HomeMy WebLinkAboutTamana Fields TIA (2)
1001 N Rosario Street, Suite 100, Meridian, ID 83642 p 208.974.0075
TAMANA FIELDS
TRAFFIC IMPACT STUDY
REXBURG, ID
MAY 7, 2026
26-8018
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Table of Contents
1.0 EXECUTIVE SUMMARY ................................................................................................... 3
1.1 DESCRIPTION OF PROJECT ............................................................................................... 3
1.2 PRINCIPAL FINDINGS & RECOMMENDATIONS ................................................................ 5
2.0 INTRODUCTION ............................................................................................................10
2.1 DEVELOPMENT DESCRIPTION ..........................................................................................10
3.0 EXISTING CONDITIONS ................................................................................................13
3.1 STUDY AREA INTERSECTIONS ............................................................................................13
3.2 EXISTING ROADWAYS .......................................................................................................13
3.3 EXISTING TRAFFIC VOLUMES ............................................................................................14
3.4 CRASH DATA ANALYSIS ....................................................................................................15
4.0 BACKGROUND YEAR TRAFFIC VOLUMES ....................................................................19
5.0 TRIP GENERATION AND TRIP DISTRIBUTION .................................................................23
5.1 TRIP GENERATION .............................................................................................................23
5.2 SITE TRAFFIC DISTRIBUTION & GENERATION .....................................................................24
6.0 TOTAL TRAFFIC CONDITIONS .......................................................................................27
6.1 SITE TRAFFIC CONTRIBUTION PERCENTAGE ....................................................................27
7.0 CAPACITY ANALYSIS ...................................................................................................31
7.1 2026 EXISTING LEVEL OF SERVICE ....................................................................................32
7.2 2030 BACKGROUND LEVEL OF SERVICE .........................................................................34
7.3 2030 TOTAL TRAFFIC LEVEL OF SERVICE ..........................................................................37
7.4 2035 BACKGROUND LEVEL OF SERVICE .........................................................................41
7.5 2035 TOTAL TRAFFIC LEVEL OF SERVICE ..........................................................................44
7.6 2040 BACKGROUND LEVEL OF SERVICE .........................................................................47
7.7 2040 TOTAL TRAFFIC LEVEL OF SERVICE ..........................................................................50
8.0 TRAFFIC SIGNAL WARRANT ANALYSIS ........................................................................53
9.0 TURN LANE WARRANT ANALYSIS .................................................................................57
10.0 QUEUING ANALYSIS .....................................................................................................60
11.0 APPENDIX .....................................................................................................................66
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List of Figures
Figure 1 – Vicinity Map ...........................................................................................................11
Figure 2 - Site plan...................................................................................................................12
Figure 3 – 2026 Existing Traffic Volumes .................................................................................18
Figure 4 – 2030 Background Year Traffic Volumes ...............................................................20
Figure 5 – 2035 Background Year Traffic Volumes ...............................................................21
Figure 6 – 2040 Background Year Traffic Volumes ...............................................................22
Figure 7 – Trip Distribution Percentages.................................................................................25
Figure 8 – Trip Distribution Volumes ........................................................................................26
Figure 9 – 2030 Total Traffic Volumes .....................................................................................28
Figure 10 – 2035 Total Traffic Volumes ...................................................................................29
Figure 11 – 2040 Total Traffic Volumes ...................................................................................30
Figure 12 – Mikan Drive & University Blvd Signal Warrant .....................................................55
Figure 13 – 5th West & University Blvd Signal Warrant ...........................................................56
List of Tables
Table 1 – Crash Data ..............................................................................................................15
Table 2 – Crash Data by Type ................................................................................................17
Table 3 - Trip Generation Volumes ........................................................................................24
Table 4 – Site Traffic Percentage of 2040 Total Traffic ..........................................................27
Table 5 - Signalized and Unsignalized intersection LOS and Delay Parameters ................31
Table 6 – 2026 Existing Level of Service .................................................................................32
Table 7 – 2030 Background Year Level of Service ...............................................................34
Table 8 – 2030 Background Level of Service Mitigated .......................................................36
Table 9 – 2030 Total Traffic Level of Service ..........................................................................37
Table 10 – 2030 Total Level of Service Mitigated ..................................................................40
Table 11 – 2035 Background Year Level of Service .............................................................41
Table 12 – 2035 Background Level of Service Mitigated .....................................................43
Table 13 – 2035 Total Traffic Level of Service ........................................................................44
Table 14 – 2035 Total Level of Service Mitigated ..................................................................46
Table 15 – 2040 Background Year Level of Service .............................................................47
Table 16 – 2040 Background Level of Service Mitigated .....................................................49
Table 17 – 2040 Total Traffic Level of Service ........................................................................50
Table 18 – 2040 Total Level of Service Mitigated ..................................................................52
Table 19 – 2040 Background Year Traffic Recommended Storage Length ......................60
Table 20 – 2040 Total Traffic Recommended Storage Length ............................................62
05/07/26
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1.0 Executive Summary
This report presents the results of a traffic impact study for the Tamana Fields
development, located east of Yellowstone Hwy and south of University Blvd, in Rexburg,
Idaho.
This study evaluates the existing traffic volumes, the growth anticipated in this area and
combining the trips generated by this development with the future traffic volumes for the
following scenarios:
· 2026 Existing Traffic
· 2030 Background Traffic (anticipated build-out year for the development)
· 2030 Total Traffic (Background traffic with project traffic)
· 2035 Background Traffic (5 year build out year)
· 2035 Total Traffic (Background traffic with project traffic)
· 2040 Background Traffic (10 year build out year)
· 2040 Total Traffic (Background traffic with project traffic)
1.1 DESCRIPTION OF PROJECT
The Tamana Fields development is planned to be built out by 2030. At this time, some of
the land uses for this project are unknown and some assumptions have been made. The
project will consist of a 164,000 SF shopping center, and 2 fast food restaurants. The parcel
to the east and on the southwest side of Mikan Drive is planned for office space and
additional retail. It is estimated 20% of the overall acreage will consist of the building
footprint. Therefore, for purposes of this study, 80,000 SF of shopping center and 80,000 SF
of office space were used to generate trips anticipated by this development. The
proposed site is planned with six accesses. Access 1 is an existing commercial access
located west of the development providing connectivity onto Yellowstone Hwy. Access
2 is an existing commercial access located north of the development, providing
connectivity to University Blvd. Access 3 will construct the south leg of the Tamana Drive
and University Blvd intersection. Access 4 and 6 are located to the north of the
development and will provide connectivity onto University Blvd. Access 5 is located within
the development and will extend Mikan Drive to the south.
The proposed parcel of land for Tamana Fields development currently consists of
agricultural land. This development is surrounded by agricultural land to the south and
commercial and residential properties to the east and west. To the north of the
development is primarily undeveloped land, with a planned commercial development
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currently underway. The traffic volumes from this planned commercial development are
illustrated in the Background figures of this report. Figure 1 illustrates the Vicinity Map and
the location of this development in relation to the adjacent roadway network.
For purposes of this study, and following ITD and Rexburg City’s guidelines or a traffic
impact study, the analysis will consist of the following intersections:
· US-20 SB Ramp & University Blvd
· US-20 NB Ramp & University Blvd
· Golden Beauty Drive & University Blvd
· Yellowstone Highway & University Blvd
· Access 2 & University Blvd
· Tamana Drive & University Blvd
· Access 4 & University Blvd (Future Intersection)
· Mikan Drive & University Blvd
· Access 6 & University Blvd (Future Intersection)
· 5th West & University Blvd
· Yellowstone Highway & Access 1
· Mikan Drive & Access 5 (Future Intersection)
The proposed development is planned to be built out by 2030. Refer to Figure 2 for the
overall site plan of the Tamana Fields development and the proposed access location.
The traffic associated with this development is generated using the Trip Generation
Manuals published by the Institute of Transportation Engineers (ITE). The Tamana Fields
Development will generate 710 AM peak hour trips (438 entering the site and 272 exiting
the site) and 1,432 PM peak hour trips (723 entering the site and 709 exiting the site). On
an average weekday, the Annual Average Daily Traffic (AADT) volume is estimated at
19,687 vehicles.
To our knowledge there are no planned capital improvement projects surrounding the
proposed development at this time.
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1.2 PRINCIPAL FINDINGS & RECOMMENDATIONS
With the growth that is occurring in this area of Rexburg, the following are the principal
findings from the analysis and recommendations to improvements the flow of traffic.
2026 Existing Scenario
Under the 2026 Existing scenario, the following intersections are currently experiencing
excessive delays and failing levels of service, recommendations to improve the overall
levels of service are as follows:
· Golden Beauty Drive & University Blvd: This intersection currently functions with a
LOS E along the NB and SB approaches respectively. The current traffic volumes
do not meet the Peak Hour Signal Warrant Threshold. However, it is recommended
that the NB and SB approaches be restricted to right-in/right-out and left-in only.
· 5th West & University Blvd: This intersection currently functions with a LOS D in the
NB direction. This intersection does meet the Peak Hour Signal Warrant threshold
under the 2026 Existing Scenario. It is recommended that this intersection become
signalized. It is also recommended the EB and WB left turn lanes be installed with
permissive + protected signal phases.
All other study area intersections function with acceptable levels of service.
2030 Background Scenario
With the projected growth within this study area and the mitigations proposed under the
2026 Existing scenario, the following intersections are expected to experience excessive
delays and failing levels of service, recommendations to improve the overall levels of
service are as follows:
· Yellowstone Highway & University Blvd: This intersection is anticipated to function
with a LOS F in the southbound approach under the 2030 Background Year
scenario. It is recommended that a second dedicated eastbound left turn lane
be constructed with a protected signal phase. It is also recommended a
dedicated southbound right turn lane be constructed with a permissive + overlap
signal phase to improve LOS.
· Access 2 & University Blvd: This intersection is expected to function with a LOS D in
the NB direction. However, it is typical for accesses onto major roadways to
experience excessive delays and failing level of service. The current signal at
Yellowstone Highway & University Blvd intersection does provide gaps within traffic
allowing for vehicles entering onto University Blvd to complete the movement
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safely. It is recommended this intersection be monitored and could possibly
function with right-in/right-out movements.
· Mikan Drive & University Blvd: This intersection is anticipated to function with a LOS
D along the southbound left movement under the 2030 Background Year
scenario. The projected traffic volumes are not anticipated to meet the Peak Hour
Signal Warrant threshold. It is recommended this intersection be monitored for
when traffic volumes meet the threshold for the traffic signal warrant.
2030 Total Traffic Scenario
With the full build-out of the Tamana Fields Development by 2030, and previously
proposed mitigations, the following intersections are expected to experience excessive
delays and failing levels of service, recommendations to improve the overall levels of
service are as follows:
· Tamana Drive & University Blvd: This intersection is expected to function with a LOS
F along the NB and SB approaches. However, it is typical for accesses onto major
roadways to experience excessive delays and failing level of service. The current
signal at Yellowstone Highway & University Blvd intersection and the proposed
signal at the Mikan Drive and University Blvd intersection will provide gaps within
traffic allowing for vehicles entering onto University Blvd to complete the
movement safely. Additionally, the eastbound right turn volumes meet the City of
Rexburg standards for a dedicated right turn lane. It is recommended a
dedicated eastbound right turn lane be constructed along University Blvd at
Tamana Drive.
· Access 4 & University Blvd: The eastbound right turn volumes meet the City of
Rexburg standards for a dedicated right turn lane. However, due to the proposed
access spacing along University Blvd, the deceleration length for the eastbound
right turn lane will not be able to be met according to the Traffic Manual: Idaho
Supplementary Guidance to the MUTCD Figure 3B-4 – Example Right-Turn Lane
Markings.
· Mikan Drive & University Blvd: This intersection currently functions with a LOS F
along the NB and SB approaches. This intersection does meet the Peak Hour Signal
Warrant threshold under the 2030 Total Traffic Scenario. It is recommended this
intersection become signalized. It is also recommended the EB and WB left turn
lanes be installed with permissive + protected signal phases. The eastbound right
turn volumes meet the City of Rexburg standards for a dedicated right turn lane.
However, due to the proposed access spacing along University Blvd, the
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deceleration length for the eastbound right turn lane will not be able to be met
according to the Traffic Manual: Idaho Supplementary Guidance to the MUTCD
Figure 3B-4 – Example Right-Turn Lane Markings.
· Access 6 & University Blvd: This intersection is expected to function with a LOS D
along the NB approach. However, it is typical for accesses onto major roadways
to experience excessive delays and failing level of service. The proposed signal at
the Mikan Drive and University Blvd intersection will provide gaps within traffic
allowing for vehicles entering onto University Blvd to complete the movement
safely. Additionally, the eastbound right turn volumes meet the City of Rexburg
standards for a dedicated right turn lane. However, due to the proposed access
spacing along University Blvd, the deceleration length for the eastbound right turn
lane will not be able to be met according to the Traffic Manual: Idaho
Supplementary Guidance to the MUTCD Figure 3B-4 – Example Right-Turn Lane
Markings.
It is recommended that all proposed accesses be constructed to meet Rexburg City
standards. It is recommended all proposed accesses be constructed with a single ingress
lane and a single egress lane.
2035 Background Scenario
Under the 2035 Background scenario (without the Tamana Fields development), the
intersections within this study area will continue to function with acceptable levels of
service and meet the city’s minimum thresholds with the previously mentioned
mitigations. No mitigations are needed.
2035 Total Traffic Scenario
Analyzing five years beyond the full-build out of the Tamana Fields development all
intersections within this study area will continue to function with acceptable levels of
service and meet the city’s minimum thresholds with the previous mentioned mitigations.
Therefore, no mitigations are needed at the study area intersections.
2040 Background Scenario
Under the 2040 Background scenario (without the Tamana Fields development), the
intersections within this study area will continue to function with acceptable levels of
service and meet the city’s minimum thresholds with the previously mentioned
mitigations. No mitigations are needed.
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2040 Total Traffic Scenario
Analyzing ten years beyond the full-build out of the Tamana Fields development all
intersections within this study area will continue to function with acceptable levels of
service and meet the city’s minimum thresholds with the previous mentioned mitigations.
Therefore, no mitigations are needed at the study area intersections.
A summary of all the proposed mitigations can be found in Table E1.
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Table E1 – Intersection Improvement Summary
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2.0 Introduction
2.1 DEVELOPMENT DESCRIPTION
At this time, some of the land uses for this project are unknown and some assumptions
have been made for the Tamana Fields development. The project will consist of a 164,000
SF shopping center, and 2 fast food restaurants. The parcel to the east and on the
southwest side of Mikan Drive is planned for office space and additional retail. It is
estimated 20% of the overall acreage will consist of the building footprint. Therefore, for
purposes of this study, 80,000 SF of shopping center and 80,000 SF of office space were
used to generate trips anticipated by this development The proposed site is planned with
six accesses. Access 1 is an existing commercial access located west of the development
providing connectivity onto Yellowstone Hwy. Access 2 is an existing commercial access
located north of the development, providing connectivity to University Blvd. Access 3 will
construct the south leg of the Tamana Drive and University Blvd intersection. Access 4
and 6 are located to the north of the development and will provide connectivity onto
University Blvd. Access 5 is located within the development and will extend Mikan Drive
to the south.
Refer to the Vicinity Map and Site Plan in Figures 1 and 2, respectively, for the location of
the new development, the layout of the site and the locations of the proposed accesses.
T:\_2026\26-8018 Rexburg Tamana Parcel TIA\transportation\traffic\figures\Figure 1 - Vicinity Map.dwg
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3.0 Existing Conditions
3.1 STUDY AREA INTERSECTIONS
In coordination with Rexburg City, it was determined the following intersections fall within
the study area:
· US-20 SB Ramp & University Blvd
· US-20 NB Ramp & University Blvd
· Golden Beauty Drive & University Blvd
· Yellowstone Highway & University Blvd
· Access 2 & University Blvd
· Tamana Drive & University Blvd
· Mikan Drive & University Blvd
· 5th West & University Blvd
· Yellowstone Highway & Access 1
3.2 EXISTING ROADWAYS
Yellowstone Highway: Yellowstone Highway is a principal arterial Roadway that is owned
and maintained by Rexburg City. Currently, Yellowstone Highway consists of two lanes in
the northbound direction and two lanes in the southbound direction. Yellowstone
Highway provides access onto 4th Street to the north. The posted speed limit is 45 mph.
University Boulevard: University Boulevard is a principal arterial roadway that is owned
and maintained by Rexburg City. Currently, west of Tamana Drive, University Boulevard
consists of two lanes in the eastbound direction and two lanes in the westbound direction
with a two-way left turn lane down the center. East of Tamana Drive, University Boulevard
consists of one lane in the eastbound direction and one lane in the westbound direction
with a two-way left turn lane. University Boulevard provides connectivity onto US-20. The
posted speed limit is 45 mph east of Tamana Drive and 35 mph west of Tamana Drive.
US-20: US-20 is an arterial roadway owned and maintained by the Idaho Transportation
Department (ITD). US-20 Hwy runs northeast and southwest and provides connectivity for
local residents throughout Idaho. Within the study area, US-20 consists of two lanes in the
northbound direction and two lanes in the southbound direction. US-20 creates a
diverging diamond interchange with University Blvd. The posted speed limit is 70 mph.
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Tamana Drive: Tamana Drive is a local roadway that is owned and maintained by
Rexburg City. Currently, Tamana Drive consists of one lane in the northbound direction
and one lane in the southbound direction. Tamana Drive provides access onto University
Boulevard for local commercial businesses. Tamana Drive does not have a posted speed
limit, it is assumed to be 25 mph.
Mikan Drive: Mikan Drive is a local roadway that is owned and maintained by Rexburg
City. Currently, Mikan Drive consists of one lane in the northbound direction and one lane
in the southbound direction. Mikan Drive provides access onto University Boulevard for
local residents. Mikan Drive does not have a posted speed limit, it is assumed to be 25
mph.
Golden Beauty Drive: Golden Beauty Drive is owned and maintained by the City of
Rexburg. Golden Beauty Drive runs north and south and provides connectivity for local
residents onto University Blvd. Golden Beauty Drive is currently unstriped, but has space
for a single lane in each direction. There is no posted speed limit, but it is assumed to be
25 mph.
5th West: 5th West is a collector roadway owned and maintained by the City of Rexburg.
5th West runs north and south and provides connectivity for local residents onto University
Blvd. 5th West has one northbound lane and one southbound lane. The posted speed
limit is 25 mph.
3.3 EXISTING TRAFFIC VOLUMES
It was determined the following existing intersections would be analyzed within the study
area:
· US-20 SB Ramp & University Blvd
· US-20 NB Ramp & University Blvd
· Golden Beauty Drive & University Blvd
· Yellowstone Highway & University Blvd
· Access 2 & University Blvd
· Tamana Drive & University Blvd
· Mikan Drive & University Blvd
· 5th West & University Blvd
· Yellowstone Highway & Access 1
Existing traffic counts were collected April 7, 2026 and April 2, 2025 at the study area
intersections. Existing AM and PM peak hour traffic volumes were collected between the
peak hours of 7 AM to 9 AM and 4 PM to 6 PM. These AM and PM peak hour traffic
volumes are illustrated in Figure 3 and the details of the peak hours and traffic counts are
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also illustrated in the appendix of this report. It was determined the AM peak hour at all
study area intersections was from 7:30 AM to 8:30 AM. The PM peak hour at the US-20 SB
ramp/University Blvd and Yellowstone Hwy/Access 1 was determined to be from 4:30 PM
to 5:30 PM. The PM peak hour at all other study area intersections was determined to be
from 5:00 PM to 6:00 PM. These AM and PM peak hour traffic volumes are illustrated in
Figure 3 and the details of the peak hours and traffic counts are also illustrated in the
appendix of this report.
3.4 CRASH DATA ANALYSIS
Crash data for the existing intersections within the study area was obtained from the
Local Highway Technical Assistance Council (LHTAC) website
(http://gis.lhtac.org/safety/). This data was collected for the most recent five-year period
(2020-2024) that is available. This crash data is included in the Appendix of this report. The
following table illustrates the number of crashes that were recorded at each intersection
within the study area and defines the severity and crash type.
Table 1 – Crash Data
Intersection
Total
Crashes
Crash Severity
Notes
PDO Injury Fatal
1
US-20 SB
Ramp &
University Blvd
15 11 4 0 •7 of the crashes was caused by a failure to yield.
•2 of the crashes was caused by following too close
2
US-20 NB
Ramp &
University Blvd
29 21 8 0 •6 of the crashes was caused by a failure to yield.
•7 of the crashes was caused by following too close
3
Golden
Beauty Drive
&
University Blvd
21 11 10 0 •7 of the crashes was caused by a failure to yield.
