
4.328
4.645
4.328
Entry Flow, veh/h
9
0
402
308
347
260
293
Cap Entry Lane, veh/h
653
726
992
1159
1233
1083
1159
Entry HV Adj Factor
0.998
1.000
0.980
0.979
0.980
0.980
0.981
Flow Entry, veh/h
9
0
394
302
340
255
287
Cap Entry, veh/h
651
726
972
1135
1209
1062
1137
V/C Ratio
0.014
0.000
0.405
0.266
0.281
0.240
0.253
Control Delay, s/veh
5.7
5.0
8.2
5.6
5.5
5.7
5.5
LOS
A
A
A
A
A
A
A
95th %tile Queue, veh
0
0
2
1
1
1
1
HCM 6th TWSC
2: West Access/West U-Haul Driveway & Scenic Loop
06/30/2025
2025 Friday AM Peak Hour With Project 8:12 am 01/13/2025 Baseline
Synchro 11 Report
Page 2
Intersection
Int Delay, s/veh
0
Movement
EBL
EBT
EBR
WBL
WBT WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
0
54
298
0
355
0
0
0
0
0
0
0
Future Vol, veh/h
0
54
298
0
355
0
0
0
0
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
- None
-
- None
-
- None
-
- None
Storage Length
-
-
100
-
-
-
0
-
-
-
-
-
Veh in Median Storage, #
-
0
-
-
0
-
-
0
-
-
0
-
Grade, %
-
0
-
-
0
-
-
0
-
-
0
-
Peak Hour Factor
90
90
90
90
90
90
80
80
80
80
80
80
Heavy Vehicles, %
2
2
2
2
2
2
2
2
2
2
2
2
Mvmt Flow
0
60
331
0
394
0
0
0
0
0
0
0
Major/Minor
Major1
Major2
Minor2
Conflicting Flow All
394
0
0
-
-
0
620
785
394
Stage 1
-
-
-
-
-
-
394
394
-
Stage 2
-
-
-
-
-
-
226
391
-
Critical Hdwy
4.12
-
-
-
-
-
6.42
6.52
6.22
Critical Hdwy Stg 1
-
-
-
-
-
-
5.42
5.52
-
Critical Hdwy Stg 2
-
-
-
-
-
-
5.42
5.52
-
Follow-up Hdwy
2.218
-
-
-
-
-
3.518 4.018 3.318
Pot Cap-1 Maneuver
1165
-
-
0
-
-
452
325
655
Stage 1
-
-
-
0
-
-
681
605
-
Stage 2
-
-
-
0
-
-
812
607
-
Platoon blocked, %
-
-
-
-
Mov Cap-1 Maneuver
1165
-
-
-
-
-
452
0
655
Mov Cap-2 Maneuver
-
-
-
-
-
-
452
0
-
Stage 1
-
-
-
-
-
-
681
0
-
Stage 2
-
-
-
-
-
-
812
0
-
Approach
EB
WB
SB
HCM Control Delay, s/v
0
0
0
HCM LOS
A
Minor Lane/Major Mvmt
EBL
EBT
EBR
WBT WBR SBLn1
Capacity (veh/h)
1165
-
-
-
-
-
HCM Lane V/C Ratio
-
-
-
-
-
-
HCM Control Delay (s/veh)
0
-
-
-
-
0
HCM Lane LOS
A
-
-
-
-
A
HCM 95th %tile Q (veh)
0
-
-
-
-
-
HCM 6th TWSC
3: East Access & Scenic Loop
06/30/2025
2025 Friday AM Peak Hour With Project 8:12 am 01/13/2025 Baseline
Synchro 11 Report
Page 3
Intersection
Int Delay, s/veh
9.3
Movement
EBL
EBT
EBR
WBL
WBT WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
0
15
39
0
18
0
337
0
0
0
0
0
Future Vol, veh/h
0
15
39
0
18
0
337
0
0
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
- None
-
- None
-
- None
-
- None
Storage Length
-
-
-
-
-
-
0
-
-
-
-
-
Veh in Median Storage, #
-
0
-
-
0
-
-
0
-
-
0
-
Grade, %
-
0
-
-
0
-
-
0
-
-
0
-
Peak Hour Factor
80
80
80
80
80
80
90
80
80
80
80
80
Heavy Vehicles, %
2
2
2
2
2
2
2
2
2
2
2
2
Mvmt Flow
0
19
49
0
23
0
374
0
0
0
0
0
Major/Minor
Major1
Major2
Minor1
Minor2
Conflicting Flow All
23
0
0
68
0
0
67
67
44
67
91
23
Stage 1
-
-
-
-
-
-
44
44
-
23
23
-
Stage 2
-
-
-
-
-
-
23
23
-
44
68
-
Critical Hdwy
4.12
-
-
4.12
-
-
7.12
6.52
6.22
7.12
6.52
6.22
Critical Hdwy Stg 1
-
-
-
-
-
-
6.12
5.52
-
6.12
5.52
-
Critical Hdwy Stg 2
-
-
-
-
-
-
6.12
5.52
-
6.12
5.52
-
Follow-up Hdwy
2.218
-
- 2.218
-
- 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver
1592
-
-
1533
-
-
926
824
1026
926
799
1054
Stage 1
-
-
-
-
-
-
970
858
-
995
876
-
Stage 2
-
-
-
-
-
-
995
876
-
970
838
-
Platoon blocked, %
-
-
-
-
Mov Cap-1 Maneuver
1592
-
-
1533
-
-
926
824
1026
926
799
1054
Mov Cap-2 Maneuver
-
-
-
-
-
-
926
824
-
926
799
-
Stage 1
-
-
-
-
-
-
970
858
-
995
876
-
Stage 2
-
-
-
-
-
-
995
876
-
970
838
-
Approach
EB
WB
NB
SB
HCM Control Delay, s/v
0
0
11.5
0
HCM LOS
B
A
Minor Lane/Major Mvmt
NBLn1NBLn2
EBL
EBT
EBR
WBL
WBT WBR SBLn1
Capacity (veh/h)
926
-
1592
-
-
1533
-
-
-
HCM Lane V/C Ratio
0.404
-
-
-
-
-
-
-
-
HCM Control Delay (s/veh)
11.5
0
0
-
-
0
-
-
0
HCM Lane LOS
B
A
A
-
-
A
-
-
A
HCM 95th %tile Q (veh)
2
-
0
-
-
0
-
-
-
HCM 6th Roundabout
1: US 93 & Scenic Loop
06/30/2025
2025 Friday MIDDAY Peak Hour With Project 8:52 am 01/13/2025
Synchro 11 Report
Page 1
Intersection
Intersection Delay, s/veh
8.3
Intersection LOS
A
Approach
EB
WB
NB
SB
Entry Lanes
2
1
2
2
Conflicting Circle Lanes
2
2
2
2
Adj Approach Flow, veh/h
10
404
938
860
Demand Flow Rate, veh/h
10
412
957
877
Vehicles Circulating, veh/h
1130
722
169
255
Vehicles Exiting, veh/h
2
404
971
879
Ped Vol Crossing Leg, #/h
0
0
0
0
Ped Cap Adj
1.000
1.000
1.000
1.000
Approach Delay, s/veh
7.8
12.8
7.1
7.5
Approach LOS
A
B
A
A
Lane
Left
Right
Left
Left
Right
Left
Right
Designated Moves
LT
R
LTR
LT
TR
LT
TR
Assumed Moves
LT
R
LTR
LT
TR
LT
TR
RT Channelized
Lane Util
1.000
0.000
1.000
0.470
0.530
0.470
0.530
Follow-Up Headway, s
2.667
2.535
2.535
2.667
2.535
2.667
2.535
Critical Headway, s
4.645
4.328
4.328
4.645
4.328
4.645
4.328
Entry Flow, veh/h
10
0
412
450
507
412
465
Cap Entry Lane, veh/h
477
543
769
1155
1230
1068
1143
Entry HV Adj Factor
1.000
1.000
0.981
0.980
