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TRAFFIC IMPACT ANALYSIS
for the
Wickenburg Canyons Convenience Store
NEC of Vulture Mine Road & US 93
Wickenburg, Arizona
Prepared for:
esencia
1743 E. McNair Drive, Suite 200
Tempe, Arizona 85283
Prepared by:
Traffic Impact Analysis
for the
Wickenburg Canyons Convenience Store
NEC of Vulture Mine Road & US 93
Wickenburg, Arizona
January 30, 2026
UCG Project Number: TR25099
Prepared for:
esencia
1743 E. McNair Drive, Suite 200
Tempe, Arizona 85283
Prepared by:
2803 N. 7th Avenue
Phoenix, Arizona 85007
Conducted by:
Keith A. Winney, P.E.
Wickenburg Canyons Convenience Store
Traffic Impact Analysis
1
TABLE OF CONTENTS
I. EXECUTIVE SUMMARY .................................................................................................................. 3
A. PROJECT SUMMARY ............................................................................................................................... 3
B. STUDY OBJECTIVES ................................................................................................................................ 3
C. CONCLUSIONS AND RECOMMENDATIONS ................................................................................................ 4
II. PROPOSED DEVELOPMENT ........................................................................................................ 6
A. SITE LOCATION ..................................................................................................................................... 6
B. LAND USE ............................................................................................................................................. 6
C. PHASING AND TIMING ............................................................................................................................ 6
D. SITE ACCESSIBILITY ................................................................................................................................ 6
III. STUDY AREA CONDITIONS .......................................................................................................10
A. STUDY AREA........................................................................................................................................ 10
B. STUDY AREA LAND USE ........................................................................................................................ 10
C. ANTICIPATED FUTURE DEVELOPMENT AND PLANNED IMPROVEMENTS ....................................................... 10
C.1. Town of Wickenburg Capital Improvement Projects .................................................................. 10
C.2. ADOT Improvement Projects ...................................................................................................... 10
C.3. Adjacent Private Development Projects ..................................................................................... 10
IV. EXISTING ROADWAY CONDITIONS ..........................................................................................11
A. PHYSICAL CHARACTERISTICS ................................................................................................................. 11
B. EXISTING TRAFFIC VOLUMES ................................................................................................................. 11
C. EXISTING INTERSECTION LEVEL OF SERVICE ANALYSES............................................................................. 13
D. CRASH ANALYSIS ................................................................................................................................. 13
D.1. Crashes by Year ........................................................................................................................... 14
D.2. Crashes by Type .......................................................................................................................... 14
D.3. Crashes by Severity ..................................................................................................................... 14
V. BACKGROUND CONDITIONS ....................................................................................................15
A. PROJECTED BACKGROUND TRAFFIC ...................................................................................................... 15
B. INTERSECTION LEVEL OF SERVICE ANALYSES – BACKGROUND TRAFFIC ...................................................... 18
VI. PROJECTED SITE TRAFFIC ........................................................................................................20
A. TRIP GENERATION ............................................................................................................................... 20
A.1 Pass-by Trips ................................................................................................................................. 20
B. TRIP DISTRIBUTION AND ASSIGNMENT .................................................................................................... 21
VII. TOTAL TRAFFIC CONDITIONS AND ANALYSIS ........................................................................23
A. TOTAL TRAFFIC VOLUMES ..................................................................................................................... 23
B. SITE ACCESS INTERSECTION SIGHT DISTANCE.......................................................................................... 26
C. AUXILIARY TURN LANE ANALYSIS ........................................................................................................... 26
C.1. Turn Lane Warrants – ADOT ....................................................................................................... 26
D. EXISTING INTERSECTION QUEUE ANALYSIS ............................................................................................. 28
E. INTERSECTION LEVEL OF SERVICE ANALYSES – TOTAL TRAFFIC ................................................................. 29
VIII. CONCLUSIONS AND RECOMMENDATIONS ...........................................................................31
IX. LIMITATIONS .............................................................................................................................33
X. SOURCES ....................................................................................................................................34
Appendix A . . . Traffic Data
Appendix B . . . Capacity Analyses
Appendix C . . . Crash Data
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LIST OF FIGURES
Figure 1: Vicinity Map .................................................................................................... 7
Figure 2: Aerial View ...................................................................................................... 8
Figure 3: Site Plan .......................................................................................................... 9
Figure 4: Existing Conditions ....................................................................................... 12
Figure 5: Background Traffic – Year 2027 .................................................................... 16
Figure 6: Background Traffic – Year 2030 .................................................................... 17
Figure 7: Site Traffic ..................................................................................................... 22
Figure 8: Total Traffic – Year 2027 ............................................................................... 24
Figure 9: Total Traffic – Year 2030 ............................................................................... 25
LIST OF TABLES
Table 1: Existing Conditions Intersection Levels of Service ......................................... 13
Table 2: Crashes by Year .............................................................................................. 14
Table 3: Crashes by Type ............................................................................................. 14
Table 4: Crashes by Severity ........................................................................................ 14
Table 5: Background Traffic Levels of Service – Year 2027 .......................................... 18
Table 6: Background Traffic Levels of Service – Year 2030 .......................................... 19
Table 7: Trip Generation .............................................................................................. 20
Table 8: Trip Distribution Percentages ......................................................................... 21
Table 9: Existing Intersection Queue Analysis ............................................................. 28
Table 10: Total Traffic Levels of Service – Year 2027 ................................................... 29
Table 11: Total Traffic Levels of Service – Year 2030 ................................................... 30
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I. EXECUTIVE SUMMARY
A. PROJECT SUMMARY
United Civil Group (UCG) was retained by esencia to perform this Traffic Impact
Analysis (TIA) to accompany the site plan review for the Wickenburg Canyons
Convenience Store (“the Development” or “Subject Site”) being planned for the
northeast corner of Vulture Mine Road & US 93 in Wickenburg, Arizona. The
Development is being planned to include a gas station having 24 fueling positions (20
personal vehicle fueling positions, 4 truck fueling positions) and an approximate 7,681
square foot convenience store building. The Development is being planned to open in
2027.
This Traffic Impact Analysis has been performed in general conformance with the
Arizona Department of Transportation (ADOT) Traffic Guidelines & Processes (TGP),
locally accepted standards, and industry practice.
NOTE: For the purposes of this study, US 93 will be denoted and referred to as an
east-to-west aligned roadway (i.e. southeastbound US 93 = “eastbound”, and
northwestbound US 93 = “westbound”).
B. STUDY OBJECTIVES
This study is intended to investigate the existing and future traffic conditions and
identify any potential roadway improvements necessary to serve the proposed
development. Major study objectives of this traffic report are as follows:
• Evaluate the existing conditions of the study area roadways and intersections;
and determine their existing AM, Mid, and PM peak hour traffic volumes.
• Estimate the traffic volumes the site will generate and evaluate the proposed
site accesses and external site access points in order to accommodate the
forecasted site traffic volumes.
• Where applicable, recommend any safety, intersection and/or roadway
improvements, sufficient to meet the needs of the development and adjacent
roadway network due to the additional site generated traffic volumes.
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C. CONCLUSIONS AND RECOMMENDATIONS
The Wickenburg Canyons Convenience Store development is being planned for the
northeast corner of Vulture Mine Road & US 93 in Wickenburg, Arizona. The
Development is planned for a gasoline station having 24 fueling positions (20 personal
vehicle fueling positions, 4 truck fueling positions) and an approximate 7,681 square
foot convenience store building. The opening is planned and assumed to occur in
2027.
Accessibility to the Development is planned to be provided via two new access
driveways connecting the site to Vulture Mine Road, Access A and Access B. Access A
is planned as a full movement driveway located on Vulture Mine Road approximately
220 feet north of the roundabout intersection with US 93 (measured from the yield
point of the southbound approach at the roundabout intersection to the centerline of
Access A). Access B is planned as a full movement driveway, and the primary truck
access, located on Vulture Mine Road approximately 143 feet north of Access A
(centerline to centerline). Currently, Vulture Mine Road is an “L” intersection north of
US 93 with the west leg serving two existing single-family residential lots; Access B will
form its east leg and turn this into a “T” intersection.
On a typical weekday, the Development is estimated to generate 134 net new primary
trips in the AM peak hour, 126 net new trips in the PM peak hour, and 1,220 net new
daily trips. Note: The estimated site trips during AM peak hour are applied to the
Mid peak hour for conservative purposes. Additionally, due to the planned uses and
the site location along a Principal Arterial, significant pass-by trips are expected to be
attracted by the Development.
In the existing conditions, the roundabout study area intersection of Vulture Mine Road
& US 93 currently operates at an overall level of service (LOS) A in the AM, Mid, and
PM peak hours. All approaches of the intersection currently operate at LOS A in the
AM, Mid, and PM peak hours.
For background traffic conditions in year 2027, the roundabout study area intersection
of Vulture Mine Road & US 93 is forecasted to operate at an overall level of service
(LOS) A in the AM, Mid, and PM peak hours. All approaches of the intersection are
forecasted to operate at LOS A in the AM, Mid, and PM peak hours for background
traffic conditions in year 2027. For background traffic conditions in year 2030, the
roundabout study area intersection of Vulture Mine Road & US 93 is forecasted to
operate at an overall level of service (LOS) A in the AM, Mid, and PM peak hours. All
approaches of the intersection are forecasted to operate at LOS B or better in the AM,
Mid, and PM peak hours for background traffic conditions in year 2030.
For total traffic conditions through year 2030, the roundabout study area intersection
of Vulture Mine Road & US 93 is forecasted to operate at an overall LOS A in the AM
and PM peak hours, and LOS B in the Mid peak hour; all approaches of this
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intersection are forecasted to operate at LOS D or better in the AM, Mid, and PM peak
hours for traffic conditions to year 2030. For total traffic conditions through year 2030,
all movements of the site access intersections are forecasted to operate at LOS B or
better in the AM, Mid, and PM peak hours.
Right-turn and left-turn warrants are not met at the site accesses for total traffic
conditions in 2030.
At the intersection of Vulture Mine Road & US 93, the available storage distances back
to the first adjacent crossroad or driveway exceed the calculated 95th percentile queue
lengths of each approach for the 2030 total traffic conditions in the AM, Mid, and PM
peak hours.
Based on this Traffic Impact Study, the following recommendations apply:
• Adequate sight distances and sight distance triangles at the site accesses should
be provided per AASHTO’s A Policy on Geometric Design of Highways and
Streets.
• Access A and Access B should be provided with stop-control at their intersection
with Vulture Mine Road; at Access B, this includes providing stop-control on the
existing eastbound approach at the new “T” intersection with Vulture Mine
Road.
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II. PROPOSED DEVELOPMENT
A. SITE LOCATION
The Development is planned for a portion of parcel numbers 201-11-005L & 201-11-
005N, located on the northeast corner of Vulture Mine Road & US 93 in Wickenburg,
Arizona. Figure 1: Vicinity Map and Figure 2: Aerial View present the location of the
proposed development within the context of the immediate area.
B. LAND USE
The Subject Site is currently zoned C-2. Figure 3: Site Plan illustrates the planned
layout of the Development, which is planned to include a gas station having 24 fueling
positions (20 personal vehicle fueling positions, 4 truck fueling positions) and an
approximate 7,681 square foot convenience store building.
C. PHASING AND TIMING
The Development is planned to be opened in 2027.
Based on the estimated trip generation of the Development (as presented in Section
VI.A of this study), and per ADOT TGP 240, the analysis horizon years of this study are
the opening year of the Development, year 2027, and a 3-year horizon, year 2030.
D. SITE ACCESSIBILITY
Accessibility to the Development is planned to be provided via two new access
driveways connecting the site to Vulture Mine Road. “Access A” is planned as a full
movement driveway located on Vulture Mine Road approximately 220 feet north of the
roundabout intersection with US 93 (measured from the yield point of the southbound
approach at the roundabout intersection to the centerline of Access A). “Access B” is
planned as a full movement driveway, and the primary truck access, located on Vulture
Mine Road approximately 143 feet north of Access A (centerline to centerline).
Currently, Vulture Mine Road is an “L” intersection north of US 93 with the west leg
serving two existing single-family residential lots; Access B will form its east leg and
turn this into a “T” intersection.
Access A and Access B should be provided with stop-control at their intersection with
Vulture Mine Road; at Access B, this includes providing stop-control on the existing
eastbound approach at the new “T” intersection with Vulture Mine Road.
Figure 1: Vicinity Map
ArcGIS 2026
not to scale
Subject Site
not to scale
Figure 2: Aerial View
Permission for commercial use granted by Google Earth
Subject
Site
93
Vulture Mine Rd
Figure 3: Site Plan
ACCESS A
Full Access
ACCESS B
Full Access
Truck Access
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III. STUDY AREA CONDITIONS
A. STUDY AREA
Per scoping input provided by the ADOT Northwest District and ADOT TGP 240, the
following are the study area intersections of this TIA:
• Existing Study Area Intersections:
o Vulture Mine Road & US 93
• Proposed Site Access Intersections:
o Vulture Mine Road & Access A
o Vulture Mine Road & Access B
B. STUDY AREA LAND USE
The following describes the existing land uses of the subject site and surrounding area:
SUBJECT SITE: Vacant desert land. Existing Zoning: C-2.
NORTH: Vacant desert land.
SOUTH: US 93 followed by vacant desert land and an existing gas station/convenience
store site on the southwest corner of Vulture Mine Road & US 93.
EAST: Vacant desert land.
WEST: Vulture Mine Road followed by vacant desert land and a single-family
residential home.
C. ANTICIPATED FUTURE DEVELOPMENT AND PLANNED IMPROVEMENTS
C.1. TOWN OF WICKENBURG CAPITAL IMPROVEMENT PROJECTS
No capital improvement projects are planned within the study area by the Town of
Wickenburg that would add transportation infrastructure or change traffic control.
C.2. ADOT IMPROVEMENT PROJECTS
ADOT does not have any planned improvement projects within the study area.
C.3. ADJACENT PRIVATE DEVELOPMENT PROJECTS
No new private developments are known to be planned adjacent to the subject site
and/or within the study area requiring inclusion and consideration as part of this TIA.
Any new development that may occur is assumed to be captured within the ambient
growth rate utilized as part of this study (refer to Section V.A. of this study).
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IV. EXISTING ROADWAY CONDITIONS
A. PHYSICAL CHARACTERISTICS
US 93 is classified as Principal Arterial – Other per the ADOT Functional Classification
Map. Adjacent to the subject site, US 93 is a four-lane section (two eastbound travel
lanes, two westbound travel lanes) with a raised median and lacking curb/gutter and
sidewalk (except directly at the intersection with Vulture Mine Road). The posted
speed limit is 35 mph.
NOTE: For the purposes of this study, US 93 will be denoted and referred to as an
east-to-west aligned roadway (i.e. southeastbound US 93 = “eastbound”, and
northwestbound US 93 = “westbound”).
Vulture Mine Road is classified as a Rural Major Collector within the Town of
Wickenburg General Plan 2045. South of US 93, Vulture Mine Road is a 2-lane
undivided section (one northbound lane, one southbound lane) and lacks curb/gutter,
sidewalk, and bicycle lanes. The posted speed limit is 50 mph. Vulture Mine Road
ends at an “L” intersection approximately 350 feet north of US 93, with this short
segment having a 2-lane undivided section and a posted speed limit of 35 mph
The intersection of Vulture Mine Road & US 93 was reconstructed into a two-lane
roundabout intersection in 2024 and is under maintenance and control of ADOT.
The existing intersection roadway geometry of the study area is provided in Figure 4:
Existing Conditions.
B. EXISTING TRAFFIC VOLUMES
Existing turning movement counts in 15-minute intervals for a full 24-hour period were
collected at the study area intersection on Friday, January 30, 2025. The resulting
existing AM, Mid, and PM peak hour and 24-hour ADT volumes are presented in
Figure 4. Complete traffic count data can be found in Appendix A: Traffic Data.
US 93 east of Vulture Mine Road has an existing two-way daily traffic volume of 15,849.
Vulture Mine Road south of US 93 has an existing two-way daily traffic volume of 6,324.
LEGEND
AM(PM) Peak Hour Traffic Volume
Average Daily Traffic Volume
XX(XX)
not to scale
Figure 4: Existing Conditions
1
93
Vulture Mine Rd
YIELD
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C. EXISTING INTERSECTION LEVEL OF SERVICE ANALYSES
The levels of service (LOS) and overall average delay at the existing study area
intersection was evaluated using the existing collected traffic volumes and roundabout
lane geometry. Vistro software, employing the methodologies as presented in the
Highway Capacity Manual, was utilized for the capacity analyses to obtain the levels of
service. Vistro output reports are included in Appendix B: Capacity Analyses. The
results of the existing levels of service analysis are presented in Table 1: Existing
Conditions Intersection Levels of Service.
TABLE 1: EXISTING CONDITIONS INTERSECTION LEVELS OF SERVICE
Intersection and
Approach
Turning
Movement
Delay (s/veh) for
Movement & LOS
AM [MD] (PM)
Approach Delay s/veh & LOS
AM [MD] (PM)
Intersection Delay
s/veh & LOS
AM [MD] (PM)
Vulture Mine
Rd & US93 –
Roundabout
NB
Left
-
3.42A [5.84A] (5.84A)
4.55A [6.87A] (5.9A)
Thru
-
Right
-
SB
Left
-
5.17A [9.1A] (6.91A)
Thru
-
Right
-
EB
Left
-
4.25A [5.36A] (5.11A)
Thru
-
Right
-
WB
Left
-
5.28A [8.54A] (6.83A)
Thru
-
Right
-
In the existing conditions, the roundabout study area intersection of Vulture Mine Road
& US 93 currently operates at an overall level of service (LOS) A in the AM, Mid, and
PM peak hours. All approaches of the intersection currently operate at LOS A in the
AM, Mid, and PM peak hours.
D. CRASH ANALYSIS
The most recent three years of available crash data (1/1/2023 – 12/31/2025) for the
existing study area intersection of Vulture Mine Road & US 93 was obtained from the
Arizona Department of Transportation (ADOT) Arizona Crash Information System
(ACIS). The detailed reports, including collision manner and injury severity, as provided
by the ADOT ACIS are provided in Appendix C: Crash Data. A summary of the crash
data is provided below.
Major reconstruction of the Vulture Mine Road & US 93 intersection occurred within the
last three years (in 2023-2024), converting from a signalized intersection to a 2-lane
roundabout.
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D.1. CRASHES BY YEAR
Table 2: Crashes by Year summarizes the total number of crashes at the study
intersections for each year of the three-year analysis period.
TABLE 2: CRASHES BY YEAR
Intersection
2023
2024
2025
Total
Crashes
Vulture Mine Road & US 93
6
7
5
18
D.2. CRASHES BY TYPE
Table 3: Crashes by Type summarizes the total number of crashes at the intersection by
type over the three-year period. Crash type categories include Rear End, Left Turn,
Angle (front to side, other than left turn), and Other. The “Other” crashes included
Sideswipe (Same and Opposite Direction), and Single Vehicle.
TABLE 3: CRASHES BY TYPE
Intersection
Rear End
Left Turn
Angle
Other
Total
Crashes
Vulture Mine Road & US 93
9
0
2
7
18
D.3. CRASHES BY SEVERITY
Table 4: Crashes by Severity on the following page summarizes the total number of
crashes at the intersection by severity over the three-year period. Crash severity is
determined by the reporting officer at the time of the crash or soon thereafter based
on the most severe injury sustained by an involved party. Crashes are ranked from most
severe (Fatal) to least severe (No Injury).
TABLE 4: CRASHES BY SEVERITY
Intersection
A
B
C
D
E
Total
Crashes
Vulture Mine Road & US 93
0
0
1
1
16
18
A=Fatal B=Suspected Serious Injury C=Suspected Minor Injury D=Possible Injury E=No Injury
For the most recent 3-year period, a total of 18 crashes were reported at the Vulture
Mine Road & US 93 intersection. None of the crashes involved a fatality. Of the 10
total crashes at the intersection, the most common crash type was Rear End (9 total,
50%) and Sideswipe Same Direction (4 total, 22%). The majority of the rear end
crashes occurred prior to the completion of the roundabout intersection traffic control;
whereas the majority of the sideswipe crashes occurred after the completion of the
roundabout intersection traffic control, which is expected. Overall, based on the
reported crashes, and their types and circumstances, no roadway condition issues that
may contribute to excessive crash types or severity are apparent.