•2 of the crashes was caused by improper backing
4
Yellowstone
Hwy &
University Blvd
38 31 7 0
•12 of the crashes was caused by a failure to yield.
•8 of the crashes was caused by speeding too fast
for conditions
5 Access 2 &
University Blvd 0 0 0 0 -
6 Tamana Dr &
University Blvd 1 0 1 0 •The crash was caused by Inattention.
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Intersection
Total
Crashes
Crash Severity
Notes
PDO Injury Fatal
8 Mikan Drive &
University Blvd 9 6 3 0
•4 of the crashes were caused by following too
close.
•2 of the crashes were caused by inattention.
10 5th West &
University Blvd 7 3 4 0 •3 of the crashes were caused by failure to yield.
•1 of the crashes was caused by improper turn.
11
Yellowstone
Highway &
Access 1
1 1 0 0 •The crash was caused by speeding too fast for
conditions.
From the crash data that is available, 2020 – 2024, there were a total of 121 crashes
recorded at the study area intersections. Of the 121 crashes, 84 crashes resulted in
Property Damage Only (69%), 37 crash involved injury (31%), and 0 crashes included a
fatality (0%).
Table 2 illustrates the number of crashes based on the type of crash. There was a total of
121 crashes at the 9 study area intersections. 36 crashes occurred as angle crashes (30%),
56 rear-end crashes (46%), 6 sideswipe crashes (5%), 15 head-on crashes (12%) and 8
crashes were other types (7%).
The highest number of crashes occurred at the Yellowstone Highway & University Blvd
intersection. The highest percentage of crashes were angle crashes that were caused by
failure to yield and speed to fast for conditions.
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Table 2 – Crash Data by Type
Intersection Total
Crashes
Crash Type
Totals Rear-
End
Head-
On
Side-
Swipe Angle Other
1
US-20 SB Ramp
& University
Blvd
15 3 3 2 4 3 15
2
US-20 NB
Ramp &
University Blvd
29 17 2 0 8 2 29
3
Golden
Beauty Drive
& University
Blvd
21 4 3 1 11 2 21
4
Yellowstone
Highway &
University Blvd
38 24 4 2 7 1 38
5 Access 2 &
University Blvd 0 0 0 0 0 0 0
6
Tamana Drive
& University
Blvd
1 1 0 0 0 0 1
8 Mikan Drive &
University Blvd 9 6 0 1 2 0 9
10 5th West &
University Blvd 7 0 3 0 4 0 7
11
Yellowstone
Highway &
Access 1
1 1 0 0 0 0 1
Totals 121 56 15 6 36 8 121
This crash data is pulled over a 5-year span from 2020 to 2024. The number of crashes
over that five-year span per intersection is fairly low to indicate a sever issues is present at
any one intersection. Therefore, is it not recommended improvements at the study area
intersection be implemented based on the crash data.
T:\_2026\26-8018 Rexburg Tamana Parcel TIA\transportation\traffic\figures\Figure 3 - 2026 Existing Traffic Volumes.dwg
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130(71)
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1
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8
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1
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GOLDEN BEAUTY DRIVE
43(43)
0(1)
23(18)
9(2)
8(3)
16(6)
36
7
(
3
4
1
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9(6
)
13
4
(
9
7
)
19
7
(
1
7
4
)
52(
6
7
)
435(553)
0(0)
123(90)
FU
T
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IN
T
E
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S
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C
T
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O
N
28
7
(
3
6
3
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27
4
(
2
8
6
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9
)
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(
3
4
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12
(
8
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(
8
4
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5(9)
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1
(
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1
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2
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6
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&
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B
L
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D
9 ACCESS 6
FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
19
4.0 Background Year Traffic Volumes
Background traffic is the traffic that is on the roadways within the study area regardless if
the proposed development is constructed or not. These traffic volumes are a projection
of growth within the study area based on current land available and opportunities for
future development within this area. To our knowledge, the University Towne Center
development is planned to be fully built-out by 2030 and fast-food restaurants and high-
turnover sit-down restaurants, fronting onto University Blvd were constructed following the
traffic counts collected in 2025. Projected traffic volumes from these developments were
accounted for in the background traffic volumes.
Additionally, referencing previous traffic studies conducted in the area and land
available, it was determined there will be an average 3% growth rate until 2030, followed
by an average 2% growth rate until 2040 throughout the study area intersections.
Applying the assumed growth rate to the existing traffic volumes, the projected traffic
volumes for the 2030 Opening Year traffic volumes are illustrated in Figure 4.
Following City of Rexburg and ITD’s traffic impact study guidelines, this analysis also
looked at the 2035 Future Year (5 Years after full build-out), and 2040 Future Year (10 Years
after full build-out). Applying the growth rate described above to the Existing Year traffic
volumes, the 2030 Background Year, 2035 Background Year, and 2040 Background Year
traffic volumes were all generated. The 2035 Background Year volumes can be found in
Figure 5. The 2040 Background Year volumes can be found in Figure 6.
T:\_2026\26-8018 Rexburg Tamana Parcel TIA\transportation\traffic\figures\Figure 4 - 2030 Background Year Traffic Volumes.dwg
TA
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5TH WEST
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11
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35
7
(
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1
(
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1
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(
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(
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2
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(
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9
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52
2
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0
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90
(
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1
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9
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4
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(
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GOLDEN BEAUTY DRIVE
48(48)
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26(20)
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6
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4
7
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7
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1
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9
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ACCESS 69
T:\_2026\26-8018 Rexburg Tamana Parcel TIA\transportation\traffic\figures\Figure 5 - 2035 Background Year Traffic Volumes.dwg
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AC
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ACCESS 2
ACCESS 3
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AC
C
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S
5
5TH WEST
1
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4
5
6
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10
39
2
(
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6
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5
(
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(
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36
(
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7
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(
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(
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0
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442
(
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2
6
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9
4
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65(
9
0
)
53
2
(
4
6
4
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475
(
5
2
0
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13(
3
3
)
12
8
(
2
7
2
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15(
3
2
)
38
6
(
3
9
3
)
33
8
(
4
1
6
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35(43)
35
(
1
3
5
)
36
(
4
4
)
110(66)
1
US
-
2
0
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B
R
A
M
P
&
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I
V
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S
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T
Y
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L
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D
37
6
(
3
3
7
)
60
3
(
4
0
9
)
57
3
(
6
6
3
)
99
(
1
1
4
)
149(217)
162(88)
0(0)
S
2
US
-
2
0
N
B
R
A
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P
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2
(
4
3
7
)
10
2
0
(
9
9
1
)
16
6
(
2
0
6
)
56
(
6
5
)
S
3
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B
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D
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Y
B
L
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D
94
3
(
1
0
9
2
)
11
2
8
(
1
1
0
9
)
40
(
3
9
)
61
(
4
0
)
21(25)
30
(
5
7
)
30(66)29
(
2
7
)
2(0)
U
4
YE
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O
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T
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H
W
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&
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B
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5
TA
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A
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I
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B
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6
MI
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A
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41
0
(
4
5
7
)
28
4
(
4
9
3
)
5(
6
)
21
(
2
0
)
5(11)
0(
1
9
)
243(139)
48
(
2
1
6
)
7(12)
U
8
YE
L
L
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W
S
T
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H
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Y
&
A
C
C
E
S
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1
10(
1
1
)
25(
2
9
)
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3
0
)
23
7
(
4
3
0
)
10
AC
C
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&
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AC
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&
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GOLDEN BEAUTY DRIVE
53(53)
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(
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7
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26
2
(
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99(
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568(718)
0(0)
153(112)
FU
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41
0
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3
(
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32
(
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15
(
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82(56)
46
(
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)
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U
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1
(
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2
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B
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ACCESS 69
T:\_2026\26-8018 Rexburg Tamana Parcel TIA\transportation\traffic\figures\Figure 6 - 2040 Background Year Traffic Volumes.dwg
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MIKAN DRIVE
TAMANA DRIVE
AC
C
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1
ACCESS 2
ACCESS 3
ACCESS 4
AC
C
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S
5
5TH WEST
1
11
4
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6
7
8 12
10
43
1
(
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1
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3
(
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3
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29(65)
35
(
6
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36
(
8
0
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30(77)
XX
(
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)
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(
P
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)
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A
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(
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483
(
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9
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(
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(
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(
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(
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(
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B
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3
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6
9
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66
3
(
4
4
7
)
62
8
(
7
2
6
)
11
0
(
1
2
6
)
164(239)
178(97)
0(0)
S
2
US
-
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0
N
B
R
A
M
P
&
UN
I
V
E
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S
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B
L
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50
8
(
4
8
0
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2
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3
(
2
2
7
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(
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L
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10
3
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(
1
1
9
9
)
12
3
8
(
1
2
1
4
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44
(
4
3
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67
(
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4
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23(27)
33
(
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3
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33(73)32
(
3
0
)
3(0)
U
4
YE
L
L
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H
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&
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B
L
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5
TA
M
A
N
A
D
R
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&
UN
I
V
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R
S
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T
Y
B
L
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D
U
6
MI
K
A
N
D
R
I
V
E
&
U
N
I
V
E
R
S
I
T
Y
B
L
V
D
U
7
5T
H
W
E
S
T
&
U
N
I
V
E
R
S
I
T
Y
B
L
V
D
44
8
(
4
9
9
)
30
6
(
5
3
6
)
5(
7
)
13
(
2
2
)
5(12)
0(
2
1
)
267(151)
52
(
2
3
7
)
8(14)
U
8
YE
L
L
O
W
S
T
O
N
E
H
W
Y
&
A
C
C
E
S
S
1
11(
1
2
)
27(
3
2
)
22(
3
3
)
30
1
(
5
2
9
)
10
AC
C
E
S
S
2
&
U
N
I
V
E
R
S
I
T
Y
B
L
V
D
11
AC
C
E
S
S
4
&
U
N
I
V
E
R
S
I
T
Y
B
L
V
D
12
MI
K
A
N
D
R
I
V
E
&
A
C
C
E
S
S
5
GOLDEN BEAUTY DRIVE
59(59)
0(1)
32(25)
12(3)
11(4)
33(21)
55
7
(
5
3
1
)
12(
8
)
18
4
(
1
3
3
)
28
8
(
2
6
0
)
10
6
(
1
3
4
)
624(790)
0(0)
169(123)
FU
T
U
R
E
IN
T
E
R
S
E
C
T
I
O
N
44
7
(
5
5
9
)
44
9
(
4
9
2
)
8(
1
2
)
36
(
4
7
)
12(7)
16
(
1
1
)
91(62)
51
(
1
1
5
)
0(0)
U
7(12)
0(0)
46
0
(
5
7
6
)
45
0
(
4
7
9
)
U
29(47)
S
U
35
(
4
2
)
29(40)
U
9 45
9
(
4
7
3
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40
1
(
4
9
4
)
AC
C
E
S
S
6
&
U
N
I
V
E
R
S
I
T
Y
B
L
V
D
ACCESS 69
FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
23
5.0 Trip Generation and Trip Distribution
5.1 TRIP GENERATION
At this time, some of the land uses for this project are unknown and some assumptions
have been made. The project will consist of a 164,000 SF shopping center, and 2 fast food
restaurants. The parcel to the east and on the southwest side of Mikan Drive is planned
for office space and additional retail. It is estimated 20% of the overall acreage will consist
of the building footprint. Therefore, for purposes of this study, 80,000 SF of shopping center
and 80,000 SF of office space were used to generate trips anticipated by this
development. Using land use code 710 for General Office Building, 820 for Shopping
Center, 821 for Shopping Plaza, and 934 for Fast-Food Restaurant with Drive Through
Window, trip generation rates were determined using the 11th Edition of the Trip
Generation Manual. This manual is an ITE information report, published by the Institute of
Transportation Engineers. Trips generated by the proposed development which will occur
during the peak hours of the proposed development were used for the analysis. The Peak
Hour of Adjacent Street Traffic rates are used to generate the AM and PM peak hour
volumes based on square feet. The trips generated from Tamana Fields are presented in
Table 3.
FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
24
Table 3 - Trip Generation Volumes
ITE Land
Use
Code
Land Use Land Use
Description Size
Daily Trip Generation
(AM)
Trip Generation
(PM)
(AADT) Enter Exit Enter Exit
710
General
Office
Building
1000 Sq. Ft.
GLA 80 867 107 15 20 95
820
Shopping
Center
(>150k)
1000 Sq. Ft.
GLA 164 10146 85 53 268 290
821
Shopping
Plaza (40-
150k)
1000 Sq. Ft.
GLA 80 5402 86 52 203 212
934
Fast-Food
Restaurant
with Drive
Through
Window
1000 Sq. Ft.
GLA 3.5 1636 80 76 116 56
934
Fast-Food
Restaurant
with Drive
Through
Window
1000 Sq. Ft.
GLA 3.5 1636 80 76 116 56
Total 19687 438 272 723 709
5.2 SITE TRAFFIC DISTRIBUTION & GENERATION
Site ingress and egress traffic at the proposed accesses were distributed based on the
anticipated direction vehicles would be coming from or going to. Directional distribution
was estimated based on current traffic patterns and current land uses within the proximity
of the proposed development, primarily access to highways, employment districts,
shopping area, schools, etc. Figure 7 illustrates the site traffic distribution percentages
throughout the study area.
Using the distribution percentages along with the projected traffic volumes outlined in
Table 1, Figure 8 illustrates the site traffic volumes anticipated at the study area
intersections.
T:\_2026\26-8018 Rexburg Tamana Parcel TIA\transportation\traffic\figures\Figure 7 - Project Distribution Percentages.dwg
TA
M
A
N
A
F
I
E
L
D
S
FI
G
U
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E
7
-
P
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C
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D
I
S
T
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I
B
U
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ã
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10
0
1
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1
0
0
,
ME
R
I
D
I
A
N
,
I
D
A
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8
3
6
4
2
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:
(
2
0
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)
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c
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I
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Y
B
L
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D
MIKAN DRIVE
TAMANA DRIVE
AC
C
E
S
S
1
ACCESS 2
ACCESS 3
ACCESS 4
AC
C
E
S
S
5
5TH WEST
1
11
4
5
6
7
8 12
10
S
-
U
N
S
I
G
N
A
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I
Z
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D
I
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-
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A
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U
2
3
1
S
2
S
3
U
4
5
U
6
U
7
U
8
10
11
12
GOLDEN BEAUTY DRIVE
U
U
20
%
20
%
10%
30%
10
%
15
%
0%
0%
5%0%
5%
0%
30
%
45
%
5%
0%
5%
10
%
35
%
40
%
5%
5%
5%
10
%
0%
0%
0%0%
0%
0%
40
%
40
%
5%
0%
5%
10
%
0%
0%
0%0%
0%
0%
5%
15
%
0%
0%
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15
%
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35%
0%
35
%
35
%
0%
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0%
0%
0%0%
0%
0%
15
%
25
%
20%
0%
0%
0%10
%
5%
5%20
%
0%
10%
0%
0%
15
%
15
%
0%
10%
0%
10
%
0%
10
%
0%0%
0%
10%
5%
5%
15%
0%
0%
5%
U
0%
0%
0%
0%
0%
0%
25%
20
%
0%25
%
0%
5%
XX
%
=
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P
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A
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5%
0%35%
US
-
2
0
S
B
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A
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&
UN
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B
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US
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2
0
N
B
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A
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P
&
UN
I
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B
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GO
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B
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A
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&
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B
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K
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&
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B
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YE
L
L
O
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S
T
O
N
E
H
W
Y
&
A
C
C
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S
1
AC
C
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2
&
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N
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B
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D
AC
C
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4
&
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N
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S
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Y
B
L
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D
MI
K
A
N
D
R
I
V
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&
A
C
C
E
S
S
5
YE
L
L
O
W
S
T
O
N
E
H
I
G
H
W
A
Y
US-20
S
U
0%
0%
9
U
9
25
%
25
%
10%
5%
10
%
5%AC
C
E
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S
6
&
U
N
I
V
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R
S
I
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Y
B
L
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D
ACCESS 6
T:\_2026\26-8018 Rexburg Tamana Parcel TIA\transportation\traffic\figures\Figure 8 - Trip Distribution Volumes.dwg
TA
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A
N
A
F
I
E
L
D
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FI
G
U
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8
-
T
R
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I
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I
B
U
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V
O
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F
OCU
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ã
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U
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10
0
1
N
R
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A
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T
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U
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1
0
0
,
ME
R
I
D
I
A
N
,
I
D
A
H
O
8
3
6
4
2
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:
(
2
0
8
)
9
7
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5
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B
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D
MIKAN DRIVE
TAMANA DRIVE
AC
C
E
S
S
1
ACCESS 2
ACCESS 3
ACCESS 4
AC
C
E
S
S
5
5TH WEST
1
11
4
5
6
7
8 12
10
S
-
U
N
S
I
G
N
A
L
I
Z
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D
I
N
T
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T
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N
-
S
I
G
N
A
L
I
Z
E
D
I
N
T
E
R
S
E
C
T
I
O
N
U
2
3
1
S
2
S
3
U
4
5
U
6
U
7
U
8
10
11
12
GOLDEN BEAUTY DRIVE
U
U
63
(
1
4
5
)
79
(
1
4
3
)
26(71)
82(213)
44
(
7
2
)
66
(
1
0
8
)
0(0)
0(
0
)
13(35)0(
0
)
22(36)
0(0)
11
5
(
2
1
8
)
13
9
(
3
2
0
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FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
27
6.0 Total Traffic Conditions
The Total Traffic volumes (also known as Background Year with Project traffic volumes)
represent the traffic that will be added to the study area with the addition of Tamana
Fields. Using the 2030 Background Year traffic volumes (Figure 4) and the site generated
traffic volumes (Figure 8), the 2030 Total Traffic volumes (Figure 9) are generated.
The 2035 Total Traffic volumes, which combine the 2035 Background Year traffic volumes
(Figure 5) with the project generated traffic volumes (Figure 8), are illustrated in Figure 10.
The 2040 Total Traffic volumes, which combine the 2040 Background Year traffic volumes
(Figure 6) with the project generated traffic volumes (Figure 8), are illustrated in Figure 11.
6.1 SITE TRAFFIC CONTRIBUTION PERCENTAGE
The following tables illustrate the site traffic contribution as a percentage of the 2040
Total Traffic volumes at each study area intersection.
Table 4 – Site Traffic Percentage of 2040 Total Traffic
Intersection
% Site Traffic of 2040 Total Traffic
AM Peak PM Peak Average
1 US-20 SB Ramp & University Blvd 5.85% 12.49% 9.04%
2 US-20 NB Ramp & University Blvd 8.54% 15.31% 11.93%
3 Golden Beauty Drive & University Blvd 8.74% 15.30% 12.02%
4 Yellowstone Highway & University Blvd 11.89% 19.82% 15.86%
5 Access 2 & University Blvd 24.36% 34.49% 29.43%
6 Tamana Drive & University Blvd 26.18% 36.65% 31.42%
7 Access 4 & University Blvd 20.64% 42.09% 31.37%
8 Mikan Drive & University Blvd 27.99% 40.99% 34.49%
9 Access 6 & University Blvd 24.76% 37.29% 31.02%
10 5th West & University Blvd 17.68% 21.32% 19.50%
11 Yellowstone Highway & Access 1 9.36% 15.81% 12.59%
12 Mikan Drive & Access 5 100.00% 100.00% 100.00%
T:\_2026\26-8018 Rexburg Tamana Parcel TIA\transportation\traffic\figures\Figure 9 - 2030 Total Traffic Volumes.dwg
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T:\_2026\26-8018 Rexburg Tamana Parcel TIA\transportation\traffic\figures\Figure 10 - 2035 Total Traffic Volumes.dwg
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FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
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7.0 Capacity Analysis
Intersection capacity analysis was performed at the study area intersections. SynchroÓ
Version 12 was used to analyze the study intersection for the proposed trip conditions
according to methods put forth by the Transportation Research Board’s Highway
Capacity Manual (HCM 7th).
The Level of Service (LOS) of an intersection range from A to F where LOS A has a low
vehicular delay indicating smooth free-flowing traffic. LOS F has a high vehicular delay
and indicates the worst-case scenario with high congestion and a complete breakdown
of traffic flow. Although LOS A through C are the desired levels, LOS D is considered
acceptable in urban conditions. Traffic conditions with LOS of E or F are generally
deemed unacceptable and represent significant travel delay, increased accident
potential, and inefficient motor vehicle operation. Table 5 shows the relation between
LOS and vehicular delay for signalized and unsignalized intersections.