0.981
0.981
0.980
Flow Entry, veh/h
10
0
404
441
497
404
456
Cap Entry, veh/h
477
543
754
1132
1206
1047
1121
V/C Ratio
0.021
0.000
0.536
0.389
0.412
0.386
0.407
Control Delay, s/veh
7.8
6.6
12.8
7.1
7.1
7.5
7.4
LOS
A
A
B
A
A
A
A
95th %tile Queue, veh
0
0
3
2
2
2
2
HCM 6th TWSC
2: West Access/West U-Haul Driveway & Scenic Loop
06/30/2025
2025 Friday MIDDAY Peak Hour With Project 8:52 am 01/13/2025
Synchro 11 Report
Page 2
Intersection
Int Delay, s/veh
0
Movement
EBL
EBT
EBR
WBL
WBT WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
0
58
298
0
364
0
0
0
0
0
0
0
Future Vol, veh/h
0
58
298
0
364
0
0
0
0
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
- None
-
- None
-
- None
-
- None
Storage Length
-
-
100
-
-
-
0
-
-
-
-
-
Veh in Median Storage, #
-
0
-
-
0
-
-
0
-
-
0
-
Grade, %
-
0
-
-
0
-
-
0
-
-
0
-
Peak Hour Factor
90
90
90
90
90
90
80
80
80
80
80
80
Heavy Vehicles, %
2
2
2
2
2
2
2
2
2
2
2
2
Mvmt Flow
0
64
331
0
404
0
0
0
0
0
0
0
Major/Minor
Major1
Major2
Minor2
Conflicting Flow All
404
0
0
-
-
0
634
799
404
Stage 1
-
-
-
-
-
-
404
404
-
Stage 2
-
-
-
-
-
-
230
395
-
Critical Hdwy
4.12
-
-
-
-
-
6.42
6.52
6.22
Critical Hdwy Stg 1
-
-
-
-
-
-
5.42
5.52
-
Critical Hdwy Stg 2
-
-
-
-
-
-
5.42
5.52
-
Follow-up Hdwy
2.218
-
-
-
-
-
3.518 4.018 3.318
Pot Cap-1 Maneuver
1155
-
-
0
-
-
443
319
647
Stage 1
-
-
-
0
-
-
674
599
-
Stage 2
-
-
-
0
-
-
808
605
-
Platoon blocked, %
-
-
-
-
Mov Cap-1 Maneuver
1155
-
-
-
-
-
443
0
647
Mov Cap-2 Maneuver
-
-
-
-
-
-
443
0
-
Stage 1
-
-
-
-
-
-
674
0
-
Stage 2
-
-
-
-
-
-
808
0
-
Approach
EB
WB
SB
HCM Control Delay, s/v
0
0
0
HCM LOS
A
Minor Lane/Major Mvmt
EBL
EBT
EBR
WBT WBR SBLn1
Capacity (veh/h)
1155
-
-
-
-
-
HCM Lane V/C Ratio
-
-
-
-
-
-
HCM Control Delay (s/veh)
0
-
-
-
-
0
HCM Lane LOS
A
-
-
-
-
A
HCM 95th %tile Q (veh)
0
-
-
-
-
-
HCM 6th TWSC
3: East Access & Scenic Loop
06/30/2025
2025 Friday MIDDAY Peak Hour With Project 8:52 am 01/13/2025
Synchro 11 Report
Page 3
Intersection
Int Delay, s/veh
9.2
Movement
EBL
EBT
EBR
WBL
WBT WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
0
19
39
0
27
0
337
0
0
0
0
0
Future Vol, veh/h
0
19
39
0
27
0
337
0
0
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
- None
-
- None
-
- None
-
- None
Storage Length
-
-
-
-
-
-
0
-
-
-
-
-
Veh in Median Storage, #
-
0
-
-
0
-
-
0
-
-
0
-
Grade, %
-
0
-
-
0
-
-
0
-
-
0
-
Peak Hour Factor
80
80
80
80
80
80
90
80
80
80
80
80
Heavy Vehicles, %
2
2
2
2
2
2
2
2
2
2
2
2
Mvmt Flow
0
24
49
0
34
0
374
0
0
0
0
0
Major/Minor
Major1
Major2
Minor1
Minor2
Conflicting Flow All
34
0
0
73
0
0
83
83
49
83
107
34
Stage 1
-
-
-
-
-
-
49
49
-
34
34
-
Stage 2
-
-
-
-
-
-
34
34
-
49
73
-
Critical Hdwy
4.12
-
-
4.12
-
-
7.12
6.52
6.22
7.12
6.52
6.22
Critical Hdwy Stg 1
-
-
-
-
-
-
6.12
5.52
-
6.12
5.52
-
Critical Hdwy Stg 2
-
-
-
-
-
-
6.12
5.52
-
6.12
5.52
-
Follow-up Hdwy
2.218
-
- 2.218
-
- 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver
1578
-
-
1527
-
-
904
807
1020
904
783
1039
Stage 1
-
-
-
-
-
-
964
854
-
982
867
-
Stage 2
-
-
-
-
-
-
982
867
-
964
834
-
Platoon blocked, %
-
-
-
-
Mov Cap-1 Maneuver
1578
-
-
1527
-
-
904
807
1020
904
783
1039
Mov Cap-2 Maneuver
-
-
-
-
-
-
904
807
-
904
783
-
Stage 1
-
-
-
-
-
-
964
854
-
982
867
-
Stage 2
-
-
-
-
-
-
982
867
-
964
834
-
Approach
EB
WB
NB
SB
HCM Control Delay, s/v
0
0
11.8
0
HCM LOS
B
A
Minor Lane/Major Mvmt
NBLn1NBLn2
EBL
EBT
EBR
WBL
WBT WBR SBLn1
Capacity (veh/h)
904
-
1578
-
-
1527
-
-
-
HCM Lane V/C Ratio
0.414
-
-
-
-
-
-
-
-
HCM Control Delay (s/veh)
11.8
0
0
-
-
0
-
-
0
HCM Lane LOS
B
A
A
-
-
A
-
-
A
HCM 95th %tile Q (veh)
2.1
-
0
-
-
0
-
-
-
HCM 6th Roundabout
1: US 93 & Scenic Loop
06/30/2025
2025 Friday PM Peak Hour With Project 8:56 am 01/13/2025
Synchro 11 Report
Page 1
Intersection
Intersection Delay, s/veh
6.9
Intersection LOS
A
Approach
EB
WB
NB
SB
Entry Lanes
2
1
2
2
Conflicting Circle Lanes
2
2
2
2
Adj Approach Flow, veh/h
6
339
827
716
Demand Flow Rate, veh/h
6
346
843
731
Vehicles Circulating, veh/h
932
632
142
206
Vehicles Exiting, veh/h
5
353
796
772
Ped Vol Crossing Leg, #/h
0
0
0
0
Ped Cap Adj
1.000
1.000
1.000
1.000
Approach Delay, s/veh
6.5
9.6
6.3
6.2
Approach LOS
A
A
A
A
Lane
Left
Right
Left
Left
Right
Left
Right
Designated Moves
LT
R
LTR
LT
TR
LT
TR
Assumed Moves
LT
R
LTR
LT
TR
LT
TR
RT Channelized
Lane Util
1.000
0.000
1.000
0.470
0.530
0.471
0.529
Follow-Up Headway, s
2.667
2.535
2.535
2.667
2.535
2.667
2.535
Critical Headway, s
4.645
4.328
4.328
4.645
4.328
4.645
4.328
Entry Flow, veh/h
6
0
346
396
447
344
387
Cap Entry Lane, veh/h
573
643
830
1185
1259
1117
1192
Entry HV Adj Factor
0.987
1.000
0.980
0.981
0.980
0.979
0.981
Flow Entry, veh/h
6
0
339
389
438
337
380
Cap Entry, veh/h
565
643
813
1162
1234
1093
1169
V/C Ratio
0.010
0.000
0.417
0.334
0.355
0.308
0.325