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V. BACKGROUND CONDITIONS
A. PROJECTED BACKGROUND TRAFFIC
“Non-site/No-build” or “background” traffic volumes representing the amount of
traffic estimated to be on the area roadway network within the study area without the
Development are projected for the horizon years - opening year (2027) and 3-year
horizon after opening (2030).
To account for any ambient growth or potential yet currently unknown developments
within or adjacent to the study area, a typical compound annual growth rate (CAGR) of
2% is applied to the existing traffic volumes through horizon year 2030.
Figure 5: Background Traffic – Year 2027 presents the overall projected background
traffic volumes for the study area for opening year 2027; Figure 6: Background Traffic
– Year 2030 presents the overall projected background traffic volumes for the study for
the 3-year horizon after opening, 2030.
LEGEND
AM(PM) Peak Hour Traffic Volume
XX(XX)
not to scale
Figure 5: Background Traffic - Year 2027
1
93
Vulture Mine Rd
LEGEND
AM(PM) Peak Hour Traffic Volume
XX(XX)
not to scale
Figure 6: Background Traffic - Year 2030
1
93
Vulture Mine Rd
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B. INTERSECTION LEVEL OF SERVICE ANALYSES – BACKGROUND TRAFFIC
Capacity analyses at the existing study area intersection of Vulture Mine Road & US 93
was performed for the forecasted background traffic conditions utilizing the overall
background traffic volumes (without the Development, i.e. “no build”). Table 5:
Background Traffic Levels of Service – Year 2027 and Table 6: Background Traffic
Levels of Service – Year 2030 present the results. Vistro output reports are included in
Appendix B.
TABLE 5: BACKGROUND TRAFFIC LEVELS OF SERVICE – YEAR 2027
Intersection and
Approach
Turning
Movement
Delay (s/veh) for
Movement & LOS
AM [MD] (PM)
Approach Delay s/veh &
LOS AM [MD] (PM)
Intersection Delay
s/veh & LOS
AM [MD] (PM)
Vulture
Mine Rd &
US93 –
Roundabout
NB
Left
-
3.47A [6.01A] (5.98A)
4.6A [7.01A]
(5.99A)
Thru
-
Right
-
SB
Left
-
5.25A [9.32A] (7.04A)
Thru
-
Right
-
EB
Left
-
4.28A [5.42A] (5.16A)
Thru
-
Right
-
WB
Left
-
5.34A [8.73A] (6.94A)
Thru
-
Right
-
For background traffic conditions in year 2027, the roundabout study area intersection
of Vulture Mine Road & US 93 is forecasted to operate at an overall level of service
(LOS) A in the AM, Mid, and PM peak hours. All approaches of the intersection are
forecasted to operate at LOS A in the AM, Mid, and PM peak hours for background
traffic conditions in year 2027.
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TABLE 6: BACKGROUND TRAFFIC LEVELS OF SERVICE – YEAR 2030
Intersection and
Approach
Turning
Movement
Delay (s/veh) for
Movement & LOS
AM [MD] (PM)
Approach Delay s/veh & LOS
AM [MD] (PM)
Intersection Delay
s/veh & LOS
AM [MD] (PM)
Vulture
Mine Rd &
US93 –
Roundabout
NB
Left
-
3.64A [6.54A] (6.49A)
4.75A [7.47A]
(6.31A)
Thru
-
Right
-
SB
Left
-
5.47A [10.06B] (7.48A)
Thru
-
Right
-
EB
Left
-
4.38A [5.63A] (5.33A)
Thru
-
Right
-
WB
Left
-
5.53A [9.38A] (7.32A)
Thru
-
Right
-
For background traffic conditions in year 2030, the roundabout study area intersection
of Vulture Mine Road & US 93 is forecasted to operate at an overall level of service
(LOS) A in the AM, Mid, and PM peak hours. All approaches of the intersection are
forecasted to operate at LOS B or better in the AM, Mid, and PM peak hours for
background traffic conditions in year 2030.
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VI. PROJECTED SITE TRAFFIC
A. TRIP GENERATION
Estimates of the traffic volumes that will be generated by the Development were
determined from transportation planning data provided in the Institute of
Transportation Engineers (ITE) Trip Generation Manual, 12th Edition, 2025. The
following are the land uses and associated land use code (LUC) from the Trip
Generation Manual utilized for trip generation estimation purposes.
• Convenience Store and Gas Station:
o Approximate 7,681 square foot convenience store
o 24 Vehicle Fueling Positions (20 personal vehicle fueling positions, 4 truck
fueling positions)
ITE LUC 945 – Convenience Store/Gas Station – GFA (5.5 – 10k)
A.1 PASS-BY TRIPS
A significant portion of the site traffic would be expected to be pass-by trips due to the
nature of the planned land use and the site’s location along a principal arterial state
highway travel corridor. As defined by ITE’s Trip Generation Handbook, pass-by trips
are made as an immediate stop on the way from an origin to a primary trip destination,
without a route diversion. For analysis purposes, the total amount of trips determined
to be pass-by trips are not included in the new external trips forecasted to be
generated by a development; are included in the site access driveway movements
(Access A, Access B, Vulture Mine Road); and are subtracted from the existing through
volumes on the adjacent roadway (US 93).
According to ITE’s Trip Generation Handbook, the average AM and PM peak period
pass-by trip percentage for a for a convenience store/gas station (LUC 945) is 76% and
75%, respectively.
Table 7: Trip Generation presents the estimated daily and peak hour trips generated
by the Development for a typical weekday using the above assumptions.
TABLE 7: TRIP GENERATION
Land Use
ITE
Code
Units
Total
Size
Daily
AM Peak
PM Peak
In
Out
Total
In
Out
Total
Convenience
Store/Gas Station
– GFA (5.5-10k)
945
Fueling
Pos.
24
4,880
279
278
557
253
253
506
Pass-by Trips (76% AM; 75% PM)
(3,660)
(212)
(211)
(423)
(190)
(190)
(380)
Net New Primary Trips
1,220
67
67
134
63
63
126
Convenience Store/Gas Station – GFA (2-4k) – ITE LUC 945
AM Peak Hour
T = 23.21 x (X)
50% entering, 50% exiting
PM Peak Hour
T = 21.08 x (X)
50% entering, 50% exiting
Daily
T = 203.35 x (X)
50% entering, 50% exiting
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On a typical weekday, the Development is estimated to generate 134 net new primary
trips in the AM peak hour, 126 net new trips in the PM peak hour, and 1,220 net new
daily trips.
Note: The estimated site trips during AM peak hour are applied to the Mid peak hour
for conservative purposes.
B. TRIP DISTRIBUTION AND ASSIGNMENT
The trip distribution and assignment procedure determines the general pattern of
travel for vehicles entering and leaving the subject site and the study area. For a
commercial use development of this type being planned, the overall trip distribution
percentages of the net new trips estimated to be generated are primarily based on the
localized market area. In the case of this subject site, the new trips are expected to be
evenly distributed east and west on US 93, with a lower percentage distributed on
Vulture Mine Road south of US 93. The assumed trip distribution percentages for the
new site trips of the Development are shown in Table 8: Trip Distribution Percentages.
TABLE 8: TRIP DISTRIBUTION PERCENTAGES
Direction
Trip Distribution Percentage
Arriving From and Departing To
US 93 east of site
45%
US 93 west of site
45%
Vulture Mine Road south of US 93
10%
Assignment of the Development’s trips at the access points are generally based on the
function of each site access; the majority of the site trips will be via Access A, and
Access B is the truck access.
Pass-by trip assignment is based on the general direction of travel on US 93 and its
likelihood of pass-by trip attraction. Due to another existing convenience store/gas
station on the southwest corner of Vulture Mine Road & US 93, it is expected the
majority of pass-by trips of the Development will be by westbound US 93 vehicles.
Figure 7: Site Traffic presents the assigned site (new primary and pass-by) traffic to and
from the Development.
1
2
3
93
Vulture Mine Rd
not to scale
Figure 7: Site Traffic
ACCESS A
ACCESS B
Subject
Site
LEGEND
AM[Mid](PM) Peak Hour Traffic Volume
New Primary Site-Generated Trips
Pass-by Trips
XX(XX)
30[30](28)
0[0](0)
0[0](0)
0[0](0)
7[7](6)
0[0](0)
30[30](29)
7[7](6)
30[30](28)
30[30](28)
0[0](0)
0[0](0)
42[42](38)
-42[-42](-38)
0[0](0)
0[0](0)
0[0](0)
0[0](0)
170[170](152)
0[0](0)
42[42](38)
170[170](152)
-170[-170](-152)
0[0](0)
42[42](38)
170[170](152)
42[42](38)
0[0](0)
0[0](0)
170[170](152)
0[0](0)
42[42](38)
0[0](0)
0[0](0)
0[0](0)
42[42](38)
Wickenburg Canyons Convenience Store
Traffic Impact Analysis
23
VII. TOTAL TRAFFIC CONDITIONS AND ANALYSIS
The purpose of this section is to forecast the estimated total traffic volumes in the
study horizon years of 2027 (opening of the Development) and 2030 (3 years after
opening); identify needs pertaining to progressive traffic flow and safety; and identify
roadway improvement recommendations or alternatives for further consideration,
where applicable.
A. TOTAL TRAFFIC VOLUMES
Total traffic projections for the horizon years were determined by adding the site traffic
of the Development to the forecasted horizon overall background traffic volumes.
Figure 8: Total Traffic – Year 2027 and Figure 9: Total Traffic – Year 2030 presents the
forecasted total traffic volumes at the study area intersections in the horizon years.
LEGEND
AM(PM) Peak Hour Traffic Volume
XX(XX)
not to scale
Figure 8: Total Traffic - Year 2027
1
2
3
93
Vulture Mine Rd
ACCESS A
ACCESS B
Subject
Site
1
2
3
LEGEND
AM(PM) Peak Hour Traffic Volume
XX(XX)
not to scale
Figure 9: Total Traffic - Year 2030
93
Vulture Mine Rd
ACCESS A
ACCESS B
Subject
Site
Wickenburg Canyons Convenience Store
Traffic Impact Analysis
26
B. SITE ACCESS INTERSECTION SIGHT DISTANCE
Proper intersection sight distance and sight triangles shall be provided and maintained
at the site access driveways of the proposed development to give drivers exiting the
site a clear view of Vulture Mine Road. The landscape and hardscape within the sight
triangles must not obstruct the driver’s view of the adjacent travel lanes. To ensure
adequate sight distances and sight distance triangles are provided, AASHTO’s A Policy
on Geometric Design of Highways and Streets should be followed when designing any
new modifications or landscaping/hardscaping in the vicinity of the existing site access
intersections.
C. AUXILIARY TURN LANE ANALYSIS
C.1. TURN LANE WARRANTS – ADOT
ADOT right-turn lane warrants from Subsection 245 of the Traffic Engineering
Guidelines and Processes were used to determine the need for a right-turn
deceleration lane on northbound Vulture Mine Road at Access A. In general, the
primary determining factors to warrant a right-turn lane are the combination of through
traffic and turning traffic volumes, posted speed, and the number of through lanes on
the roadway. Variables specific to the site access intersections include:
Number of NB through lanes on Vulture Mine Road: 1
Posted speed limit on Vulture Mine Road: 35 mph
Forecasted peak hour right-turn volume (2030) at Access A: 224 vph (AM and Mid);
202 vph (PM)
Peak hour volume, advancing direction at Access A: 55 vph (AM); 58 vph (Mid); 51 vph
(PM)
The ADOT right-turn lane thresholds from TGP 245 are presented on the following
page.
Wickenburg Canyons Convenience Store
Traffic Impact Analysis
27
As shown above, due to the low volumes of advancing traffic on northbound Vulture
Mine Road, a dedicated right-turn lane at Access A on Vulture Mine Road is not
warranted nor required.
Access B will be the east leg and form a “T” intersection at Vulture Mine Road. Due to
the negligible northbound traffic volumes turning left to the existing west leg, a single
northbound approach lane on Vulture Mine Road is sufficient; separate northbound
left-turn and northbound right-turn lanes at this intersection are not required.
Wickenburg Canyons Convenience Store
Traffic Impact Analysis
28
D. EXISTING INTERSECTION QUEUE ANALYSIS
A queue analysis has been conducted for the projected year 2030 total traffic approach
volumes at the roundabout intersection of Vulture Mine Road & US 93. Table 9:
Vulture Mine Road & US 93 Approach Queue Analysis presents the calculated 95th
percentile approach queue length in comparison to the available storage distance back
to the first adjacent crossroad or driveway. The summary of the Vistro modeling output
95th percentile queue calculations are included in Appendix B.
TABLE 9: EXISTING INTERSECTION QUEUE ANALYSIS
Approach Direction
Calculated Year 2029 95th Percentile
Queue Length (Vistro)
AM Peak [Mid Peak] (PM Peak)
Approximate Available Distance to
Adjacent Crossroad or Driveway
Northbound
15 ft [46 ft] (44 ft)
190 feet
(to existing commercial driveway)
Southbound
53 ft [169 ft] (80 ft)
205 feet
(to Access A)
Eastbound
17 ft [35 ft] (34 ft)
285 feet
(to existing commercial driveway)
Westbound
29 ft [90ft] (51 ft)
1,570 feet
(to existing residential local access road)
As shown above in Table 9, all of the available storage distances back to the first
adjacent crossroad or driveway exceed the calculated 95th percentile queue lengths of
each approach for the 2030 total traffic conditions in the AM, Mid, and PM peak hours.
Wickenburg Canyons Convenience Store
Traffic Impact Analysis
29
E. INTERSECTION LEVEL OF SERVICE ANALYSES – TOTAL TRAFFIC
Capacity analyses at the study area intersections were performed for the forecasted
total traffic conditions for the horizon years of the study. Table 10: Total Traffic Levels
of Service – Year 2027 and Table 11: Total Traffic Levels of Service – Year 2030 present
the results. Summaries of the Vistro output calculations are included in Appendix B.
TABLE 10: TOTAL TRAFFIC LEVELS OF SERVICE – YEAR 2027
Intersection and
Approach
Turning
Movement
Delay (s/veh) for
Movement & LOS
AM [MD] (PM)
Approach Delay s/veh
& LOS
AM [MD] (PM)
Intersection Delay
s/veh & LOS
AM [MD] (PM)*
Vulture
Mine Rd &
US93 –
Roundabout
NB
Left
-
4.2A [7.47A] (7.29A)
6.01A [11.06B]
(7.94A)
Thru
-
Right
-
SB
Left
-
8.99A [27.52D] (13.94B)
Thru
-
Right
-
EB
Left
-
4.7A [6.08A] (5.75A)
Thru
-
Right
-
WB
Left
-
5.94A [10.29B] (7.86A)
Thru
-
Right
-
Vulture
Mine Rd &
Access A –
Two-
way stop
NB
Thru
0A [0A] (0A)
0A [0A] (0A)
12.3B [12.34B]
(11.69B)
Right
0A [0A] (0A)
SB
Left
7.88A [7.89A] (7.81A)
0A [0A] (0A)
Thru
0A [0A] (0A)
WB
Left
12.3B [12.34B] (11.69B)
12.3B [12.34B] (11.69B)
Right
11.64B [11.68B]
(11.07B)
Vulture
Mine Rd &
Access B –
Two-
way stop
NB
Left
7.22A [7.22A] (7.22A)
0A [0.34A] (0.13A)
8.93A [8.98A] (8.92A)
Right
0A [0A] (0A)
EB
Thru
9.34A [9.38A] (9.33A)
8.32A [8.32A] (8.32A)
Right
8.32A [8.32A] (8.32A)
WB
Left
8.93A [8.98A] (8.92A)
8.93A [8.98A] (8.92A)
Thru
9.42A [9.47A] (9.4A)
*The intersection LOS letter grade for two-way stop-controlled intersections is shown as the worst approach.
Wickenburg Canyons Convenience Store
Traffic Impact Analysis
30
TABLE 11: TOTAL TRAFFIC LEVELS OF SERVICE – YEAR 2030
Intersection and
Approach
Turning
Movement
Delay (s/veh) for
Movement & LOS AM
[MD] (PM)
Approach Delay s/veh &
LOS
AM [MD] (PM)
Intersection Delay
s/veh & LOS
AM [MD] (PM)*
Vulture
Mine Rd &
US93 –
Roundabout
NB
Left
-
4.4A [8.18A] (7.97A)
6.25A [12.37B]
(8.47A)
Thru
-
Right
-
SB
Left
-
9.58A [34.24D] (15.56C)
Thru
-
Right
-
EB
Left
-
4.81A [6.22A] (5.96A)
Thru
-
Right
-
WB
Left
-
6.17A [11.18B] (8.33A)
Thru
-
Right
-
Vulture
Mine Rd &
Access A –
Two-
way stop
NB
Thru
0A [0A] (0A)
0A [0A] (0A)
12.3B [12.34B]
(11.69B)
Right
0A [0A] (0A)
SB
Left
7.88A [7.89A] (7.81A)
0A [0A] (0A)
Thru
0A [0A] (0A)
WB
Left
12.3B [12.34B] (11.69B)
12.3B [12.34B] (11.69B)
Right
11.64B [11.68B]
(11.07B)
Vulture
Mine Rd &
Access B –
Two-
way stop
NB
Left
7.22A [7.22A] (7.22A)
0A [0.34A] (0.13A)
8.93A [8.98A] (8.92A)
Right
0A [0A] (0A)
EB
Thru
9.34A [9.38A] (9.33A)
8.32A [8.32A] (8.32A)
Right
8.32A [8.32A] (8.32A)
WB
Left
8.93A [8.98A] (8.92A)
8.93A [8.98A] (8.92A)
Thru
9.42A [9.47A] (9.4A)
*The intersection LOS letter grade for two-way stop-controlled intersections is shown as the worst approach.
For total traffic conditions through year 2030, the roundabout study area intersection
of Vulture Mine Road & US 93 is forecasted to operate at an overall LOS A in the AM
and PM peak hours, and LOS B in the Mid peak hour; all approaches of this
intersection are forecasted to operate at LOS D or better in the AM, Mid, and PM peak
hours for background traffic conditions in year 2030. For total traffic conditions
through year 2030, all movements of the site access intersections are forecasted to
operate at LOS B or better in the AM, Mid, and PM peak hours.
Wickenburg Canyons Convenience Store
Traffic Impact Analysis
31
VIII. CONCLUSIONS AND RECOMMENDATIONS
The Wickenburg Canyons Convenience Store development is being planned for the
northeast corner of Vulture Mine Road & US 93 in Wickenburg, Arizona. The
Development is planned for a gasoline station having 24 fueling positions (20 personal
vehicle fueling positions, 4 truck fueling positions) and an approximate 7,681 square
foot convenience store building. The opening is planned and assumed to occur in
2027.
Accessibility to the Development is planned to be provided via two new access
driveways connecting the site to Vulture Mine Road, Access A and Access B. Access A
is planned as a full movement driveway located on Vulture Mine Road approximately
220 feet north of the roundabout intersection with US 93 (measured from the yield
point of the southbound approach at the roundabout intersection to the centerline of
Access A). Access B is planned as a full movement driveway, and the primary truck
access, located on Vulture Mine Road approximately 143 feet north of Access A
(centerline to centerline). Currently, Vulture Mine Road is an “L” intersection north of
US 93 with the west leg serving two existing single-family residential lots; Access B will
form its east leg and turn this into a “T” intersection.
On a typical weekday, the Development is estimated to generate 134 net new primary
trips in the AM peak hour, 126 net new trips in the PM peak hour, and 1,220 net new
daily trips. Note: The estimated site trips during AM peak hour are applied to the
Mid peak hour for conservative purposes. Additionally, due to the planned uses and
the site location along a Principal Arterial, significant pass-by trips are expected to be
attracted by the Development.
In the existing conditions, the roundabout study area intersection of Vulture Mine Road
& US 93 currently operates at an overall level of service (LOS) A in the AM, Mid, and
PM peak hours. All approaches of the intersection currently operate at LOS A in the
AM, Mid, and PM peak hours.