Table 5 - Signalized and Unsignalized intersection LOS and Delay Parameters
Level of Service
(LOS)
Vehicular Delay (seconds/vehicle)
Signalized Intersection Stop Controlled Approach
A 0.0 <10.0 0.0 < 10.0
B >10.0 < 20.0 > 10.0 < 15.0
C > 20.0 < 35.0 > 15.0 < 25.0
D > 35.0 < 55.0 > 25.0 < 35.0
E > 55.0 < 80.0 > 35.0 < 50.0
F > 80.0 > 50.0
Using guidelines for operational threshold from Rexburg City and ITD, each of the study
area intersections were analyzed on both the level of service and also the volume to
capacity ratio. Rexburg City minimum threshold for level of service is C for the worst
movement or lane group. ITD minimum threshold is level of service F with a v/c ratio of
0.90 for overall intersection and lane movements.
FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
32
7.1 2026 EXISTING LEVEL OF SERVICE
The 2026 Existing traffic volumes were analyzed and the levels of service and v/c ratio at
each of the turning movements can be seen in the following tables.
Table 6 – 2026 Existing Level of Service
Intersection MOE's AM Peak PM Peak
1 US-20 SB Ramp &
University Blvd
Intersection LOS A A
Intersection Delay (s/veh) 4.4 5.1
Intersection v/c 0.41 0.36
Worst Lane Group MOEs B/0.61 (SBL) A/0.49 (SBL)
2 US-20 NB Ramp &
University Blvd
Intersection LOS A A
Intersection Delay (s/veh) 6.6 6.2
Intersection v/c 0.42 0.40
Worst Lane Group MOEs A/0.53 (WBT) A/0.50 (WBT)
3 Golden Beauty Drive &
University Blvd
SB/NB LOS E E
SB/NB Delay (s/veh) 40.38 36.58
Worst Lane Group MOEs E / 0.317 (SB) E/0.404(SB)
4 Yellowstone Highway &
University Blvd
Intersection LOS C C
Intersection Delay (s/veh) 29.0 27.4
Intersection v/c 0.57 0.58
Worst Lane Group MOEs D /0.88 (SBR) D/0.85 (SBR)
5 Access 2 & University Blvd
NB LOS B C
NB Delay (s/veh) 14.62 19.62
Worst Lane Group MOEs B / 0.108 (SB) C/0.16 (NB)
6 University Blvd &
Tamana Drive
SB LOS A B
SB Delay (s/veh) 9.98 12.62
Worst Lane Group MOEs B / 0.001 (SB) B/0.096 (SB)
8 Mikan Drive &
University Blvd
SB LOS B B
SB Delay (s/veh) 10.15 10.4
Worst Lane Group MOEs B / 0.103 (SBR) A/0.079 (EBL)
10 5th West &
University Blvd
NB LOS B D
NB Delay (s/veh) 14.41 26.57
Worst Lane Group MOEs B / 0.253 (SB) C/0.266 (SB)
FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
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Intersection MOE's AM Peak PM Peak
11 Yellowstone Highway &
Access 1
WB LOS B B
WB Delay (s/veh) 10.78 10.77
Worst Lane Group MOEs B / 0.04 (WB) B/0.054(WB)
As can be seen in Table 6, the Golden Beauty Drive/University Blvd and 5th West/University
Blvd currently function with unacceptable levels of service.
· Golden Beauty Drive & University Blvd: This intersection currently functions with a
LOS E along the NB and SB approaches respectively. The current traffic volumes
do not meet the Peak Hour Signal Warrant Threshold. However, it is recommended
that the NB and SB approaches be restricted to right-in/right-out and left-in only.
· 5th West & University Blvd: This intersection currently functions with a LOS D in the
NB direction. This intersection does meet the Peak Hour Signal Warrant threshold
under the 2026 Existing Scenario. It is recommended that this intersection become
signalized. It is also recommended the EB and WB left turn lanes be installed with
permissive + protected signal phases.
FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
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7.2 2030 BACKGROUND LEVEL OF SERVICE
The 2030 Background Year traffic volumes were analyzed and the levels of service and
the worst lane MOE’s for each intersection can be seen in the following table.
Table 7 – 2030 Background Year Level of Service
Intersection MOE's AM Peak PM Peak
1 US-20 SB Ramp &
University Blvd
Intersection LOS A A
Intersection Delay (s/veh) 4.6 5.4
Intersection v/c 0.43 0.42
Worst Lane Group MOEs A / 0.45 (SBL) A / 0.55 (SBL)
2 US-20 NB Ramp &
University Blvd
Intersection LOS A A
Intersection Delay (s/veh) 7.0 7.2
Intersection v/c 0.48 0.53
Worst Lane Group MOEs A / 0.61 (WBT) B / 0.60 (WBT)
3 Golden Beauty Drive &
University Blvd
SB/NB LOS F F
SB/NB Delay (s/veh) 89.22 105.8
Worst Lane Group MOEs F/ 0.654 (NB) F / 0.792 (SB)
4 Yellowstone Highway &
University Blvd
Intersection LOS D D
Intersection Delay (s/veh) 54.8 45.8
Intersection v/c 0.72 0.74
Worst Lane Group MOEs F/1.25 (SBR) F/1.16 (SBR)
5 Access 2 & University Blvd
NB LOS C D
NB Delay (s/veh) 18.35 29.54
Worst Lane Group MOEs B/ 0.139 (SB) D / 0.262 (NB)
6 University Blvd &
Tamana Drive
SB LOS C C
SB Delay (s/veh) 15.32 21.85
Worst Lane Group MOEs C / 0.155 (SB) C / 0.402 (SB)
7 University Blvd & Access 4
SB LOS B B
SB Delay (s/veh) 10.91 11.27
Worst Lane Group MOEs B/0.049 (SB) B / 0.07(SB)
FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
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Intersection MOE's AM Peak PM Peak
8 Mikan Drive &
University Blvd
SB LOS B C
SB Delay (s/veh) 12.74 17.97
Worst Lane Group MOEs B/0.16(SB) D / 0.222 (SB)
10 5th West &
University Blvd
NB LOS C F
NB Delay (s/veh) 22.29 75.68
Worst Lane Group MOEs B/0.366 (SB) F / 0.339 (NBL)
11 Yellowstone Highway &
Access 1
WB LOS B B
WB Delay (s/veh) 11.8 11.91
Worst Lane Group MOEs B / 0.053 (WB) B / 0.072 (WB)
As seen in table 7, without the mitigations proposed under the 2026 Existing scenario, the
Golden Beauty Drive/University Blvd, Yellowstone Highway/University Blvd, Access
2/University Blvd, Mikan Drive/University Blvd, and 5th West/University Blvd currently
function with unacceptable levels of service.
· Yellowstone Highway & University Blvd: This intersection is anticipated to function
with a LOS F in the southbound approach under the 2030 Background Year
scenario. It is recommended that a second dedicated eastbound left turn lane
be constructed with a protected signal phase. It is also recommended a
dedicated southbound right turn lane be constructed with a permissive + overlap
signal phase to improve LOS.
· Access 2 & University Blvd: This intersection is expected to function with a LOS D in
the NB direction. However, it is typical for accesses onto major roadways to
experience excessive delays and failing level of service. The current signal at
Yellowstone Highway & University Blvd intersection and the proposed signal at the
Mikan Drive and University Blvd intersection will provide gaps within traffic allowing
for vehicles entering onto University Blvd to complete the movement safely. No
recommendations needed.
· Mikan Drive & University Blvd: This intersection is anticipated to function with a LOS
D along the southbound left movement under the 2030 Background Year
scenario. The projected traffic volumes are not anticipated to meet the Peak Hour
Signal Warrant threshold. It is recommended this intersection be monitored for
when traffic volumes meet the threshold for the traffic signal warrant.
FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
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The following table illustrates the expected levels of service and MOE’s to the failing
intersections under the 2030 Background Year conditions with the above-mentioned
mitigations and the mitigations proposed under the 2026 Existing scenario.
Table 8 – 2030 Background Level of Service Mitigated
Intersection MOE's AM Peak PM Peak
3 Golden Beauty Drive &
University Blvd
SB/NB LOS B B
SB/NB Delay (s/veh) 13.21 14.77
Worst Lane Group MOEs B/0.155 (NB) B/0.197 (SB)
4 Yellowstone Highway &
University Blvd
Intersection LOS C B
Intersection Delay (s/veh) 21.9 19.1
Intersection v/c 0.60 0.52
Worst Lane Group MOEs C/0.77 (EBL) C/0.69 (WBR)
10 5th West & University Blvd
Intersection LOS B B
Intersection Delay (s/veh) 14.8 16.8
Intersection v/c 0.40 0.47
Worst Lane Group MOEs B / 0.64 (WBT) C / 0.82 (WBR)
FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
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7.3 2030 TOTAL TRAFFIC LEVEL OF SERVICE
The 2030 Total Traffic volumes at each of the study area intersections were input into
Synchro. The overall levels of service and the worst lane MOE’s for each intersection can
be seen in the following table.
Table 9 – 2030 Total Traffic Level of Service
Intersection MOE's AM Peak PM Peak
1 US-20 SB Ramp &
University Blvd
Intersection LOS A A
Intersection Delay (s/veh) 5.0 6.4
Intersection v/c 0.48 0.48
Worst Lane Group MOEs A/0.58(SBL) A/0.53 (SBL)
2 US-20 NB Ramp &
University Blvd
Intersection LOS A A
Intersection Delay (s/veh) 7.7 9.5
Intersection v/c 0.58 0.72
Worst Lane Group MOEs B/0.46(NBR) A/0.72(WBT)
3 Golden Beauty Drive &
University Blvd
SB/NB LOS F F
SB/NB Delay (s/veh) 177.59 $$
Worst Lane Group MOEs F/ 0.965 (NB) F/1.65 (SB)
4 Yellowstone Highway &
University Blvd
Intersection LOS E E
Intersection Delay (s/veh) 64.4 70.3
Intersection v/c 0.82 0.88
Worst Lane Group MOEs F/1.34 (SBR) F/1.28 (SBR)
5 Access 2 &
University Blvd
NB LOS D F
NB Delay (s/veh) 25.12 112.46
Worst Lane Group MOEs D/0.211(NB) F/0.811 (NB)
6 University Blvd &
Tamana Drive
SB LOS D F
SB Delay (s/veh) 26.86 282.83
Worst Lane Group MOEs D/0.281(SB) F/1.352 (SB)
7 University Blvd & Access 4
SB/NB LOS B C
SB Delay (s/veh) 12.27 15.41
Worst Lane Group MOEs B/0.06(SB) C/0.111 (SB)
$$ = DELAY EXCEEDS 300 SECONDS
FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
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Intersection MOE's AM Peak PM Peak
8 Mikan Drive &
University Blvd
SB/NB LOS F F
SB/NB Delay (s/veh) 60.01 $$
Worst Lane Group MOEs F/0.695 (NB) F/7.849 (NB)
9 Access 6 & University Blvd
NB LOS C D
SB Delay (s/veh) 15.96 31.28
Worst Lane Group MOEs C/0.119(NB) D/0.462 (NB)
10 5th West & University Blvd
NB LOS F F
NB Delay (s/veh) 67.88 $$
Worst Lane Group MOEs F/0.666(NBL) F/5.132 (NBL)
11 Yellowstone Highway &
Access 1
WB LOS B C
WB Delay (s/veh) 12.73 16.1
Worst Lane Group MOEs B/0.159(WB) C/0.376 (WB)
12 Mikan Drive & Access 5
NB LOS A A
WB Delay (s/veh) 0.0 0.0
Worst Lane Group MOEs A/0.0(NB) A/0.0(NB)
$$ = DELAY EXCEEDS 300 SECONDS
As seen in table 9, without the previously mentioned mitigations, the Golden Beauty
Drive/University Blvd, Yellowstone Highway/University Blvd, Access 2/University Blvd, Mikan
Drive/University Blvd, and 5th West/University Blvd function with unacceptable levels of
service, similar to the 2030 Background Year scenario. The Tamana Drive/University Blvd,
Access 4/University Blvd, and Access 6/University Blvd intersections also fall to failing levels
of service. All other intersections function with acceptable levels of service.
· Tamana Drive & University Blvd: This intersection is expected to function with a LOS
F along the NB and SB approaches. However, it is typical for accesses onto major
roadways to experience excessive delays and failing level of service. The current
signal at Yellowstone Highway & University Blvd intersection and the proposed
signal at the Mikan Drive and University Blvd intersection will provide gaps within
traffic allowing for vehicles entering onto University Blvd to complete the
movement safely. Additionally, the eastbound right turn volumes meet the City of
Rexburg standards for a dedicated right turn lane. It is recommended a
dedicated eastbound right turn lane be constructed along University Blvd at
Tamana Drive.
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· Access 4 & University Blvd: The eastbound right turn volumes meet the City of
Rexburg standards for a dedicated right turn lane. However, due to access
spacing along University Blvd, the deceleration length for the eastbound right turn
lane will not be able to be met according to the Traffic Manual: Idaho
Supplementary Guidance to the MUTCD Figure 3B-4 – Example Right-Turn Lane
Markings.
· Mikan Drive & University Blvd: This intersection currently functions with a LOS F
along the NB and SB approaches. This intersection does meet the Peak Hour Signal
Warrant threshold under the 2030 Total Traffic Scenario. It is recommended this
intersection become signalized. It is also recommended the EB and WB left turn
lanes be installed with permissive + protected signal phases. The eastbound right
turn volumes meet the City of Rexburg standards for a dedicated right turn lane.
However, due to access spacing along University Blvd, the deceleration length for
the eastbound right turn lane will not be able to be met according to the Traffic
Manual: Idaho Supplementary Guidance to the MUTCD Figure 3B-4 – Example
Right-Turn Lane Markings.
· Access 6 & University Blvd: This intersection is expected to function with a LOS D
along the NB approach. However, it is typical for accesses onto major roadways
to experience excessive delays and failing level of service. The proposed signal at
the Mikan Drive and University Blvd intersection will provide gaps within traffic
allowing for vehicles entering onto University Blvd to complete the movement
safely. Additionally, the eastbound right turn volumes meet the City of Rexburg
standards for a dedicated right turn lane. However, due to access spacing along
University Blvd, the deceleration length for the eastbound right turn lane will not
be able to be met according to the Traffic Manual: Idaho Supplementary
Guidance to the MUTCD Figure 3B-4 – Example Right-Turn Lane Markings.
The following table illustrates the expected levels of service and MOE’s to the failing
intersections under the 2030 Total Traffic conditions with the above-mentioned
mitigations and the mitigations proposed under previous scenarios.
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Table 10 – 2030 Total Level of Service Mitigated
Intersection MOE's AM Peak PM Peak
3 Golden Beauty Drive &
University Blvd
SB/NB LOS B C
SB/NB Delay (s/veh) 14.59 17.67
Worst Lane Group MOEs B/0.176 (NB) C/0.241 (SB)
4 Yellowstone Highway &
University Blvd
Intersection LOS C C
Intersection Delay (s/veh) 23.9 26.2
Intersection v/c 0.64 0.69
Worst Lane Group MOEs C/0.78 (WBR) C/0.81 (WBR)
8 Mikan Drive &
University Blvd
Intersection LOS B B
Intersection Delay (s/veh) 16.1 19.3
Intersection v/c 0.44 0.70
Worst Lane Group MOEs B/0.80 (WBR) C/0.87 (WBR)
10 5th West & University Blvd
Intersection LOS B B
Intersection Delay (s/veh) 15.7 19.5
Intersection v/c 0.46 0.68
Worst Lane Group MOEs B/0.77 (EBT) C/0.86(WBR)
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7.4 2035 BACKGROUND LEVEL OF SERVICE
The 2035 Background Year traffic volumes at each of the study area intersections were
input into Synchro. The overall levels of service and the worst lane MOE’s for each
intersection can be seen in the following table.
Table 11 – 2035 Background Year Level of Service
Intersection MOE's AM Peak PM Peak
1 US-20 SB Ramp &
University Blvd
Intersection LOS A A
Intersection Delay (s/veh) 4.7 6.0
Intersection v/c 0.46 0.43
Worst Lane Group MOEs A/0.50(SBL) A/0.45 (SBL)
2 US-20 NB Ramp &
University Blvd
Intersection LOS A A
Intersection Delay (s/veh) 7.5 8.0
Intersection v/c 0.56 0.61
Worst Lane Group MOEs A/0.65(WBT) B/0.54 (NBR)
3 Golden Beauty Drive &
University Blvd
SB/NB LOS F F
SB/NB Delay (s/veh) 178.7 247.23
Worst Lane Group MOEs F/0.992 (NB) F/1.185 (SB)
4 Yellowstone Highway &
University Blvd
Intersection LOS E E
Intersection Delay (s/veh) 72.0 59.1
Intersection v/c 0.82 0.78
Worst Lane Group MOEs F/1.42 (SBR) F/1.31 (SBR)
5 Access 2 & University Blvd
NB LOS C E
NB Delay (s/veh) 20.64 37.28
Worst Lane Group MOEs C/0.131 (NB) E/0.343 (NB)
6 University Blvd &
Tamana Drive
SB LOS C C
SB Delay (s/veh) 16.43 23.54
Worst Lane Group MOEs C/0.169(SB) C/0.436 (SB)
7 University Blvd & Access 4
SB LOS B B
SB Delay (s/veh) 11.21 11.62
Worst Lane Group MOEs B/0.052 (SB) B/0.074 (SB)
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Intersection MOE's AM Peak PM Peak
8 Mikan Drive &
University Blvd
SB LOS B C
SB Delay (s/veh) 13.2 20.05
Worst Lane Group MOEs C/0.124 (SB) D/0.264 (SB)
10 5th West & University Blvd
NB LOS D F
NB Delay (s/veh) 25.88 112.75
Worst Lane Group MOEs D/0.21 (NBL) F/0.463 (NBL)
11 Yellowstone Highway &
Access 1
WB LOS B B
WB Delay (s/veh) 12.33 12.28
Worst Lane Group MOEs B/0.062 (WB) B/0.083 (WB)
As seen in the above table, without the previously mentioned mitigations, the Golden
Beauty Drive/University Blvd, Yellowstone Highway/University Blvd, Access 2/University
Blvd, Mikan Drive/University Blvd, and 5th West/University Blvd will continue to function with
unacceptable levels of service.
With the previous mentioned mitigations, under the 2035 Background Year scenario, all
study area intersections will continue to function with acceptable levels of service and
meet the city’s minimum thresholds. No additional mitigations are needed.
The following table illustrates the expected levels of service and MOE’s to the failing
intersections under the 2035 Background Year conditions with the above-mentioned
mitigations and the mitigations proposed under previous scenarios.
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Table 12 – 2035 Background Level of Service Mitigated
Intersection MOE's AM Peak PM Peak
3 Golden Beauty Drive &
University Blvd
SB/NB LOS B C
SB/NB Delay (s/veh) 14.8 16.12
Worst Lane Group MOEs B/0.185 (NB) C/0.234 (SB)
4 Yellowstone Highway &
University Blvd
Intersection LOS C C
Intersection Delay (s/veh) 23.2 22.9
Intersection v/c 0.66 0.60
Worst Lane Group MOEs C/0.79 (EBL) C/0.80 (EBL)
10 5th West & University Blvd
Intersection LOS B B
Intersection Delay (s/veh) 15.1 17.2
Intersection v/c 0.43 0.51
Worst Lane Group MOEs B/0.78 (EBT) C/0.84 (WBR)
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7.5 2035 TOTAL TRAFFIC LEVEL OF SERVICE
The 2035 Total Traffic volumes at each of the study area intersections were input into
Synchro. The overall levels of service and the worst lane MOE’s for each intersection can
be seen in the following table.