Control Delay, s/veh
6.5
5.6
9.6
6.3
6.3
6.3
6.2
LOS
A
A
A
A
A
A
A
95th %tile Queue, veh
0
0
2
1
2
1
1
HCM 6th TWSC
2: West Access/West U-Haul Driveway & Scenic Loop
06/30/2025
2025 Friday PM Peak Hour With Project 8:56 am 01/13/2025
Synchro 11 Report
Page 2
Intersection
Int Delay, s/veh
0
Movement
EBL
EBT
EBR
WBL
WBT WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
0
63
251
0
305
0
0
0
0
0
0
0
Future Vol, veh/h
0
63
251
0
305
0
0
0
0
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
- None
-
- None
-
- None
-
- None
Storage Length
-
-
100
-
-
-
0
-
-
-
-
-
Veh in Median Storage, #
-
0
-
-
0
-
-
0
-
-
0
-
Grade, %
-
0
-
-
0
-
-
0
-
-
0
-
Peak Hour Factor
90
90
90
90
90
90
80
80
80
80
80
80
Heavy Vehicles, %
2
2
2
2
2
2
2
2
2
2
2
2
Mvmt Flow
0
70
279
0
339
0
0
0
0
0
0
0
Major/Minor
Major1
Major2
Minor2
Conflicting Flow All
339
0
0
-
-
0
549
688
339
Stage 1
-
-
-
-
-
-
339
339
-
Stage 2
-
-
-
-
-
-
210
349
-
Critical Hdwy
4.12
-
-
-
-
-
6.42
6.52
6.22
Critical Hdwy Stg 1
-
-
-
-
-
-
5.42
5.52
-
Critical Hdwy Stg 2
-
-
-
-
-
-
5.42
5.52
-
Follow-up Hdwy
2.218
-
-
-
-
-
3.518 4.018 3.318
Pot Cap-1 Maneuver
1220
-
-
0
-
-
497
369
703
Stage 1
-
-
-
0
-
-
722
640
-
Stage 2
-
-
-
0
-
-
825
633
-
Platoon blocked, %
-
-
-
-
Mov Cap-1 Maneuver
1220
-
-
-
-
-
497
0
703
Mov Cap-2 Maneuver
-
-
-
-
-
-
497
0
-
Stage 1
-
-
-
-
-
-
722
0
-
Stage 2
-
-
-
-
-
-
825
0
-
Approach
EB
WB
SB
HCM Control Delay, s/v
0
0
0
HCM LOS
A
Minor Lane/Major Mvmt
EBL
EBT
EBR
WBT WBR SBLn1
Capacity (veh/h)
1220
-
-
-
-
-
HCM Lane V/C Ratio
-
-
-
-
-
-
HCM Control Delay (s/veh)
0
-
-
-
-
0
HCM Lane LOS
A
-
-
-
-
A
HCM 95th %tile Q (veh)
0
-
-
-
-
-
HCM 6th TWSC
3: East Access & Scenic Loop
06/30/2025
2025 Friday PM Peak Hour With Project 8:56 am 01/13/2025
Synchro 11 Report
Page 3
Intersection
Int Delay, s/veh
8.5
Movement
EBL
EBT
EBR
WBL
WBT WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
0
21
39
0
15
0
290
0
0
0
0
0
Future Vol, veh/h
0
21
39
0
15
0
290
0
0
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
- None
-
- None
-
- None
-
- None
Storage Length
-
-
-
-
-
-
0
-
-
-
-
-
Veh in Median Storage, #
-
0
-
-
0
-
-
0
-
-
0
-
Grade, %
-
0
-
-
0
-
-
0
-
-
0
-
Peak Hour Factor
80
80
80
80
80
80
90
80
80
80
80
80
Heavy Vehicles, %
2
2
2
2
2
2
2
2
2
2
2
2
Mvmt Flow
0
26
49
0
19
0
322
0
0
0
0
0
Major/Minor
Major1
Major2
Minor1
Minor2
Conflicting Flow All
19
0
0
75
0
0
70
70
51
70
94
19
Stage 1
-
-
-
-
-
-
51
51
-
19
19
-
Stage 2
-
-
-
-
-
-
19
19
-
51
75
-
Critical Hdwy
4.12
-
-
4.12
-
-
7.12
6.52
6.22
7.12
6.52
6.22
Critical Hdwy Stg 1
-
-
-
-
-
-
6.12
5.52
-
6.12
5.52
-
Critical Hdwy Stg 2
-
-
-
-
-
-
6.12
5.52
-
6.12
5.52
-
Follow-up Hdwy
2.218
-
- 2.218
-
- 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver
1597
-
-
1524
-
-
922
821
1017
922
796
1059
Stage 1
-
-
-
-
-
-
962
852
-
1000
880
-
Stage 2
-
-
-
-
-
-
1000
880
-
962
833
-
Platoon blocked, %
-
-
-
-
Mov Cap-1 Maneuver
1597
-
-
1524
-
-
922
821
1017
922
796
1059
Mov Cap-2 Maneuver
-
-
-
-
-
-
922
821
-
922
796
-
Stage 1
-
-
-
-
-
-
962
852
-
1000
880
-
Stage 2
-
-
-
-
-
-
1000
880
-
962
833
-
Approach
EB
WB
NB
SB
HCM Control Delay, s/v
0
0
11
0
HCM LOS
B
A
Minor Lane/Major Mvmt
NBLn1NBLn2
EBL
EBT
EBR
WBL
WBT WBR SBLn1
Capacity (veh/h)
922
-
1597
-
-
1524
-
-
-
HCM Lane V/C Ratio
0.349
-
-
-
-
-
-
-
-
HCM Control Delay (s/veh)
11
0
0
-
-
0
-
-
0
HCM Lane LOS
B
A
A
-
-
A
-
-
A
HCM 95th %tile Q (veh)
1.6
-
0
-
-
0
-
-
-
HCM 6th Roundabout
1: US 93 & Scenic Loop
06/30/2025
2030 Friday AM Peak Hour With Project 8:12 am 01/13/2025 Baseline
Synchro 11 Report
Page 1
Intersection
Intersection Delay, s/veh
6.6
Intersection LOS
A
Approach
EB
WB
NB
SB
Entry Lanes
2
1
2
2
Conflicting Circle Lanes
2
2
2
2
Adj Approach Flow, veh/h
10
397
703
596
Demand Flow Rate, veh/h
10
405
717
608
Vehicles Circulating, veh/h
847
484
169
241
Vehicles Exiting, veh/h
2
402
688
648
Ped Vol Crossing Leg, #/h
0
0
0
0
Ped Cap Adj
1.000
1.000
1.000
1.000
Approach Delay, s/veh
6.0
9.0
5.9
5.9
Approach LOS
A
A
A
A
Lane
Left
Right
Left
Left
Right
Left
Right
Designated Moves
LT
R
LTR
LT
TR
LT
TR
Assumed Moves
LT
R
LTR
LT
TR
LT
TR
RT Channelized
Lane Util
1.000
0.000
1.000
0.470
0.530
0.470
0.530
Follow-Up Headway, s
2.667
2.535
2.535
2.667
2.535
2.667
2.535
Critical Headway, s
4.645
4.328
4.328
4.645
4.328
4.645
4.328
Entry Flow, veh/h
10
0
405
337
380
286
322
Cap Entry Lane, veh/h
619
691
941
1155
1230
1081
1157
Entry HV Adj Factor
0.998
1.000
0.980
0.980
0.980
0.980
0.981
Flow Entry, veh/h
10
0
397
330
372
280
316
Cap Entry, veh/h
618
691
922
1132
1206
1060
1135
V/C Ratio
0.016
0.000
0.430
0.292
0.309
0.264
0.278
Control Delay, s/veh
6.0
5.2
9.0
5.9
5.9
5.9
5.8
LOS
A
A
A
A
A
A
A
95th %tile Queue, veh
0
0
2
1
1
1
1
HCM 6th TWSC
2: West Access/West U-Haul Driveway & Scenic Loop
06/30/2025