For background traffic conditions in year 2027, the roundabout study area intersection
of Vulture Mine Road & US 93 is forecasted to operate at an overall level of service
(LOS) A in the AM, Mid, and PM peak hours. All approaches of the intersection are
forecasted to operate at LOS A in the AM, Mid, and PM peak hours for background
traffic conditions in year 2027. For background traffic conditions in year 2030, the
roundabout study area intersection of Vulture Mine Road & US 93 is forecasted to
operate at an overall level of service (LOS) A in the AM, Mid, and PM peak hours. All
approaches of the intersection are forecasted to operate at LOS B or better in the AM,
Mid, and PM peak hours for background traffic conditions in year 2030.
For total traffic conditions through year 2030, the roundabout study area intersection
of Vulture Mine Road & US 93 is forecasted to operate at an overall LOS A in the AM
and PM peak hours, and LOS B in the Mid peak hour; all approaches of this
Wickenburg Canyons Convenience Store
Traffic Impact Analysis
32
intersection are forecasted to operate at LOS D or better in the AM, Mid, and PM peak
hours for traffic conditions to year 2030. For total traffic conditions through year 2030,
all movements of the site access intersections are forecasted to operate at LOS B or
better in the AM, Mid, and PM peak hours.
Right-turn and left-turn warrants are not met at the site accesses for total traffic
conditions in 2030.
At the intersection of Vulture Mine Road & US 93, the available storage distances back
to the first adjacent crossroad or driveway exceed the calculated 95th percentile queue
lengths of each approach for the 2030 total traffic conditions in the AM, Mid, and PM
peak hours.
Based on this Traffic Impact Study, the following recommendations apply:
• Adequate sight distances and sight distance triangles at the site accesses should
be provided per AASHTO’s A Policy on Geometric Design of Highways and
Streets.
• Access A and Access B should be provided with stop-control at their intersection
with Vulture Mine Road; at Access B, this includes providing stop-control on the
existing eastbound approach at the new “T” intersection with Vulture Mine
Road.
Wickenburg Canyons Convenience Store
Traffic Impact Analysis
33
IX. LIMITATIONS
Our professional services have been performed using the degree of skill ordinarily
exercised, under similar circumstances, by reputable transportation engineering firms
practicing in this locality. No other warranty, expressed or implied, is made.
The contents of this report are intended for the sole use of the addressee and his/her
designees. In completing this report, data was obtained from a variety of sources (i.e.
City, County, State and Federal sources); United Civil Group has assumed these
sources to be reliable and accurate. Should deviations from this report be noted, this
firm shall be contacted for review of the area of concern.
An attempt was made to acquire recent traffic impact studies, traffic projections and/or
data that may be helpful in more accurately projecting traffic volumes. United Civil
Group is not responsible for incorporating data made available after this document has
been finalized.
This report is issued with the understanding that it is the responsibility of the owner to
see that its provisions are carried out or brought to the attention of those concerned.
In the event that any changes of the proposed project are planned, the conclusions
and recommendations contained in this report shall be reviewed and the report shall
be modified or supplemented as necessary.
Wickenburg Canyons Convenience Store
Traffic Impact Analysis
34
X. SOURCES
A Policy on Geometric Design of Highways and Streets, American Association of State
Highway and Transportation Officials, 2018.
Manual on Uniform Traffic Control Devices (MUTCD), Federal Highway Administration,
2023.
Highway Capacity Manual (HCM). Transportation Research Board.
Traffic Engineering Guidelines and Processes, ADOT, most recent updates.
Trip Generation, 12th Edition, Institute of Transportation Engineers, 2025.
Lt
Lt\T
T
T/Rt
Rt
Lt/T/Rt
Lt/Rt
Project No: TR25099
Northbound
1
1
Southbound
1
Location:
Vulture Mine Road
Eastbound
1
1
1
and US93
Westbound
1
1
Intersection Configuration: Roundabout
####
0
0
1
0
Start Time
Left
Thru
Right
Peds
Left
Thru
Right
Peds
Left
Thru
Right
Peds
Left
Thru
Right
Peds
7:00 AM
13
0
2
0
0
1
0
0
0
29
13
0
9
60
0
0
127
0
7:15 AM
19
0
4
0
0
0
0
0
0
37
18
0
12
68
0
0
158
444
345
7:30 AM
15
0
9
0
0
0
0
0
0
48
28
0
12
58
0
0
170
0
57
7:45 AM
13
0
4
0
0
0
0
0
0
56
32
0
5
71
0
0
181
636
259
302
8:00 AM
22
0
10
0
0
0
0
0
0
50
32
0
12
88
0
0
214
723
144
8:15 AM
22
0
8
0
0
0
0
0
0
56
30
0
15
78
0
0
209
774
N
8:30 AM
29
0
13
0
0
0
0
0
0
75
42
0
11
85
0
0
255
859
201
99
0
42
8:45 AM
26
0
11
0
1
0
0
0
0
78
40
0
19
94
0
0
269
947
Peak Hour Total
99
0
42
0
1
0
0
0
0
259
144
0
57
345
0
0
947
####
1
0
0
3
Start Time
Left
Thru
Right
Peds
Left
Thru
Right
Peds
Left
Thru
Right
Peds
Left
Thru
Right
Peds
11:00 AM
32
0
11
0
0
0
0
0
0
91
41
0
25
149
0
0
349
1
11:15 AM
47
0
9
0
0
0
0
0
0
75
46
0
15
159
0
0
351
827
646
11:30 AM
42
0
16
0
0
0
0
0
0
102
55
0
19
170
0
0
404
1
99
11:45 AM
50
0
20
0
0
1
0
0
0
98
46
0
28
169
0
0
412
1516
445
519
12:00 PM
39
0
17
0
0
0
1
0
1
107
57
0
17
168
1
0
408
1575
195
12:15 PM
41
0
15
0
0
0
0
0
0
111
42
0
28
161
0
0
398
1622
N
12:30 PM
52
0
22
0
0
0
0
0
0
97
52
0
24
165
0
0
412
1630
294
180
1
74
12:45 PM
48
1
20
0
0
0
0
0
0
130
44
0
30
152
0
0
425
1643
Peak Hour Total
180
1
74
0
0
0
1
0
1
445
195
0
99
646
1
0
1643
####
0
1
0
1
Start Time
Left
Thru
Right
Peds
Left
Thru
Right
Peds
Left
Thru
Right
Peds
Left
Thru
Right
Peds
4:00 PM
41
0
24
0
0
0
0
0
0
90
45
0
17
137
0
0
354
1
4:15 PM
46
0
17
0
0
0
0
0
0
131
38
0
11
103
0
0
346
654
480
4:30 PM
52
0
17
0
0
1
0
0
0
124
41
0
23
104
1
0
363
0
67
4:45 PM
35
0
12
0
0
0
0
0
0
108
41
0
16
136
0
0
348
1411
453
523
5:00 PM
35
0
17
0
0
0
0
0
0
120
34
0
15
117
0
0
338
1395
165
5:15 PM
36
1
14
0
0
0
1
0
0
121
34
0
12
114
0
0
333
1382
N
5:30 PM
47
0
7
0
0
0
0
0
0
90
22
0
18
139
0
0
323
1342
233
174
0
70
5:45 PM
32
0
10
0
0
0
0
0
0
84
39
0
15
120
0
0
300
1294
Peak Hour Total
174
0
70
0
0
1
0
0
0
453
165
0
67
480
1
0
1411
Total
Peak
Hour
4:00 PM
1411
244
618
1
548
US93
Northbound
Southbound
Eastbound
Westbound
Vulture Mine Road
Vulture Mine Road
US93
403
1
402
641
1643
947
746
1
12:00 PM
141
8:00 AM
255
Southbound
Turning Movement Count
Vulture Mine Road
Vulture Mine Road
US93
US93
January 09, 2026 (Friday)
Speed Limit
50
35
55
55
Eastbound
Peak
Hour
US93
Eastbound
Southbound
Peak
Hour
Westbound
Total
Westbound
Total
Northbound
Northbound
Vulture Mine Road
Vulture Mine Road
US93
Project Name: TR25099
Location:
Vulture Mine Road
and
US 93
Location ID:
-
Intersection Control: Roundabout
Count Start Date:
Start Time
Left
Thru
Right Peds Bikes
Left
Thru
Right Peds Bikes
Left
Thru
Right Peds Bikes
Left
Thru
Right Peds Bikes
1/9/2026
12:00 AM
0
0
3
0
0
0
0
0
0
0
1
11
1
0
0
2
27
0
0
0
12:15 AM
1
0
1
0
0
0
0
0
0
0
0
12
0
0
0
1
19
0
0
0
12:30 AM
2
0
0
0
0
0
0
0
0
0
1
36
4
0
0
3
19
0
0
0
12:45 AM
3
0
2
0
0
0
0
0
0
0
0
17
2
0
0
0
19
0
0
0
1:00 AM
0
0
2
0
0
0
0
0
0
0
0
10
1
0
0
0
25
0
0
0
1:15 AM
0
0
0
0
0
0
0
0
0
0
0
44
5
0
0
2
11
0
0
0
1:30 AM
2
0
2
0
0
0
0
0
0
0
0
10
2
0
0
0
19
0
0
0
1:45 AM
2
0
0
0
0
0
0
0
0
0
0
18
1
0
0
1
19
0
0
0
2:00 AM
0
0
0
0
0
0
0
0
0
0
0
33
0
0
0
1
24
0
0
0
2:15 AM
2
0
1
0
0
0
0
0
0
0
0
1
0
0
0
3
14
0
0
0
2:30 AM
3
0
0
0
0
0
0
0
0
0
0
27
0
0
0
1
18
0
0
0
2:45 AM
2
0
0
0
0
0
0
0
0
0
0
43
1
0
0
0
20
0
0
0
3:00 AM
1
0
1
0
0
1
0
0
0
0
0
9
3
0
0
1
20
0
0
0
3:15 AM
4
0
0
0
0
0
0
0
0
0
1
15
3
0
0
1
18
0
0
0
3:30 AM
4
0
1
0
0
0
0
0
0
0
0
2
2
0
0
0
32
0
0
0
3:45 AM
11
0
2
0
0
0
0
0
0
0
0
42
1
0
0
4
38
0
0
0
4:00 AM
5
0
0
0
0
0
0
0
0
0
0
14
1
0
0
4
25
0
0
0
4:15 AM
4
0
2
0
0
0
0
0
0
0
0
7
3
0
0
0
21
0
0
0
4:30 AM
2
0
1
0
0
0
0
0
0
0
0
8
13
0
0
3
28
0
0
0
4:45 AM
2
0
2
0
0
0
0
0
0
0
0
26
7
0
0
4
26
0
0
0
5:00 AM
4
0
2
0
0
0
0
0
0
0
3
53
8
0
0
1
25
0
0
0
5:15 AM
11
0
3
0
0
0
0
0
0
0
0
16
4
0
0
2
22
0
0
0
5:30 AM
7
0
1
0
0
0
0
0
0
0
1
35
10
0
0
4
32
0
0
0
5:45 AM
10
0
0
0
0
0
0
0
0
0
1
36
6
0
0
7
41
0
0
0
6:00 AM
4
0
1
0
0
0
0
0
0
0
0
29
5
0
0
9
50
0
0
0
6:15 AM
9
0
1
0
0
0
0
0
0
0
0
34
13
0
0
7
41
0
0
0
6:30 AM
5
0
4
0
0
0
0
0
0
0
1
41
18
0
0
9
44
0
0
0
6:45 AM
10
0
9
0
0
0
0
0
0
0
0
44
15
0
0
10
60
0
0
0
7:00 AM
13
0
2
0
0
0
1
0
0
0
1
29
13
0
0
9
60
0
0
0
7:15 AM
19
0
4
0
0
0
0
0
0
0
0
37
18
0
0
14
68
0
0
0
7:30 AM
15
0
9
0
0
0
0
0
0
0
1
48
28
0
0
13
58
0
0
0
7:45 AM
13
0
4
0
0
0
0
0
0
0
1
56
32
0
0
5
71
0
0
0
8:00 AM
22
0
10
0
0
0
0
0
0
0
1
50
32
0
0
12
88
0
0
0
8:15 AM
22
0
8
0
0
0
0
0
0
0
0
56
30
0
0
17
78
0
0
0
8:30 AM
29
0
13
0
0
0
0
0
0
0
2
75
42
0
0
14
85
0
0
0
8:45 AM
26
0
11
0
0
1
0
0
0
0
3
78
40
0
0
19
94
0
0
0
9:00 AM
17
0
9
0
0
0
0
0
0
0
0
56
31
0
0
14
98
0
0
0
9:15 AM
41
0
6
0
0
0
0
0
0
0
1
98
47
0
0
14
82
0
0
0
9:30 AM
30
1
29
0
0
0
0
1
0
0
2
141
59
0
0
22
110
0
0
0
9:45 AM
38
1
13
0
0
0
0
1
0
0
0
96
44
0
0
13
125
0
0
0
10:00 AM
32
0
11
0
0
1
0
0
0
0
9
95
33
0
0
21
122
0
0
0
10:15 AM
46
0
8
0
0
0
0
0
0
0
1
81
46
0
0
16
142
0
0
0
10:30 AM
37
0
8
0
0
0
0
0
0
0
1
85
54
0
0
24
136
1
0
0
10:45 AM
50
0
18
0
0
1
0
0
0
0
0
75
44
0
0
21
147
0
0
0
11:00 AM
32
0
11
0
0
0
0
0
0
0
3
91
41
0
0
28
149
0
0
0
11:15 AM
47
0
9
0
0
0
0
0
0
0
1
75
46
0
0
15
159
0
0
0
11:30 AM
42
0
16
0
0
0
0
0
0
0
2
102
55
0
0
19
170
0
0
0
11:45 AM
50
0
20
0
0
0
1
0
0
0
1
98
46
0
0
29
169
0
0
0
12:00 PM
39
0
17
0
0
0
0
1
0
0
1
107
57
0
0
18
168
1
0
0
12:15 PM
41
0
15
0
0
0
0
0
0
0
0
111
42
0
0
28
161
0
0
0
12:30 PM
52
0
22
0
0
0
0
0
0
0
0
97
52
0
0
26
165
0
0
0
12:45 PM
48
1
20
0
0
0
0
0
0
0
0
130
44
0
0
31
152
0
0
0
1:00 PM
47
1
23
0
0
0
1
0
0
0
0
115
46
0
0
26
151
0
0
0
1:15 PM
56
0
18
0
0
0
0
0
0
0
0
128
45
0
0
17
157
0
0
0
1:30 PM
52
1
25
0
0
0
0
1
0
0
0
119
48
0
0
17
160
0
0
0
1:45 PM
44
0
21
0
0
0
0
0
0
0
0
129
50
0
0
23
157
0
0
0
2:00 PM
39
1
14
0
0
0
0
0
0
0
0
116
56
0
0
15
145
0
0
0
2:15 PM
53
0
27
0
0
0
2
0
0
0
0
150
47
0
0
19
156
0
0
0
2:30 PM
41
0
18
0
0
0
0
0
0
0
0
134
60
0
0
26
158
0
0
0
2:45 PM
47
0
29
0
0
0
0
0
0
0
0
125
59
0
0
15
147
0
0
0
3:00 PM
42
0
17
0
0
0
0
0
0
0
0
145
36
0
0
28
145
0
0
0
3:15 PM
51
0
15
0
0
1
0
0
0
0
0
135
43
0
0
15
132
0
0
0
3:30 PM
52
0
28
0
0
0
0
0
0
0
0
128
53
0
0
23
137
0
0
0
3:45 PM
44
0
24
0
0
0
0
0
0
0
0
125
47
0
0
19
134
0
0
0
4:00 PM
41
0
24
0
0
0
0
0
0
0
0
90
45
0
0
19
137
0
0
0
4:15 PM
46
0
17
0
0
0
0
0
0
0
0
131
38
0
0
14
103
0
0
0
4:30 PM
52
0
17
0
0
0
1
0
0
0
0
124
41
0
0
25
104
1
0
0
4:45 PM
35
0
12
0
0
0
0
0
0
0
0
108
41
0
0
19
136
0
0
0
5:00 PM
35
0
17
0
0
0
0
0
0
0
0
120
34
0
0
15
117
0
0
0
5:15 PM
36
1
14
0
0
0
0
1
0
0
0
121
34
0
0
12
114
0
0
0
5:30 PM
47
0
7
0
0
0
0
0
0
0
0
90
22
0
0
18
139
0
0
0
5:45 PM
32
0
10
0
0
0
0
0
0
0
0
84
39
0
0
16
120
0
0
0
6:00 PM
24
0
25
0
0
0
0
0
0
0
0
82
39
0
0
11
121
0
0
0
6:15 PM
32
0
15
0
0
0
0
0
0
0
0
97
21
0
0
12
120
0
0
0
6:30 PM
24
0
8
0
0
0
0
0
0
0
0
100
21
0
0
13
89
0
0
0
6:45 PM
23
0
13
0
0
0
0
0
0
0
0
67
22
0
0
6
101
0
0
0
7:00 PM
15
0
11
0
0
0
0
0
0
0
0
63
16
0
0
6
85
0
0
0
7:15 PM
24
0
8
0
0
0
0
0
0
0
0
53
13
0
0
12
67
0
0
0
7:30 PM
15
0
5
0
0
0
0
0
0
0
0
63
23
0
0
8
49
1
0
0
7:45 PM
25
0
11
0
0
0
0
0
0
0
0
51
14
0
0
6
72
0
0
0
8:00 PM
15
0
6
0
0
0
0
0
0
0
0
68
5
0
0
4
45
0
0
0
8:15 PM
16
0
6
0
0
0
0
0
0
0
0
57
11
0
0
6
51
0
0
0
8:30 PM
7
0
3
0
0
0
0
0
0
0
0
63
14
0
0
4
37
1
0
0
8:45 PM
8
1
15
0
0
0
0
0
0
0
0
37
18
0
0
7
34
1
0
0
9:00 PM
5
0
3
0
0
0
0
0
0
0
0
45
6
0
0
7
39
0
0
0
9:15 PM
8
0
7
0
0
0
0
0
0
0
0
49
17
0
0
7
25
0
0
0
9:30 PM
5
0
5
0
0
0
0
0
0
0
0
44
16
0
0
5
19
0
0
0
9:45 PM
9
0
9
0
0
0
0
0
0
0
0
44
5
0
0
6
28
0
0
0
10:00 PM
7
0
6
0
0
0
0
0
0
0
0
55
9
0
0
5
39
0
0
0
10:15 PM
4
0
3
0
0
0
0
0
0
0
0
46
3
0
0
6
30
1
0
0
10:30 PM
3
0
2
0
0
0
0
0
0
0
0
47
7
0
0
6
29
0
0
0
10:45 PM
2
0
4
0
0
0
0
0
0
0
0
33
4
0
0
3
26
0
0
0
11:00 PM
1
0
4
0
0
0
0
0
0
0
0
33
4
0
0
3
28
0
0
0
11:15 PM
3
0
3
0
0
0
0
0
0
0
0
28
4
0
0
2
24
0
0
0
11:30 PM
3
0
1
0
0
0
0
0
0
0
0
34
2
0
0
2
26
0
0
0
11:45 PM
1
0
2
0
0
0
0
0
0
0
0
13
2
0
0
7
18
0
0
0
TOTAL
Northbound
Southbound
Eastbound
Westbound
APPROACH
2976
16
8654
8629
DEPARTURE
55
3348
7220
9652
NB
Crosswalk
Southbound
SB Crosswalk
Eastbound
EB Crosswalk
January 9, 2026 (Friday)
Vulture Mine Road
Vulture Mine Road
US 93
US 93
Westbound
WB
Crosswalk
Northbound
A
Level Of Service:
4.6
Delay (sec / veh):
15 minutes
Analysis Period:
HCM 7th Edition
Analysis Method:
Roundabout
Control Type:
Intersection 1: Vulture Mine Rd & US93
Intersection Level Of Service Report
No
No
Yes
No
Crosswalk
0.00
0.00
0.00
0.00
Grade [%]
30.00
30.00
30.00
30.00
Speed [mph]
100.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Exit Pocket Length [ft]
1
0
0
0
0
0
0
0
0
0
0
0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
1
0
0
1
0
0
0
0
0
1
0
0
No. of Lanes in Entry Pocket
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
US93
US93
Vulture Mine Rd
Vulture Mine Rd
Name
Intersection Setup
0
0
0
0
Pedestrian Volume [ped/h]
0
383
71
169
288
0
0
0
1
53
0
116
Total Analysis Volume [veh/h]
0
96
18
42
72
0
0
0
0
13
0
29
Total 15-Minute Volume [veh/h]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Other Adjustment Factor
0.8000
0.9000
0.8000
0.8500
0.9000
0.8000
0.8000
0.8000
0.8000
0.8000
0.8000
0.8500
Peak Hour Factor
0
345
57
144
259
0
0
0
1
42
0
99
Total Hourly Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Pass-by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site-Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
In-Process Volume [veh/h]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Growth Factor
0.00
Proportion of CAVs [%]
2.00
19.00
4.00
2.00
20.00
2.00
2.00
2.00
2.00
3.00
2.00
3.00
Heavy Vehicles Percentage [%]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Base Volume Adjustment Factor
0
345
57
144
259
0
0
0
1
42
0
99
Base Volume Input [veh/h]
US93
US93
Vulture Mine Rd
Vulture Mine Rd
Name
Volumes
2025 Existing AM
2025 Existing AM
Version 2024 (SP 0-6)
Generated with
A
Intersection LOS
4.55
Intersection Delay [s/veh]
A
A
A
A
Approach LOS
5.28
4.25
5.17
3.42
Approach Delay [s/veh]
21.57
18.09
11.63
11.97
10.43
0.11
0.00
10.51
95th-Percentile Queue Length [ft]
0.86
0.72
0.47
0.48
0.42
0.00
0.00
0.42
95th-Percentile Queue Length [veh]
A
A
A
A
A
A
A
A
Lane LOS
Movement, Approach, & Intersection Results
0.22
0.20
0.13
0.14
0.12
0.00
0.00
0.12
X, volume / capacity
1071
1093
1255
1106
1106
698
100000
941
Capacity per Entry Lane [veh/h]
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Pedestrian Impedance
1274
1274
1280
1327
1327
712
103000
970
Capacity of Entry and Bypass Lanes [veh/h]
287
249
0
184
163
2
0
120
Entry Flow Rate [veh/h]
0.84
0.86
0.98
0.83
0.83
0.98
0.97
0.97
HV Adjustment Factor
0.00091
0.00091
0.00102
0.00091
0.00091
0.00102
0.00000
0.00102
B (coefficient)
1420.00
1420.00
1380.00
1420.00
1420.00
1380.00
0.00
1380.00
A (intercept)
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
User-Defined Follow-Up Time [s]
No
No
No
No
No
No
No
No
Overwrite Calculated Follow-Up Time
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
User-Defined Critical Headway [s]
No
No
No
No
No
No
No
No
Overwrite Calculated Critical Headway
Lanes
0
383
71
169
288
0
0
0
1
53
0
116
Adjusted Demand Flow Rate [veh/h]
0
345
57
144
259
0
0
0
1
42
0
99
Demand Flow Rate [veh/h]
347
575
0
74
Exiting Flow Rate [veh/h]
119
75
649
347
Circulating Flow Rate [veh/h]
1
1
1
1
Number of Conflicting Circulating Lanes
Intersection Settings
2025 Existing AM
2025 Existing AM
Version 2024 (SP 0-6)
Generated with
A
Level Of Service:
6.9
Delay (sec / veh):
15 minutes
Analysis Period:
HCM 7th Edition
Analysis Method:
Roundabout
Control Type:
Intersection 1: Vulture Mine Rd & US93
Intersection Level Of Service Report
No
No
Yes
No
Crosswalk
0.00
0.00
0.00
0.00
Grade [%]
30.00
30.00
30.00
30.00
Speed [mph]