Table 13 – 2035 Total Traffic Level of Service
Intersection MOE's AM Peak PM Peak
1 US-20 SB Ramp &
University Blvd
Intersection LOS A A
Intersection Delay (s/veh) 5.3 6.6
Intersection v/c 0.46 0.47
Worst Lane Group MOEs A/0.51 (SBL) A/0.64 (SBL)
2 US-20 NB Ramp &
University Blvd
Intersection LOS A B
Intersection Delay (s/veh) 9.2 11.3
Intersection v/c 0.71 0.79
Worst Lane Group MOEs B/0.78 (WBT) B/0.81 (NBR)
3 Golden Beauty Drive &
University Blvd
SB/NB LOS F F
SB/NB Delay (s/veh) $$ $$
Worst Lane Group MOEs F/1.34 (NB) F/2.61 (SB)
4 Yellowstone Highway &
University Blvd
Intersection LOS F F
Intersection Delay (s/veh) 82.0 88.8
Intersection v/c 0.88 0.94
Worst Lane Group MOEs F/1.49 (SBR) F/1.40 (SBR)
5 Access 2 & University Blvd
NB LOS C F
NB Delay (s/veh) 22.58 216.38
Worst Lane Group MOEs B/0.202 (SB) F/1.109 (NB)
6 University Blvd &
Tamana Drive
SB LOS D F
SB Delay (s/veh) 30.39 $$
Worst Lane Group MOEs D/0.313 (SB) F/1.477 (SB)
7 University Blvd & Access 4
SB/NB LOS B C
SB Delay (s/veh) 12.66 16.17
Worst Lane Group MOEs B/0.063 (SB) C/0.117 (SB)
$$ = Delay Exceeds 300s
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Intersection MOE's AM Peak PM Peak
8 Mikan Drive &
University Blvd
SB/NB LOS F F
SB/NB Delay (s/veh) 82.43 $$
Worst Lane Group MOEs F/0.813 (NB) F/11.428 (NB)
9 Access 6 & University Blvd
NB LOS C E
SB Delay (s/veh) 16.91 35.7
Worst Lane Group MOEs C/0.129 (NB) E/0.504 (NB)
10 5th West & University Blvd
NB LOS F F
NB Delay (s/veh) 102.73 $$
Worst Lane Group MOEs F/0.831 (NBL) F/7.853 (NBL)
11 Yellowstone Highway &
Access 1
WB LOS B C
WB Delay (s/veh) 13.42 17.08
Worst Lane Group MOEs B/0.176 (WB) C/0.402 (WB)
12 Mikan Drive & Access 5
NB LOS A A
WB Delay (s/veh) 0.0 0.0
Worst Lane Group MOEs A/0.0(NB) A/0.0(NB)
As seen in the above table, without the previously mentioned mitigations, the Golden
Beauty Drive/University Blvd, Yellowstone Highway/University Blvd, Access 2/University
Blvd, Tamana Drive/University Blvd, Mikan Drive/University Blvd, Access 6/University Blvd,
and 5th West/University Blvd will continue to function with unacceptable levels of service.
With the previous mentioned mitigations, under the 2035 Total Traffic scenario, all study
area intersections will continue to function with acceptable levels of service and meet
the city’s minimum thresholds. No additional mitigations are needed.
The following table illustrates the expected levels of service and MOE’s to the failing
intersections under the 2035 Total Traffic conditions with the previous mentioned
mitigations.
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Table 14 – 2035 Total Level of Service Mitigated
Intersection MOE's AM Peak PM Peak
3 Golden Beauty Drive &
University Blvd
SB/NB LOS C C
SB/NB Delay (s/veh) 15.71 19.63
Worst Lane Group MOEs B/0.135 (SB) C/0.287 (SB)
4 Yellowstone Highway &
University Blvd
Intersection LOS C C
Intersection Delay (s/veh) 25.8 28.4
Intersection v/c 0.70 0.74
Worst Lane Group MOEs C/0.81 (WBR) C/0.83 (WBR)
8 Mikan Drive &
University Blvd
Intersection LOS B C
Intersection Delay (s/veh) 17.0 20.5
Intersection v/c 0.46 0.73
Worst Lane Group MOEs B/0.81 (WBR) C/0.88 (WBR)
10 5th West & University Blvd
Intersection LOS B C
Intersection Delay (s/veh) 16.4 21.3
Intersection v/c 0.49 0.73
Worst Lane Group MOEs B/0.77 (WBT) C/0.88 (WBR)
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7.6 2040 BACKGROUND LEVEL OF SERVICE
The 2040 Background Year traffic volumes at each of the study area intersections were
input into Synchro. The overall levels of service and the worst lane MOE’s for each
intersection can be seen in the following table.
Table 15 – 2040 Background Year Level of Service
Intersection MOE's AM Peak PM Peak
1 US-20 SB Ramp &
University Blvd
Intersection LOS A A
Intersection Delay (s/veh) 4.7 6.1
Intersection v/c 0.46 0.47
Worst Lane Group MOEs A/0.62 (SBL) A/0.49 (SBL)
2 US-20 NB Ramp &
University Blvd
Intersection LOS A A
Intersection Delay (s/veh) 8.3 9.3
Intersection v/c 0.65 0.70
Worst Lane Group MOEs A/0.72 (WBT) A/0.72 (WBT)
3 Golden Beauty Drive &
University Blvd
SB/NB LOS F F
SB/NB Delay (s/veh) $$ $$
Worst Lane Group MOEs F/1.673 (NB) F/1.884 (SB)
4 Yellowstone Highway &
University Blvd
Intersection LOS F E
Intersection Delay (s/veh) 92.8 77.0
Intersection v/c 0.91 0.86
Worst Lane Group MOEs F/1.61 (SBR) F/1.47 (SBR)
5 Access 2 & University Blvd
NB LOS C F
NB Delay (s/veh) 23.8 51.87
Worst Lane Group MOEs B/0.189 (SB) F/0.464 (NB)
6 University Blvd &
Tamana Drive
SB LOS C D
SB Delay (s/veh) 17.85 31.23
Worst Lane Group MOEs C/0.186 (SB) D/0.538 (SB)
7 University Blvd & Access 4
SB LOS B B
SB Delay (s/veh) 11.58 12.03
Worst Lane Group MOEs B/0.054 (SB) B/0.078 (SB)
$$ = Delay Exceeds 300s
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Intersection MOE's AM Peak PM Peak
8 Mikan Drive &
University Blvd
SB LOS B C
SB Delay (s/veh) 13.96 22.6
Worst Lane Group MOEs C/0.141 (SB) E/0.311 (SB)
10 5th West & University Blvd
NB LOS D F
NB Delay (s/veh) 31.74 205.92
Worst Lane Group MOEs E/0.275 (NBL) F/0.796 (SB)
11 Yellowstone Highway &
Access 1
WB LOS B B
WB Delay (s/veh) 13.14 13.4
Worst Lane Group MOEs B/0.075 (WB) B/0.102 (WB)
As seen in the above table, without the previously mentioned mitigations, the Golden
Beauty Drive/University Blvd, Yellowstone Highway/University Blvd, Access 2/University
Blvd, Mikan Drive/University Blvd, and 5th West/University Blvd will continue to function with
unacceptable levels of service.
With the previous mentioned mitigations, under the 2035 Background Year scenario, all
study area intersections will continue to function with acceptable levels of service and
meet the city’s minimum thresholds. No additional mitigations are needed.
The following table illustrates the expected levels of service and MOE’s to the failing
intersections under the 2040 Background Year conditions with the above-mentioned
mitigations and the mitigations proposed under previous scenarios.
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Table 16 – 2040 Background Level of Service Mitigated
Intersection MOE's AM Peak PM Peak
3 Golden Beauty Drive &
University Blvd
SB/NB LOS C C
SB/NB Delay (s/veh) 16.14 17.98
Worst Lane Group MOEs C/0.222 (NB) C/0.282 (SB)
4 Yellowstone Highway &
University Blvd
Intersection LOS C C
Intersection Delay (s/veh) 25.4 24.4
Intersection v/c 0.73 0.66
Worst Lane Group MOEs C/0.84 (SBR) C/0.83 (EBL)
10 5th West & University Blvd
Intersection LOS B B
Intersection Delay (s/veh) 15.7 18.0
Intersection v/c 0.46 0.56
Worst Lane Group MOEs B/0.80 (EBT) C/0.85 (WBR)
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7.7 2040 TOTAL TRAFFIC LEVEL OF SERVICE
The 2040 Total Traffic volumes at each of the study area intersections were input into
Synchro. The overall levels of service and the worst lane MOE’s for each intersection can
be seen in the following table.
Table 17 – 2040 Total Traffic Level of Service
Intersection MOE's AM Peak PM Peak
1 US-20 SB Ramp &
University Blvd
Intersection LOS A A
Intersection Delay (s/veh) 5.5 7.0
Intersection v/c 0.49 0.50
Worst Lane Group MOEs A/0.56 (SBL) A/0.69 (SBL)
2 US-20 NB Ramp &
University Blvd
Intersection LOS A B
Intersection Delay (s/veh) 9.8 14.8
Intersection v/c 0.74 0.87
Worst Lane Group MOEs A/0.78 (WBT) B/0.84 (WBT)
3 Golden Beauty Drive &
University Blvd
SB/NB LOS F F
SB/NB Delay (s/veh) $$ $$
Worst Lane Group MOEs F/2.761 (NB) F/4.484 (SB)
4 Yellowstone Highway &
University Blvd
Intersection LOS F F
Intersection Delay (s/veh) 105.2 112.7
Intersection v/c 0.96 1.02
Worst Lane Group MOEs F/1.66 (SBR) F/1.54 (SBR)
5 Access 2 & University Blvd
NB LOS E F
NB Delay (s/veh) 35.4 $$
Worst Lane Group MOEs E/0.317 (NB) F/1.508 (NB)
6 University Blvd &
Tamana Drive
SB LOS E F
SB Delay (s/veh) 35.3 $$
Worst Lane Group MOEs E/0.353 (SB) F/1.96 (SB)
7 University Blvd & Access 4
SB/NB LOS B C
SB Delay (s/veh) 13.11 16.68
Worst Lane Group MOEs B/0.066 (SB) C/0.124 (SB)
$$ = Delay Exceeds 300s
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Intersection MOE's AM Peak PM Peak
8 Mikan Drive &
University Blvd
SB/NB LOS F F
SB/NB Delay (s/veh) 118.03 $$
Worst Lane Group MOEs F/0.961 (NB) F/19.715 (NB)
9 Access 6 & University Blvd
NB LOS C E
SB Delay (s/veh) 18.07 41.7
Worst Lane Group MOEs C/0.139 (NB) E/0.552 (NB)
10 5th West & University Blvd
NB LOS F F
NB Delay (s/veh) 194.2 $$
Worst Lane Group MOEs F/1.085 (NBL) F/15.333 (NBL)
11 Yellowstone Highway &
Access 1
WB LOS B C
WB Delay (s/veh) 14.48 20.31
Worst Lane Group MOEs B/0.199 (WB) C/0.467 (WB)
12 Mikan Drive & Access 5
NB LOS A A
WB Delay (s/veh) 0.0 0.0
Worst Lane Group MOEs A/0.0(NB) A/0.0(NB)
As seen in the above table, without the previously mentioned mitigations, the Golden
Beauty Drive/University Blvd, Yellowstone Highway/University Blvd, Access 2/University
Blvd, Tamana Drive/University Blvd, Mikan Drive/University Blvd, Access 6/University Blvd,
and 5th West/University Blvd will continue to function with unacceptable levels of service.
With the previous mentioned mitigations, under the 2035 Total Traffic scenario, all study
area intersections will continue to function with acceptable levels of service and meet
the city’s minimum thresholds. No additional mitigations are needed.
The following table illustrates the expected levels of service and MOE’s to the failing
intersections under the 2040 Total Traffic conditions with the previous mentioned
mitigations.
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Table 18 – 2040 Total Level of Service Mitigated
Intersection MOE's AM Peak PM Peak
3 Golden Beauty Drive &
University Blvd
SB/NB LOS C C
SB/NB Delay (s/veh) 17.26 22.43
Worst Lane Group MOEs C/0.252 (SB) C/0.346 (SB)
4 Yellowstone Highway &
University Blvd
Intersection LOS C C
Intersection Delay (s/veh) 28.4 31.0
Intersection v/c 0.77 0.81
Worst Lane Group MOEs C/0.87 (SBR) D/0.85 (WBR)
8 Mikan Drive &
University Blvd
Intersection LOS B C
Intersection Delay (s/veh) 18.1 22.0
Intersection v/c 0.49 0.76
Worst Lane Group MOEs C/0.83 (EBT) C/0.90 (WBR)
10 5th West & University Blvd
Intersection LOS B C
Intersection Delay (s/veh) 14.6 22.9
Intersection v/c 0.60 0.82
Worst Lane Group MOEs B/0.79 (EBT) C/0.89 (WBR)
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8.0 Traffic Signal Warrant Analysis
With the failing movements at the Mikan Drive/University Blvd and 5th West/University Blvd
intersections under the 2030 Background Year and 2030 Total Year scenarios, a peak hour
signal warrant analysis was performed. In order to analyze the need for a traffic signal,
the 2009 Edition of the Manual on Traffic Control Devices (MUTCD), Part 4 is used. As per
the MUTCD there are nine signal warrants and even if one warrant is met, a signal may
be installed at the study intersection. The warrants are:
Warrant 1 - Eight Hour Vehicular Volume Warrant 2 - Four Hour Vehicular Volume
Warrant 3 - Peak Hour Warrant 4 - Pedestrian Volume
Warrant 5 - School Crossing Warrant 6 - Coordinated Signal System
Warrant 7 - Crash Experience Warrant 8 - Roadway Network
Warrant 9 - Intersection near a Grade Crossing
Based on the study location, traffic patterns and information we have available at this
time, only Warrant 3 - Peak Hour was able to be analyzed with the projected peak hour
traffic volumes beginning under the 2030 Background Year and 2030 Total Year scenarios
for both intersections. The following paragraphs provide the details of the signal warrant
analysis.
Warrant 3 (Peak Hour)
Mikan Drive & University Blvd
This traffic signal warrant analysis was performed at the Mikan Drive & University Blvd
intersection due to the southbound approach under the 2030 Background Year scenario
functioning at unacceptable levels of service. The Major Street is University Blvd and the
Minor Street is Mikan Drive. University Blvd consists of one lane in each direction with a
two-way left turn lane and Mikan Drive consists of a single lane in the eastbound direction
and a single lane in the westbound direction.
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Under the 2030 Background Year scenario, it is projected along University Blvd, the
combined vehicles per hours (vph) of the Major Street in the AM Peak Hour will be 733
vph and in the PM Peak Hour, 911 vph. The southbound approach of the Minor Street
(Mikan Drive) under the 2030 Background Year scenario, will be 35 vph in the AM peak
hour and 42 vph in the PM peak hour.
As seen in the figure below, the plotted points fall below the applicable curve. It is
recommended this intersection continue to be monitored for when traffic volumes meet
the signal warrant.
Under the 2030 Total Traffic scenario, it is projected along University Blvd, the combined
vehicles per hours (vph) of the Major Street in the AM Peak Hour will be 919 vph and in
the PM Peak Hour, 1271 vph. The southbound approach of the Minor Street (Mikan Drive)
under the 2030 Total Traffic scenario, will be 158 vph in the AM peak hour and 140 vph in
the PM peak hour.
As seen in the figure below, the plotted point for the AM and PM peak hour falls above
the applicable curve. It is recommended this intersection be signalized under the 2030
Total Year scenario.
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Figure 12 – Mikan Drive & University Blvd Signal Warrant
= 2030 Background Traffic Volumes at Mikan Drive & University Blvd (AM Peak Hour)
= 2030 Background Traffic Volumes at Mikan Drive & University Blvd (PM Peak Hour)
= 2030 Total Traffic Volumes at Mikan Drive & University Blvd (AM Peak Hour)
= 2030 Total Traffic Volumes at Mikan Drive & University Blvd (PM Peak Hour)
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5th West & University Blvd
This traffic signal warrant analysis was performed at the 5th West & University Blvd
intersection due to the northbound movement under the 2030 Background Year scenario
functioning at a LOS F. The Major Street is University Blvd and the Minor Street is 5th West.
University Blvd consists of one lane in each direction with a two-way left turn lane and 5th
West consists of a single lane in the eastbound direction and a single lane in the
westbound direction.
Under the 2030 Background Year scenario, it is projected along University Blvd, the
combined vehicles per hours (vph) of the Major Street in the AM Peak Hour will be 690
vph and in the PM Peak Hour, 1095 vph. The southbound approach of the Minor Street
(5th West) under the 2030 Background Year scenario, will be 234 vph in the AM peak hour
and 150 vph in the PM peak hour.
As seen in the figure below, the plotted point for the AM and PM peak hour falls above
the applicable curve. It is recommended this intersection be signalized under the 2035
Background Year scenario.
Figure 13 – 5th West & University Blvd Signal Warrant
= 2030 Background Traffic Volumes at 5th West & University Blvd (AM Peak Hour)
= 2030 Background Traffic Volumes at 5th West & University Blvd (PM Peak Hour)
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9.0 TURN LANE WARRANT ANALYSIS
The Yellowstone Highway and University Blvd intersection was analyzed for a right turn
lane warrant. For major roads at an intersection, the Traffic Manual: Idaho Supplementary
Guidance to the MUTCD Figure 3B-1 was used. Within this study area, Yellowstone
Highway would follow the major roadway analysis, where University Blvd would fall under
the minor roadway analysis. The following Advancing Volumes and right turn volumes
were used under the 2035 Background Year scenario.
Yellowstone Highway & University Blvd:
The following right turn analysis was performed using the Figure 3B-1 from Traffic Manual:
Idaho Supplementary Guidance to the MUTCD for evaluation of a southbound right turn
lane at University Blvd under the 2030 Background Year scenario.
2030 Background Year Traffic Southbound Right Turn Lane: Does Warrant
AM Southbound Right Turn Volume = 485 vph
AM Highway Volume (Outside Lane Only, including right-turn) = 544 vph
PM Southbound Right Turn Volume = 424 vph
PM Highway Volume (Outside Lane Only, including right-turn) = 548 vph
= 2030 Background Year Volumes at Yellowstone Hwy & University Blvd Intersection (7:00am to 9:00am)
= 2030 Background Year Volumes at Yellowstone Hwy & University Blvd Intersection (4:00pm to 6:00pm)
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All site accesses were analyzed for a right turn lane warrant. For major roads at an
intersection, the City of Rexburg Transportation Master Plan Deceleration Lanes for Right
Turning Vehicles was used. Within this study area, Yellowstone Highway and University
would follow the major roadway analysis, where the site accesses would fall under the
minor roadway analysis. The following Advancing Volumes and right turn volumes were
used under the 2030 Total Traffic scenario.
Yellowstone Highway & Access 1:
The following right turn analysis was performed using the Deceleration Lanes for Right
Turning Vehicles from the City of Rexburg Transportation Master Plan for evaluation of a
northbound right turn lane at Access 1 under the 2030 Total Traffic scenario.
2030 Total Traffic Northbound Right Turn Lane: Does Not Warrant
Major Road Speed Limit = 45 MPH
AM Northbound Right Turn Volume = 31 vph
AM Highway Volume (Outside Lane Only) = 233 vph
PM Northbound Right Turn Volume = 44 vph
PM Highway Volume (Outside Lane Only) = 224 vph
Access 2 & University Blvd:
The following right turn analysis was performed using the Deceleration Lanes for Right
Turning Vehicles from the City of Rexburg Transportation Master Plan for evaluation of an
eastbound right turn lane at Access 2 under the 2030 Total Traffic scenario.
2030 Total Traffic Eastbound Right Turn Lane: Does Not Warrant
Major Road Speed Limit = 35 MPH
AM Eastbound Right Turn Volume = 73 vph
AM Highway Volume (Outside Lane Only) = 276 vph
PM Eastbound Right Turn Volume = 110 vph
PM Highway Volume (Outside Lane Only) = 382 vph
Tamana Drive & University Blvd:
The following right turn analysis was performed using the Deceleration Lanes for Right
Turning Vehicles from the City of Rexburg Transportation Master Plan for evaluation of an
eastbound right turn lane at Tamana Drive under the 2030 Total Traffic scenario.
2030 Total Traffic Eastbound Right Turn Lane: Does Warrant
Major Road Speed Limit = 45 MPH
AM Eastbound Right Turn Volume = 44 vph
AM Highway Volume (Outside Lane Only) = 502 vph
PM Eastbound Right Turn Volume = 73 vph
PM Highway Volume (Outside Lane Only) = 677 vph
FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
59
Access 4 & University Blvd:
The following right turn analysis was performed using the Deceleration Lanes for Right
Turning Vehicles from the City of Rexburg Transportation Master Plan for evaluation of an
eastbound right turn lane at Access 4 under the 2030 Total Traffic scenario.
2030 Total Traffic Eastbound Right Turn Lane: Does Warrant
Major Road Speed Limit = 45 MPH
AM Eastbound Right Turn Volume = 44 vph
AM Highway Volume (Outside Lane Only) = 501 vph
PM Eastbound Right Turn Volume = 73 vph
PM Highway Volume (Outside Lane Only) = 702 vph
Mikan Drive & University Blvd:
The following right turn analysis was performed using the Deceleration Lanes for Right
Turning Vehicles from the City of Rexburg Transportation Master Plan for evaluation of an
eastbound right turn lane at Mikan Drive under the 2030 Total Traffic scenario.
2030 Total Traffic Eastbound Right Turn Lane: Does Warrant
Major Road Speed Limit = 45 MPH
AM Eastbound Right Turn Volume = 66 vph
AM Highway Volume (Outside Lane Only) = 415 vph
PM Eastbound Right Turn Volume = 108 vph
PM Highway Volume (Outside Lane Only) = 505 vph
Access 6 & University Blvd:
The following right turn analysis was performed using the Deceleration Lanes for Right
Turning Vehicles from the City of Rexburg Transportation Master Plan for evaluation of an
eastbound right turn lane at Access 6 under the 2030 Total Traffic scenario.