2030 Friday AM Peak Hour With Project 8:12 am 01/13/2025 Baseline
Synchro 11 Report
Page 2
Intersection
Int Delay, s/veh
0
Movement
EBL
EBT
EBR
WBL
WBT WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
0
56
298
0
357
0
0
0
0
0
0
0
Future Vol, veh/h
0
56
298
0
357
0
0
0
0
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
- None
-
- None
-
- None
-
- None
Storage Length
-
-
100
-
-
-
0
-
-
-
-
-
Veh in Median Storage, #
-
0
-
-
0
-
-
0
-
-
0
-
Grade, %
-
0
-
-
0
-
-
0
-
-
0
-
Peak Hour Factor
90
90
90
90
90
90
80
80
80
80
80
80
Heavy Vehicles, %
2
2
2
2
2
2
2
2
2
2
2
2
Mvmt Flow
0
62
331
0
397
0
0
0
0
0
0
0
Major/Minor
Major1
Major2
Minor2
Conflicting Flow All
397
0
0
-
-
0
625
790
397
Stage 1
-
-
-
-
-
-
397
397
-
Stage 2
-
-
-
-
-
-
228
393
-
Critical Hdwy
4.12
-
-
-
-
-
6.42
6.52
6.22
Critical Hdwy Stg 1
-
-
-
-
-
-
5.42
5.52
-
Critical Hdwy Stg 2
-
-
-
-
-
-
5.42
5.52
-
Follow-up Hdwy
2.218
-
-
-
-
-
3.518 4.018 3.318
Pot Cap-1 Maneuver
1162
-
-
0
-
-
449
322
652
Stage 1
-
-
-
0
-
-
679
603
-
Stage 2
-
-
-
0
-
-
810
606
-
Platoon blocked, %
-
-
-
-
Mov Cap-1 Maneuver
1162
-
-
-
-
-
449
0
652
Mov Cap-2 Maneuver
-
-
-
-
-
-
449
0
-
Stage 1
-
-
-
-
-
-
679
0
-
Stage 2
-
-
-
-
-
-
810
0
-
Approach
EB
WB
SB
HCM Control Delay, s/v
0
0
0
HCM LOS
A
Minor Lane/Major Mvmt
EBL
EBT
EBR
WBT WBR SBLn1
Capacity (veh/h)
1162
-
-
-
-
-
HCM Lane V/C Ratio
-
-
-
-
-
-
HCM Control Delay (s/veh)
0
-
-
-
-
0
HCM Lane LOS
A
-
-
-
-
A
HCM 95th %tile Q (veh)
0
-
-
-
-
-
HCM 6th TWSC
3: East Access & Scenic Loop
06/30/2025
2030 Friday AM Peak Hour With Project 8:12 am 01/13/2025 Baseline
Synchro 11 Report
Page 3
Intersection
Int Delay, s/veh
9.3
Movement
EBL
EBT
EBR
WBL
WBT WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
0
17
39
0
20
0
337
0
0
0
0
0
Future Vol, veh/h
0
17
39
0
20
0
337
0
0
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
- None
-
- None
-
- None
-
- None
Storage Length
-
-
-
-
-
-
0
-
-
-
-
-
Veh in Median Storage, #
-
0
-
-
0
-
-
0
-
-
0
-
Grade, %
-
0
-
-
0
-
-
0
-
-
0
-
Peak Hour Factor
80
80
80
80
80
80
90
80
80
80
80
80
Heavy Vehicles, %
2
2
2
2
2
2
2
2
2
2
2
2
Mvmt Flow
0
21
49
0
25
0
374
0
0
0
0
0
Major/Minor
Major1
Major2
Minor1
Minor2
Conflicting Flow All
25
0
0
70
0
0
71
71
46
71
95
25
Stage 1
-
-
-
-
-
-
46
46
-
25
25
-
Stage 2
-
-
-
-
-
-
25
25
-
46
70
-
Critical Hdwy
4.12
-
-
4.12
-
-
7.12
6.52
6.22
7.12
6.52
6.22
Critical Hdwy Stg 1
-
-
-
-
-
-
6.12
5.52
-
6.12
5.52
-
Critical Hdwy Stg 2
-
-
-
-
-
-
6.12
5.52
-
6.12
5.52
-
Follow-up Hdwy
2.218
-
- 2.218
-
- 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver
1589
-
-
1531
-
-
920
819
1023
920
795
1051
Stage 1
-
-
-
-
-
-
968
857
-
993
874
-
Stage 2
-
-
-
-
-
-
993
874
-
968
837
-
Platoon blocked, %
-
-
-
-
Mov Cap-1 Maneuver
1589
-
-
1531
-
-
920
819
1023
920
795
1051
Mov Cap-2 Maneuver
-
-
-
-
-
-
920
819
-
920
795
-
Stage 1
-
-
-
-
-
-
968
857
-
993
874
-
Stage 2
-
-
-
-
-
-
993
874
-
968
837
-
Approach
EB
WB
NB
SB
HCM Control Delay, s/v
0
0
11.6
0
HCM LOS
B
A
Minor Lane/Major Mvmt
NBLn1NBLn2
EBL
EBT
EBR
WBL
WBT WBR SBLn1
Capacity (veh/h)
920
-
1589
-
-
1531
-
-
-
HCM Lane V/C Ratio
0.407
-
-
-
-
-
-
-
-
HCM Control Delay (s/veh)
11.6
0
0
-
-
0
-
-
0
HCM Lane LOS
B
A
A
-
-
A
-
-
A
HCM 95th %tile Q (veh)
2
-
0
-
-
0
-
-
-
HCM 6th Roundabout
1: US 93 & Scenic Loop
06/30/2025
2030 Friday MIDDAY Peak Hour With Project 8:52 am 01/13/2025
Synchro 11 Report
Page 1
Intersection
Intersection Delay, s/veh
9.1
Intersection LOS
A
Approach
EB
WB
NB
SB
Entry Lanes
2
1
2
2
Conflicting Circle Lanes
2
2
2
2
Adj Approach Flow, veh/h
11
409
1028
945
Demand Flow Rate, veh/h
11
417
1049
964
Vehicles Circulating, veh/h
1220
813
171
258
Vehicles Exiting, veh/h
2
407
1060
972
Ped Vol Crossing Leg, #/h
0
0
0
0
Ped Cap Adj
1.000
1.000
1.000
1.000
Approach Delay, s/veh
8.5
15.1
7.7
8.1
Approach LOS
A
C
A
A
Lane
Left
Right
Left
Left
Right
Left
Right
Designated Moves
LT
R
LTR
LT
TR
LT
TR
Assumed Moves
LT
R
LTR
LT
TR
LT
TR
RT Channelized
Lane Util
1.000
0.000
1.000
0.470
0.530
0.470
0.530
Follow-Up Headway, s
2.667
2.535
2.535
2.667
2.535
2.667
2.535
Critical Headway, s
4.645
4.328
4.328
4.645
4.328
4.645
4.328
Entry Flow, veh/h
11
0
417
493
556
453
511
Cap Entry Lane, veh/h
439
503
711
1153
1228
1065
1140
Entry HV Adj Factor
1.000
1.000
0.981
0.980
0.980
0.981
0.980
Flow Entry, veh/h
11
0
409
483
545
444
501
Cap Entry, veh/h
439
503
698
1131
1204
1044
1118
V/C Ratio
0.025
0.000
0.586
0.427
0.453
0.425
0.448
Control Delay, s/veh
8.5
7.2
15.1
7.7
7.7
8.1
8.0
LOS
A
A
C
A
A
A
A
95th %tile Queue, veh
0
0
4
2
2
2
2
HCM 6th TWSC
2: West Access/West U-Haul Driveway & Scenic Loop
06/30/2025
2030 Friday MIDDAY Peak Hour With Project 8:52 am 01/13/2025
Synchro 11 Report
Page 2
Intersection
Int Delay, s/veh
0
Movement
EBL
EBT
EBR
WBL