100.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Exit Pocket Length [ft]
1
0
0
0
0
0
0
0
0
0
0
0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
1
0
0
1
0
0
0
0
0
1
0
0
No. of Lanes in Entry Pocket
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
US93
US93
Vulture Mine Rd
Vulture Mine Rd
Name
Intersection Setup
0
0
0
0
Pedestrian Volume [ped/h]
1
718
124
229
494
1
1
0
0
93
1
212
Total Analysis Volume [veh/h]
0
179
31
57
124
0
0
0
0
23
0
53
Total 15-Minute Volume [veh/h]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Other Adjustment Factor
0.8000
0.9000
0.8000
0.8500
0.9000
0.8000
0.8000
0.8000
0.8000
0.8000
0.8000
0.8500
Peak Hour Factor
1
646
99
195
445
1
1
0
0
74
1
180
Total Hourly Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Pass-by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site-Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
In-Process Volume [veh/h]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Growth Factor
0.00
Proportion of CAVs [%]
2.00
19.00
4.00
2.00
20.00
2.00
2.00
2.00
2.00
3.00
2.00
3.00
Heavy Vehicles Percentage [%]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Base Volume Adjustment Factor
1
646
99
195
445
1
1
0
0
74
1
180
Base Volume Input [veh/h]
US93
US93
Vulture Mine Rd
Vulture Mine Rd
Name
Volumes
2025 Existing MD
2025 Existing MD
Version 2024 (SP 0-6)
Generated with
A
Intersection LOS
6.87
Intersection Delay [s/veh]
A
A
A
A
Approach LOS
8.54
5.36
9.10
5.84
Approach Delay [s/veh]
60.99
48.37
17.84
24.66
21.10
0.19
0.00
30.26
95th-Percentile Queue Length [ft]
2.44
1.93
0.71
0.99
0.84
0.01
0.00
1.21
95th-Percentile Queue Length [veh]
A
A
A
A
A
A
A
A
Lane LOS
Movement, Approach, & Intersection Results
0.46
0.40
0.19
0.25
0.22
0.00
0.00
0.29
X, volume / capacity
977
996
1187
1053
1053
398
100000
732
Capacity per Entry Lane [veh/h]
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Pedestrian Impedance
1162
1162
1210
1263
1263
406
103000
754
Capacity of Entry and Bypass Lanes [veh/h]
532
463
0
315
280
2
0
220
Entry Flow Rate [veh/h]
0.84
0.86
0.98
0.83
0.83
0.98
0.97
0.97
HV Adjustment Factor
0.00091
0.00091
0.00102
0.00091
0.00091
0.00102
0.00000
0.00102
B (coefficient)
1420.00
1420.00
1380.00
1420.00
1420.00
1380.00
0.00
1380.00
A (intercept)
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
User-Defined Follow-Up Time [s]
No
No
No
No
No
No
No
No
Overwrite Calculated Follow-Up Time
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
User-Defined Critical Headway [s]
No
No
No
No
No
No
No
No
Overwrite Calculated Critical Headway
Lanes
1
718
124
229
494
1
1
0
0
93
1
212
Adjusted Demand Flow Rate [veh/h]
1
646
99
195
445
1
1
0
0
74
1
180
Demand Flow Rate [veh/h]
593
1074
3
129
Exiting Flow Rate [veh/h]
220
129
1202
594
Circulating Flow Rate [veh/h]
1
1
1
1
Number of Conflicting Circulating Lanes
Intersection Settings
2025 Existing MD
2025 Existing MD
Version 2024 (SP 0-6)
Generated with
A
Level Of Service:
5.9
Delay (sec / veh):
15 minutes
Analysis Period:
HCM 7th Edition
Analysis Method:
Roundabout
Control Type:
Intersection 1: Vulture Mine Rd & US93
Intersection Level Of Service Report
No
No
Yes
No
Crosswalk
0.00
0.00
0.00
0.00
Grade [%]
30.00
30.00
30.00
30.00
Speed [mph]
100.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Exit Pocket Length [ft]
1
0
0
0
0
0
0
0
0
0
0
0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
1
0
0
1
0
0
0
0
0
1
0
0
No. of Lanes in Entry Pocket
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
US93
US93
Vulture Mine Rd
Vulture Mine Rd
Name
Intersection Setup
0
0
0
0
Pedestrian Volume [ped/h]
1
533
84
194
503
0
0
1
0
88
0
205
Total Analysis Volume [veh/h]
0
133
21
49
126
0
0
0
0
22
0
51
Total 15-Minute Volume [veh/h]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Other Adjustment Factor
0.8000
0.9000
0.8000
0.8500
0.9000
0.8000
0.8000
0.8000
0.8000
0.8000
0.8000
0.8500
Peak Hour Factor
1
480
67
165
453
0
0
1
0
70
0
174
Total Hourly Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Pass-by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site-Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
In-Process Volume [veh/h]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Growth Factor
0.00
Proportion of CAVs [%]
2.00
19.00
4.00
2.00
20.00
2.00
2.00
2.00
2.00
3.00
2.00
3.00
Heavy Vehicles Percentage [%]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Base Volume Adjustment Factor
1
480
67
165
453
0
0
1
0
70
0
174
Base Volume Input [veh/h]
US93
US93
Vulture Mine Rd
Vulture Mine Rd
Name
Volumes
2025 Existing PM
2025 Existing PM
Version 2024 (SP 0-6)
Generated with
A
Intersection LOS
5.90
Intersection Delay [s/veh]
A
A
A
A
Approach LOS
6.83
5.11
6.91
5.84
Approach Delay [s/veh]
36.71
30.20
13.90
24.00
20.57
0.14
0.00
29.11
95th-Percentile Queue Length [ft]
1.47
1.21
0.56
0.96
0.82
0.01
0.00
1.16
95th-Percentile Queue Length [veh]
A
A
A
A
A
A
A
A
Lane LOS
Movement, Approach, & Intersection Results
0.33
0.29
0.16
0.24
0.22
0.00
0.00
0.28
X, volume / capacity
986
1003
1237
1092
1092
523
100000
724
Capacity per Entry Lane [veh/h]
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Pedestrian Impedance
1172
1172
1262
1311
1311
533
103000
746
Capacity of Entry and Bypass Lanes [veh/h]
390
340
0
320
284
2
0
212
Entry Flow Rate [veh/h]
0.84
0.86
0.98
0.83
0.83
0.98
0.97
0.97
HV Adjustment Factor
0.00091
0.00091
0.00102
0.00091
0.00091
0.00102
0.00000
0.00102
B (coefficient)
1420.00
1420.00
1380.00
1420.00
1420.00
1380.00
0.00
1380.00
A (intercept)
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
User-Defined Follow-Up Time [s]
No
No
No
No
No
No
No
No
Overwrite Calculated Follow-Up Time
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
User-Defined Critical Headway [s]
No
No
No
No
No
No
No
No
Overwrite Calculated Critical Headway
Lanes
1
533
84
194
503
0
0
1
0
88
0
205
Adjusted Demand Flow Rate [veh/h]
1
480
67
165
453
0
0
1
0
70
0
174
Demand Flow Rate [veh/h]
604
845
1
88
Exiting Flow Rate [veh/h]
211
88
933
604
Circulating Flow Rate [veh/h]
1
1
1
1
Number of Conflicting Circulating Lanes
Intersection Settings
2025 Existing PM
2025 Existing PM
Version 2024 (SP 0-6)
Generated with
A
Level Of Service:
4.6
Delay (sec / veh):
15 minutes
Analysis Period:
HCM 7th Edition
Analysis Method:
Roundabout
Control Type:
Intersection 1: Vulture Mine Rd & US93
Intersection Level Of Service Report
No
No
Yes
No
Crosswalk
0.00
0.00
0.00
0.00
Grade [%]
30.00
30.00
30.00
30.00
Speed [mph]
100.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Exit Pocket Length [ft]
1
0
0
0
0
0
0
0
0
0
0
0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
1
0
0
1
0
0
0
0
0
1
0
0
No. of Lanes in Entry Pocket
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
US93
US93
Vulture Mine Rd
Vulture Mine Rd
Name
Intersection Setup
0
0
0
0
Pedestrian Volume [ped/h]
0
391
73
173
293
0
0
0
1
54
0
119
Total Analysis Volume [veh/h]
0
98
18
43
73
0
0
0
0
13
0
30
Total 15-Minute Volume [veh/h]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Other Adjustment Factor
0.8000
0.9000
0.8000
0.8500
0.9000
0.8000
0.8000
0.8000
0.8000
0.8000
0.8000
0.8500
Peak Hour Factor
0
352
58
147
264
0
0
0
1
43
0
101
Total Hourly Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Pass-by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site-Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
In-Process Volume [veh/h]
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
Growth Factor
0.00
Proportion of CAVs [%]
2.00
19.00
4.00
2.00
20.00
2.00
2.00
2.00
2.00
3.00
2.00
3.00
Heavy Vehicles Percentage [%]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Base Volume Adjustment Factor
0
345
57
144
259
0
0
0
1
42
0
99
Base Volume Input [veh/h]
US93
US93
Vulture Mine Rd
Vulture Mine Rd
Name
Volumes
2027 Background AM
2027 Background AM
Version 2024 (SP 0-6)
Generated with
A
Intersection LOS
4.60
Intersection Delay [s/veh]
A
A
A
A
Approach LOS
5.34
4.28
5.25
3.47
Approach Delay [s/veh]
22.26
18.65
11.98
12.23
10.66
0.11
0.00
10.89
95th-Percentile Queue Length [ft]
0.89
0.75
0.48
0.49
0.43
0.00
0.00
0.44
95th-Percentile Queue Length [veh]
A
A
A
A
A
A
A
A
Lane LOS
Movement, Approach, & Intersection Results
0.23
0.20
0.14
0.14
0.12
0.00
0.00
0.13
X, volume / capacity
1068
1090
1253
1104
1104
688
100000
936
Capacity per Entry Lane [veh/h]
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Pedestrian Impedance
1271
1271
1278
1324
1324
702
103001
964
Capacity of Entry and Bypass Lanes [veh/h]
293
255
0
187
166
2
0
123
Entry Flow Rate [veh/h]
0.84
0.86
0.98
0.83
0.83
0.98
0.97
0.97
HV Adjustment Factor
0.00091
0.00091
0.00102
0.00091
0.00091
0.00102
0.00000
0.00102
B (coefficient)
1420.00
1420.00
1380.00
1420.00
1420.00
1380.00
0.00
1380.00
A (intercept)
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
User-Defined Follow-Up Time [s]
No
No
No
No
No
No
No
No
Overwrite Calculated Follow-Up Time
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
User-Defined Critical Headway [s]
No
No
No
No
No
No
No
No
Overwrite Calculated Critical Headway
Lanes
0
391
73
173
293
0
0
0
1
54
0
119
Adjusted Demand Flow Rate [veh/h]
0
352
58
147
264
0
0
0
1
43
0
101
Demand Flow Rate [veh/h]
353
588
0
76
Exiting Flow Rate [veh/h]
123
77
664
353
Circulating Flow Rate [veh/h]
1
1
1
1
Number of Conflicting Circulating Lanes
Intersection Settings
2027 Background AM
2027 Background AM
Version 2024 (SP 0-6)
Generated with
A
Level Of Service:
7.0
Delay (sec / veh):
15 minutes
Analysis Period:
HCM 7th Edition
Analysis Method:
Roundabout
Control Type:
Intersection 1: Vulture Mine Rd & US93
Intersection Level Of Service Report
No
No
Yes
No
Crosswalk
0.00
0.00
0.00
0.00
Grade [%]
30.00
30.00
30.00
30.00
Speed [mph]
100.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Exit Pocket Length [ft]
1
0
0
0
0
0
0
0
0
0
0
0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
1
0
0
1
0
0
0
0
0
1
0
0
No. of Lanes in Entry Pocket
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
US93
US93
Vulture Mine Rd
Vulture Mine Rd
Name
Intersection Setup
0
0
0
0
Pedestrian Volume [ped/h]
1
732
126
234
504
1
1
0
0
94
1
216
Total Analysis Volume [veh/h]
0
183
32
59
126
0
0
0
0
23
0
54
Total 15-Minute Volume [veh/h]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Other Adjustment Factor
0.8000
0.9000
0.8000
0.8500
0.9000
0.8000
0.8000
0.8000
0.8000
0.8000
0.8000
0.8500
Peak Hour Factor
1
659
101
199
454
1
1
0
0
75
1
184
Total Hourly Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Pass-by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site-Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
In-Process Volume [veh/h]
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
Growth Factor
0.00
Proportion of CAVs [%]
2.00
19.00
4.00
2.00
20.00
2.00
2.00
2.00
2.00
3.00
2.00
3.00
Heavy Vehicles Percentage [%]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Base Volume Adjustment Factor
1
646
99
195
445
1
1
0
0
74
1
180
Base Volume Input [veh/h]
US93
US93
Vulture Mine Rd
Vulture Mine Rd
Name
Volumes
2027 Background MD
2027 Background MD
Version 2024 (SP 0-6)
Generated with
A
Intersection LOS
7.01
Intersection Delay [s/veh]
A
A
A
A
Approach LOS
8.73
5.42
9.32
6.01
Approach Delay [s/veh]
63.46
50.15
18.37
25.38
21.70
0.19
0.00
31.58
95th-Percentile Queue Length [ft]
2.54
2.01
0.73
1.02
0.87
0.01
0.00
1.26
95th-Percentile Queue Length [veh]
A
A
A
A
A
A
A
A
Lane LOS
Movement, Approach, & Intersection Results
0.47
0.41
0.20
0.25
0.23
0.00
0.00
0.30
X, volume / capacity
974
992
1184
1051
1051
388
100000
723
Capacity per Entry Lane [veh/h]
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Pedestrian Impedance
1158
1158
1208
1261
1261
396
103000
744
Capacity of Entry and Bypass Lanes [veh/h]
542
472
0
322
285
2
0
224
Entry Flow Rate [veh/h]
0.84
0.86
0.98
0.83
0.83
0.98
0.97
0.97
HV Adjustment Factor
0.00091
0.00091
0.00102
0.00091
0.00091
0.00102
0.00000
0.00102
B (coefficient)
1420.00
1420.00
1380.00
1420.00
1420.00
1380.00
0.00
1380.00
A (intercept)
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
User-Defined Follow-Up Time [s]
No
No
No
No
No
No
No
No
Overwrite Calculated Follow-Up Time
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
User-Defined Critical Headway [s]
No
No
No
No
No
No
No
No
Overwrite Calculated Critical Headway
Lanes
1
732
126
234
504
1
1
0
0
94
1
216
Adjusted Demand Flow Rate [veh/h]
1
659
101
199
454
1
1
0
0
75
1
184
Demand Flow Rate [veh/h]
605
1095
3
131
Exiting Flow Rate [veh/h]
225
131
1225
606
Circulating Flow Rate [veh/h]
1
1
1
1
Number of Conflicting Circulating Lanes
Intersection Settings
2027 Background MD
2027 Background MD
Version 2024 (SP 0-6)
Generated with
A
Level Of Service:
6.0
Delay (sec / veh):
15 minutes
Analysis Period:
HCM 7th Edition
Analysis Method:
Roundabout
Control Type:
Intersection 1: Vulture Mine Rd & US93
Intersection Level Of Service Report
No
No
Yes
No
Crosswalk
0.00
0.00
0.00
0.00
Grade [%]
30.00
30.00
30.00
30.00
Speed [mph]
100.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Exit Pocket Length [ft]
1
0
0
0
0
0
0
0
0
0
0
0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
1
0
0
1
0
0
0
0
0
1
0
0
No. of Lanes in Entry Pocket
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
US93
US93
Vulture Mine Rd
Vulture Mine Rd
Name
Intersection Setup
0
0
0
0
Pedestrian Volume [ped/h]
1
544
85
198
513
0
0
1
0
89
0
208
Total Analysis Volume [veh/h]
0
136
21
49
128
0
0
0
0
22
0
52
Total 15-Minute Volume [veh/h]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Other Adjustment Factor
0.8000
0.9000
0.8000
0.8500
0.9000
0.8000
0.8000
0.8000
0.8000
0.8000
0.8000
0.8500
Peak Hour Factor
1
490
68
168
462
0
0
1
0
71
0
177
Total Hourly Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Pass-by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site-Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
In-Process Volume [veh/h]
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
Growth Factor
0.00
Proportion of CAVs [%]
2.00
19.00
4.00
2.00
20.00
2.00
2.00
2.00
2.00
3.00
2.00
3.00
Heavy Vehicles Percentage [%]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Base Volume Adjustment Factor
1
480
67
165
453
0
0
1
0
70
0
174
Base Volume Input [veh/h]
US93
US93
Vulture Mine Rd
Vulture Mine Rd
Name
Volumes
2027 Background PM
2027 Background PM
Version 2024 (SP 0-6)
Generated with
A
Intersection LOS
5.99
Intersection Delay [s/veh]
A
A
A
A
Approach LOS
6.94
5.16
7.04
5.98
Approach Delay [s/veh]
37.92
31.15
14.26
24.66
21.11
0.15
0.00
30.19
95th-Percentile Queue Length [ft]
1.52
1.25
0.57
0.99
0.84
0.01
0.00
1.21
95th-Percentile Queue Length [veh]
A
A
A
A
A
A
A
A
Lane LOS
Movement, Approach, & Intersection Results
0.34
0.30
0.16
0.25
0.22
0.00
0.00
0.29
X, volume / capacity
983
1000
1236
1091
1091
514
100000
716
Capacity per Entry Lane [veh/h]
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Pedestrian Impedance
1169
1169
1260
1310
1310
524
103000
737
Capacity of Entry and Bypass Lanes [veh/h]
398
347
0
327
290
2
0
215
Entry Flow Rate [veh/h]
0.84
0.86
0.98
0.83
0.83
0.98
0.97
0.97
HV Adjustment Factor
0.00091
0.00091
0.00102
0.00091
0.00091
0.00102
0.00000
0.00102
B (coefficient)
1420.00
1420.00
1380.00
1420.00
1420.00
1380.00
0.00
1380.00
A (intercept)
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
User-Defined Follow-Up Time [s]
No
No
No
No
No
No
No
No
Overwrite Calculated Follow-Up Time
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
User-Defined Critical Headway [s]
No
No
No
No
No
No
No
No
Overwrite Calculated Critical Headway
Lanes
1
544
85
198
513
0
0
1
0
89
0
208
Adjusted Demand Flow Rate [veh/h]
1
490
68
168
462
0
0
1
0
71
0
177
Demand Flow Rate [veh/h]
616
862
1
89
Exiting Flow Rate [veh/h]
214
89
950
616
Circulating Flow Rate [veh/h]
1
1
1
1
Number of Conflicting Circulating Lanes
Intersection Settings
2027 Background PM
2027 Background PM
Version 2024 (SP 0-6)
Generated with
A
Level Of Service:
4.7
Delay (sec / veh):
15 minutes