2030 Total Traffic Eastbound Right Turn Lane: Does Warrant
Major Road Speed Limit = 45 MPH
AM Eastbound Right Turn Volume = 22 vph
AM Highway Volume (Outside Lane Only) = 454 vph
PM Eastbound Right Turn Volume = 36 vph
PM Highway Volume (Outside Lane Only) = 582 vph
FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
60
10.0 Queuing Analysis
With the proposed development, a queuing analysis was performed to determine the
adequate queue length for the Yellowstone Highway & University Blvd intersection and
the eastbound right turn lane at the Tamana Drive, Access 4, Mikan Drive, and Access 6
intersections along University Blvd. The queuing analysis was performed using the 95th
percentile queue lengths from the 12th Edition Sim Traffic Software. Ten separate
simulations were run using Sim Traffic and the average over those ten runs is used to
determine the 95th percentile queuing lengths.
2040 Background Year Recommended Storage Length
Using the proposed traffic volumes as illustrated in Figure 6 – 2040 Background Year
scenario, the following queue length was determined at the study area intersections.
Table 19 – 2040 Background Year Traffic Recommended Storage Length
Movement
Existing
Storage Length
(ft)
2040 Background Year
Traffic 95th Percentile Recommended
Storage Length AM PM
3: Golden Beauty Drive & University Blvd
EBL 130 43 42 130
WBL 100 54 65 100
NBR - 68 83 -
SBR - 56 68 -
4: Yellowstone Hwy & University Blvd
EBL 150 242 271 290
WBL 120 68 84 120
NBL 110 142 125 150
SBL 600 36 54 600
SBR - 199 164 210
5: Access 2 & University Blvd
EBL 100 35 56 100
WBL 100 15 19 100
6: University Blvd & Tamana Drive
EBL 100 42 55 100
7: University Blvd & Access 4
SBR - 37 43 -
FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
61
Movement
Existing
Storage Length
(ft)
2040 Background Year
Traffic 95th Percentile Recommended
Storage Length AM PM
8: University Blvd & Mikan Drive
EBL 450 36 70 450
SBL - 50 60 -
SBR 100 59 20 100
10: 5TH West & University Blvd
EBL 75 69 151 190
EBR 75 24 33 75
WBL 95 21 22 95
NBL 190 44 36 190
SBL 100 19 32 100
11: Yellowstone Hwy & Access 1
SBL 100 36 36 100
Golden Beauty Drive & University Blvd:
With the projected growth within the study area, all existing movement storage lengths
are adequate. No additional storage length required.
Yellowstone Hwy & University Blvd:
With the projected growth within the study area, it is recommended that the following
movement storages be added:
· A dual dedicated eastbound left turn lanes with a storage length of 290 feet.
· A dedicated northbound left turn lane with a storage length of 150 feet.
· A dedicated southbound right turn lane with a storage length of 210 feet.
Access 2 & University Blvd:
With the projected growth within the study area, all existing movement storage lengths
are adequate. No additional storage length required.
Tamana Drive & University Blvd:
With the projected growth within the study area, all existing movement storage lengths
are adequate. No additional storage length required.
FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
62
Access 4 & University Blvd:
With the projected growth within the study area, all existing movement storage lengths
are adequate. No additional storage length required.
Mikan Drive & University Blvd:
With the projected growth within the study area, all existing movement storage lengths
are adequate. No additional storage length required.
5th West & University Blvd:
With the projected growth within the study area, it is recommended that the following
movement storages be added:
· A dedicated eastbound left turn lane with a storage length of 190 feet.
Yellowstone Hwy & Access 1:
With the projected growth within the study area, all existing movement storage lengths
are adequate. No additional storage length required.
2035 Total Traffic Recommended Storage Length
Using the proposed traffic volumes as illustrated in Figure 11 – 2040 Total Traffic scenario,
the following queue length was determined at the study area intersections.
Table 20 – 2040 Total Traffic Recommended Storage Length
Movement
2040
Background
Year Traffic 95th
Percentile
Storage Length
(ft)
2040 Background Year
Traffic 95th Percentile
Recommended
Storage Length AM PM
3: Golden Beauty Drive & University Blvd
EBL 130 43 41 130
WBL 100 58 79 100
NBR - 74 147 -
SBR - 62 83 -
FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
63
Movement
2040
Background
Year Traffic 95th
Percentile (ft)
2040 Background Year
Traffic 95th Percentile Recommended
Storage Length AM PM
4: Yellowstone Hwy & University Blvd
EBL 290 231 286 290
WBL 120 70 107 120
NBL 150 141 142 150
SBL 600 83 151 600
SBR 210 205 200 210
5: Access 2 & University Blvd
EBL 100 38 69 100
WBL 100 36 46 100
6: University Blvd & Tamana Drive
EBL 100 42 60 100
EBR - 3 12 50
WBL - 30 47 50
7: University Blvd & Access 4
WBL - 35 46 50
SBR - 37 44 -
8: University Blvd & Mikan Drive
EBL 450 75 127 450
WBL - 56 114 120
NBL - 66 159 -
SBL - 44 50 -
10: 5TH West & University Blvd
EBL 190 68 189 190
EBR 75 43 63 75
WBL 95 20 38 95
NBL 190 77 128 190
SBL 100 19 31 100
11: Yellowstone Hwy & Access 1
SBL 100 46 57 100
FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
64
Golden Beauty Drive & University Blvd:
With the full build out of the Tamana Fields development, all existing and proposed
storage lengths under the 2040 Background Year 95th Percentile scenario are adequate.
No additional storage length required.
Yellowstone Hwy & University Blvd:
With the full build out of the Tamana Fields development, all existing and proposed
storage lengths under the 2040 Background Year 95th Percentile scenario are adequate.
No additional storage length required.
Access 2 & University Blvd:
With the full build out of the Tamana Fields development, all existing and proposed
storage lengths under the 2040 Background Year 95th Percentile scenario are adequate.
No additional storage length required.
Tamana Drive & University Blvd:
With the full build out of the Tamana Fields development, it is recommended that the
following movement storages be added:
· A dedicated eastbound right turn lane with a storage length of 50 feet.
· A dedicated westbound left turn lane with a storage length of 50 feet.
Access 4 & University Blvd:
With the full build out of the Tamana Fields development, it is recommended that the
following movement storages be added:
· A dedicated westbound left turn lane with a storage length of 50 feet.
Mikan Drive & University Blvd:
With the full build out of the Tamana Fields development, it is recommended that the
following movement storages be added:
· A dedicated westbound left turn lane with a storage length of 120 feet.
FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
65
5th West & University Blvd:
With the full build out of the Tamana Fields development, all existing and proposed
storage lengths under the 2040 Background Year 95th Percentile scenario are adequate.
No additional storage length required.
Yellowstone Hwy & Access 1:
With the full build out of the Tamana Fields development, all existing and proposed
storage lengths under the 2040 Background Year 95th Percentile scenario are adequate.
No additional storage length required.
FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
66
11.0 Appendix
FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
67
Existing Traffic Counts
Na
t
i
o
n
a
l
D
a
t
a
&
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(
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S
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)
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t
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:
NS
/
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W
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t
r
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s
:
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0.
5
0
NL
NT
NR
NU
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WL
WT
WR
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TO
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L
7:
0
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1
2
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2
30
0
4
32
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0
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1
7:
1
5
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2
1
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34
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39
0
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3
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7:
3
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3
1
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61
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69
1
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44
0
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18
8
7:
4
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2
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93
1
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1
40
0
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1
8:
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2
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31
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63
2
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41
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3
8:
1
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9
2
3
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0
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68
1
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1
8:
3
0
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2
1
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2
2
30
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13
64
5
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36
1
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15
6
8:
4
5
A
M
0
0
3
0
0
2
18
0
6
71
0
0
1
32
0
0
13
3
NL
NT
NR
NU
SL
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EU
WL
WT
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TO
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A
L
TO
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A
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:
21
12
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0
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29
1
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49
9
10
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3
5
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P
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%
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s
:
46
.
6
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%
26
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26
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6
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%
0.
0
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%
1.
9
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%
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5
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%
93
.
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7
%
0.
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%
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:
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:
16
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7
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NB
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NB
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NB
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NB
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SB
L
SB
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R
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EB
L
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R
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WB
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WB
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4
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WL
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TO
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:
10
14
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9
61
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s
:
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.
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0.
0
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6
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3
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67
.
7
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:
5:
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7
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7
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7
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Da
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IN
T
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S
E
C
T
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N
:
PK
H
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V
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L
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:
74
3
66
0
9
NO
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T
H
N-
S
S
T
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T
:
PH
F
:
0.
9
5
8.
9
%
0.
0
%
1.
2
%
E-
W
S
T
R
E
E
T
:
PE
A
K
H
O
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R
:
FR
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:
TO
:
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S
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R
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J
.
N
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.
:
7:
3
0
A
M
8:
3
0
A
M
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N
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A
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:
NO
T
E
S
:
37
12
5.
0
%
1.
6
%
CO
U
N
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T
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:
28
7
27
4
FR
O
M
:
7:
0
0
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M
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.
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%
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.
9
%
TO
:
9:
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A
M
26
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5
%
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%
21
0
5
To
t
a
l
=
74
3
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8
%
0.
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0.
7
%
CO
U
N
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D
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A
I
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:
TI
M
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R
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TO
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A
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FR
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:
TO
:
L
T
R
L
T
R
L
T
R
L
T
R
VO
L
U
M
E
S
7:
0
0
A
M
7:
1
5
A
M
3
0
0
9
28
4
1
0
13
1
60
3
12
2
7:
1
5
A
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4:
0
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42
3
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1
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4
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8
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20
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43
4
4:
3
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M
1
1
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5
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4
17
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20
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7
4:
4
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5
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7
5:
0
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3
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5:
3
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7
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:
38
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%
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33
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PE
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:
5:
0
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M
12
:
0
0
A
M
TO
T
A
L
PE
A
K
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R
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L
:
18
1
43
0
20
0
53
0
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82
9
32
1
31
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A
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2
FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
68
Trip Generation Report
FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
69
Crash Data Summary
Cr
a
s
h
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b
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23
C
6
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FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
70
Traffic Analysis Reports
FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
71
2026 Existing Traffic Analysis
HCM Signalized Intersection Capacity Analysis 2026 Existing AM
1: US-20 SB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 1
Movement EBT EBR WBT SBL SBR
Lane Configurations
Traffic Volume (vph)286 80 462 116 130
Future Volume (vph)286 80 462 116 130
Ideal Flow (vphpl)1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.0
Lane Util. Factor 0.95 1.00 0.95 1.00 1.00
Frt 1.00 0.85 1.00 1.00 0.85
Flt Protected 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)3539 1583 3539 1770 1583
Flt Permitted 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)3539 1583 3539 1770 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)311 87 502 126 141
RTOR Reduction (vph)0 52 0 0 0
Lane Group Flow (vph)311 35 502 126 141
Turn Type NA Prot NA Prot Free
Protected Phases 4 4 8 1
Permitted Phases Free
Actuated Green, G (s)7.7 7.7 7.7 2.2 18.9
Effective Green, g (s)7.7 7.7 7.7 2.2 18.9
Actuated g/C Ratio 0.41 0.41 0.41 0.12 1.00
Clearance Time (s)4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1441 644 1441 206 1583
v/s Ratio Prot 0.09 0.02 c0.14 c0.07
v/s Ratio Perm 0.09
v/c Ratio 0.22 0.06 0.35 0.61 0.09
Uniform Delay, d1 3.6 3.4 3.9 7.9 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.0 0.1 5.3 0.1
Delay (s)3.7 3.4 4.0 13.2 0.1
Level of Service A A A B A
Approach Delay (s/veh)3.7 4.0
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)4.4 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.41
Actuated Cycle Length (s) 18.9 Sum of lost time (s)9.0
Intersection Capacity Utilization 26.3%ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis 2026 Existing AM
2: US-20 NB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 3
Movement WBT WBR2 NBL2 NBR SEL2 SEL
Lane Configurations
Traffic Volume (vph)768 128 123 553 45 351
Future Volume (vph)768 128 123 553 45 351
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.0 4.5 4.5 4.5 4.5
Lane Util. Factor 0.95 1.00 1.00 0.88 1.00 0.97
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (prot)3539 1583 1770 2787 1770 3433
Flt Permitted 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (perm)3539 1583 1770 2787 1770 3433
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)835 139 134 601 49 382
RTOR Reduction (vph)0 0 75 450 27 0
Lane Group Flow (vph)835 139 59 151 22 382
Turn Type NA Free Prot Prot Perm Prot
Protected Phases 5 5 4
Permitted Phases 8 Free 4
Actuated Green, G (s)13.1 29.5 7.4 7.4 13.1 13.1
Effective Green, g (s)13.1 29.5 7.4 7.4 13.1 13.1
Actuated g/C Ratio 0.44 1.00 0.25 0.25 0.44 0.44
Clearance Time (s)4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1571 1583 444 699 786 1524
v/s Ratio Prot 0.03 c0.05 0.11
v/s Ratio Perm c0.24 0.09 0.01
v/c Ratio 0.53 0.09 0.13 0.22 0.03 0.25
Uniform Delay, d1 6.0 0.0 8.6 8.8 4.6 5.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.3 0.1 0.1 0.2 0.0 0.1
Delay (s)6.3 0.1 8.7 8.9 4.6 5.2
Level of Service A A A A A A
Approach Delay (s/veh)5.4 5.1
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)6.6 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.42
Actuated Cycle Length (s) 29.5 Sum of lost time (s)9.0
Intersection Capacity Utilization 48.9%ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
HCM 7th TWSC 2026 Existing AM
3: Golden Beauty Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 5
Intersection
Int Delay, s/veh 2.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 23 716 49 32 849 24 23 0 43 17 2 24
Future Vol, veh/h 23 716 49 32 849 24 23 0 43 17 2 24
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 130 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 25 778 53 35 923 26 25 0 47 18 2 26
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 949 0 0 832 0 0 1387 1873 416 1445 1887 474
Stage 1 ------855 855 -1005 1005 -
Stage 2 ------532 1018 -439 882 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 719 --797 --102 71 586 93 70 536
Stage 1 ------319 373 -259 317 -
Stage 2 ------499 313 -567 362 -
Platoon blocked, %----
Mov Cap-1 Maneuver 719 --797 --87 66 586 79 64 536
Mov Cap-2 Maneuver ------87 66 -79 64 -
Stage 1 ------308 360 -247 303 -
Stage 2 ------451 299 -503 350 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.3 0.34 33.73 40.38
HCM LOS D E
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)195 719 --797 --147
HCM Lane V/C Ratio 0.367 0.035 --0.044 --0.317
HCM Ctrl Dly (s/v)33.7 10.2 --9.7 --40.4
HCM Lane LOS D B --A --E
HCM 95th %tile Q(veh)1.6 0.1 --0.1 --1.3
HCM Signalized Intersection Capacity Analysis 2026 Existing AM
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)354 286 53 31 320 10 134 197 52 12 91 405
Future Volume (vph)354 286 53 31 320 10 134 197 52 12 91 405
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 0.95 1.00 0.95
Frt 1.00 0.98 1.00 1.00 1.00 0.97 1.00 0.88
Flt Protected 0.95 0.99 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1610 3288 1770 3523 1770 3428 1770 3106
Flt Permitted 0.95 0.99 0.95 1.00 0.30 1.00 0.58 1.00
Satd. Flow (perm)1610 3288 1770 3523 558 3428 1089 3106
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)385 311 58 34 348 11 146 214 57 13 99 440
RTOR Reduction (vph)0 12 0 0 3 0 0 24 0 0 299 0
Lane Group Flow (vph)250 492 0 34 356 0 146 247 0 13 240 0
Turn Type Split NA Split NA pm+pt NA pm+pt NA
Protected Phases 4 4 8 8 5 2 1 6
Permitted Phases 2 6
Actuated Green, G (s)16.3 16.3 13.0 13.0 36.4 31.0 26.3 25.4
Effective Green, g (s)16.3 16.3 13.0 13.0 36.4 31.0 26.3 25.4
Actuated g/C Ratio 0.21 0.21 0.16 0.16 0.46 0.39 0.33 0.32
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)331 676 290 578 355 1341 369 996
v/s Ratio Prot c0.16 0.15 0.02 c0.10 c0.03 0.07 0.00 0.08
v/s Ratio Perm c0.15 0.01
v/c Ratio 0.76 0.73 0.12 0.62 0.41 0.18 0.04 0.24
Uniform Delay, d1 29.6 29.4 28.2 30.8 13.4 15.8 17.8 19.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 9.4 3.9 0.2 2.0 0.8 0.3 0.0 0.6
Delay (s)39.0 33.3 28.4 32.7 14.2 16.1 17.8 20.4
Level of Service D C C C B B B C
Approach Delay (s/veh)35.2 32.4 15.4 20.3
Approach LOS D C B C
Intersection Summary
HCM 2000 Control Delay (s/veh)26.9 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.57
Actuated Cycle Length (s) 79.2 Sum of lost time (s)18.0
Intersection Capacity Utilization 60.5%ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2026 Existing AM
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)354 286 53 31 320 10 134 197 52 12 91 405
Future Volume (veh/h)354 286 53 31 320 10 134 197 52 12 91 405
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 251 498 58 34 348 11 146 214 57 13 99 440
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 363 670 78 254 502 16 285 1046 272 482 558 498
Arrive On Green 0.20 0.20 0.20 0.14 0.14 0.14 0.08 0.37 0.37 0.02 0.31 0.31
Sat Flow, veh/h 1781 3290 382 1781 3516 111 1781 2790 726 1781 1777 1585
Grp Volume(v), veh/h 251 282 274 34 175 184 146 134 137 13 99 440
Grp Sat Flow(s),veh/h/ln 1781 1870 1802 1781 1777 1850 1781 1777 1740 1781 1777 1585
Q Serve(g_s), s 8.9 9.7 9.8 1.1 6.4 6.5 3.6 3.5 3.6 0.3 2.8 18.1
Cycle Q Clear(g_c), s 8.9 9.7 9.8 1.1 6.4 6.5 3.6 3.5 3.6 0.3 2.8 18.1
Prop In Lane 1.00 0.21 1.00 0.06 1.00 0.42 1.00 1.00
Lane Grp Cap(c), veh/h 363 381 367 254 254 264 285 666 652 482 558 498
V/C Ratio(X)0.69 0.74 0.75 0.13 0.69 0.69 0.51 0.20 0.21 0.03 0.18 0.88
Avail Cap(c_a), veh/h 481 505 487 468 467 486 318 666 652 583 558 498
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 25.3 25.6 25.6 25.7 27.9 27.9 16.2 14.5 14.5 15.5 17.1 22.3
Incr Delay (d2), s/veh 2.7 4.0 4.4 0.2 3.4 3.3 1.4 0.7 0.7 0.0 0.7 20.0
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.7 4.3 4.2 0.5 2.7 2.8 1.3 1.3 1.4 0.1 1.1 8.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 28.0 29.6 30.0 25.9 31.3 31.2 17.6 15.2 15.3 15.5 17.8 42.3
LnGrp LOS C C C C C C B B B B B D
Approach Vol, veh/h 807 393 417 552
Approach Delay, s/veh 29.2 30.8 16.0 37.3
Approach LOS C C B D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.6 30.2 18.4 9.8 26.0 14.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 23.0 18.5 6.5 21.5 18.0
Max Q Clear Time (g_c+I1), s 2.3 5.6 11.8 5.6 20.1 8.5
Green Ext Time (p_c), s 0.0 1.2 2.2 0.0 0.5 1.3
Intersection Summary
HCM 7th Control Delay, s/veh 29.0
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement.