WBT WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
0
61
298
0
368
0
0
0
0
0
0
0
Future Vol, veh/h
0
61
298
0
368
0
0
0
0
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
- None
-
- None
-
- None
-
- None
Storage Length
-
-
100
-
-
-
0
-
-
-
-
-
Veh in Median Storage, #
-
0
-
-
0
-
-
0
-
-
0
-
Grade, %
-
0
-
-
0
-
-
0
-
-
0
-
Peak Hour Factor
90
90
90
90
90
90
80
80
80
80
80
80
Heavy Vehicles, %
2
2
2
2
2
2
2
2
2
2
2
2
Mvmt Flow
0
68
331
0
409
0
0
0
0
0
0
0
Major/Minor
Major1
Major2
Minor2
Conflicting Flow All
409
0
0
-
-
0
643
808
409
Stage 1
-
-
-
-
-
-
409
409
-
Stage 2
-
-
-
-
-
-
234
399
-
Critical Hdwy
4.12
-
-
-
-
-
6.42
6.52
6.22
Critical Hdwy Stg 1
-
-
-
-
-
-
5.42
5.52
-
Critical Hdwy Stg 2
-
-
-
-
-
-
5.42
5.52
-
Follow-up Hdwy
2.218
-
-
-
-
-
3.518 4.018 3.318
Pot Cap-1 Maneuver
1150
-
-
0
-
-
438
315
642
Stage 1
-
-
-
0
-
-
671
596
-
Stage 2
-
-
-
0
-
-
805
602
-
Platoon blocked, %
-
-
-
-
Mov Cap-1 Maneuver
1150
-
-
-
-
-
438
0
642
Mov Cap-2 Maneuver
-
-
-
-
-
-
438
0
-
Stage 1
-
-
-
-
-
-
671
0
-
Stage 2
-
-
-
-
-
-
805
0
-
Approach
EB
WB
SB
HCM Control Delay, s/v
0
0
0
HCM LOS
A
Minor Lane/Major Mvmt
EBL
EBT
EBR
WBT WBR SBLn1
Capacity (veh/h)
1150
-
-
-
-
-
HCM Lane V/C Ratio
-
-
-
-
-
-
HCM Control Delay (s/veh)
0
-
-
-
-
0
HCM Lane LOS
A
-
-
-
-
A
HCM 95th %tile Q (veh)
0
-
-
-
-
-
HCM 6th TWSC
3: East Access & Scenic Loop
06/30/2025
2030 Friday MIDDAY Peak Hour With Project 8:52 am 01/13/2025
Synchro 11 Report
Page 3
Intersection
Int Delay, s/veh
9.1
Movement
EBL
EBT
EBR
WBL
WBT WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
0
22
39
0
31
0
337
0
0
0
0
0
Future Vol, veh/h
0
22
39
0
31
0
337
0
0
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
- None
-
- None
-
- None
-
- None
Storage Length
-
-
-
-
-
-
0
-
-
-
-
-
Veh in Median Storage, #
-
0
-
-
0
-
-
0
-
-
0
-
Grade, %
-
0
-
-
0
-
-
0
-
-
0
-
Peak Hour Factor
80
80
80
80
80
80
90
80
80
80
80
80
Heavy Vehicles, %
2
2
2
2
2
2
2
2
2
2
2
2
Mvmt Flow
0
28
49
0
39
0
374
0
0
0
0
0
Major/Minor
Major1
Major2
Minor1
Minor2
Conflicting Flow All
39
0
0
77
0
0
92
92
53
92
116
39
Stage 1
-
-
-
-
-
-
53
53
-
39
39
-
Stage 2
-
-
-
-
-
-
39
39
-
53
77
-
Critical Hdwy
4.12
-
-
4.12
-
-
7.12
6.52
6.22
7.12
6.52
6.22
Critical Hdwy Stg 1
-
-
-
-
-
-
6.12
5.52
-
6.12
5.52
-
Critical Hdwy Stg 2
-
-
-
-
-
-
6.12
5.52
-
6.12
5.52
-
Follow-up Hdwy
2.218
-
- 2.218
-
- 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver
1571
-
-
1522
-
-
892
798
1014
892
774
1033
Stage 1
-
-
-
-
-
-
960
851
-
976
862
-
Stage 2
-
-
-
-
-
-
976
862
-
960
831
-
Platoon blocked, %
-
-
-
-
Mov Cap-1 Maneuver
1571
-
-
1522
-
-
892
798
1014
892
774
1033
Mov Cap-2 Maneuver
-
-
-
-
-
-
892
798
-
892
774
-
Stage 1
-
-
-
-
-
-
960
851
-
976
862
-
Stage 2
-
-
-
-
-
-
976
862
-
960
831
-
Approach
EB
WB
NB
SB
HCM Control Delay, s/v
0
0
11.9
0
HCM LOS
B
A
Minor Lane/Major Mvmt
NBLn1NBLn2
EBL
EBT
EBR
WBL
WBT WBR SBLn1
Capacity (veh/h)
892
-
1571
-
-
1522
-
-
-
HCM Lane V/C Ratio
0.42
-
-
-
-
-
-
-
-
HCM Control Delay (s/veh)
11.9
0
0
-
-
0
-
-
0
HCM Lane LOS
B
A
A
-
-
A
-
-
A
HCM 95th %tile Q (veh)
2.1
-
0
-
-
0
-
-
-
HCM 6th Roundabout
1: US 93 & Scenic Loop
06/30/2025
2030 Friday PM Peak Hour With Project 8:56 am 01/13/2025
Synchro 11 Report
Page 1
Intersection
Intersection Delay, s/veh
7.4
Intersection LOS
A
Approach
EB
WB
NB
SB
Entry Lanes
2
1
2
2
Conflicting Circle Lanes
2
2
2
2
Adj Approach Flow, veh/h
6
341
906
786
Demand Flow Rate, veh/h
6
348
924
802
Vehicles Circulating, veh/h
1004
711
143
207
Vehicles Exiting, veh/h
5
356
867
852
Ped Vol Crossing Leg, #/h
0
0
0
0
Ped Cap Adj
1.000
1.000
1.000
1.000
Approach Delay, s/veh
6.9
10.8
6.7
6.6
Approach LOS
A
B
A
A
Lane
Left
Right
Left
Left
Right
Left
Right
Designated Moves
LT
R
LTR
LT
TR
LT
TR
Assumed Moves
LT
R
LTR
LT
TR
LT
TR
RT Channelized
Lane Util
1.000
0.000
1.000
0.470
0.530
0.470
0.530
Follow-Up Headway, s
2.667
2.535
2.535
2.667
2.535
2.667
2.535
Critical Headway, s
4.645
4.328
4.328
4.645
4.328
4.645
4.328
Entry Flow, veh/h
6
0
348
434
490
377
425
Cap Entry Lane, veh/h
536
605
776
1183
1258
1116
1191
Entry HV Adj Factor
0.987
1.000
0.980
0.981
0.980
0.980
0.980
Flow Entry, veh/h
6
0
341
426
480
369
417
Cap Entry, veh/h
529
605
760
1161
1232
1093
1167
V/C Ratio
0.011
0.000
0.449
0.367
0.390
0.338
0.357
Control Delay, s/veh
6.9
6.0
10.8
6.7
6.7
6.7
6.6
LOS
A
A
B
A
A
A
A
95th %tile Queue, veh
0
0
2
2
2
2
2
HCM 6th TWSC
2: West Access/West U-Haul Driveway & Scenic Loop
06/30/2025
2030 Friday PM Peak Hour With Project 8:56 am 01/13/2025
Synchro 11 Report
Page 2
Intersection
Int Delay, s/veh
0
Movement
EBL
EBT
EBR
WBL
WBT WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
0
63
251
0
307
0
0
0
0
0
0
0
Future Vol, veh/h
0
63
251
0
307
0
0
0
0
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