Analysis Period:
HCM 7th Edition
Analysis Method:
Roundabout
Control Type:
Intersection 1: Vulture Mine Rd & US93
Intersection Level Of Service Report
No
No
Yes
No
Crosswalk
0.00
0.00
0.00
0.00
Grade [%]
30.00
30.00
30.00
30.00
Speed [mph]
100.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Exit Pocket Length [ft]
1
0
0
0
0
0
0
0
0
0
0
0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
1
0
0
1
0
0
0
0
0
1
0
0
No. of Lanes in Entry Pocket
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
US93
US93
Vulture Mine Rd
Vulture Mine Rd
Name
Intersection Setup
0
0
0
0
Pedestrian Volume [ped/h]
0
414
78
184
311
0
0
0
1
56
0
126
Total Analysis Volume [veh/h]
0
104
19
46
78
0
0
0
0
14
0
31
Total 15-Minute Volume [veh/h]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Other Adjustment Factor
0.8000
0.9000
0.8000
0.8500
0.9000
0.8000
0.8000
0.8000
0.8000
0.8000
0.8000
0.8500
Peak Hour Factor
0
373
62
156
280
0
0
0
1
45
0
107
Total Hourly Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Pass-by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site-Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
In-Process Volume [veh/h]
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
Growth Factor
0.00
Proportion of CAVs [%]
2.00
19.00
4.00
2.00
20.00
2.00
2.00
2.00
2.00
3.00
2.00
3.00
Heavy Vehicles Percentage [%]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Base Volume Adjustment Factor
0
345
57
144
259
0
0
0
1
42
0
99
Base Volume Input [veh/h]
US93
US93
Vulture Mine Rd
Vulture Mine Rd
Name
Volumes
2030 Background AM
2030 Background AM
Version 2024 (SP 0-6)
Generated with
A
Intersection LOS
4.75
Intersection Delay [s/veh]
A
A
A
A
Approach LOS
5.53
4.38
5.47
3.64
Approach Delay [s/veh]
24.22
20.23
12.95
13.19
11.47
0.11
0.00
11.92
95th-Percentile Queue Length [ft]
0.97
0.81
0.52
0.53
0.46
0.00
0.00
0.48
95th-Percentile Queue Length [veh]
A
A
A
A
A
A
A
A
Lane LOS
Movement, Approach, & Intersection Results
0.25
0.21
0.15
0.15
0.13
0.00
0.00
0.14
X, volume / capacity
1061
1083
1246
1099
1099
661
100000
915
Capacity per Entry Lane [veh/h]
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Pedestrian Impedance
1262
1262
1271
1318
1318
674
103000
943
Capacity of Entry and Bypass Lanes [veh/h]
311
270
0
198
176
2
0
130
Entry Flow Rate [veh/h]
0.84
0.86
0.98
0.83
0.83
0.98
0.97
0.97
HV Adjustment Factor
0.00091
0.00091
0.00102
0.00091
0.00091
0.00102
0.00000
0.00102
B (coefficient)
1420.00
1420.00
1380.00
1420.00
1420.00
1380.00
0.00
1380.00
A (intercept)
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
User-Defined Follow-Up Time [s]
No
No
No
No
No
No
No
No
Overwrite Calculated Follow-Up Time
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
User-Defined Critical Headway [s]
No
No
No
No
No
No
No
No
Overwrite Calculated Critical Headway
Lanes
0
414
78
184
311
0
0
0
1
56
0
126
Adjusted Demand Flow Rate [veh/h]
0
373
62
156
280
0
0
0
1
45
0
107
Demand Flow Rate [veh/h]
374
622
0
81
Exiting Flow Rate [veh/h]
130
82
704
374
Circulating Flow Rate [veh/h]
1
1
1
1
Number of Conflicting Circulating Lanes
Intersection Settings
2030 Background AM
2030 Background AM
Version 2024 (SP 0-6)
Generated with
A
Level Of Service:
7.5
Delay (sec / veh):
15 minutes
Analysis Period:
HCM 7th Edition
Analysis Method:
Roundabout
Control Type:
Intersection 1: Vulture Mine Rd & US93
Intersection Level Of Service Report
No
No
Yes
No
Crosswalk
0.00
0.00
0.00
0.00
Grade [%]
30.00
30.00
30.00
30.00
Speed [mph]
100.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Exit Pocket Length [ft]
1
0
0
0
0
0
0
0
0
0
0
0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
1
0
0
1
0
0
0
0
0
1
0
0
No. of Lanes in Entry Pocket
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
US93
US93
Vulture Mine Rd
Vulture Mine Rd
Name
Intersection Setup
0
0
0
0
Pedestrian Volume [ped/h]
1
777
134
248
536
1
1
0
0
100
1
229
Total Analysis Volume [veh/h]
0
194
33
62
134
0
0
0
0
25
0
57
Total 15-Minute Volume [veh/h]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Other Adjustment Factor
0.8000
0.9000
0.8000
0.8500
0.9000
0.8000
0.8000
0.8000
0.8000
0.8000
0.8000
0.8500
Peak Hour Factor
1
699
107
211
482
1
1
0
0
80
1
195
Total Hourly Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Pass-by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site-Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
In-Process Volume [veh/h]
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
Growth Factor
0.00
Proportion of CAVs [%]
2.00
19.00
4.00
2.00
20.00
2.00
2.00
2.00
2.00
3.00
2.00
3.00
Heavy Vehicles Percentage [%]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Base Volume Adjustment Factor
1
646
99
195
445
1
1
0
0
74
1
180
Base Volume Input [veh/h]
US93
US93
Vulture Mine Rd
Vulture Mine Rd
Name
Volumes
2030 Background MD
2030 Background MD
Version 2024 (SP 0-6)
Generated with
A
Intersection LOS
7.47
Intersection Delay [s/veh]
A
A
B
A
Approach LOS
9.38
5.63
10.06
6.54
Approach Delay [s/veh]
72.36
56.52
19.96
27.84
23.72
0.21
0.00
36.23
95th-Percentile Queue Length [ft]
2.89
2.26
0.80
1.11
0.95
0.01
0.00
1.45
95th-Percentile Queue Length [veh]
A
A
A
A
A
B
A
A
Lane LOS
Movement, Approach, & Intersection Results
0.50
0.44
0.21
0.27
0.24
0.00
0.00
0.33
X, volume / capacity
962
980
1174
1043
1043
360
100000
695
Capacity per Entry Lane [veh/h]
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Pedestrian Impedance
1144
1144
1198
1251
1251
367
103001
716
Capacity of Entry and Bypass Lanes [veh/h]
576
501
0
342
303
2
0
237
Entry Flow Rate [veh/h]
0.84
0.86
0.98
0.83
0.83
0.98
0.97
0.97
HV Adjustment Factor
0.00091
0.00091
0.00102
0.00091
0.00091
0.00102
0.00000
0.00102
B (coefficient)
1420.00
1420.00
1380.00
1420.00
1420.00
1380.00
0.00
1380.00
A (intercept)
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
User-Defined Follow-Up Time [s]
No
No
No
No
No
No
No
No
Overwrite Calculated Follow-Up Time
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
User-Defined Critical Headway [s]
No
No
No
No
No
No
No
No
Overwrite Calculated Critical Headway
Lanes
1
777
134
248
536
1
1
0
0
100
1
229
Adjusted Demand Flow Rate [veh/h]
1
699
107
211
482
1
1
0
0
80
1
195
Demand Flow Rate [veh/h]
643
1162
3
139
Exiting Flow Rate [veh/h]
238
139
1300
644
Circulating Flow Rate [veh/h]
1
1
1
1
Number of Conflicting Circulating Lanes
Intersection Settings
2030 Background MD
2030 Background MD
Version 2024 (SP 0-6)
Generated with
A
Level Of Service:
6.3
Delay (sec / veh):
15 minutes
Analysis Period:
HCM 7th Edition
Analysis Method:
Roundabout
Control Type:
Intersection 1: Vulture Mine Rd & US93
Intersection Level Of Service Report
No
No
Yes
No
Crosswalk
0.00
0.00
0.00
0.00
Grade [%]
30.00
30.00
30.00
30.00
Speed [mph]
100.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Exit Pocket Length [ft]
1
0
0
0
0
0
0
0
0
0
0
0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
1
0
0
1
0
0
0
0
0
1
0
0
No. of Lanes in Entry Pocket
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
US93
US93
Vulture Mine Rd
Vulture Mine Rd
Name
Intersection Setup
0
0
0
0
Pedestrian Volume [ped/h]
1
578
91
211
544
0
0
1
0
95
0
221
Total Analysis Volume [veh/h]
0
144
23
53
136
0
0
0
0
24
0
55
Total 15-Minute Volume [veh/h]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Other Adjustment Factor
0.8000
0.9000
0.8000
0.8500
0.9000
0.8000
0.8000
0.8000
0.8000
0.8000
0.8000
0.8500
Peak Hour Factor
1
520
73
179
490
0
0
1
0
76
0
188
Total Hourly Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Pass-by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site-Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
In-Process Volume [veh/h]
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
Growth Factor
0.00
Proportion of CAVs [%]
2.00
19.00
4.00
2.00
20.00
2.00
2.00
2.00
2.00
3.00
2.00
3.00
Heavy Vehicles Percentage [%]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Base Volume Adjustment Factor
1
480
67
165
453
0
0
1
0
70
0
174
Base Volume Input [veh/h]
US93
US93
Vulture Mine Rd
Vulture Mine Rd
Name
Volumes
2030 Background PM
2030 Background PM
Version 2024 (SP 0-6)
Generated with
A
Intersection LOS
6.31
Intersection Delay [s/veh]
A
A
A
A
Approach LOS
7.32
5.33
7.48
6.49
Approach Delay [s/veh]
42.36
34.56
15.50
26.86
22.93
0.16
0.00
34.64
95th-Percentile Queue Length [ft]
1.69
1.38
0.62
1.07
0.92
0.01
0.00
1.39
95th-Percentile Queue Length [veh]
A
A
A
A
A
A
A
A
Lane LOS
Movement, Approach, & Intersection Results
0.37
0.32
0.17
0.27
0.24
0.00
0.00
0.32
X, volume / capacity
971
988
1228
1085
1085
483
100000
689
Capacity per Entry Lane [veh/h]
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Pedestrian Impedance
1155
1155
1252
1302
1302
493
103000
710
Capacity of Entry and Bypass Lanes [veh/h]
423
369
0
346
307
2
0
228
Entry Flow Rate [veh/h]
0.84
0.86
0.98
0.83
0.83
0.98
0.97
0.97
HV Adjustment Factor
0.00091
0.00091
0.00102
0.00091
0.00091
0.00102
0.00000
0.00102
B (coefficient)
1420.00
1420.00
1380.00
1420.00
1420.00
1380.00
0.00
1380.00
A (intercept)
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
User-Defined Follow-Up Time [s]
No
No
No
No
No
No
No
No
Overwrite Calculated Follow-Up Time
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
User-Defined Critical Headway [s]
No
No
No
No
No
No
No
No
Overwrite Calculated Critical Headway
Lanes
1
578
91
211
544
0
0
1
0
95
0
221
Adjusted Demand Flow Rate [veh/h]
1
520
73
179
490
0
0
1
0
76
0
188
Demand Flow Rate [veh/h]
653
915
1
96
Exiting Flow Rate [veh/h]
228
96
1010
653
Circulating Flow Rate [veh/h]
1
1
1
1
Number of Conflicting Circulating Lanes
Intersection Settings
2030 Background PM
2030 Background PM
Version 2024 (SP 0-6)
Generated with
A
Level Of Service:
6.0
Delay (sec / veh):
15 minutes
Analysis Period:
HCM 7th Edition
Analysis Method:
Roundabout
Control Type:
Intersection 1: Vulture Mine Rd & US93
Intersection Level Of Service Report
No
No
Yes
No
Crosswalk
0.00
0.00
0.00
0.00
Grade [%]
30.00
30.00
30.00
30.00
Speed [mph]
100.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Exit Pocket Length [ft]
1
0
0
0
0
0
0
0
0
0
0
0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
1
0
0
1
0
0
0
0
0
1
0
0
No. of Lanes in Entry Pocket
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
US93
US93
Vulture Mine Rd
Vulture Mine Rd
Name
Intersection Setup
0
0
0
0
Pedestrian Volume [ped/h]
250
202
73
173
247
90
250
9
91
54
9
119
Total Analysis Volume [veh/h]
63
51
18
43
62
23
63
2
23
13
2
30
Total 15-Minute Volume [veh/h]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Other Adjustment Factor
0.8000
0.9000
0.8000
0.8500
0.9000
0.8000
0.8000
0.8000
0.8000
0.8000
0.8000
0.8500
Peak Hour Factor
200
182
58
147
222
72
200
7
73
43
7
101
Total Hourly Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
170
-170
0
0
-42
42
170
0
42
0
0
0
Pass-by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Diverted Trips [veh/h]
30
0
0
0
0
30
30
7
30
0
7
0
Site-Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
In-Process Volume [veh/h]
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
Growth Factor
0.00
Proportion of CAVs [%]
2.00
19.00
4.00
2.00
20.00
2.00
2.00
2.00
2.00
3.00
2.00
3.00
Heavy Vehicles Percentage [%]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Base Volume Adjustment Factor
0
345
57
144
259
0
0
0
1
42
0
99
Base Volume Input [veh/h]
US93
US93
Vulture Mine Rd
Vulture Mine Rd
Name
Volumes
2027 Total AM
2027 Total AM
Version 2024 (SP 0-6)
Generated with
A
Intersection LOS
6.01
Intersection Delay [s/veh]
A
A
A
A
Approach LOS
5.94
4.70
8.99
4.20
Approach Delay [s/veh]
26.46
24.08
12.11
16.08
13.26
49.48
0.00
13.77
95th-Percentile Queue Length [ft]
1.06
0.96
0.48
0.64
0.53
1.98
0.00
0.55
95th-Percentile Queue Length [veh]
A
A
A
A
A
A
A
A
Lane LOS
Movement, Approach, & Intersection Results
0.26
0.24
0.14
0.18
0.15
0.40
0.00
0.16
X, volume / capacity
1059
1008
1241
1007
1050
865
100000
821
Capacity per Entry Lane [veh/h]
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Pedestrian Impedance
1159
1159
1266
1208
1208
882
103001
845
Capacity of Entry and Bypass Lanes [veh/h]
305
284
0
215
183
357
0
132
Entry Flow Rate [veh/h]
0.91
0.87
0.98
0.83
0.87
0.98
0.97
0.97
HV Adjustment Factor
0.00091
0.00091
0.00102
0.00091
0.00091
0.00102
0.00000
0.00102
B (coefficient)
1420.00
1420.00
1380.00
1420.00
1420.00
1380.00
0.00
1380.00
A (intercept)
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
User-Defined Follow-Up Time [s]
No
No
No
No
No
No
No
No
Overwrite Calculated Follow-Up Time
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
User-Defined Critical Headway [s]
No
No
No
No
No
No
No
No
Overwrite Calculated Critical Headway
Lanes
250
202
73
173
247
90
250
9
91
54
9
119
Adjusted Demand Flow Rate [veh/h]
200
182
58
147
222
72
200
7
73
43
7
101
Demand Flow Rate [veh/h]
389
618
356
85
Exiting Flow Rate [veh/h]
224
178
439
481
Circulating Flow Rate [veh/h]
1
1
1
1
Number of Conflicting Circulating Lanes
Intersection Settings
2027 Total AM
2027 Total AM
Version 2024 (SP 0-6)
Generated with
0.336
Volume to Capacity (v/c):
B
Level Of Service:
12.3
Delay (sec / veh):
15 minutes
Analysis Period:
HCM 7th Edition
Analysis Method:
Two-way stop
Control Type:
Intersection 2: Vulture Mine Rd & Access A
Intersection Level Of Service Report
No
No
No
Crosswalk
0.00
0.00
0.00
Grade [%]
30.00
30.00
30.00
Speed [mph]
0.00
0.00
0.00
0.00
0.00
0.00
Exit Pocket Length [ft]
0
0
0
0
0
0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0
0
0
0
0
0
No. of Lanes in Entry Pocket
12.00
12.00
12.00
12.00
12.00
12.00
Lane Width [ft]
Right
Left
Thru
Left
Right
Thru
Turning Movement
Lane Configuration
Westbound
Southbound
Northbound
Approach
Access A
Vulture Mine Rd
Vulture Mine Rd
Name
Intersection Setup
0
0
0
Pedestrian Volume [ped/h]
0
249
62
0
249
61
Total Analysis Volume [veh/h]
0
62
16
0
62
15
Total 15-Minute Volume [veh/h]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Other Adjustment Factor
0.9000
0.9000
0.9000
0.9000
0.9000
0.9000
Peak Hour Factor
0
224
56
0
224
55
Total Hourly Volume [veh/h]
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
170
42
0
170
42
Pass-by Trips [veh/h]
0
0
0
0
0
0
Diverted Trips [veh/h]
0
54
13
0
54
13
Site-Generated Trips [veh/h]
0
0
0
0
0
0
In-Process Volume [veh/h]
1.0000
1.0000
1.0200
1.0000
1.0000
1.0200
Growth Factor
2.00
2.00
2.00
2.00
2.00
2.00
Heavy Vehicles Percentage [%]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Base Volume Adjustment Factor
0
0
1
0
0
0
Base Volume Input [veh/h]
Access A
Vulture Mine Rd
Vulture Mine Rd
Name
Volumes
2027 Total AM
2027 Total AM
Version 2024 (SP 0-6)
Generated with
B
Intersection LOS
4.93
d_I, Intersection Delay [s/veh]
B
A
A
Approach LOS
12.30
0.00
0.00
d_A, Approach Delay [s/veh]
37.07
37.07
0.00
0.00
0.00
0.00
95th-Percentile Queue Length [ft/ln]
1.48
1.48
0.00
0.00
0.00
0.00
95th-Percentile Queue Length [veh/ln]
B
B
A
A
A
A
Movement LOS
11.64
12.30
0.00
7.88
0.00
0.00
d_M, Delay for Movement [s/veh]
0.00
0.34
0.00
0.00
0.00
0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0
0
0
Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0
0
0
Storage Area [veh]
No
Flared Lane
Stop
Free
Free
Priority Scheme
Intersection Settings
2027 Total AM
2027 Total AM
Version 2024 (SP 0-6)
Generated with
0.062
Volume to Capacity (v/c):
A
Level Of Service:
8.9
Delay (sec / veh):
15 minutes
Analysis Period:
HCM 7th Edition
Analysis Method:
Two-way stop
Control Type:
Intersection 3: Vulture Mine Rd & Access B
Intersection Level Of Service Report
No
No
No
No
Crosswalk
0.00
0.00
0.00
0.00
Grade [%]
30.00
30.00
30.00
30.00
Speed [mph]
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Exit Pocket Length [ft]
0
0
0
0
0
0
0
0
0
0
0
0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0
0
0
0
0
0
0
0
0
0
0
0
No. of Lanes in Entry Pocket
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Access B
Vulture Mine Rd
Vulture Mine Rd
Name
Intersection Setup
0
0
0
0
Pedestrian Volume [ped/h]