HCM 7th TWSC 2026 Existing AM
5: Access 2 & University Blvd Tamana Fields
Synchro 12 Report
Page 8
Intersection
Int Delay, s/veh 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 37 287 26 6 274 12 21 0 5 9 0 66
Future Vol, veh/h 37 287 26 6 274 12 21 0 5 9 0 66
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 100 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 40 312 28 7 298 13 23 0 5 10 0 72
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 311 0 0 340 0 0 568 730 170 554 738 155
Stage 1 ------407 407 -317 317 -
Stage 2 ------162 324 -236 421 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 1246 --1216 --405 347 844 415 344 863
Stage 1 ------592 596 -668 653 -
Stage 2 ------824 648 -746 587 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1246 --1216 --358 334 844 397 331 863
Mov Cap-2 Maneuver ------358 334 -397 331 -
Stage 1 ------573 577 -665 649 -
Stage 2 ------751 645 -717 568 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.84 0.16 14.62 10.34
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)402 1246 --1216 --756
HCM Lane V/C Ratio 0.07 0.032 --0.005 --0.108
HCM Ctrl Dly (s/v)14.6 8 --8 --10.3
HCM Lane LOS B A --A --B
HCM 95th %tile Q(veh)0.2 0.1 --0 --0.4
HCM 7th TWSC 2026 Existing AM
6: University Blvd & Tamana Drive Tamana Fields
Synchro 12 Report
Page 9
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 301 290 1 0 1
Future Vol, veh/h 0 301 290 1 0 1
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length 100 ---0 -
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 0 327 315 1 0 1
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 316 0 -0 643 316
Stage 1 ----316 -
Stage 2 ----327 -
Critical Hdwy 4.12 ---6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy 2.218 ---3.518 3.318
Pot Cap-1 Maneuver 1244 ---438 725
Stage 1 ----739 -
Stage 2 ----731 -
Platoon blocked, %---
Mov Cap-1 Maneuver 1244 ---438 725
Mov Cap-2 Maneuver ----438 -
Stage 1 ----739 -
Stage 2 ----731 -
Approach EB WB SB
HCM Ctrl Dly, s/v 0 0 9.98
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h)1244 ---725
HCM Lane V/C Ratio ----0.001
HCM Ctrl Dly (s/v)0 ---10
HCM Lane LOS A ---A
HCM 95th %tile Q(veh)0 ---0
HCM 7th TWSC 2026 Existing AM
8: University Blvd & Mikan Drive Tamana Fields
Synchro 12 Report
Page 10
Intersection
Int Delay, s/veh 1.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 13 287 215 1 5 76
Future Vol, veh/h 13 287 215 1 5 76
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length 45 ---0 100
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 14 312 234 1 5 83
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 235 0 -0 574 234
Stage 1 ----234 -
Stage 2 ----340 -
Critical Hdwy 4.12 ---6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy 2.218 ---3.518 3.318
Pot Cap-1 Maneuver 1333 ---480 805
Stage 1 ----805 -
Stage 2 ----721 -
Platoon blocked, %---
Mov Cap-1 Maneuver 1333 ---475 805
Mov Cap-2 Maneuver ----475 -
Stage 1 ----796 -
Stage 2 ----721 -
Approach EB WB SB
HCM Ctrl Dly, s/v 0.33 0 10.15
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h)1333 ---475 805
HCM Lane V/C Ratio 0.011 ---0.011 0.103
HCM Ctrl Dly (s/v)7.7 ---12.7 10
HCM Lane LOS A ---B A
HCM 95th %tile Q(veh)0 ---0 0.3
HCM 7th TWSC 2026 Existing AM
10: 5th West & University Blvd Tamana Fields
Synchro 12 Report
Page 11
Intersection
Int Delay, s/veh 3.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 29 293 5 4 170 0 16 8 9 4 6 179
Future Vol, veh/h 29 293 5 4 170 0 16 8 9 4 6 179
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 75 -75 95 --100 -----
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 32 318 5 4 185 0 17 9 10 4 7 195
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 185 0 0 324 0 0 578 575 318 579 580 185
Stage 1 ------382 382 -193 193 -
Stage 2 ------197 193 -386 387 -
Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 -
Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 1390 --1236 --427 429 722 426 425 857
Stage 1 ------641 613 -808 740 -
Stage 2 ------805 740 -637 610 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1390 --1236 --316 417 722 401 414 857
Mov Cap-2 Maneuver ------316 417 -401 414 -
Stage 1 ------626 599 -805 738 -
Stage 2 ------615 738 -606 596 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.68 0.18 14.41 10.94
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)316 537 1390 --1236 --810
HCM Lane V/C Ratio 0.055 0.034 0.023 --0.004 --0.253
HCM Ctrl Dly (s/v)17 11.9 7.7 --7.9 --10.9
HCM Lane LOS C B A --A --B
HCM 95th %tile Q(veh)0.2 0.1 0.1 --0 --1
HCM 7th TWSC 2026 Existing AM
11: Yellowstone Highway & Access 1 Tamana Fields
Synchro 12 Report
Page 12
Intersection
Int Delay, s/veh 0.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 8 16 367 9 20 155
Future Vol, veh/h 8 16 367 9 20 155
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized -None -None -None
Storage Length 0 ---100 -
Veh in Median Storage, #0 -0 --0
Grade, %0 -0 --0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 9 17 399 10 22 168
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 532 204 0 0 409 0
Stage 1 404 -----
Stage 2 128 -----
Critical Hdwy 6.84 6.94 --4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 --2.22 -
Pot Cap-1 Maneuver 478 802 --1147 -
Stage 1 643 -----
Stage 2 884 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 469 802 --1147 -
Mov Cap-2 Maneuver 469 -----
Stage 1 631 -----
Stage 2 884 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 10.78 0 0.94
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)--648 1147 -
HCM Lane V/C Ratio --0.04 0.019 -
HCM Ctrl Dly (s/v)--10.8 8.2 -
HCM Lane LOS --B A -
HCM 95th %tile Q(veh)--0.1 0.1 -
HCM Signalized Intersection Capacity Analysis 2026 Existing PM
1: US-20 SB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 1
Movement EBT EBR WBT SBL SBR
Lane Configurations
Traffic Volume (vph)251 92 297 170 71
Future Volume (vph)251 92 297 170 71
Ideal Flow (vphpl)1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.0
Lane Util. Factor 0.95 1.00 0.95 1.00 1.00
Frt 1.00 0.85 1.00 1.00 0.85
Flt Protected 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)3539 1583 3539 1770 1583
Flt Permitted 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)3539 1583 3539 1770 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)273 100 323 185 77
RTOR Reduction (vph)0 67 0 0 0
Lane Group Flow (vph)273 34 323 185 77
Turn Type NA Prot NA Prot Free
Protected Phases 4 4 8 1
Permitted Phases Free
Actuated Green, G (s)6.7 6.7 6.7 4.3 20.0
Effective Green, g (s)6.7 6.7 6.7 4.3 20.0
Actuated g/C Ratio 0.34 0.34 0.34 0.22 1.00
Clearance Time (s)4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1185 530 1185 380 1583
v/s Ratio Prot 0.08 0.02 c0.09 c0.10
v/s Ratio Perm 0.05
v/c Ratio 0.23 0.06 0.27 0.49 0.05
Uniform Delay, d1 4.8 4.5 4.9 6.9 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.1 0.1 1.0 0.1
Delay (s)4.9 4.6 5.0 7.9 0.1
Level of Service A A A A A
Approach Delay (s/veh)4.8 5.0
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)5.1 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.36
Actuated Cycle Length (s) 20.0 Sum of lost time (s)9.0
Intersection Capacity Utilization 24.7%ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis 2026 Existing PM
2: US-20 NB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 3
Movement WBT WBR2 NBL2 NBR SEL2 SEL
Lane Configurations
Traffic Volume (vph)725 158 90 553 52 327
Future Volume (vph)725 158 90 553 52 327
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.0 4.5 4.5 4.5 4.5
Lane Util. Factor 0.95 1.00 1.00 0.88 1.00 0.97
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (prot)3539 1583 1770 2787 1770 3433
Flt Permitted 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (perm)3539 1583 1770 2787 1770 3433
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)788 172 98 601 57 355
RTOR Reduction (vph)0 0 75 459 32 0
Lane Group Flow (vph)788 172 23 142 25 355
Turn Type NA Free Prot Prot Perm Prot
Protected Phases 5 5 4
Permitted Phases 8 Free 4
Actuated Green, G (s)12.6 28.3 6.7 6.7 12.6 12.6
Effective Green, g (s)12.6 28.3 6.7 6.7 12.6 12.6
Actuated g/C Ratio 0.45 1.00 0.24 0.24 0.45 0.45
Clearance Time (s)4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1575 1583 419 659 788 1528
v/s Ratio Prot 0.01 c0.05 0.10
v/s Ratio Perm c0.22 0.11 0.01
v/c Ratio 0.50 0.11 0.06 0.22 0.03 0.23
Uniform Delay, d1 5.6 0.0 8.4 8.7 4.4 4.9
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.3 0.1 0.1 0.2 0.0 0.1
Delay (s)5.9 0.1 8.4 8.9 4.4 4.9
Level of Service A A A A A A
Approach Delay (s/veh)4.8 4.9
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)6.2 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.40
Actuated Cycle Length (s) 28.3 Sum of lost time (s)9.0
Intersection Capacity Utilization 45.2%ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
HCM 7th TWSC 2026 Existing PM
3: Golden Beauty Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 5
Intersection
Int Delay, s/veh 2.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 22 829 32 31 812 46 18 1 43 20 0 53
Future Vol, veh/h 22 829 32 31 812 46 18 1 43 20 0 53
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 130 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 24 901 35 34 883 50 20 1 47 22 0 58
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 933 0 0 936 0 0 1475 1966 468 1474 1959 466
Stage 1 ------966 966 -975 975 -
Stage 2 ------509 1000 -499 984 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 730 --728 --88 62 542 88 63 543
Stage 1 ------273 331 -270 328 -
Stage 2 ------515 319 -522 325 -
Platoon blocked, %----
Mov Cap-1 Maneuver 730 --728 --73 57 542 73 58 543
Mov Cap-2 Maneuver ------73 57 -73 58 -
Stage 1 ------264 320 -257 313 -
Stage 2 ------439 304 -460 314 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.25 0.36 36.58 35.23
HCM LOS E E
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)180 730 --728 --196
HCM Lane V/C Ratio 0.375 0.033 --0.046 --0.404
HCM Ctrl Dly (s/v)36.6 10.1 --10.2 --35.2
HCM Lane LOS E B --B --E
HCM 95th %tile Q(veh)1.6 0.1 --0.1 --1.8
HCM Signalized Intersection Capacity Analysis 2026 Existing PM
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)385 388 72 43 295 27 97 174 67 26 203 341
Future Volume (vph)385 388 72 43 295 27 97 174 67 26 203 341
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 0.95 1.00 0.95
Frt 1.00 0.98 1.00 0.99 1.00 0.96 1.00 0.91
Flt Protected 0.95 0.99 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1610 3295 1770 3495 1770 3391 1770 3207
Flt Permitted 0.95 0.99 0.95 1.00 0.27 1.00 0.59 1.00
Satd. Flow (perm)1610 3295 1770 3495 494 3391 1099 3207
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)418 422 78 47 321 29 105 189 73 28 221 371
RTOR Reduction (vph)0 13 0 0 9 0 0 46 0 0 268 0
Lane Group Flow (vph)301 604 0 47 341 0 105 216 0 28 324 0
Turn Type Split NA Split NA pm+pt NA pm+pt NA
Protected Phases 4 4 8 8 5 2 1 6
Permitted Phases 2 6
Actuated Green, G (s)18.1 18.1 12.3 12.3 25.9 22.1 21.9 20.1
Effective Green, g (s)18.1 18.1 12.3 12.3 25.9 22.1 21.9 20.1
Actuated g/C Ratio 0.25 0.25 0.17 0.17 0.36 0.31 0.30 0.28
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)403 824 301 594 244 1036 349 891
v/s Ratio Prot c0.19 0.18 0.03 c0.10 c0.02 0.06 0.00 0.10
v/s Ratio Perm c0.13 0.02
v/c Ratio 0.75 0.73 0.16 0.57 0.43 0.21 0.08 0.36
Uniform Delay, d1 25.0 24.9 25.6 27.6 16.4 18.6 17.8 21.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 7.4 3.4 0.2 1.3 1.2 0.5 0.1 1.2
Delay (s)32.4 28.3 25.8 28.9 17.6 19.1 17.9 22.1
Level of Service C C C C B B B C
Approach Delay (s/veh)29.6 28.6 18.7 21.9
Approach LOS C C B C
Intersection Summary
HCM 2000 Control Delay (s/veh)25.6 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.58
Actuated Cycle Length (s) 72.3 Sum of lost time (s)18.0
Intersection Capacity Utilization 62.1%ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2026 Existing PM
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)385 388 72 43 295 27 97 174 67 26 203 341
Future Volume (veh/h)385 388 72 43 295 27 97 174 67 26 203 341
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 306 579 78 47 321 29 105 189 73 28 221 371
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 428 776 104 257 475 43 270 784 293 446 489 436
Arrive On Green 0.24 0.24 0.24 0.14 0.14 0.14 0.07 0.31 0.31 0.03 0.28 0.28
Sat Flow, veh/h 1781 3229 434 1781 3298 296 1781 2532 945 1781 1777 1585
Grp Volume(v), veh/h 306 335 322 47 172 178 105 131 131 28 221 371
Grp Sat Flow(s),veh/h/ln 1781 1870 1792 1781 1777 1817 1781 1777 1700 1781 1777 1585
Q Serve(g_s), s 10.3 10.8 10.9 1.5 6.0 6.1 2.7 3.6 3.8 0.7 6.7 14.5
Cycle Q Clear(g_c), s 10.3 10.8 10.9 1.5 6.0 6.1 2.7 3.6 3.8 0.7 6.7 14.5
Prop In Lane 1.00 0.24 1.00 0.16 1.00 0.56 1.00 1.00
Lane Grp Cap(c), veh/h 428 450 431 257 256 262 270 550 527 446 489 436
V/C Ratio(X)0.71 0.74 0.75 0.18 0.67 0.68 0.39 0.24 0.25 0.06 0.45 0.85
Avail Cap(c_a), veh/h 558 586 562 490 489 500 290 550 527 528 489 436
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 22.8 23.0 23.0 24.6 26.5 26.6 17.0 16.8 16.9 16.0 19.6 22.4
Incr Delay (d2), s/veh 3.0 3.7 4.0 0.3 3.0 3.1 0.9 1.0 1.1 0.1 3.0 18.4
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.1 4.6 4.5 0.6 2.5 2.6 1.0 1.4 1.4 0.3 2.8 6.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 25.8 26.7 27.0 24.9 29.6 29.6 17.9 17.8 18.0 16.1 22.6 40.9
LnGrp LOS C C C C C C B B B B C D
Approach Vol, veh/h 963 397 367 620
Approach Delay, s/veh 26.5 29.1 17.9 33.3
Approach LOS C C B C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.5 24.8 20.2 8.8 22.5 13.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 18.0 20.5 5.0 18.0 18.0
Max Q Clear Time (g_c+I1), s 2.7 5.8 12.9 4.7 16.5 8.1
Green Ext Time (p_c), s 0.0 1.0 2.8 0.0 0.6 1.4
Intersection Summary
HCM 7th Control Delay, s/veh 27.4
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement.
HCM 7th TWSC 2026 Existing PM
5: Access 2 & University Blvd Tamana Fields
Synchro 12 Report
Page 8
Intersection
Int Delay, s/veh 2.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 84 363 34 9 286 8 34 0 9 5 0 45
Future Vol, veh/h 84 363 34 9 286 8 34 0 9 5 0 45
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 100 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 91 395 37 10 311 9 37 0 10 5 0 49
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 320 0 0 432 0 0 771 935 216 715 949 160
Stage 1 ------596 596 -335 335 -
Stage 2 ------175 339 -380 614 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 1237 --1124 --290 264 789 318 259 857
Stage 1 ------457 490 -653 641 -
Stage 2 ------810 638 -614 481 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1237 --1124 --251 242 789 288 238 857
Mov Cap-2 Maneuver ------251 242 -288 238 -
Stage 1 ------424 454 -647 636 -
Stage 2 ------757 633 -562 445 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 1.42 0.24 19.62 10.44
HCM LOS C B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)293 1237 --1124 --716
HCM Lane V/C Ratio 0.16 0.074 --0.009 --0.076
HCM Ctrl Dly (s/v)19.6 8.1 --8.2 --10.4
HCM Lane LOS C A --A --B
HCM 95th %tile Q(veh)0.6 0.2 --0 --0.2
HCM 7th TWSC 2026 Existing PM
6: University Blvd & Tamana Drive Tamana Fields
Synchro 12 Report
Page 9
Intersection
Int Delay, s/veh 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 20 357 276 28 19 27
Future Vol, veh/h 20 357 276 28 19 27
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length 100 ---0 -
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 22 388 300 30 21 29
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 330 0 -0 747 315
Stage 1 ----315 -
Stage 2 ----432 -
Critical Hdwy 4.12 ---6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy 2.218 ---3.518 3.318
Pot Cap-1 Maneuver 1229 ---381 725
Stage 1 ----740 -
Stage 2 ----655 -
Platoon blocked, %---
Mov Cap-1 Maneuver 1229 ---374 725
Mov Cap-2 Maneuver ----374 -
Stage 1 ----727 -
Stage 2 ----655 -
Approach EB WB SB
HCM Ctrl Dly, s/v 0.42 0 12.62
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h)1229 ---522
HCM Lane V/C Ratio 0.018 ---0.096
HCM Ctrl Dly (s/v)8 ---12.6
HCM Lane LOS A ---B
HCM 95th %tile Q(veh)0.1 ---0.3
HCM 7th TWSC 2026 Existing PM
8: University Blvd & Mikan Drive Tamana Fields
Synchro 12 Report
Page 10
Intersection
Int Delay, s/veh 1.7
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 92 284 267 2 2 37
Future Vol, veh/h 92 284 267 2 2 37
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length 45 ---0 100
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 100 309 290 2 2 40
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 292 0 -0 800 291
Stage 1 ----291 -
Stage 2 ----509 -
Critical Hdwy 4.12 ---6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy 2.218 ---3.518 3.318
Pot Cap-1 Maneuver 1269 ---354 748
Stage 1 ----758 -
Stage 2 ----604 -
Platoon blocked, %---
Mov Cap-1 Maneuver 1269 ---326 748
Mov Cap-2 Maneuver ----326 -
Stage 1 ----699 -
Stage 2 ----604 -
Approach EB WB SB
HCM Ctrl Dly, s/v 1.98 0 10.4
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h)1269 ---326 748
HCM Lane V/C Ratio 0.079 ---0.007 0.054
HCM Ctrl Dly (s/v)8.1 ---16.1 10.1
HCM Lane LOS A ---C B
HCM 95th %tile Q(veh)0.3 ---0 0.2
HCM 7th TWSC 2026 Existing PM
10: 5th West & University Blvd Tamana Fields
Synchro 12 Report
Page 11
Intersection
Int Delay, s/veh 3.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 161 323 10 5 327 15 6 3 2 9 10 92
Future Vol, veh/h 161 323 10 5 327 15 6 3 2 9 10 92
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 75 -75 95 --100 -----
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 175 351 11 5 355 16 7 3 2 10 11 100
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 372 0 0 362 0 0 1073 1084 351 1077 1086 364
Stage 1 ------701 701 -374 374 -
Stage 2 ------372 383 -703 712 -
Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 -
Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 1187 --1197 --198 217 692 197 216 681
Stage 1 ------429 441 -647 617 -
Stage 2 ------649 612 -428 436 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1187 --1197 --136 184 692 164 183 681
Mov Cap-2 Maneuver ------136 184 -164 183 -
Stage 1 ------366 376 -644 615 -
Stage 2 ------541 609 -361 372 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 2.79 0.12 26.57 15.78
HCM LOS D C
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)136 261 1187 --1197 --454
HCM Lane V/C Ratio 0.048 0.021 0.147 --0.005 --0.266
HCM Ctrl Dly (s/v)32.8 19.1 8.6 --8 --15.8
HCM Lane LOS D C A --A --C
HCM 95th %tile Q(veh)0.1 0.1 0.5 --0 --1.1
HCM 7th TWSC 2026 Existing PM
11: Yellowstone Highway & Access 1 Tamana Fields
Synchro 12 Report
Page 12
Intersection
Int Delay, s/veh 0.8
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 9 24 341 6 23 298
Future Vol, veh/h 9 24 341 6 23 298
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized -None -None -None
Storage Length 0 ---100 -
Veh in Median Storage, #0 -0 --0
Grade, %0 -0 --0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 10 26 371 7 25 324
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 586 189 0 0 377 0
Stage 1 374 -----
Stage 2 212 -----
Critical Hdwy 6.84 6.94 --4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 --2.22 -
Pot Cap-1 Maneuver 441 821 --1178 -
Stage 1 666 -----
Stage 2 803 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 432 821 --1178 -
Mov Cap-2 Maneuver 432 -----
Stage 1 652 -----
Stage 2 803 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 10.77 0 0.58
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)--659 1178 -
HCM Lane V/C Ratio --0.054 0.021 -
HCM Ctrl Dly (s/v)--10.8 8.1 -
HCM Lane LOS --B A -
HCM 95th %tile Q(veh)--0.2 0.1 -
FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
72
2030 Background Traffic Analysis
HCM Signalized Intersection Capacity Analysis 2030 Background Year AM
1: US-20 SB Ramp & University Blvd Tamana Fields
Synchro 11 Report
Page 1
Movement EBT EBR WBT SBL SBR
Lane Configurations
Traffic Volume (vph)343 90 549 136 146
Future Volume (vph)343 90 549 136 146
Ideal Flow (vphpl)1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.0
Lane Util. Factor 0.95 1.00 0.95 1.00 1.00
Frt 1.00 0.85 1.00 1.00 0.85
Flt Protected 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)3539 1583 3539 1770 1583
Flt Permitted 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)3539 1583 3539 1770 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)373 98 597 148 159
RTOR Reduction (vph)0 59 0 0 0
Lane Group Flow (vph)373 39 597 148 159
Turn Type NA Prot NA Prot Free
Protected Phases 4 4 8 1
Permitted Phases Free
Actuated Green, G (s)8.5 8.5 8.5 4.0 21.5
Effective Green, g (s)8.5 8.5 8.5 4.0 21.5
Actuated g/C Ratio 0.40 0.40 0.40 0.19 1.00
Clearance Time (s)4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1399 625 1399 329 1583
v/s Ratio Prot 0.11 0.02 c0.17 c0.08
v/s Ratio Perm 0.10
v/c Ratio 0.27 0.06 0.43 0.45 0.10
Uniform Delay, d1 4.4 4.0 4.7 7.8 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.0 0.2 1.0 0.1
Delay (s)4.5 4.1 4.9 8.8 0.1
Level of Service A A A A A
Approach Delay (s/veh)4.4 4.9
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)4.6 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.43
Actuated Cycle Length (s) 21.5 Sum of lost time (s)9.0
Intersection Capacity Utilization 29.8%ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis 2030 Background Year AM
2: US-20 NB Ramp & University Blvd Tamana Fields
Synchro 11 Report
Page 3
Movement WBT WBR2 NBL2 NBR SEL2 SEL
Lane Configurations
Traffic Volume (vph)930 151 138 517 51 421
Future Volume (vph)930 151 138 517 51 421
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.0 4.5 4.5 4.5 4.5