- None
-
- None
-
- None
-
- None
Storage Length
-
-
100
-
-
-
0
-
-
-
-
-
Veh in Median Storage, #
-
0
-
-
0
-
-
0
-
-
0
-
Grade, %
-
0
-
-
0
-
-
0
-
-
0
-
Peak Hour Factor
90
90
90
90
90
90
80
80
80
80
80
80
Heavy Vehicles, %
2
2
2
2
2
2
2
2
2
2
2
2
Mvmt Flow
0
70
279
0
341
0
0
0
0
0
0
0
Major/Minor
Major1
Major2
Minor2
Conflicting Flow All
341
0
0
-
-
0
551
690
341
Stage 1
-
-
-
-
-
-
341
341
-
Stage 2
-
-
-
-
-
-
210
349
-
Critical Hdwy
4.12
-
-
-
-
-
6.42
6.52
6.22
Critical Hdwy Stg 1
-
-
-
-
-
-
5.42
5.52
-
Critical Hdwy Stg 2
-
-
-
-
-
-
5.42
5.52
-
Follow-up Hdwy
2.218
-
-
-
-
-
3.518 4.018 3.318
Pot Cap-1 Maneuver
1218
-
-
0
-
-
495
368
701
Stage 1
-
-
-
0
-
-
720
639
-
Stage 2
-
-
-
0
-
-
825
633
-
Platoon blocked, %
-
-
-
-
Mov Cap-1 Maneuver
1218
-
-
-
-
-
495
0
701
Mov Cap-2 Maneuver
-
-
-
-
-
-
495
0
-
Stage 1
-
-
-
-
-
-
720
0
-
Stage 2
-
-
-
-
-
-
825
0
-
Approach
EB
WB
SB
HCM Control Delay, s/v
0
0
0
HCM LOS
A
Minor Lane/Major Mvmt
EBL
EBT
EBR
WBT WBR SBLn1
Capacity (veh/h)
1218
-
-
-
-
-
HCM Lane V/C Ratio
-
-
-
-
-
-
HCM Control Delay (s/veh)
0
-
-
-
-
0
HCM Lane LOS
A
-
-
-
-
A
HCM 95th %tile Q (veh)
0
-
-
-
-
-
HCM 6th TWSC
3: East Access & Scenic Loop
06/30/2025
2030 Friday PM Peak Hour With Project 8:56 am 01/13/2025
Synchro 11 Report
Page 3
Intersection
Int Delay, s/veh
8.5
Movement
EBL
EBT
EBR
WBL
WBT WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
0
24
39
0
17
0
290
0
0
0
0
0
Future Vol, veh/h
0
24
39
0
17
0
290
0
0
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
- None
-
- None
-
- None
-
- None
Storage Length
-
-
-
-
-
-
0
-
-
-
-
-
Veh in Median Storage, #
-
0
-
-
0
-
-
0
-
-
0
-
Grade, %
-
0
-
-
0
-
-
0
-
-
0
-
Peak Hour Factor
80
80
80
80
80
80
90
80
80
80
80
80
Heavy Vehicles, %
2
2
2
2
2
2
2
2
2
2
2
2
Mvmt Flow
0
30
49
0
21
0
322
0
0
0
0
0
Major/Minor
Major1
Major2
Minor1
Minor2
Conflicting Flow All
21
0
0
79
0
0
76
76
55
76
100
21
Stage 1
-
-
-
-
-
-
55
55
-
21
21
-
Stage 2
-
-
-
-
-
-
21
21
-
55
79
-
Critical Hdwy
4.12
-
-
4.12
-
-
7.12
6.52
6.22
7.12
6.52
6.22
Critical Hdwy Stg 1
-
-
-
-
-
-
6.12
5.52
-
6.12
5.52
-
Critical Hdwy Stg 2
-
-
-
-
-
-
6.12
5.52
-
6.12
5.52
-
Follow-up Hdwy
2.218
-
- 2.218
-
- 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver
1595
-
-
1519
-
-
914
814
1012
914
790
1056
Stage 1
-
-
-
-
-
-
957
849
-
998
878
-
Stage 2
-
-
-
-
-
-
998
878
-
957
829
-
Platoon blocked, %
-
-
-
-
Mov Cap-1 Maneuver
1595
-
-
1519
-
-
914
814
1012
914
790
1056
Mov Cap-2 Maneuver
-
-
-
-
-
-
914
814
-
914
790
-
Stage 1
-
-
-
-
-
-
957
849
-
998
878
-
Stage 2
-
-
-
-
-
-
998
878
-
957
829
-
Approach
EB
WB
NB
SB
HCM Control Delay, s/v
0
0
11.1
0
HCM LOS
B
A
Minor Lane/Major Mvmt
NBLn1NBLn2
EBL
EBT
EBR
WBL
WBT WBR SBLn1
Capacity (veh/h)
914
-
1595
-
-
1519
-
-
-
HCM Lane V/C Ratio
0.353
-
-
-
-
-
-
-
-
HCM Control Delay (s/veh)
11.1
0
0
-
-
0
-
-
0
HCM Lane LOS
B
A
A
-
-
A
-
-
A
HCM 95th %tile Q (veh)
1.6
-
0
-
-
0
-
-
-
SCENIC TERRIBLE’S
SCENIC LOOP/UNITED STATES ROUTE 93 (US 93)
REVISED TRAFFIC IMPACT ANALYSIS
APPENDIX
Turn Lane Calculations
Un-Signalized Intersection
Location:
Scenic Loop/US 93
Approach/Leg:
Westbound
V = vehicles per hour
Vehicle Length =
25 feet
MIDDAY Peak Hour
V =
368 vph
Synchro 95th Queue =
4 vehicles
S = Storage = Synchro Queue x Vehicle Length
S (ft) =
4 vehicles X 25 feet =
100 feet
Minimum Recommended Storage:
100 feet
2030 With Project
SCENIC TERRIBLE’S
SCENIC LOOP/UNITED STATES ROUTE 93 (US 93)
REVISED TRAFFIC IMPACT ANALYSIS
APPENDIX
Crash Summary
2021-2023
IncidentID
IncidentDate
CollisionManner TotalInjuries TotalFatalities InjurySeverity
Onroad
CrossingFeature
Offset
3780299
3/1/2021
5
1
0
4
SCENIC LOOP RD
US-93
0
LEGEND
1 SINGLE_VEHICLE
1 NO_INJURY
2 ANGLE (front to side)(other than left t
2 POSSIBLE_INJURY
3 LEFT_TURN
3 SUSPECTED_MINOR_INJURY
4 REAR_END
4 SUSPECTED_SERIOUS_INJURY
5 HEAD_ON
5 FATAL
6 SIDESWIPE_SAME_DIRECTION
99 UNKNOWN
7 SIDESWIPE_OPPOSITE_DIRECTION
8 REAR_TO_SIDE
9 REAR_TO_REAR
10 U_TURN
97 OTHER
99 UNKNOWN
InjurySeverity
CollisionManner
SCENIC TERRIBLE’S
SCENIC LOOP/UNITED STATES ROUTE 93 (US 93)
REVISED TRAFFIC IMPACT ANALYSIS
APPENDIX
Comment Resolution
Scenic Terrible's Revised TIA
Dated 9 July 2025
Comment Resolution
8/21/2025
Item No.
Page No.
Reviewer
Code
Comment
Response
1
36
T. Steinberger
A
Still is mentioning that a roundabout is being constructed. It has been constructed and is even mentioned later in the
conclusions.
The roundabout was under construction at the time of the field
review and had not yet been constructed at the time of the reported
head-on collision (March 2021). Text has been updated for clarity.
See revised report.
2
General
NRT
D
No further comments
Noted.
3
General
Richard Perez
Once the TIA is approved, the Scenic Terrible's development can begin ADOT's permit process