0
0
61
1
0
0
0
0
0
61
0
0
Total Analysis Volume [veh/h]
0
0
15
0
0
0
0
0
0
15
0
0
Total 15-Minute Volume [veh/h]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Other Adjustment Factor
1.0000
0.9000
0.9000
0.9000
0.9000
1.0000
1.0000
1.0000
1.0000
0.9000
1.0000
0.9000
Peak Hour Factor
0
0
55
1
0
0
0
0
0
55
0
0
Total Hourly Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
42
0
0
0
0
0
0
42
0
0
Pass-by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
13
0
0
0
0
0
0
13
0
0
Site-Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
In-Process Volume [veh/h]
1.0000
1.0000
1.0000
1.0200
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0200
Growth Factor
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
Heavy Vehicles Percentage [%]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Base Volume Adjustment Factor
0
0
0
1
0
0
0
0
0
0
0
0
Base Volume Input [veh/h]
Access B
Vulture Mine Rd
Vulture Mine Rd
Name
Volumes
2027 Total AM
2027 Total AM
Version 2024 (SP 0-6)
Generated with
A
Intersection LOS
4.50
d_I, Intersection Delay [s/veh]
A
A
A
A
Approach LOS
8.93
8.32
2.44
0.00
d_A, Approach Delay [s/veh]
0.00
4.99
4.99
0.07
0.07
0.00
0.00
0.00
0.00
0.00
0.00
0.00
95th-Percentile Queue Length [ft/ln]
0.00
0.20
0.20
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
95th-Percentile Queue Length [veh/ln]
A
A
A
A
A
A
A
A
A
Movement LOS
0.00
9.42
8.93
8.32
9.34
0.00
0.00
0.00
7.33
0.00
0.00
7.22
d_M, Delay for Movement [s/veh]
0.00
0.00
0.06
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0
0
0
0
Number of Storage Spaces in Median
No
No
Two-Stage Gap Acceptance
0
0
0
0
Storage Area [veh]
No
Flared Lane
Stop
Stop
Free
Free
Priority Scheme
Intersection Settings
2027 Total AM
2027 Total AM
Version 2024 (SP 0-6)
Generated with
B
Level Of Service:
11.1
Delay (sec / veh):
15 minutes
Analysis Period:
HCM 7th Edition
Analysis Method:
Roundabout
Control Type:
Intersection 1: Vulture Mine Rd & US93
Intersection Level Of Service Report
No
No
Yes
No
Crosswalk
0.00
0.00
0.00
0.00
Grade [%]
30.00
30.00
30.00
30.00
Speed [mph]
100.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Exit Pocket Length [ft]
1
0
0
0
0
0
0
0
0
0
0
0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
1
0
0
1
0
0
0
0
0
1
0
0
No. of Lanes in Entry Pocket
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
US93
US93
Vulture Mine Rd
Vulture Mine Rd
Name
Intersection Setup
0
0
0
0
Pedestrian Volume [ped/h]
251
543
126
234
458
91
251
9
90
94
10
216
Total Analysis Volume [veh/h]
63
136
32
59
114
23
63
2
23
23
3
54
Total 15-Minute Volume [veh/h]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Other Adjustment Factor
0.8000
0.9000
0.8000
0.8500
0.9000
0.8000
0.8000
0.8000
0.8000
0.8000
0.8000
0.8500
Peak Hour Factor
201
489
101
199
412
73
201
7
72
75
8
184
Total Hourly Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
170
-170
0
0
-42
42
170
0
42
0
0
0
Pass-by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Diverted Trips [veh/h]
30
0
0
0
0
30
30
7
30
0
7
0
Site-Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
In-Process Volume [veh/h]
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
Growth Factor
0.00
Proportion of CAVs [%]
2.00
19.00
4.00
2.00
20.00
2.00
2.00
2.00
2.00
3.00
2.00
3.00
Heavy Vehicles Percentage [%]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Base Volume Adjustment Factor
1
646
99
195
445
1
1
0
0
74
1
180
Base Volume Input [veh/h]
US93
US93
Vulture Mine Rd
Vulture Mine Rd
Name
Volumes
2027 Total MD
2027 Total MD
Version 2024 (SP 0-6)
Generated with
B
Intersection LOS
11.06
Intersection Delay [s/veh]
B
A
D
A
Approach LOS
10.29
6.08
27.52
7.47
Approach Delay [s/veh]
78.16
65.16
18.58
32.21
26.37
142.87
0.00
40.29
95th-Percentile Queue Length [ft]
3.13
2.61
0.74
1.29
1.05
5.71
0.00
1.61
95th-Percentile Queue Length [veh]
B
A
A
A
A
D
A
B
Lane LOS
Movement, Approach, & Intersection Results
0.52
0.48
0.20
0.30
0.26
0.72
0.00
0.36
X, volume / capacity
931
910
1173
959
984
489
100000
634
Capacity per Entry Lane [veh/h]
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Pedestrian Impedance
1056
1056
1197
1150
1150
498
103000
653
Capacity of Entry and Bypass Lanes [veh/h]
554
503
0
350
302
357
0
233
Entry Flow Rate [veh/h]
0.88
0.86
0.98
0.83
0.86
0.98
0.97
0.97
HV Adjustment Factor
0.00091
0.00091
0.00102
0.00091
0.00091
0.00102
0.00000
0.00102
B (coefficient)
1420.00
1420.00
1380.00
1420.00
1420.00
1380.00
0.00
1380.00
A (intercept)
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
User-Defined Follow-Up Time [s]
No
No
No
No
No
No
No
No
Overwrite Calculated Follow-Up Time
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
User-Defined Critical Headway [s]
No
No
No
No
No
No
No
No
Overwrite Calculated Critical Headway
Lanes
251
543
126
234
458
91
251
9
90
94
10
216
Adjusted Demand Flow Rate [veh/h]
201
489
101
199
412
73
201
7
72
75
8
184
Demand Flow Rate [veh/h]
641
1125
359
140
Exiting Flow Rate [veh/h]
326
232
1000
734
Circulating Flow Rate [veh/h]
1
1
1
1
Number of Conflicting Circulating Lanes
Intersection Settings
2027 Total MD
2027 Total MD
Version 2024 (SP 0-6)
Generated with
0.337
Volume to Capacity (v/c):
B
Level Of Service:
12.3
Delay (sec / veh):
15 minutes
Analysis Period:
HCM 7th Edition
Analysis Method:
Two-way stop
Control Type:
Intersection 2: Vulture Mine Rd & Access A
Intersection Level Of Service Report
No
No
No
Crosswalk
0.00
0.00
0.00
Grade [%]
30.00
30.00
30.00
Speed [mph]
0.00
0.00
0.00
0.00
0.00
0.00
Exit Pocket Length [ft]
0
0
0
0
0
0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0
0
0
0
0
0
No. of Lanes in Entry Pocket
12.00
12.00
12.00
12.00
12.00
12.00
Lane Width [ft]
Right
Left
Thru
Left
Right
Thru
Turning Movement
Lane Configuration
Westbound
Southbound
Northbound
Approach
Access A
Vulture Mine Rd
Vulture Mine Rd
Name
Intersection Setup
0
0
0
Pedestrian Volume [ped/h]
0
249
62
0
249
64
Total Analysis Volume [veh/h]
0
62
16
0
62
16
Total 15-Minute Volume [veh/h]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Other Adjustment Factor
0.9000
0.9000
0.9000
0.9000
0.9000
0.9000
Peak Hour Factor
0
224
56
0
224
58
Total Hourly Volume [veh/h]
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
170
42
0
170
42
Pass-by Trips [veh/h]
0
0
0
0
0
0
Diverted Trips [veh/h]
0
54
13
0
54
13
Site-Generated Trips [veh/h]
0
0
0
0
0
0
In-Process Volume [veh/h]
1.0000
1.0000
1.0200
1.0000
1.0000
1.0200
Growth Factor
2.00
2.00
2.00
2.00
2.00
2.00
Heavy Vehicles Percentage [%]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Base Volume Adjustment Factor
0
0
1
0
0
3
Base Volume Input [veh/h]
Access A
Vulture Mine Rd
Vulture Mine Rd
Name
Volumes
2027 Total MD
2027 Total MD
Version 2024 (SP 0-6)
Generated with
B
Intersection LOS
4.92
d_I, Intersection Delay [s/veh]
B
A
A
Approach LOS
12.34
0.00
0.00
d_A, Approach Delay [s/veh]
37.28
37.28
0.00
0.00
0.00
0.00
95th-Percentile Queue Length [ft/ln]
1.49
1.49
0.00
0.00
0.00
0.00
95th-Percentile Queue Length [veh/ln]
B
B
A
A
A
A
Movement LOS
11.68
12.34
0.00
7.89
0.00
0.00
d_M, Delay for Movement [s/veh]
0.00
0.34
0.00
0.00
0.00
0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0
0
0
Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0
0
0
Storage Area [veh]
No
Flared Lane
Stop
Free
Free
Priority Scheme
Intersection Settings
2027 Total MD
2027 Total MD
Version 2024 (SP 0-6)
Generated with
0.063
Volume to Capacity (v/c):
A
Level Of Service:
9.0
Delay (sec / veh):
15 minutes
Analysis Period:
HCM 7th Edition
Analysis Method:
Two-way stop
Control Type:
Intersection 3: Vulture Mine Rd & Access B
Intersection Level Of Service Report
No
No
No
No
Crosswalk
0.00
0.00
0.00
0.00
Grade [%]
30.00
30.00
30.00
30.00
Speed [mph]
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Exit Pocket Length [ft]
0
0
0
0
0
0
0
0
0
0
0
0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0
0
0
0
0
0
0
0
0
0
0
0
No. of Lanes in Entry Pocket
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Access B
Vulture Mine Rd
Vulture Mine Rd
Name
Intersection Setup
0
0
0
0
Pedestrian Volume [ped/h]
0
0
61
1
0
0
0
0
0
61
0
3
Total Analysis Volume [veh/h]
0
0
15
0
0
0
0
0
0
15
0
1
Total 15-Minute Volume [veh/h]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Other Adjustment Factor
1.0000
0.9000
0.9000
0.9000
0.9000
1.0000
1.0000
1.0000
1.0000
0.9000
1.0000
0.9000
Peak Hour Factor
0
0
55
1
0
0
0
0
0
55
0
3
Total Hourly Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
42
0
0
0
0
0
0
42
0
0
Pass-by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
13
0
0
0
0
0
0
13
0
0
Site-Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
In-Process Volume [veh/h]
1.0000
1.0000
1.0000
1.0200
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0200
Growth Factor
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
Heavy Vehicles Percentage [%]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Base Volume Adjustment Factor
0
0
0
1
0
0
0
0
0
0
0
3
Base Volume Input [veh/h]
Access B
Vulture Mine Rd
Vulture Mine Rd
Name
Volumes
2027 Total MD
2027 Total MD
Version 2024 (SP 0-6)
Generated with
A
Intersection LOS
4.59
d_I, Intersection Delay [s/veh]
A
A
A
A
Approach LOS
8.98
8.32
2.44
0.34
d_A, Approach Delay [s/veh]
0.00
5.05
5.05
0.07
0.07
0.00
0.00
0.00
0.00
0.15
0.00
0.15
95th-Percentile Queue Length [ft/ln]
0.00
0.20
0.20
0.00
0.00
0.00
0.00
0.00
0.00
0.01
0.00
0.01
95th-Percentile Queue Length [veh/ln]
A
A
A
A
A
A
A
A
A
Movement LOS
0.00
9.47
8.98
8.32
9.38
0.00
0.00
0.00
7.33
0.00
0.00
7.22
d_M, Delay for Movement [s/veh]
0.00
0.00
0.06
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0
0
0
0
Number of Storage Spaces in Median
No
No
Two-Stage Gap Acceptance
0
0
0
0
Storage Area [veh]
No
Flared Lane
Stop
Stop
Free
Free
Priority Scheme
Intersection Settings
2027 Total MD
2027 Total MD
Version 2024 (SP 0-6)
Generated with
A
Level Of Service:
7.9
Delay (sec / veh):
15 minutes
Analysis Period:
HCM 7th Edition
Analysis Method:
Roundabout
Control Type:
Intersection 1: Vulture Mine Rd & US93
Intersection Level Of Service Report
No
No
Yes
No
Crosswalk
0.00
0.00
0.00
0.00
Grade [%]
30.00
30.00
30.00
30.00
Speed [mph]
100.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Exit Pocket Length [ft]
1
0
0
0
0
0
0
0
0
0
0
0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
1
0
0
1
0
0
0
0
0
1
0
0
No. of Lanes in Entry Pocket
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
US93
US93
Vulture Mine Rd
Vulture Mine Rd
Name
Intersection Setup
0
0
0
0
Pedestrian Volume [ped/h]
226
376
85
198
471
83
226
9
83
89
8
208
Total Analysis Volume [veh/h]
57
94
21
49
118
21
57
2
21
22
2
52
Total 15-Minute Volume [veh/h]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Other Adjustment Factor
0.8000
0.9000
0.8000
0.8500
0.9000
0.8000
0.8000
0.8000
0.8000
0.8000
0.8000
0.8500
Peak Hour Factor
181
338
68
168
424
66
181
7
66
71
6
177
Total Hourly Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
152
-152
0
0
-38
38
152
0
38
0
0
0
Pass-by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Diverted Trips [veh/h]
28
0
0
0
0
28
29
6
28
0
6
0
Site-Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
In-Process Volume [veh/h]
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
1.0200
Growth Factor
0.00
Proportion of CAVs [%]
2.00
19.00
4.00
2.00
20.00
2.00
2.00
2.00
2.00
3.00
2.00
3.00
Heavy Vehicles Percentage [%]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Base Volume Adjustment Factor
1
480
67
165
453
0
0
1
0
70
0
174
Base Volume Input [veh/h]
US93
US93
Vulture Mine Rd
Vulture Mine Rd
Name
Volumes
2027 Total PM
2027 Total PM
Version 2024 (SP 0-6)
Generated with
A
Intersection LOS
7.94
Intersection Delay [s/veh]
A
A
B
A
Approach LOS
7.86
5.75
13.94
7.29
Approach Delay [s/veh]
45.13
39.45
14.40
30.64
25.23
71.33
0.00
37.71
95th-Percentile Queue Length [ft]
1.81
1.58
0.58
1.23
1.01
2.85
0.00
1.51
95th-Percentile Queue Length [veh]
A
A
A
A
A
B
A
B
Lane LOS
Movement, Approach, & Intersection Results
0.38
0.35
0.16
0.29
0.25
0.51
0.00
0.34
X, volume / capacity
955
925
1225
1003
1027
630
100000
634
Capacity per Entry Lane [veh/h]
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Pedestrian Impedance
1074
1074
1250
1204
1204
643
103000
653
Capacity of Entry and Bypass Lanes [veh/h]
410
376
0
353
306
325
0
223
Entry Flow Rate [veh/h]
0.89
0.86
0.98
0.83
0.85
0.98
0.97
0.97
HV Adjustment Factor
0.00091
0.00091
0.00102
0.00091
0.00091
0.00102
0.00000
0.00102
B (coefficient)
1420.00
1420.00
1380.00
1420.00
1420.00
1380.00
0.00
1380.00
A (intercept)
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
User-Defined Follow-Up Time [s]
No
No
No
No
No
No
No
No
Overwrite Calculated Follow-Up Time
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
User-Defined Critical Headway [s]
No
No
No
No
No
No
No
No
Overwrite Calculated Critical Headway
Lanes
226
376
85
198
471
83
226
9
83
89
8
208
Adjusted Demand Flow Rate [veh/h]
181
338
68
168
424
66
181
7
66
71
6
177
Demand Flow Rate [veh/h]
650
892
323
98
Exiting Flow Rate [veh/h]
307
182
750
735
Circulating Flow Rate [veh/h]
1
1
1
1
Number of Conflicting Circulating Lanes
Intersection Settings
2027 Total PM
2027 Total PM
Version 2024 (SP 0-6)
Generated with
0.294
Volume to Capacity (v/c):
B
Level Of Service:
11.7
Delay (sec / veh):
15 minutes
Analysis Period:
HCM 7th Edition
Analysis Method:
Two-way stop
Control Type:
Intersection 2: Vulture Mine Rd & Access A
Intersection Level Of Service Report
No
No
No
Crosswalk
0.00
0.00
0.00
Grade [%]
30.00
30.00
30.00
Speed [mph]
0.00
0.00
0.00
0.00
0.00
0.00
Exit Pocket Length [ft]
0
0
0
0
0
0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0
0
0
0
0
0
No. of Lanes in Entry Pocket
12.00
12.00
12.00
12.00
12.00
12.00
Lane Width [ft]
Right
Left
Thru
Left
Right
Thru
Turning Movement
Lane Configuration
Westbound
Southbound
Northbound
Approach
Access A
Vulture Mine Rd
Vulture Mine Rd
Name
Intersection Setup
0
0
0
Pedestrian Volume [ped/h]
0
224
58
0
224
57
Total Analysis Volume [veh/h]
0
56
14
0
56
14
Total 15-Minute Volume [veh/h]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Other Adjustment Factor
0.9000
0.9000
0.9000
0.9000
0.9000
0.9000
Peak Hour Factor
0
202
52
0
202
51
Total Hourly Volume [veh/h]
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
152
38
0
152
38
Pass-by Trips [veh/h]
0
0
0
0
0
0
Diverted Trips [veh/h]
0
50
13
0
50
12
Site-Generated Trips [veh/h]
0
0
0
0
0
0
In-Process Volume [veh/h]
1.0000
1.0000
1.0200
1.0000
1.0000
1.0200
Growth Factor
2.00
2.00
2.00
2.00
2.00
2.00
Heavy Vehicles Percentage [%]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Base Volume Adjustment Factor
0
0
1
0
0
1
Base Volume Input [veh/h]
Access A
Vulture Mine Rd
Vulture Mine Rd
Name
Volumes
2027 Total PM
2027 Total PM
Version 2024 (SP 0-6)
Generated with
B
Intersection LOS
4.65
d_I, Intersection Delay [s/veh]
B
A
A
Approach LOS
11.69
0.00
0.00
d_A, Approach Delay [s/veh]
30.71
30.71
0.00
0.00
0.00
0.00
95th-Percentile Queue Length [ft/ln]
1.23
1.23
0.00
0.00
0.00
0.00
95th-Percentile Queue Length [veh/ln]
B
B
A
A
A
A
Movement LOS
11.07
11.69
0.00
7.81
0.00
0.00
d_M, Delay for Movement [s/veh]
0.00
0.29
0.00
0.00
0.00
0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0
0
0
Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0
0
0
Storage Area [veh]
No
Flared Lane
Stop
Free
Free
Priority Scheme
Intersection Settings
2027 Total PM
2027 Total PM
Version 2024 (SP 0-6)
Generated with
0.058
Volume to Capacity (v/c):
A
Level Of Service:
8.9
Delay (sec / veh):
15 minutes
Analysis Period:
HCM 7th Edition
Analysis Method:
Two-way stop
Control Type:
Intersection 3: Vulture Mine Rd & Access B
Intersection Level Of Service Report
No
No
No
No
Crosswalk
0.00
0.00
0.00
0.00
Grade [%]
30.00
30.00
30.00
30.00
Speed [mph]
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Exit Pocket Length [ft]
0
0
0
0
0
0
0
0
0
0
0
0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0
0
0
0
0
0
0
0
0
0
0
0