Lane Util. Factor 0.95 1.00 1.00 0.88 1.00 0.97
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (prot)3539 1583 1770 2787 1770 3433
Flt Permitted 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (perm)3539 1583 1770 2787 1770 3433
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)1011 164 150 562 55 458
RTOR Reduction (vph)0 0 43 397 29 0
Lane Group Flow (vph)1011 164 107 165 26 458
Turn Type NA Free Prot Prot Perm Prot
Protected Phases 5 5 4
Permitted Phases 8 Free 4
Actuated Green, G (s)15.2 32.3 8.1 8.1 15.2 15.2
Effective Green, g (s)15.2 32.3 8.1 8.1 15.2 15.2
Actuated g/C Ratio 0.47 1.00 0.25 0.25 0.47 0.47
Clearance Time (s)4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1665 1583 443 698 832 1615
v/s Ratio Prot c0.06 0.06 0.13
v/s Ratio Perm c0.29 0.10 0.01
v/c Ratio 0.61 0.10 0.24 0.24 0.03 0.28
Uniform Delay, d1 6.3 0.0 9.6 9.6 4.6 5.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.6 0.1 0.3 0.2 0.0 0.1
Delay (s)7.0 0.1 9.9 9.8 4.6 5.3
Level of Service A A A A A A
Approach Delay (s/veh)6.0 5.2
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)7.0 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.48
Actuated Cycle Length (s) 32.3 Sum of lost time (s)9.0
Intersection Capacity Utilization 56.2%ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
HCM 7th TWSC 2030 Background Year AM
3: Golden Beauty Drive & University Blvd Tamana Fields
Synchro 11 Report
Page 5
Intersection
Int Delay, s/veh 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 26 859 55 36 1029 27 26 0 48 19 2 27
Future Vol, veh/h 26 859 55 36 1029 27 26 0 48 19 2 27
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 130 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 28 934 60 39 1118 29 28 0 52 21 2 29
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1148 0 0 993 0 0 1659 2246 497 1735 2261 574
Stage 1 ------1020 1020 -1211 1211 -
Stage 2 ------639 1226 -523 1050 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 604 --692 --64 41 519 56 40 462
Stage 1 ------253 312 -193 253 -
Stage 2 ------431 249 -505 302 -
Platoon blocked, %----
Mov Cap-1 Maneuver 604 --692 --51 37 519 45 36 462
Mov Cap-2 Maneuver ------51 37 -45 36 -
Stage 1 ------241 298 -182 239 -
Stage 2 ------377 235 -433 288 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.31 0.35 77.65 89.22
HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)123 604 --692 --90
HCM Lane V/C Ratio 0.654 0.047 --0.057 --0.578
HCM Ctrl Dly (s/v)77.7 11.2 --10.5 --89.2
HCM Lane LOS F B --B --F
HCM 95th %tile Q(veh)3.4 0.1 --0.2 --2.6
HCM Signalized Intersection Capacity Analysis 2030 Background Year AM
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 11 Report
Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)434 340 59 64 405 12 151 239 58 14 117 485
Future Volume (vph)434 340 59 64 405 12 151 239 58 14 117 485
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 0.95 1.00 0.95
Frt 1.00 0.98 1.00 1.00 1.00 0.97 1.00 0.88
Flt Protected 0.95 0.99 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1610 3289 1770 3524 1770 3436 1770 3111
Flt Permitted 0.95 0.99 0.95 1.00 0.20 1.00 0.56 1.00
Satd. Flow (perm)1610 3289 1770 3524 382 3436 1036 3111
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)472 370 64 70 440 13 164 260 63 15 127 527
RTOR Reduction (vph)0 11 0 0 2 0 0 23 0 0 376 0
Lane Group Flow (vph)297 598 0 70 451 0 164 300 0 15 278 0
Turn Type Split NA Split NA pm+pt NA pm+pt NA
Protected Phases 4 4 8 8 5 2 1 6
Permitted Phases 2 6
Actuated Green, G (s)17.4 17.4 14.7 14.7 33.7 28.3 23.6 22.7
Effective Green, g (s)17.4 17.4 14.7 14.7 33.7 28.3 23.6 22.7
Actuated g/C Ratio 0.22 0.22 0.19 0.19 0.42 0.36 0.30 0.29
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)353 721 328 653 276 1226 316 890
v/s Ratio Prot c0.18 0.18 0.04 c0.13 c0.05 0.09 0.00 0.09
v/s Ratio Perm c0.20 0.01
v/c Ratio 0.84 0.83 0.21 0.69 0.59 0.24 0.05 0.31
Uniform Delay, d1 29.6 29.5 27.4 30.2 15.9 18.0 19.7 22.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 16.4 7.8 0.3 3.0 3.4 0.5 0.1 0.9
Delay (s)46.0 37.4 27.7 33.2 19.3 18.4 19.8 23.1
Level of Service D D C C B B B C
Approach Delay (s/veh)40.2 32.5 18.7 23.0
Approach LOS D C B C
Intersection Summary
HCM 2000 Control Delay (s/veh)30.2 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.72
Actuated Cycle Length (s) 79.3 Sum of lost time (s)18.0
Intersection Capacity Utilization 69.8%ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2030 Background Year AM
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 11 Report
Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)434 340 59 64 405 12 151 239 58 14 117 485
Future Volume (veh/h)434 340 59 64 405 12 151 239 58 14 117 485
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 302 608 64 70 440 13 164 260 63 15 127 527
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 404 755 79 300 594 18 256 954 227 413 472 421
Arrive On Green 0.23 0.23 0.23 0.17 0.17 0.17 0.09 0.33 0.33 0.02 0.27 0.27
Sat Flow, veh/h 1781 3328 350 1781 3525 104 1781 2848 678 1781 1777 1585
Grp Volume(v), veh/h 302 341 331 70 222 231 164 160 163 15 127 527
Grp Sat Flow(s),veh/h/ln 1781 1870 1807 1781 1777 1852 1781 1777 1748 1781 1777 1585
Q Serve(g_s), s 11.3 12.3 12.4 2.4 8.5 8.5 4.5 4.7 4.9 0.4 4.0 19.0
Cycle Q Clear(g_c), s 11.3 12.3 12.4 2.4 8.5 8.5 4.5 4.7 4.9 0.4 4.0 19.0
Prop In Lane 1.00 0.19 1.00 0.06 1.00 0.39 1.00 1.00
Lane Grp Cap(c), veh/h 404 424 410 300 300 312 256 595 586 413 472 421
V/C Ratio(X)0.75 0.80 0.81 0.23 0.74 0.74 0.64 0.27 0.28 0.04 0.27 1.25
Avail Cap(c_a), veh/h 461 484 467 448 447 466 263 595 586 506 472 421
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 25.7 26.1 26.2 25.7 28.2 28.3 18.2 17.4 17.4 18.5 20.8 26.3
Incr Delay (d2), s/veh 5.8 8.5 9.0 0.4 3.6 3.5 5.0 1.1 1.2 0.0 1.4 131.5
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.9 5.9 5.8 1.0 3.6 3.7 1.9 1.9 1.9 0.2 1.7 21.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 31.5 34.7 35.2 26.1 31.8 31.7 23.2 18.5 18.6 18.5 22.2 157.8
LnGrp LOS C C D C C C C B B B C F
Approach Vol, veh/h 974 523 487 669
Approach Delay, s/veh 33.9 31.0 20.1 128.9
Approach LOS C C C F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.8 28.5 20.7 10.7 23.5 16.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 20.5 18.5 6.5 19.0 18.0
Max Q Clear Time (g_c+I1), s 2.4 6.9 14.4 6.5 21.0 10.5
Green Ext Time (p_c), s 0.0 1.3 1.8 0.0 0.0 1.6
Intersection Summary
HCM 7th Control Delay, s/veh 54.8
HCM 7th LOS D
Notes
User approved volume balancing among the lanes for turning movement.
HCM 7th TWSC 2030 Background Year AM
5: Access 2 & University Blvd Tamana Fields
Synchro 11 Report
Page 8
Intersection
Int Delay, s/veh 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 42 376 29 7 381 14 24 0 6 10 0 74
Future Vol, veh/h 42 376 29 7 381 14 24 0 6 10 0 74
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 100 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 46 409 32 8 414 15 26 0 7 11 0 80
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 429 0 0 440 0 0 738 960 220 733 968 215
Stage 1 ------516 516 -437 437 -
Stage 2 ------222 445 -296 532 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 1127 --1116 --306 255 784 309 252 790
Stage 1 ------510 533 -568 578 -
Stage 2 ------760 573 -688 524 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1127 --1116 --262 243 784 292 240 790
Mov Cap-2 Maneuver ------262 243 -292 240 -
Stage 1 ------490 511 -564 574 -
Stage 2 ------678 569 -655 503 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.78 0.14 18.35 11.37
HCM LOS C B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)302 1127 --1116 --657
HCM Lane V/C Ratio 0.108 0.041 --0.007 --0.139
HCM Ctrl Dly (s/v)18.3 8.3 --8.2 --11.4
HCM Lane LOS C A --A --B
HCM 95th %tile Q(veh)0.4 0.1 --0 --0.5
HCM 7th TWSC 2030 Background Year AM
6: University Blvd & Tamana Drive Tamana Fields
Synchro 11 Report
Page 9
Intersection
Int Delay, s/veh 1.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 35 357 371 36 29 30
Future Vol, veh/h 35 357 371 36 29 30
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length 100 ---0 -
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 38 388 403 39 32 33
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 442 0 -0 887 423
Stage 1 ----423 -
Stage 2 ----464 -
Critical Hdwy 4.12 ---6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy 2.218 ---3.518 3.318
Pot Cap-1 Maneuver 1118 ---315 631
Stage 1 ----661 -
Stage 2 ----633 -
Platoon blocked, %---
Mov Cap-1 Maneuver 1118 ---304 631
Mov Cap-2 Maneuver ----304 -
Stage 1 ----638 -
Stage 2 ----633 -
Approach EB WB SB
HCM Ctrl Dly, s/v 0.74 0 15.32
HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h)1118 ---413
HCM Lane V/C Ratio 0.034 ---0.155
HCM Ctrl Dly (s/v)8.3 ---15.3
HCM Lane LOS A ---C
HCM 95th %tile Q(veh)0.1 ---0.5
HCM 7th TWSC 2030 Background Year AM
7: University Blvd & Access 4 Tamana Fields
Synchro 11 Report
Page 10
Intersection
Int Delay, s/veh 0.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 386 378 35 0 29
Future Vol, veh/h 0 386 378 35 0 29
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length ---100 -0
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 0 420 411 38 0 32
Major/Minor Major1 Major2 Minor2
Conflicting Flow All -0 -0 -411
Stage 1 ------
Stage 2 ------
Critical Hdwy -----6.22
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.318
Pot Cap-1 Maneuver 0 ---0 641
Stage 1 0 ---0 -
Stage 2 0 ---0 -
Platoon blocked, %---
Mov Cap-1 Maneuver -----641
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB SB
HCM Ctrl Dly, s/v 0 0 10.91
HCM LOS B
Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h)---641
HCM Lane V/C Ratio ---0.049
HCM Ctrl Dly (s/v)---10.9
HCM Lane LOS ---B
HCM 95th %tile Q(veh)---0.2
HCM 7th TWSC 2030 Background Year AM
8: University Blvd & Mikan Drive Tamana Fields
Synchro 11 Report
Page 11
Intersection
Int Delay, s/veh 2.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 33 352 312 36 35 101
Future Vol, veh/h 33 352 312 36 35 101
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length 45 ---0 100
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 36 383 339 39 38 110
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 378 0 -0 813 359
Stage 1 ----359 -
Stage 2 ----454 -
Critical Hdwy 4.12 ---6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy 2.218 ---3.518 3.318
Pot Cap-1 Maneuver 1180 ---348 686
Stage 1 ----707 -
Stage 2 ----639 -
Platoon blocked, %---
Mov Cap-1 Maneuver 1180 ---337 686
Mov Cap-2 Maneuver ----337 -
Stage 1 ----685 -
Stage 2 ----639 -
Approach EB WB SB
HCM Ctrl Dly, s/v 0.7 0 12.74
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h)1180 ---337 686
HCM Lane V/C Ratio 0.03 ---0.113 0.16
HCM Ctrl Dly (s/v)8.1 ---17 11.2
HCM Lane LOS A ---C B
HCM 95th %tile Q(veh)0.1 ---0.4 0.6
HCM 7th TWSC 2030 Background Year AM
10: 5th West & University Blvd Tamana Fields
Synchro 11 Report
Page 12
Intersection
Int Delay, s/veh 4.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 45 376 12 5 264 0 29 9 10 5 7 222
Future Vol, veh/h 45 376 12 5 264 0 29 9 10 5 7 222
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 75 -75 95 --100 -----
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 49 409 13 5 287 0 32 10 11 5 8 241
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 287 0 0 422 0 0 808 804 409 809 817 287
Stage 1 ------507 507 -298 298 -
Stage 2 ------302 298 -511 520 -
Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 -
Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 1275 --1137 --299 316 643 299 311 752
Stage 1 ------548 539 -711 667 -
Stage 2 ------708 667 -545 532 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1275 --1137 --190 303 643 272 297 752
Mov Cap-2 Maneuver ------190 303 -272 297 -
Stage 1 ------527 519 -707 664 -
Stage 2 ------473 664 -506 512 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.82 0.15 22.29 13.15
HCM LOS C B
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)190 419 1275 --1137 --694
HCM Lane V/C Ratio 0.166 0.049 0.038 --0.005 --0.366
HCM Ctrl Dly (s/v)27.7 14 7.9 --8.2 --13.2
HCM Lane LOS D B A --A --B
HCM 95th %tile Q(veh)0.6 0.2 0.1 --0 --1.7
HCM 7th TWSC 2030 Background Year AM
11: Yellowstone Highway & Access 1 Tamana Fields
Synchro 11 Report
Page 13
Intersection
Int Delay, s/veh 0.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 9 18 466 10 23 218
Future Vol, veh/h 9 18 466 10 23 218
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized -None -None -None
Storage Length 0 ---100 -
Veh in Median Storage, #0 -0 --0
Grade, %0 -0 --0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 10 20 507 11 25 237
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 680 259 0 0 517 0
Stage 1 512 -----
Stage 2 168 -----
Critical Hdwy 6.84 6.94 --4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 --2.22 -
Pot Cap-1 Maneuver 384 740 --1045 -
Stage 1 567 -----
Stage 2 844 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 375 740 --1045 -
Mov Cap-2 Maneuver 375 -----
Stage 1 553 -----
Stage 2 844 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 11.8 0 0.81
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)--559 1045 -
HCM Lane V/C Ratio --0.053 0.024 -
HCM Ctrl Dly (s/v)--11.8 8.5 -
HCM Lane LOS --B A -
HCM 95th %tile Q(veh)--0.2 0.1 -
HCM Signalized Intersection Capacity Analysis 2030 Background Year PM
1: US-20 SB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 1
Movement EBT EBR WBT SBL SBR
Lane Configurations
Traffic Volume (vph)308 104 374 197 80
Future Volume (vph)308 104 374 197 80
Ideal Flow (vphpl)1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.0
Lane Util. Factor 0.95 1.00 0.95 1.00 1.00
Frt 1.00 0.85 1.00 1.00 0.85
Flt Protected 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)3539 1583 3539 1770 1583
Flt Permitted 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)3539 1583 3539 1770 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)335 113 407 214 87
RTOR Reduction (vph)0 74 0 0 0
Lane Group Flow (vph)335 39 407 214 87
Turn Type NA Prot NA Prot Free
Protected Phases 4 4 8 1
Permitted Phases Free
Actuated Green, G (s)7.1 7.1 7.1 4.5 20.6
Effective Green, g (s)7.1 7.1 7.1 4.5 20.6
Actuated g/C Ratio 0.34 0.34 0.34 0.22 1.00
Clearance Time (s)4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1219 545 1219 386 1583
v/s Ratio Prot 0.09 0.02 c0.11 c0.12
v/s Ratio Perm 0.05
v/c Ratio 0.27 0.07 0.33 0.55 0.05
Uniform Delay, d1 4.9 4.5 5.0 7.2 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.1 0.2 1.7 0.1
Delay (s)5.0 4.6 5.2 8.9 0.1
Level of Service A A A A A
Approach Delay (s/veh)4.9 5.2
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)5.4 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.42
Actuated Cycle Length (s) 20.6 Sum of lost time (s)9.0
Intersection Capacity Utilization 28.3%ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis 2030 Background Year PM
2: US-20 NB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 3
Movement WBT WBR2 NBL2 NBR SEL2 SEL
Lane Configurations
Traffic Volume (vph)906 188 101 653 59 399
Future Volume (vph)906 188 101 653 59 399
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.0 4.5 4.5 4.5 4.5
Lane Util. Factor 0.95 1.00 1.00 0.88 1.00 0.97
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (prot)3539 1583 1770 2787 1770 3433
Flt Permitted 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (perm)3539 1583 1770 2787 1770 3433
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)985 204 110 710 64 434
RTOR Reduction (vph)0 0 47 420 34 0
Lane Group Flow (vph)985 204 63 290 30 434
Turn Type NA Free Prot Prot Perm Prot
Protected Phases 5 5 4
Permitted Phases 8 Free 4
Actuated Green, G (s)15.1 32.6 8.5 8.5 15.1 15.1
Effective Green, g (s)15.1 32.6 8.5 8.5 15.1 15.1
Actuated g/C Ratio 0.46 1.00 0.26 0.26 0.46 0.46
Clearance Time (s)4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1639 1583 461 726 819 1590
v/s Ratio Prot 0.04 c0.10 0.13
v/s Ratio Perm c0.28 0.13 0.02
v/c Ratio 0.60 0.13 0.14 0.40 0.04 0.27
Uniform Delay, d1 6.5 0.0 9.2 9.9 4.8 5.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.6 0.2 0.1 0.4 0.0 0.1
Delay (s)7.1 0.2 9.4 10.3 4.8 5.5
Level of Service A A A B A A
Approach Delay (s/veh)5.9 5.4
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)7.2 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.53
Actuated Cycle Length (s) 32.6 Sum of lost time (s)9.0
Intersection Capacity Utilization 52.9%ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
HCM 7th TWSC 2030 Background Year PM
3: Golden Beauty Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 5
Intersection
Int Delay, s/veh 6.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 25 995 36 35 1014 52 20 1 48 23 0 60
Future Vol, veh/h 25 995 36 35 1014 52 20 1 48 23 0 60
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 130 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 27 1082 39 38 1102 57 22 1 52 25 0 65
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1159 0 0 1121 0 0 1783 2390 560 1802 2382 579
Stage 1 ------1155 1155 -1207 1207 -
Stage 2 ------627 1235 -596 1175 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 599 --619 --52 33 471 50 34 458
Stage 1 ------209 269 -195 255 -
Stage 2 ------438 247 -457 264 -
Platoon blocked, %----
Mov Cap-1 Maneuver 599 --619 --40 30 471 38 30 458
Mov Cap-2 Maneuver ------40 30 -38 30 -
Stage 1 ------200 257 -183 239 -
Stage 2 ------352 232 -387 252 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.27 0.36 92.7 105.8
HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)108 599 --619 --114
HCM Lane V/C Ratio 0.695 0.045 --0.061 --0.792
HCM Ctrl Dly (s/v)92.7 11.3 --11.2 --105.8
HCM Lane LOS F B --B --F
HCM 95th %tile Q(veh)3.6 0.1 --0.2 --4.5
HCM Signalized Intersection Capacity Analysis 2030 Background Year PM
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)475 458 81 89 392 30 109 217 75 29 248 424
Future Volume (vph)475 458 81 89 392 30 109 217 75 29 248 424
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 0.95 1.00 0.95
Frt 1.00 0.98 1.00 0.99 1.00 0.96 1.00 0.91
Flt Protected 0.95 0.99 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1610 3295 1770 3501 1770 3402 1770 3204
Flt Permitted 0.95 0.99 0.95 1.00 0.18 1.00 0.56 1.00
Satd. Flow (perm)1610 3295 1770 3501 339 3402 1041 3204
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)516 498 88 97 426 33 118 236 82 32 270 461
RTOR Reduction (vph)0 13 0 0 7 0 0 40 0 0 340 0
Lane Group Flow (vph)361 728 0 97 452 0 118 278 0 32 391 0
Turn Type Split NA Split NA pm+pt NA pm+pt NA
Protected Phases 4 4 8 8 5 2 1 6
Permitted Phases 2 6
Actuated Green, G (s)19.4 19.4 14.7 14.7 25.8 22.0 21.8 20.0
Effective Green, g (s)19.4 19.4 14.7 14.7 25.8 22.0 21.8 20.0
Actuated g/C Ratio 0.26 0.26 0.19 0.19 0.34 0.29 0.29 0.26
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)411 842 342 678 186 986 316 844
v/s Ratio Prot c0.22 0.22 0.05 c0.13 c0.03 0.08 0.00 0.12
v/s Ratio Perm c0.18 0.03
v/c Ratio 0.88 0.87 0.28 0.67 0.63 0.28 0.10 0.46
Uniform Delay, d1 27.1 27.0 26.1 28.3 19.0 20.8 19.6 23.5
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 18.7 9.2 0.5 2.5 6.9 0.7 0.1 1.8
Delay (s)45.8 36.2 26.6 30.8 25.9 21.6 19.8 25.3
Level of Service D D C C C C B C
Approach Delay (s/veh)39.4 30.1 22.7 25.1
Approach LOS D C C C
Intersection Summary
HCM 2000 Control Delay (s/veh)31.2 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.74
Actuated Cycle Length (s) 75.9 Sum of lost time (s)18.0
Intersection Capacity Utilization 72.7%ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2030 Background Year PM
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)475 458 81 89 392 30 109 217 75 29 248 424
Future Volume (veh/h)475 458 81 89 392 30 109 217 75 29 248 424
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 367 706 88 97 426 33 118 236 82 32 270 461
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 463 848 106 306 574 44 223 745 252 384 444 396
Arrive On Green 0.26 0.26 0.26 0.17 0.17 0.17 0.07 0.29 0.29 0.03 0.25 0.25
Sat Flow, veh/h 1781 3261 406 1781 3343 258 1781 2607 882 1781 1777 1585
Grp Volume(v), veh/h 367 405 389 97 226 233 118 159 159 32 270 461
Grp Sat Flow(s),veh/h/ln 1781 1870 1797 1781 1777 1824 1781 1777 1712 1781 1777 1585
Q Serve(g_s), s 13.8 14.7 14.7 3.4 8.7 8.8 3.5 5.1 5.3 0.9 9.7 18.0
Cycle Q Clear(g_c), s 13.8 14.7 14.7 3.4 8.7 8.8 3.5 5.1 5.3 0.9 9.7 18.0
Prop In Lane 1.00 0.23 1.00 0.14 1.00 0.52 1.00 1.00
Lane Grp Cap(c), veh/h 463 487 468 306 305 313 223 508 489 384 444 396
V/C Ratio(X)0.79 0.83 0.83 0.32 0.74 0.75 0.53 0.31 0.33 0.08 0.61 1.16
Avail Cap(c_a), veh/h 507 532 511 445 444 455 223 508 489 449 444 396
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 24.8 25.2 25.2 26.2 28.3 28.4 20.1 20.2 20.3 18.9 23.9 27.0
Incr Delay (d2), s/veh 7.8 10.1 10.5 0.6 3.7 3.8 2.4 1.6 1.8 0.1 6.1 98.4
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 6.2 7.2 7.0 1.4 3.7 3.8 1.4 2.1 2.1 0.4 4.4 16.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 32.6 35.3 35.7 26.7 32.1 32.2 22.5 21.8 22.0 19.0 30.0 125.4
LnGrp LOS C D D C C C C C C B C F
Approach Vol, veh/h 1161 556 436 763
Approach Delay, s/veh 34.6 31.2 22.1 87.2
Approach LOS C C C F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.9 25.1 23.3 9.5 22.5 16.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 18.0 20.5 5.0 18.0 18.0
Max Q Clear Time (g_c+I1), s 2.9 7.3 16.7 5.5 20.0 10.8
Green Ext Time (p_c), s 0.0 1.2 2.0 0.0 0.0 1.6
Intersection Summary
HCM 7th Control Delay, s/veh 45.8
HCM 7th LOS D
Notes
User approved volume balancing among the lanes for turning movement.