Noted.
4
General
Richard Perez
D
ADOT's comments may not be all inclusive. ADOT reserves the right to comment further upon receipt of the updated
TIA and if the Scenic Terrible's Development moves forward to review the encroachment permit application and
supporting documents mentioned above for the Scenic Terrible's Herbst development and to comment on any other
future meetings regarding the above mentioned development. Please contact the Northwest District Permits department
at Northwestpermit@azdot.gov if you have any questions or concerns.
Noted.
5
General
Richard Perez
D
ADOT respectfully requests that if the proposed Scenic Terrible's Herbst Development moves forward that the Town of
Wickenburg Development Services not issue an approval for this project to begin construction of any kind until ADOT's
and the Town of Wickenburg's reviews are complete.
ADOT will provide written confirmation to the Project Owner that
ADOT will meet Town of Wickenburg review times for this
provision in order to keep the project on schedule.
6
General
Richard Perez
D
A drainage report/study would be required for review to determine impacts to the ADOT drainage system along US-93
from this development and need to be stamped by a professional engineer licensed in the State of Arizona. The Drainage
Report should show that the Development retains the 100 year two hour event.
Noted.
7
General
Richard Perez
D
Provide responses to all ADOT comments.
Noted. See above.
8
General
T. Steinberger
D
All items in ADOT ROW needs to be permitted. Also this portion of US 93 is within access control.
Noted.
Arizona Department of Transportation (ADOT)
A - Will Comply
B - Consultant to Evaluate
C - ADOT to Evaluate
D - See Response
Page 1 of 1
P:\projects 2024\24051 - scenic terribles (wickenburg)\correspond\review comments\rev4\st tia prelim com res r1 250821
Scenic Terrible's Revised TIA
Dated 12 May 2025
Comment Resolution
6/30/2025
Item No.
Page No.
Reviewer
Code
Comment
Response
1
General
Richard Perez
A
Update TIA to reflect the right in only concept to the Scenic Terrible Herbst and resubmit for further review and
approval.
See revised site plan and report.
2
General
Richard Perez
D
Once the TIA is approved, the Scenic Terrible's development can begin ADOT's permit process.
Noted.
3
General
Richard Perez
D
ADOT's comments may not be all inclusive. ADOT reserves the right to comment further upon receipt of the updated
TIA and if the Scenic Terrible's Development moves forward to review the encroachment permit application and
supporting documents mentioned above for the Scenic Terrible's Herbst development and to comment on any other
future meetings regarding the above mentioned development. Please contact the Northwest District Permits
department at Northwestpermit@azdot.gov if you have any questions or concerns.
Noted.
4
General
Richard Perez
D
ADOT respectfully requests that if the proposed Scenic Terrible's Herbst Development moves forward that the Town
of Wickenburg Development Services not issue an approval for this project to begin construction of any kind until
ADOT's and the Town of Wickenburg's reviews are complete.
ADOT will provide written confirmation to the Project Owner that
ADOT will meet Town of Wickenburg review times for this
provision in order to keep the project on schedule.
5
General
Richard Perez
D
Provide responses to all ADOT comments.
Noted. See above.
6
General
T. Steinberger
D
All items in ADOT ROW needs to be permitted. Also this portion of US 93 is within access control.
Noted.
Arizona Department of Transportation (ADOT)
A - Will Comply
B - Consultant to Evaluate
C - ADOT to Evaluate
D - See Response
Page 1 of 1
P:\projects 2024\24051 - scenic terribles (wickenburg)\correspond\review comments\rev3\st tia adot comment res 250630.xlsx
Scenic Terrible's Revised TIA
Dated 22 January 2025
Comment Resolution
5/12/2025
Item No.
Page No.
Reviewer
Code
Comment
Response
1
General
NRT
D
Previous comment about vehicle lengths was responded to by stating that no trucks pumps will be installed, but site plan
is not updated and still shows trucks pumps. Please update and advise.
As noted in the report the site only includes fueling positions for
passenger cars, self serve car wash bays, and no trucks are expected
to use the site (with the exception of fuel and convenience store
deliveries). See revised site plan.
2
General
NRT
A
While not currently warranted, a right turn lane into the "West Access" should be provided due to the proximity to the
roundabout.
See revised site plan and report.
3
Figure 2
8
NRT
A
Site plan not updated to show RIRO at "West Access" or extension of splitter island. Please update site plan. Extension
of the splitter island is the preferred mitigation.