No. of Lanes in Entry Pocket
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Access B
Vulture Mine Rd
Vulture Mine Rd
Name
Intersection Setup
0
0
0
0
Pedestrian Volume [ped/h]
0
0
57
1
0
0
0
0
0
56
0
1
Total Analysis Volume [veh/h]
0
0
14
0
0
0
0
0
0
14
0
0
Total 15-Minute Volume [veh/h]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Other Adjustment Factor
1.0000
0.9000
0.9000
0.9000
0.9000
1.0000
1.0000
1.0000
1.0000
0.9000
1.0000
0.9000
Peak Hour Factor
0
0
51
1
0
0
0
0
0
50
0
1
Total Hourly Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
38
0
0
0
0
0
0
38
0
0
Pass-by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
13
0
0
0
0
0
0
12
0
0
Site-Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
In-Process Volume [veh/h]
1.0000
1.0000
1.0000
1.0200
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0200
Growth Factor
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
Heavy Vehicles Percentage [%]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Base Volume Adjustment Factor
0
0
0
1
0
0
0
0
0
0
0
1
Base Volume Input [veh/h]
Access B
Vulture Mine Rd
Vulture Mine Rd
Name
Volumes
2027 Total PM
2027 Total PM
Version 2024 (SP 0-6)
Generated with
A
Intersection LOS
4.55
d_I, Intersection Delay [s/veh]
A
A
A
A
Approach LOS
8.92
8.32
2.44
0.13
d_A, Approach Delay [s/veh]
0.00
4.64
4.64
0.07
0.07
0.00
0.00
0.00
0.00
0.05
0.00
0.05
95th-Percentile Queue Length [ft/ln]
0.00
0.19
0.19
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
95th-Percentile Queue Length [veh/ln]
A
A
A
A
A
A
A
A
A
Movement LOS
0.00
9.40
8.92
8.32
9.33
0.00
0.00
0.00
7.32
0.00
0.00
7.22
d_M, Delay for Movement [s/veh]
0.00
0.00
0.06
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0
0
0
0
Number of Storage Spaces in Median
No
No
Two-Stage Gap Acceptance
0
0
0
0
Storage Area [veh]
No
Flared Lane
Stop
Stop
Free
Free
Priority Scheme
Intersection Settings
2027 Total PM
2027 Total PM
Version 2024 (SP 0-6)
Generated with
A
Level Of Service:
6.2
Delay (sec / veh):
15 minutes
Analysis Period:
HCM 7th Edition
Analysis Method:
Roundabout
Control Type:
Intersection 1: Vulture Mine Rd & US93
Intersection Level Of Service Report
No
No
Yes
No
Crosswalk
0.00
0.00
0.00
0.00
Grade [%]
30.00
30.00
30.00
30.00
Speed [mph]
100.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Exit Pocket Length [ft]
1
0
0
0
0
0
0
0
0
0
0
0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
1
0
0
1
0
0
0
0
0
1
0
0
No. of Lanes in Entry Pocket
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
US93
US93
Vulture Mine Rd
Vulture Mine Rd
Name
Intersection Setup
0
0
0
0
Pedestrian Volume [ped/h]
250
226
78
184
264
90
250
9
91
56
9
126
Total Analysis Volume [veh/h]
63
56
19
46
66
23
63
2
23
14
2
31
Total 15-Minute Volume [veh/h]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Other Adjustment Factor
0.8000
0.9000
0.8000
0.8500
0.9000
0.8000
0.8000
0.8000
0.8000
0.8000
0.8000
0.8500
Peak Hour Factor
200
203
62
156
238
72
200
7
73
45
7
107
Total Hourly Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
170
-170
0
0
-42
42
170
0
42
0
0
0
Pass-by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Diverted Trips [veh/h]
30
0
0
0
0
30
30
7
30
0
7
0
Site-Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
In-Process Volume [veh/h]
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
Growth Factor
0.00
Proportion of CAVs [%]
2.00
19.00
4.00
2.00
20.00
2.00
2.00
2.00
2.00
3.00
2.00
3.00
Heavy Vehicles Percentage [%]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Base Volume Adjustment Factor
0
345
57
144
259
0
0
0
1
42
0
99
Base Volume Input [veh/h]
US93
US93
Vulture Mine Rd
Vulture Mine Rd
Name
Volumes
2030 Total AM
2030 Total AM
Version 2024 (SP 0-6)
Generated with
A
Intersection LOS
6.25
Intersection Delay [s/veh]
A
A
A
A
Approach LOS
6.17
4.81
9.58
4.40
Approach Delay [s/veh]
28.87
26.11
13.09
17.17
14.17
52.90
0.00
15.03
95th-Percentile Queue Length [ft]
1.15
1.04
0.52
0.69
0.57
2.12
0.00
0.60
95th-Percentile Queue Length [veh]
A
A
A
A
A
A
A
A
Lane LOS
Movement, Approach, & Intersection Results
0.28
0.26
0.15
0.19
0.16
0.42
0.00
0.17
X, volume / capacity
1048
1000
1234
1002
1043
830
100000
804
Capacity per Entry Lane [veh/h]
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Pedestrian Impedance
1152
1152
1259
1203
1203
846
103000
828
Capacity of Entry and Bypass Lanes [veh/h]
323
300
0
226
192
357
0
139
Entry Flow Rate [veh/h]
0.91
0.87
0.98
0.83
0.87
0.98
0.97
0.97
HV Adjustment Factor
0.00091
0.00091
0.00102
0.00091
0.00091
0.00102
0.00000
0.00102
B (coefficient)
1420.00
1420.00
1380.00
1420.00
1420.00
1380.00
0.00
1380.00
A (intercept)
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
User-Defined Follow-Up Time [s]
No
No
No
No
No
No
No
No
Overwrite Calculated Follow-Up Time
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
User-Defined Critical Headway [s]
No
No
No
No
No
No
No
No
Overwrite Calculated Critical Headway
Lanes
250
226
78
184
264
90
250
9
91
56
9
126
Adjusted Demand Flow Rate [veh/h]
200
203
62
156
238
72
200
7
73
45
7
107
Demand Flow Rate [veh/h]
410
654
356
90
Exiting Flow Rate [veh/h]
231
183
480
501
Circulating Flow Rate [veh/h]
1
1
1
1
Number of Conflicting Circulating Lanes
Intersection Settings
2030 Total AM
2030 Total AM
Version 2024 (SP 0-6)
Generated with
0.336
Volume to Capacity (v/c):
B
Level Of Service:
12.3
Delay (sec / veh):
15 minutes
Analysis Period:
HCM 7th Edition
Analysis Method:
Two-way stop
Control Type:
Intersection 2: Vulture Mine Rd & Access A
Intersection Level Of Service Report
No
No
No
Crosswalk
0.00
0.00
0.00
Grade [%]
30.00
30.00
30.00
Speed [mph]
0.00
0.00
0.00
0.00
0.00
0.00
Exit Pocket Length [ft]
0
0
0
0
0
0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0
0
0
0
0
0
No. of Lanes in Entry Pocket
12.00
12.00
12.00
12.00
12.00
12.00
Lane Width [ft]
Right
Left
Thru
Left
Right
Thru
Turning Movement
Lane Configuration
Westbound
Southbound
Northbound
Approach
Access A
Vulture Mine Rd
Vulture Mine Rd
Name
Intersection Setup
0
0
0
Pedestrian Volume [ped/h]
0
249
62
0
249
61
Total Analysis Volume [veh/h]
0
62
16
0
62
15
Total 15-Minute Volume [veh/h]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Other Adjustment Factor
0.9000
0.9000
0.9000
0.9000
0.9000
0.9000
Peak Hour Factor
0
224
56
0
224
55
Total Hourly Volume [veh/h]
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
170
42
0
170
42
Pass-by Trips [veh/h]
0
0
0
0
0
0
Diverted Trips [veh/h]
0
54
13
0
54
13
Site-Generated Trips [veh/h]
0
0
0
0
0
0
In-Process Volume [veh/h]
1.0000
1.0000
1.0824
1.0000
1.0000
1.0824
Growth Factor
2.00
2.00
2.00
2.00
2.00
2.00
Heavy Vehicles Percentage [%]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Base Volume Adjustment Factor
0
0
1
0
0
0
Base Volume Input [veh/h]
Access A
Vulture Mine Rd
Vulture Mine Rd
Name
Volumes
2030 Total AM
2030 Total AM
Version 2024 (SP 0-6)
Generated with
B
Intersection LOS
4.93
d_I, Intersection Delay [s/veh]
B
A
A
Approach LOS
12.30
0.00
0.00
d_A, Approach Delay [s/veh]
37.07
37.07
0.00
0.00
0.00
0.00
95th-Percentile Queue Length [ft/ln]
1.48
1.48
0.00
0.00
0.00
0.00
95th-Percentile Queue Length [veh/ln]
B
B
A
A
A
A
Movement LOS
11.64
12.30
0.00
7.88
0.00
0.00
d_M, Delay for Movement [s/veh]
0.00
0.34
0.00
0.00
0.00
0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0
0
0
Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0
0
0
Storage Area [veh]
No
Flared Lane
Stop
Free
Free
Priority Scheme
Intersection Settings
2030 Total AM
2030 Total AM
Version 2024 (SP 0-6)
Generated with
0.062
Volume to Capacity (v/c):
A
Level Of Service:
8.9
Delay (sec / veh):
15 minutes
Analysis Period:
HCM 7th Edition
Analysis Method:
Two-way stop
Control Type:
Intersection 3: Vulture Mine Rd & Access B
Intersection Level Of Service Report
No
No
No
No
Crosswalk
0.00
0.00
0.00
0.00
Grade [%]
30.00
30.00
30.00
30.00
Speed [mph]
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Exit Pocket Length [ft]
0
0
0
0
0
0
0
0
0
0
0
0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0
0
0
0
0
0
0
0
0
0
0
0
No. of Lanes in Entry Pocket
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Access B
Vulture Mine Rd
Vulture Mine Rd
Name
Intersection Setup
0
0
0
0
Pedestrian Volume [ped/h]
0
0
61
1
0
0
0
0
0
61
0
0
Total Analysis Volume [veh/h]
0
0
15
0
0
0
0
0
0
15
0
0
Total 15-Minute Volume [veh/h]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Other Adjustment Factor
1.0000
0.9000
0.9000
0.9000
0.9000
1.0000
1.0000
1.0000
1.0000
0.9000
1.0000
0.9000
Peak Hour Factor
0
0
55
1
0
0
0
0
0
55
0
0
Total Hourly Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
42
0
0
0
0
0
0
42
0
0
Pass-by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
13
0
0
0
0
0
0
13
0
0
Site-Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
In-Process Volume [veh/h]
1.0000
1.0000
1.0000
1.0824
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0824
Growth Factor
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
Heavy Vehicles Percentage [%]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Base Volume Adjustment Factor
0
0
0
1
0
0
0
0
0
0
0
0
Base Volume Input [veh/h]
Access B
Vulture Mine Rd
Vulture Mine Rd
Name
Volumes
2030 Total AM
2030 Total AM
Version 2024 (SP 0-6)
Generated with
A
Intersection LOS
4.50
d_I, Intersection Delay [s/veh]
A
A
A
A
Approach LOS
8.93
8.32
2.44
0.00
d_A, Approach Delay [s/veh]
0.00
4.99
4.99
0.07
0.07
0.00
0.00
0.00
0.00
0.00
0.00
0.00
95th-Percentile Queue Length [ft/ln]
0.00
0.20
0.20
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
95th-Percentile Queue Length [veh/ln]
A
A
A
A
A
A
A
A
A
Movement LOS
0.00
9.42
8.93
8.32
9.34
0.00
0.00
0.00
7.33
0.00
0.00
7.22
d_M, Delay for Movement [s/veh]
0.00
0.00
0.06
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0
0
0
0
Number of Storage Spaces in Median
No
No
Two-Stage Gap Acceptance
0
0
0
0
Storage Area [veh]
No
Flared Lane
Stop
Stop
Free
Free
Priority Scheme
Intersection Settings
2030 Total AM
2030 Total AM
Version 2024 (SP 0-6)
Generated with
B
Level Of Service:
12.4
Delay (sec / veh):
15 minutes
Analysis Period:
HCM 7th Edition
Analysis Method:
Roundabout
Control Type:
Intersection 1: Vulture Mine Rd & US93
Intersection Level Of Service Report
No
No
Yes
No
Crosswalk
0.00
0.00
0.00
0.00
Grade [%]
30.00
30.00
30.00
30.00
Speed [mph]
100.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Exit Pocket Length [ft]
1
0
0
0
0
0
0
0
0
0
0
0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
1
0
0
1
0
0
0
0
0
1
0
0
No. of Lanes in Entry Pocket
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
US93
US93
Vulture Mine Rd
Vulture Mine Rd
Name
Intersection Setup
0
0
0
0
Pedestrian Volume [ped/h]
251
588
134
248
489
91
251
9
90
100
10
229
Total Analysis Volume [veh/h]
63
147
33
62
122
23
63
2
23
25
3
57
Total 15-Minute Volume [veh/h]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Other Adjustment Factor
0.8000
0.9000
0.8000
0.8500
0.9000
0.8000
0.8000
0.8000
0.8000
0.8000
0.8000
0.8500
Peak Hour Factor
201
529
107
211
440
73
201
7
72
80
8
195
Total Hourly Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
170
-170
0
0
-42
42
170
0
42
0
0
0
Pass-by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Diverted Trips [veh/h]
30
0
0
0
0
30
30
7
30
0
7
0
Site-Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
In-Process Volume [veh/h]
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
Growth Factor
0.00
Proportion of CAVs [%]
2.00
19.00
4.00
2.00
20.00
2.00
2.00
2.00
2.00
3.00
2.00
3.00
Heavy Vehicles Percentage [%]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Base Volume Adjustment Factor
1
646
99
195
445
1
1
0
0
74
1
180
Base Volume Input [veh/h]
US93
US93
Vulture Mine Rd
Vulture Mine Rd
Name
Volumes
2030 Total MD
2030 Total MD
Version 2024 (SP 0-6)
Generated with
B
Intersection LOS
12.37
Intersection Delay [s/veh]
B
A
D
A
Approach LOS
11.18
6.22
34.24
8.18
Approach Delay [s/veh]
89.96
73.88
18.88
35.21
28.74
168.43
0.00
46.43
95th-Percentile Queue Length [ft]
3.60
2.96
0.76
1.41
1.15
6.74
0.00
1.86
95th-Percentile Queue Length [veh]
B
B
A
A
A
D
A
B
Lane LOS
Movement, Approach, & Intersection Results
0.56
0.51
0.20
0.32
0.28
0.77
0.00
0.39
X, volume / capacity
917
898
1228
951
975
452
100000
611
Capacity per Entry Lane [veh/h]
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Pedestrian Impedance
1044
1044
1252
1142
1142
461
103001
629
Capacity of Entry and Bypass Lanes [veh/h]
587
532
0
369
320
357
0
247
Entry Flow Rate [veh/h]
0.88
0.86
0.98
0.83
0.85
0.98
0.97
0.97
HV Adjustment Factor
0.00091
0.00091
0.00085
0.00091
0.00091
0.00102
0.00000
0.00102
B (coefficient)
1420.00
1420.00
1420.00
1420.00
1420.00
1380.00
0.00
1380.00
A (intercept)
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
User-Defined Follow-Up Time [s]
No
No
No
No
No
No
No
No
Overwrite Calculated Follow-Up Time
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
User-Defined Critical Headway [s]
No
No
No
No
No
No
No
No
Overwrite Calculated Critical Headway
Lanes
251
588
134
248
489
91
251
9
90
100
10
229
Adjusted Demand Flow Rate [veh/h]
201
529
107
211
440
73
201
7
72
80
8
195
Demand Flow Rate [veh/h]
679
1192
359
149
Exiting Flow Rate [veh/h]
339
240
1075
771
Circulating Flow Rate [veh/h]
1
1
1
1
Number of Conflicting Circulating Lanes
Intersection Settings
2030 Total MD
2030 Total MD
Version 2024 (SP 0-6)
Generated with
0.337
Volume to Capacity (v/c):
B
Level Of Service:
12.3
Delay (sec / veh):
15 minutes
Analysis Period:
HCM 7th Edition
Analysis Method:
Two-way stop
Control Type:
Intersection 2: Vulture Mine Rd & Access A
Intersection Level Of Service Report
No
No
No
Crosswalk
0.00
0.00
0.00
Grade [%]
30.00
30.00
30.00
Speed [mph]
0.00
0.00
0.00
0.00
0.00
0.00
Exit Pocket Length [ft]
0
0
0
0
0
0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0
0
0
0
0
0
No. of Lanes in Entry Pocket
12.00
12.00
12.00
12.00
12.00
12.00
Lane Width [ft]
Right
Left
Thru
Left
Right
Thru
Turning Movement
Lane Configuration
Westbound
Southbound
Northbound
Approach
Access A
Vulture Mine Rd
Vulture Mine Rd
Name
Intersection Setup
0
0
0
Pedestrian Volume [ped/h]
0
249
62
0
249
64
Total Analysis Volume [veh/h]
0
62
16
0
62
16
Total 15-Minute Volume [veh/h]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Other Adjustment Factor
0.9000
0.9000
0.9000
0.9000
0.9000
0.9000
Peak Hour Factor
0
224
56
0
224
58
Total Hourly Volume [veh/h]
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
170
42
0
170
42
Pass-by Trips [veh/h]
0
0
0
0
0
0
Diverted Trips [veh/h]
0
54
13
0
54
13
Site-Generated Trips [veh/h]
0
0
0
0
0
0
In-Process Volume [veh/h]
1.0000
1.0000
1.0824
1.0000
1.0000
1.0824
Growth Factor
2.00
2.00
2.00
2.00
2.00
2.00
Heavy Vehicles Percentage [%]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Base Volume Adjustment Factor
0
0
1
0
0
3
Base Volume Input [veh/h]
Access A
Vulture Mine Rd
Vulture Mine Rd
Name
Volumes
2030 Total MD
2030 Total MD
Version 2024 (SP 0-6)
Generated with
B
Intersection LOS
4.92
d_I, Intersection Delay [s/veh]
B
A
A
Approach LOS
12.34
0.00
0.00
d_A, Approach Delay [s/veh]
37.28
37.28
0.00
0.00
0.00
0.00
95th-Percentile Queue Length [ft/ln]
1.49
1.49
0.00
0.00
0.00
0.00
95th-Percentile Queue Length [veh/ln]
B
B
A
A
A
A
Movement LOS
11.68
12.34
0.00
7.89
0.00
0.00
d_M, Delay for Movement [s/veh]
0.00
0.34
0.00
0.00
0.00
0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0
0
0
Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0
0
0
Storage Area [veh]
No
Flared Lane
Stop
Free
Free
Priority Scheme
Intersection Settings
2030 Total MD
2030 Total MD
Version 2024 (SP 0-6)
Generated with
0.063
Volume to Capacity (v/c):
A
Level Of Service:
9.0
Delay (sec / veh):
15 minutes
Analysis Period:
HCM 7th Edition
Analysis Method:
Two-way stop
Control Type:
Intersection 3: Vulture Mine Rd & Access B
Intersection Level Of Service Report
No
No
No
No
Crosswalk
0.00
0.00
0.00
0.00
Grade [%]
30.00
30.00
30.00
30.00
Speed [mph]