See revised site plan and report.
4
Figure 2
8
NRT
A
Please update the site plan to reflect changes from this submittal and previous submittals.
See revised site plan.
5
General
NRT
D
Consideration should be taken with respect to the two access roads to the east and west of the Terribles. ADOT is
concerned that if the surrounding frontage property along US-93 develops, then the western access road will not support
the traffic.
Noted. No cross access is planned at this time, nor are there any
plans for adjacent development. Per meeting with/notice from
ADOT, if future development does occur, a new traffic impact
analysis will likely be required for the development. See revised site
plan and report.
6
General
Richard Perez
D
If impacts to US-93 at Scenic Loop intersection are determined by the TIA then review of construction plans will not
occur until the TIA is approved by the Northern Regional Traffic department and offsite plan approval will not be given
for improvements to the ADOT Right of Way. Plans for the offsite roadway improvements would not be approved
beyond the 30% stage until the TIA is approved. Any improvements within the ADOT Right-of-Way would require an
encroachment permit with supporting documents to be submitted to the Northwest District Permits office prior to
development. Any and all work within the ADOT Right of Way shall be constructed according to ADOT Standards and
Specifications. All construction plans shall be signed, sealed and dated by a professional engineer licensed in the state of
Arizona.
Noted. Per the TIA, limited impacts to US-93 are anticipated by the
project.
7
General
Richard Perez
D
ADOT respectively request that the Town of Wickenburg keep ADOT included in all reviews and any other future
meetings moving forward with this development.
Noted.
8
General
Richard Perez
D
ADOT's comments may not be all inclusive. ADOT reserves the right to comment further when the Scenic Terrible
development moves forward to review the on and site plans for the development and to comment on any other future
meetings regarding the above mentioned development. Please contact the Northwest District Permits department if you
have any questions or concerns.
Noted.
9
General
Richard Perez
D
ADOT respectfully requests that if the Scenic Terrible development moves forward that the Town of Wickenburg not
issue an approval for this project to begin construction of any kind until ADOT's review is complete.
ADOT will provide written confirmation to the Project Owner that
ADOT will meet Town of Wickenburg review times for this
provision in order to keep the project on schedule.
10
General
Richard Perez
D
Provide responses to all ADOT comments.
Noted. See above.
Arizona Department of Transportation (ADOT)
A - Will Comply
B - Consultant to Evaluate
C - ADOT to Evaluate
D - See Response
Page 1 of 1
P:\projects 2024\24051 - scenic terribles (wickenburg)\correspond\review comments\rev2\st tia adot comment res r3 250423
Scenic Terrible's TIA
Dated 23 September 2024
Comment Resolution
1/21/2025
Item No.
Page No.
Reviewer
Code
Comment
Response
1
33
NRT/Brent Allman
D
"an average vehicle length of 25 feet is assumed." (re paragraph 1); Will there be trucks if so a longer vehicle length
should be assumed.
There will not be any fueling stations for large commercial diesel
semi trucks on site.
2
Table 11
33
NRT/Brent Allman
D
Table 11; What about EB left turning queues into the U-Haul? Is there concern for those to queue up? RIRO on both
is a possibility by extending the splitter island. May need to make both RIRO.
Per meeting with ADOT and Wickenburg on 3 December 2024,
this may be required in the future if adjacent development drives
the need to widen Scenic Loop Road. If required, ADOT and
Wickenburg will drive that process.
3
10
Todd Steinberger
D
There will be no access allowed within the access control
Per ADOT direction, the splitter island on the approach to the
roundabout at Scenic Loop/US 93 will be extended along Scenic
Loop as a raised median that limits the West Access of the site,
and the U-Haul Driveway, to a right in/right out only driveway.
See revised report.
4
Figure 1
7
Kevin Knox
D
In the site plan, there is a frontage road along the ADOT ROW and a road along the backside of the development.
What are the purposes of these roads? Their purposes are not mentioned in the TIA.
Per meeting with ADOT and Wickenburg on 3 December 2024, at
this time the two 'access' roads are only expected to serve the
project site. Adjacent development in the future will drive the
nature of both roads. At this time there are no plans for adjacent
development.
5
General
Richard Perez
D
If impacts to US-93 at Scenic Loop intersection are determined by the TIA then review of construction plans will not
occur until the TIA is approved by the Northern Regional Traffic department and offsite plan approval will not be
given for improvements to the ADOT Right of Way. Plans for the offsite roadway improvements would not be
approved beyond the 30% stage until the TIA is approved. Any improvements within the ADOT Right-of-Way would
require an encroachment permit with supporting documents to be submitted to the Northwest District Permits office
prior to development. Any and all work within the ADOT Right of Way shall be constructed according to ADOT
Standards and Specifications. All construction plans shall be signed, sealed and dated by a professional engineer
licensed in the state of
Arizona.
Noted. No impacts to US-93 are anticipated by the TIA.
6
General
Richard Perez
D
If this development moves forward and Northern Regional Traffic determines that improvements are needed at US-
93 and Scenic Loop, then ADOT highly suggest that a pre-application meeting be scheduled with the Northwest
District Permits review team to discuss the development and any potential impacts to US-93. Encroachment Permit
Pre-Application Checklist. The purpose of a pre-application meeting is for ADOT to receive an overview of the
proposed permit project and for the Customer to understand the ADOT permit process, requirements, and
expectations. Main contact will be Richard Perez Northwest Permits Supervisor who can be reached at
Northwestpermit@azdot.gov This email is monitored by the Permits Team within the Northwest District of ADOT
and provides redundancy to ensure appropriate processing of all permits.
Noted.
7
General
Richard Perez
D
ADOT respectively request that the Town of Wickenburg keep ADOT included in all reviews and any other future
meetings moving forward with this development.
Noted.
8
General
Richard Perez
D
ADOT's comments may not be all inclusive. ADOT reserves the right to comment further when the Scenic Terrible
development moves forward to review the on and site plans for the development and to comment on any other future
meetings regarding the above mentioned development. Please contact the Northwest District Permits department if
you have any questions or concerns.
Noted.
9
General
Richard Perez
D
ADOT respectfully requests that if the Scenic Terrible development moves forward that the Town of Wickenburg not
issue an approval for this project to begin construction of any kind until ADOT's review is complete.
Per meeting with ADOT and Wickenburg on 3 December 2024,
ADOT will provide written confirmation to the Project Owner that
ADOT will meet Town of Wickenburg review times for this
provision in order to keep the project on schedule. ADOT's review
will only focus on access points within ADOT right of way.
Arizona Department of Transportation (ADOT)
A - Will Comply
B - Consultant to Evaluate
C - ADOT/Wickenburg to Evaluate
D - See Response
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P:\projects 2024\24051 - scenic terribles (wickenburg)\correspond\review comments\rev1\st tia prelim comment res r4 250121.xlsx
Scenic Terrible's TIA
Dated 23 September 2024
Comment Resolution
1/21/2025
Item No.
Page No.
Reviewer
Code
Comment
Response
10
General
Richard Perez
D
Provide responses to all ADOT comments.
Noted. See above.
11
General
Steve Boyle
D
The Town doesn't necessarily have heavy concerns about this potential development however we rely on the expertise
of ADOT when it comes to access from the highway.
Noted.
Town of Wickenburg
A - Will Comply
B - Consultant to Evaluate
C - ADOT/Wickenburg to Evaluate
D - See Response
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