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Exit Pocket Length [ft]
0
0
0
0
0
0
0
0
0
0
0
0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0
0
0
0
0
0
0
0
0
0
0
0
No. of Lanes in Entry Pocket
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Access B
Vulture Mine Rd
Vulture Mine Rd
Name
Intersection Setup
0
0
0
0
Pedestrian Volume [ped/h]
0
0
61
1
0
0
0
0
0
61
0
3
Total Analysis Volume [veh/h]
0
0
15
0
0
0
0
0
0
15
0
1
Total 15-Minute Volume [veh/h]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Other Adjustment Factor
1.0000
0.9000
0.9000
0.9000
0.9000
1.0000
1.0000
1.0000
1.0000
0.9000
1.0000
0.9000
Peak Hour Factor
0
0
55
1
0
0
0
0
0
55
0
3
Total Hourly Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
42
0
0
0
0
0
0
42
0
0
Pass-by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
13
0
0
0
0
0
0
13
0
0
Site-Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
In-Process Volume [veh/h]
1.0000
1.0000
1.0000
1.0824
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0824
Growth Factor
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
Heavy Vehicles Percentage [%]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Base Volume Adjustment Factor
0
0
0
1
0
0
0
0
0
0
0
3
Base Volume Input [veh/h]
Access B
Vulture Mine Rd
Vulture Mine Rd
Name
Volumes
2030 Total MD
2030 Total MD
Version 2024 (SP 0-6)
Generated with
A
Intersection LOS
4.59
d_I, Intersection Delay [s/veh]
A
A
A
A
Approach LOS
8.98
8.32
2.44
0.34
d_A, Approach Delay [s/veh]
0.00
5.05
5.05
0.07
0.07
0.00
0.00
0.00
0.00
0.15
0.00
0.15
95th-Percentile Queue Length [ft/ln]
0.00
0.20
0.20
0.00
0.00
0.00
0.00
0.00
0.00
0.01
0.00
0.01
95th-Percentile Queue Length [veh/ln]
A
A
A
A
A
A
A
A
A
Movement LOS
0.00
9.47
8.98
8.32
9.38
0.00
0.00
0.00
7.33
0.00
0.00
7.22
d_M, Delay for Movement [s/veh]
0.00
0.00
0.06
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0
0
0
0
Number of Storage Spaces in Median
No
No
Two-Stage Gap Acceptance
0
0
0
0
Storage Area [veh]
No
Flared Lane
Stop
Stop
Free
Free
Priority Scheme
Intersection Settings
2030 Total MD
2030 Total MD
Version 2024 (SP 0-6)
Generated with
A
Level Of Service:
8.5
Delay (sec / veh):
15 minutes
Analysis Period:
HCM 7th Edition
Analysis Method:
Roundabout
Control Type:
Intersection 1: Vulture Mine Rd & US93
Intersection Level Of Service Report
No
No
Yes
No
Crosswalk
0.00
0.00
0.00
0.00
Grade [%]
30.00
30.00
30.00
30.00
Speed [mph]
100.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Exit Pocket Length [ft]
1
0
0
0
0
0
0
0
0
0
0
0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
1
0
0
1
0
0
0
0
0
1
0
0
No. of Lanes in Entry Pocket
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
US93
US93
Vulture Mine Rd
Vulture Mine Rd
Name
Intersection Setup
0
0
0
0
Pedestrian Volume [ped/h]
226
409
91
211
502
83
226
9
83
95
8
221
Total Analysis Volume [veh/h]
57
102
23
53
126
21
57
2
21
24
2
55
Total 15-Minute Volume [veh/h]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Other Adjustment Factor
0.8000
0.9000
0.8000
0.8500
0.9000
0.8000
0.8000
0.8000
0.8000
0.8000
0.8000
0.8500
Peak Hour Factor
181
368
73
179
452
66
181
7
66
76
6
188
Total Hourly Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
152
-152
0
0
-38
38
152
0
38
0
0
0
Pass-by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Diverted Trips [veh/h]
28
0
0
0
0
28
29
6
28
0
6
0
Site-Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
In-Process Volume [veh/h]
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
1.0824
Growth Factor
0.00
Proportion of CAVs [%]
2.00
19.00
4.00
2.00
20.00
2.00
2.00
2.00
2.00
3.00
2.00
3.00
Heavy Vehicles Percentage [%]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Base Volume Adjustment Factor
1
480
67
165
453
0
0
1
0
70
0
174
Base Volume Input [veh/h]
US93
US93
Vulture Mine Rd
Vulture Mine Rd
Name
Volumes
2030 Total PM
2030 Total PM
Version 2024 (SP 0-6)
Generated with
A
Intersection LOS
8.47
Intersection Delay [s/veh]
A
A
C
A
Approach LOS
8.33
5.96
15.56
7.97
Approach Delay [s/veh]
50.47
43.71
15.65
33.34
27.38
79.44
0.00
43.49
95th-Percentile Queue Length [ft]
2.02
1.75
0.63
1.33
1.10
3.18
0.00
1.74
95th-Percentile Queue Length [veh]
A
A
A
A
A
C
A
B
Lane LOS
Movement, Approach, & Intersection Results
0.41
0.37
0.17
0.31
0.27
0.54
0.00
0.38
X, volume / capacity
941
913
1217
997
1020
593
100000
610
Capacity per Entry Lane [veh/h]
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Pedestrian Impedance
1061
1061
1242
1197
1197
605
103000
629
Capacity of Entry and Bypass Lanes [veh/h]
435
397
0
373
323
325
0
236
Entry Flow Rate [veh/h]
0.89
0.86
0.98
0.83
0.85
0.98
0.97
0.97
HV Adjustment Factor
0.00091
0.00091
0.00102
0.00091
0.00091
0.00102
0.00000
0.00102
B (coefficient)
1420.00
1420.00
1380.00
1420.00
1420.00
1380.00
0.00
1380.00
A (intercept)
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
User-Defined Follow-Up Time [s]
No
No
No
No
No
No
No
No
Overwrite Calculated Follow-Up Time
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
User-Defined Critical Headway [s]
No
No
No
No
No
No
No
No
Overwrite Calculated Critical Headway
Lanes
226
409
91
211
502
83
226
9
83
95
8
221
Adjusted Demand Flow Rate [veh/h]
181
368
73
179
452
66
181
7
66
76
6
188
Demand Flow Rate [veh/h]
687
945
323
104
Exiting Flow Rate [veh/h]
320
188
809
772
Circulating Flow Rate [veh/h]
1
1
1
1
Number of Conflicting Circulating Lanes
Intersection Settings
2030 Total PM
2030 Total PM
Version 2024 (SP 0-6)
Generated with
0.294
Volume to Capacity (v/c):
B
Level Of Service:
11.7
Delay (sec / veh):
15 minutes
Analysis Period:
HCM 7th Edition
Analysis Method:
Two-way stop
Control Type:
Intersection 2: Vulture Mine Rd & Access A
Intersection Level Of Service Report
No
No
No
Crosswalk
0.00
0.00
0.00
Grade [%]
30.00
30.00
30.00
Speed [mph]
0.00
0.00
0.00
0.00
0.00
0.00
Exit Pocket Length [ft]
0
0
0
0
0
0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0
0
0
0
0
0
No. of Lanes in Entry Pocket
12.00
12.00
12.00
12.00
12.00
12.00
Lane Width [ft]
Right
Left
Thru
Left
Right
Thru
Turning Movement
Lane Configuration
Westbound
Southbound
Northbound
Approach
Access A
Vulture Mine Rd
Vulture Mine Rd
Name
Intersection Setup
0
0
0
Pedestrian Volume [ped/h]
0
224
58
0
224
57
Total Analysis Volume [veh/h]
0
56
14
0
56
14
Total 15-Minute Volume [veh/h]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Other Adjustment Factor
0.9000
0.9000
0.9000
0.9000
0.9000
0.9000
Peak Hour Factor
0
202
52
0
202
51
Total Hourly Volume [veh/h]
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
152
38
0
152
38
Pass-by Trips [veh/h]
0
0
0
0
0
0
Diverted Trips [veh/h]
0
50
13
0
50
12
Site-Generated Trips [veh/h]
0
0
0
0
0
0
In-Process Volume [veh/h]
1.0000
1.0000
1.0824
1.0000
1.0000
1.0824
Growth Factor
2.00
2.00
2.00
2.00
2.00
2.00
Heavy Vehicles Percentage [%]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Base Volume Adjustment Factor
0
0
1
0
0
1
Base Volume Input [veh/h]
Access A
Vulture Mine Rd
Vulture Mine Rd
Name
Volumes
2030 Total PM
2030 Total PM
Version 2024 (SP 0-6)
Generated with
B
Intersection LOS
4.65
d_I, Intersection Delay [s/veh]
B
A
A
Approach LOS
11.69
0.00
0.00
d_A, Approach Delay [s/veh]
30.71
30.71
0.00
0.00
0.00
0.00
95th-Percentile Queue Length [ft/ln]
1.23
1.23
0.00
0.00
0.00
0.00
95th-Percentile Queue Length [veh/ln]
B
B
A
A
A
A
Movement LOS
11.07
11.69
0.00
7.81
0.00
0.00
d_M, Delay for Movement [s/veh]
0.00
0.29
0.00
0.00
0.00
0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0
0
0
Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0
0
0
Storage Area [veh]
No
Flared Lane
Stop
Free
Free
Priority Scheme
Intersection Settings
2030 Total PM
2030 Total PM
Version 2024 (SP 0-6)
Generated with
0.058
Volume to Capacity (v/c):
A
Level Of Service:
8.9
Delay (sec / veh):
15 minutes
Analysis Period:
HCM 7th Edition
Analysis Method:
Two-way stop
Control Type:
Intersection 3: Vulture Mine Rd & Access B
Intersection Level Of Service Report
No
No
No
No
Crosswalk
0.00
0.00
0.00
0.00
Grade [%]
30.00
30.00
30.00
30.00
Speed [mph]
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Exit Pocket Length [ft]
0
0
0
0
0
0
0
0
0
0
0
0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0
0
0
0
0
0
0
0
0
0
0
0
No. of Lanes in Entry Pocket
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Access B
Vulture Mine Rd
Vulture Mine Rd
Name
Intersection Setup
0
0
0
0
Pedestrian Volume [ped/h]
0
0
57
1
0
0
0
0
0
56
0
1
Total Analysis Volume [veh/h]
0
0
14
0
0
0
0
0
0
14
0
0
Total 15-Minute Volume [veh/h]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Other Adjustment Factor
1.0000
0.9000
0.9000
0.9000
0.9000
1.0000
1.0000
1.0000
1.0000
0.9000
1.0000
0.9000
Peak Hour Factor
0
0
51
1
0
0
0
0
0
50
0
1
Total Hourly Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
38
0
0
0
0
0
0
38
0
0
Pass-by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
13
0
0
0
0
0
0
12
0
0
Site-Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
In-Process Volume [veh/h]
1.0000
1.0000
1.0000
1.0824
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0824
Growth Factor
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
Heavy Vehicles Percentage [%]
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Base Volume Adjustment Factor
0
0
0
1
0
0
0
0
0
0
0
1
Base Volume Input [veh/h]
Access B
Vulture Mine Rd
Vulture Mine Rd
Name
Volumes
2030 Total PM
2030 Total PM
Version 2024 (SP 0-6)
Generated with
A
Intersection LOS
4.55
d_I, Intersection Delay [s/veh]
A
A
A
A
Approach LOS
8.92
8.32
2.44
0.13
d_A, Approach Delay [s/veh]
0.00
4.64
4.64
0.07
0.07
0.00
0.00
0.00
0.00
0.05
0.00
0.05
95th-Percentile Queue Length [ft/ln]
0.00
0.19
0.19
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
95th-Percentile Queue Length [veh/ln]
A
A
A
A
A
A
A
A
A
Movement LOS
0.00
9.40
8.92
8.32
9.33
0.00
0.00
0.00
7.32
0.00
0.00
7.22
d_M, Delay for Movement [s/veh]
0.00
0.00
0.06
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0
0
0
0
Number of Storage Spaces in Median
No
No
Two-Stage Gap Acceptance
0
0
0
0
Storage Area [veh]
No
Flared Lane
Stop
Stop
Free
Free
Priority Scheme
Intersection Settings
2030 Total PM
2030 Total PM
Version 2024 (SP 0-6)
Generated with
VULTUIRE MINE ROAD & US 93
Incident ID
Incident
Microfilm
Incident Date & Time
Incident
On Road
Incident
Crossing
Feature
Incident
Offset
Incident
Injury
Severity
Descriptio
n
Incident
First
Harmful
Descriptio
n
Incident
Collision
Manner
Desc
Incident
Light
Condition
Desc
Incident
Weather
Desc
Incident
Intersectio
n Type
Desc
Incident
Junction
Relation
Desc
4001725
1/21/2023 3:00:00 PM U 093 N Vulture
Mine Rd
0 Suspected
Minor
Injury
Motor
Vehicle In
Transport
Rear End
Daylight
Clear
Not
Reported
Intersection
Related
4001725
1/21/2023 3:00:00 PM U 093 N Vulture
Mine Rd
0 Suspected
Minor
Injury
Motor
Vehicle In
Transport
Rear End
Daylight
Clear
Not
Reported
Intersection
Related
4020513
3/8/2023 4:37:00 PM U 093 N Vulture
Mine Rd
0 No Injury
Motor
Vehicle In
Transport
Rear End
Daylight
Clear
Not
Reported
Intersection
Related
4020513
3/8/2023 4:37:00 PM U 093 N Vulture
Mine Rd
0 No Injury
Motor
Vehicle In
Transport
Rear End
Daylight
Clear
Not
Reported
Intersection
Related
4037363
4/24/2023 5:06:00 PM U 093 M196
0.14 No Injury
Motor
Vehicle In
Transport
Rear End
Daylight
Clear
Not
Reported
Intersection
Related
4037363
4/24/2023 5:06:00 PM U 093 M196
0.14 No Injury
Motor
Vehicle In
Transport
Rear End
Daylight
Clear
Not
Reported
Intersection
Related
4037363
4/24/2023 5:06:00 PM U 093 M196
0.14 No Injury
Motor
Vehicle In
Transport
Rear End
Daylight
Clear
Not
Reported
Intersection
Related
4043354
5/17/2023 2:44:00 PM U 093 M196
0.14 No Injury
Motor
Vehicle In
Transport
Rear End
Daylight
Clear
Not
Reported
Intersection
Related
4043354
5/17/2023 2:44:00 PM U 093 M196
0.14 No Injury
Motor
Vehicle In
Transport
Rear End
Daylight
Clear
Not
Reported
Intersection
Related
4080275
8/13/2023 5:53:00 AM U 093 N Vulture
Mine Rd
10 No Injury
Motor
Vehicle In
Transport
Sideswipe
Opposite
Direction
Dawn
Clear
Not
Reported
Not
Junction
Related
4080275
8/13/2023 5:53:00 AM U 093 N Vulture
Mine Rd
10 No Injury
Motor
Vehicle In
Transport
Sideswipe
Opposite
Direction
Dawn
Clear
Not
Reported
Not
Junction
Related
4107944
10/19/2023 4:13:00 PM U 093 M196
0.13 No Injury
Motor
Vehicle In
Transport
Rear End
Daylight
Clear
Not
Reported
Not
Junction
Related
4107944
10/19/2023 4:13:00 PM U 093 M196
0.13 No Injury
Motor
Vehicle In
Transport
Rear End
Daylight
Clear
Not
Reported
Not
Junction
Related
4160347
2/25/2024 10:40:00 AM U 093 M196
0.17 No Injury
Motor
Vehicle In
Transport
Rear End
Daylight
Clear
Not
Reported
Intersection
Related
4160347
2/25/2024 10:40:00 AM U 093 M196
0.17 No Injury
Motor
Vehicle In
Transport
Rear End
Daylight
Clear
Not
Reported
Intersection
Related
4166039
4/5/2024 6:28:00 PM U 093 N Vulture
Mine Rd
0 No Injury
Motor
Vehicle In
Transport
Sideswipe
Same
Direction
Daylight
Cloudy
Not
Reported
Intersection
Related
4166039
4/5/2024 6:28:00 PM U 093 N Vulture
Mine Rd
0 No Injury
Motor
Vehicle In
Transport
Sideswipe
Same
Direction
Daylight
Cloudy
Not
Reported
Intersection
Related
4196153
6/19/2024 4:06:00 PM U 093
M196
0.15 No Injury
Motor
Vehicle In
Transport
Rear End
Daylight
Clear
Not
Reported
Other
4196153
6/19/2024 4:06:00 PM U 093
M196
0.15 No Injury
Motor
Vehicle In
Transport
Rear End
Daylight
Clear
Not
Reported
Other
4215617
6/6/2024 12:21:00 PM U 093 M196
0.177 No Injury
Motor
Vehicle In
Transport
Sideswipe
Same
Direction
Daylight
Clear
Not
Reported
Other
4215617
6/6/2024 12:21:00 PM U 093 M196
0.177 No Injury
Motor
Vehicle In
Transport
Sideswipe
Same
Direction
Daylight
Clear
Not
Reported
Other
4227131
8/4/2024 5:38:00 AM U 093 N Vulture
Mine Rd
0 No Injury
Curb
Single
Vehicle
Daylight
Clear
Not
Reported
Other
4243632
11/8/2024 8:26:00 AM 13N
VULTURE
MINE
RD
US-93
111 Possible
Injury
Motor
Vehicle In
Transport
Angle
(Front To
Side)(Other
Than Left
Turn)
Daylight
Clear
Not
Reported
Intersection
Other
4243632
11/8/2024 8:26:00 AM 13N
VULTURE
MINE
RD
US-93
111 Possible
Injury
Motor
Vehicle In
Transport
Angle
(Front To
Side)(Other
Than Left
Turn)
Daylight
Clear
Not
Reported
Intersection
Other
4287015
2/28/2025 9:30:00 AM U 093 N Vulture
Mine Rd
0 No Injury
Motor
Vehicle In
Transport
Sideswipe
Same
Direction
Daylight
Clear
Not
Reported
Intersection
Other
4287015
2/28/2025 9:30:00 AM U 093 N Vulture
Mine Rd
0 No Injury
Motor
Vehicle In
Transport
Sideswipe
Same
Direction
Daylight
Clear
Not
Reported
Intersection
Other
4287032
2/27/2025 12:43:00 PM U 093 N Vulture
Mine Rd
0 No Injury
Motor
Vehicle In
Transport
Rear End
Daylight
Clear
Not
Reported
Intersection
Other
4287032
2/27/2025 12:43:00 PM U 093 N Vulture
Mine Rd
0 No Injury
Motor
Vehicle In
Transport
Rear End
Daylight
Clear
Not
Reported
Intersection
Other
4287233
2/24/2025 3:24:00 PM U 093 N Vulture
Mine Rd
0 No Injury
Motor
Vehicle In
Transport
Rear End
Daylight
Clear
Not
Reported
Not
Junction
Related
4287233
2/24/2025 3:24:00 PM U 093 N Vulture
Mine Rd
0 No Injury
Motor
Vehicle In
Transport
Rear End
Daylight
Clear
Not
Reported
Not
Junction
Related
4300162
12/15/2024 7:20:00 PM U 093 N Vulture
Mine Rd
0 No Injury
Motor
Vehicle In
Transport
Sideswipe
Same
Direction
Dark
Lighted
Clear
Not
Reported
Not
Junction
Related
4300162
12/15/2024 7:20:00 PM U 093 N Vulture
Mine Rd
0 No Injury
Motor
Vehicle In
Transport
Sideswipe
Same
Direction
Dark
Lighted
Clear
Not
Reported
Not
Junction
Related
4311097
5/4/2025 2:30:00 PM U 093 N Vulture
Mine Rd
100 No Injury
Motor
Vehicle In
Transport
Angle
(Front To
Side)(Other
Than Left
Turn)
Daylight
Cloudy
Not
Reported
Intersection
4311097
5/4/2025 2:30:00 PM U 093 N Vulture
Mine Rd
100 No Injury
Motor
Vehicle In
Transport
Angle
(Front To
Side)(Other
Than Left
Turn)
Daylight
Cloudy
Not
Reported
Intersection
4354465
9/7/2025 6:57:00 AM U 093 M196
0.146 No Injury
Concrete
Traffic
Barrier
Single
Vehicle
Daylight
Clear
Not
Reported
Intersection
Related