HCM 7th TWSC 2030 Background Year PM
5: Access 2 & University Blvd Tamana Fields
Synchro 12 Report
Page 8
Intersection
Int Delay, s/veh 2.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 95 472 38 10 422 9 38 0 10 6 0 51
Future Vol, veh/h 95 472 38 10 422 9 38 0 10 6 0 51
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 100 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 103 513 41 11 459 10 41 0 11 7 0 55
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 468 0 0 554 0 0 991 1230 277 948 1246 234
Stage 1 ------740 740 -485 485 -
Stage 2 ------251 490 -463 761 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 1089 --1012 --200 176 720 215 172 768
Stage 1 ------375 421 -532 550 -
Stage 2 ------731 547 -548 412 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1089 --1012 --166 158 720 190 154 768
Mov Cap-2 Maneuver ------166 158 -190 154 -
Stage 1 ------339 381 -526 544 -
Stage 2 ------671 541 -489 373 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 1.36 0.19 29.54 11.93
HCM LOS D B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)198 1089 --1012 --581
HCM Lane V/C Ratio 0.263 0.095 --0.011 --0.107
HCM Ctrl Dly (s/v)29.5 8.7 --8.6 --11.9
HCM Lane LOS D A --A --B
HCM 95th %tile Q(veh)1 0.3 --0 --0.4
HCM 7th TWSC 2030 Background Year PM
6: University Blvd & Tamana Drive Tamana Fields
Synchro 12 Report
Page 9
Intersection
Int Delay, s/veh 3.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 64 423 371 73 61 70
Future Vol, veh/h 64 423 371 73 61 70
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length 100 ---0 -
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 70 460 403 79 66 76
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 483 0 -0 1042 443
Stage 1 ----443 -
Stage 2 ----599 -
Critical Hdwy 4.12 ---6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy 2.218 ---3.518 3.318
Pot Cap-1 Maneuver 1080 ---254 615
Stage 1 ----647 -
Stage 2 ----549 -
Platoon blocked, %---
Mov Cap-1 Maneuver 1080 ---238 615
Mov Cap-2 Maneuver ----238 -
Stage 1 ----605 -
Stage 2 ----549 -
Approach EB WB SB
HCM Ctrl Dly, s/v 1.13 0 21.85
HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h)1080 ---354
HCM Lane V/C Ratio 0.064 ---0.402
HCM Ctrl Dly (s/v)8.6 ---21.9
HCM Lane LOS A ---C
HCM 95th %tile Q(veh)0.2 ---1.9
HCM 7th TWSC 2030 Background Year PM
7: University Blvd & Access 4 Tamana Fields
Synchro 12 Report
Page 10
Intersection
Int Delay, s/veh 0.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 484 404 42 0 40
Future Vol, veh/h 0 484 404 42 0 40
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length ---100 -0
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 0 526 439 46 0 43
Major/Minor Major1 Major2 Minor2
Conflicting Flow All -0 -0 -439
Stage 1 ------
Stage 2 ------
Critical Hdwy -----6.22
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.318
Pot Cap-1 Maneuver 0 ---0 618
Stage 1 0 ---0 -
Stage 2 0 ---0 -
Platoon blocked, %---
Mov Cap-1 Maneuver -----618
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB SB
HCM Ctrl Dly, s/v 0 0 11.27
HCM LOS B
Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h)---618
HCM Lane V/C Ratio ---0.07
HCM Ctrl Dly (s/v)---11.3
HCM Lane LOS ---B
HCM 95th %tile Q(veh)---0.2
HCM 7th TWSC 2030 Background Year PM
8: University Blvd & Mikan Drive Tamana Fields
Synchro 12 Report
Page 11
Intersection
Int Delay, s/veh 2.9
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 124 360 384 43 42 62
Future Vol, veh/h 124 360 384 43 42 62
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length 45 ---0 100
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 135 391 417 47 46 67
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 464 0 -0 1102 441
Stage 1 ----441 -
Stage 2 ----661 -
Critical Hdwy 4.12 ---6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy 2.218 ---3.518 3.318
Pot Cap-1 Maneuver 1097 ---234 616
Stage 1 ----649 -
Stage 2 ----514 -
Platoon blocked, %---
Mov Cap-1 Maneuver 1097 ---206 616
Mov Cap-2 Maneuver ----206 -
Stage 1 ----569 -
Stage 2 ----514 -
Approach EB WB SB
HCM Ctrl Dly, s/v 2.24 0 17.97
HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h)1097 ---206 616
HCM Lane V/C Ratio 0.123 ---0.222 0.109
HCM Ctrl Dly (s/v)8.7 ---27.4 11.6
HCM Lane LOS A ---D B
HCM 95th %tile Q(veh)0.4 ---0.8 0.4
HCM 7th TWSC 2030 Background Year PM
10: 5th West & University Blvd Tamana Fields
Synchro 12 Report
Page 12
Intersection
Int Delay, s/veh 5.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 197 420 19 6 455 17 20 3 2 10 11 129
Future Vol, veh/h 197 420 19 6 455 17 20 3 2 10 11 129
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 75 -75 95 --100 -----
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 214 457 21 7 495 18 22 3 2 11 12 140
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 513 0 0 477 0 0 1398 1411 457 1403 1422 504
Stage 1 ------885 885 -517 517 -
Stage 2 ------514 526 -886 905 -
Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 -
Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 1052 --1085 --118 138 604 117 136 568
Stage 1 ------340 363 -541 534 -
Stage 2 ------544 529 -339 355 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1052 --1085 --64 109 604 90 108 568
Mov Cap-2 Maneuver ------64 109 -90 108 -
Stage 1 ------271 289 -538 531 -
Stage 2 ------398 526 -266 283 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 2.88 0.1 75.68 24.87
HCM LOS F C
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)64 163 1052 --1085 --341
HCM Lane V/C Ratio 0.339 0.033 0.203 --0.006 --0.478
HCM Ctrl Dly (s/v)87.6 27.9 9.3 --8.3 --24.9
HCM Lane LOS F D A --A --C
HCM 95th %tile Q(veh)1.2 0.1 0.8 --0 --2.5
HCM 7th TWSC 2030 Background Year PM
11: Yellowstone Highway & Access 1 Tamana Fields
Synchro 12 Report
Page 13
Intersection
Int Delay, s/veh 0.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 10 27 447 7 26 395
Future Vol, veh/h 10 27 447 7 26 395
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized -None -None -None
Storage Length 0 ---100 -
Veh in Median Storage, #0 -0 --0
Grade, %0 -0 --0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 11 29 486 8 28 429
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 761 247 0 0 493 0
Stage 1 490 -----
Stage 2 271 -----
Critical Hdwy 6.84 6.94 --4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 --2.22 -
Pot Cap-1 Maneuver 342 753 --1066 -
Stage 1 582 -----
Stage 2 750 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 333 753 --1066 -
Mov Cap-2 Maneuver 333 -----
Stage 1 566 -----
Stage 2 750 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 11.91 0 0.52
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)--561 1066 -
HCM Lane V/C Ratio --0.072 0.027 -
HCM Ctrl Dly (s/v)--11.9 8.5 -
HCM Lane LOS --B A -
HCM 95th %tile Q(veh)--0.2 0.1 -
FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
73
2030 Background Traffic Mitigated Analysis
HCM Signalized Intersection Capacity Analysis 2030 Background Year AM Mitigations
1: US-20 SB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 1
Movement EBT EBR WBT SBL SBR
Lane Configurations
Traffic Volume (vph)343 90 549 136 146
Future Volume (vph)343 90 549 136 146
Ideal Flow (vphpl)1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.0
Lane Util. Factor 0.95 1.00 0.95 1.00 1.00
Frt 1.00 0.85 1.00 1.00 0.85
Flt Protected 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)3539 1583 3539 1770 1583
Flt Permitted 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)3539 1583 3539 1770 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)373 98 597 148 159
RTOR Reduction (vph)0 59 0 0 0
Lane Group Flow (vph)373 39 597 148 159
Turn Type NA Prot NA Prot Free
Protected Phases 4 4 8 1
Permitted Phases Free
Actuated Green, G (s)8.6 8.6 8.6 3.9 21.5
Effective Green, g (s)8.6 8.6 8.6 3.9 21.5
Actuated g/C Ratio 0.40 0.40 0.40 0.18 1.00
Clearance Time (s)4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1415 633 1415 321 1583
v/s Ratio Prot 0.11 0.02 c0.17 c0.08
v/s Ratio Perm 0.10
v/c Ratio 0.26 0.06 0.42 0.46 0.10
Uniform Delay, d1 4.3 4.0 4.7 7.9 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.0 0.2 1.1 0.1
Delay (s)4.4 4.0 4.9 8.9 0.1
Level of Service A A A A A
Approach Delay (s/veh)4.3 4.9
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)4.6 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.43
Actuated Cycle Length (s) 21.5 Sum of lost time (s)9.0
Intersection Capacity Utilization 29.8%ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis 2030 Background Year AM Mitigations
2: US-20 NB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 3
Movement WBT WBR2 NBL2 NBR SEL2 SEL
Lane Configurations
Traffic Volume (vph)930 151 138 517 51 421
Future Volume (vph)930 151 138 517 51 421
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.0 4.5 4.5 4.5 4.5
Lane Util. Factor 0.95 1.00 1.00 0.88 1.00 0.97
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (prot)3539 1583 1770 2787 1770 3433
Flt Permitted 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (perm)3539 1583 1770 2787 1770 3433
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)1011 164 150 562 55 458
RTOR Reduction (vph)0 0 43 397 29 0
Lane Group Flow (vph)1011 164 107 165 26 458
Turn Type NA Free Prot Prot Perm Prot
Protected Phases 5 5 4
Permitted Phases 8 Free 4
Actuated Green, G (s)15.2 32.3 8.1 8.1 15.2 15.2
Effective Green, g (s)15.2 32.3 8.1 8.1 15.2 15.2
Actuated g/C Ratio 0.47 1.00 0.25 0.25 0.47 0.47
Clearance Time (s)4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1665 1583 443 698 832 1615
v/s Ratio Prot c0.06 0.06 0.13
v/s Ratio Perm c0.29 0.10 0.01
v/c Ratio 0.61 0.10 0.24 0.24 0.03 0.28
Uniform Delay, d1 6.3 0.0 9.6 9.6 4.6 5.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.6 0.1 0.3 0.2 0.0 0.1
Delay (s)7.0 0.1 9.9 9.8 4.6 5.3
Level of Service A A A A A A
Approach Delay (s/veh)6.0 5.2
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)7.0 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.48
Actuated Cycle Length (s) 32.3 Sum of lost time (s)9.0
Intersection Capacity Utilization 56.2%ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
HCM 7th TWSC 2030 Background Year AM Mitigations
3: Golden Beauty Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 5
Intersection
Int Delay, s/veh 1.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 26 859 55 36 1029 27 0 0 74 0 0 58
Future Vol, veh/h 26 859 55 36 1029 27 0 0 74 0 0 58
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 130 --100 ----0 --0
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 28 934 60 39 1118 29 0 0 80 0 0 63
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1148 0 0 993 0 0 --497 --574
Stage 1 ------------
Stage 2 ------------
Critical Hdwy 4.14 --4.14 ----6.94 --6.94
Critical Hdwy Stg 1 ------------
Critical Hdwy Stg 2 ------------
Follow-up Hdwy 2.22 --2.22 ----3.32 --3.32
Pot Cap-1 Maneuver 604 --692 --0 0 519 0 0 462
Stage 1 ------0 0 -0 0 -
Stage 2 ------0 0 -0 0 -
Platoon blocked, %----
Mov Cap-1 Maneuver 604 --692 ----519 --462
Mov Cap-2 Maneuver ------------
Stage 1 ------------
Stage 2 ------------
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.31 0.35 13.21 14.02
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)519 604 --692 --462
HCM Lane V/C Ratio 0.155 0.047 --0.057 --0.136
HCM Ctrl Dly (s/v)13.2 11.2 --10.5 --14
HCM Lane LOS B B --B --B
HCM 95th %tile Q(veh)0.5 0.1 --0.2 --0.5
HCM Signalized Intersection Capacity Analysis 2030 Background Year AM Mitigations
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)434 340 59 64 405 12 151 239 58 14 117 485
Future Volume (vph)434 340 59 64 405 12 151 239 58 14 117 485
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 0.97 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Frt 1.00 0.98 1.00 1.00 1.00 0.97 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot)3433 3461 1770 3524 1770 3436 1770 3539 1583
Flt Permitted 0.95 1.00 0.50 1.00 0.56 1.00 0.56 1.00 1.00
Satd. Flow (perm)3433 3461 931 3524 1049 3436 1036 3539 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)472 370 64 70 440 13 164 260 63 15 127 527
RTOR Reduction (vph)0 16 0 0 2 0 0 22 0 0 0 79
Lane Group Flow (vph)472 418 0 70 451 0 164 301 0 15 127 448
Turn Type Prot NA pm+pt NA pm+pt NA pm+pt NA pm+ov
Protected Phases 7 4 3 8 5 2 1 6 7
Permitted Phases 8 2 6 6
Actuated Green, G (s)15.4 25.0 21.2 15.4 33.4 28.0 24.3 23.4 38.8
Effective Green, g (s)15.4 25.0 21.2 15.4 33.4 28.0 24.3 23.4 38.8
Actuated g/C Ratio 0.20 0.32 0.27 0.20 0.43 0.36 0.31 0.30 0.50
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)680 1113 316 698 501 1238 332 1065 882
v/s Ratio Prot c0.14 0.12 0.02 c0.13 c0.02 0.09 0.00 0.04 c0.10
v/s Ratio Perm 0.04 0.12 0.01 0.18
v/c Ratio 0.69 0.38 0.22 0.65 0.33 0.24 0.05 0.12 0.51
Uniform Delay, d1 29.0 20.3 21.4 28.6 14.1 17.4 18.5 19.7 13.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 3.1 0.2 0.4 2.1 0.4 0.5 0.1 0.2 0.5
Delay (s)32.0 20.5 21.7 30.7 14.5 17.9 18.6 19.9 13.5
Level of Service C C C C B B B B B
Approach Delay (s/veh)26.5 29.5 16.7 14.8
Approach LOS C C B B
Intersection Summary
HCM 2000 Control Delay (s/veh)22.3 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.60
Actuated Cycle Length (s) 77.7 Sum of lost time (s)18.0
Intersection Capacity Utilization 61.2%ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2030 Background Year AM Mitigations
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)434 340 59 64 405 12 151 239 58 14 117 485
Future Volume (veh/h)434 340 59 64 405 12 151 239 58 14 117 485
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 472 370 64 70 440 13 164 260 63 15 127 527
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 611 829 142 407 606 18 467 1026 244 453 1049 748
Arrive On Green 0.18 0.27 0.27 0.08 0.17 0.17 0.08 0.36 0.36 0.02 0.30 0.30
Sat Flow, veh/h 3456 3034 520 1781 3525 104 1781 2848 678 1781 3554 1585
Grp Volume(v), veh/h 472 215 219 70 222 231 164 160 163 15 127 527
Grp Sat Flow(s),veh/h/ln 1728 1777 1777 1781 1777 1852 1781 1777 1748 1781 1777 1585
Q Serve(g_s), s 8.6 6.6 6.7 2.0 7.8 7.8 4.0 4.2 4.3 0.4 1.7 17.4
Cycle Q Clear(g_c), s 8.6 6.6 6.7 2.0 7.8 7.8 4.0 4.2 4.3 0.4 1.7 17.4
Prop In Lane 1.00 0.29 1.00 0.06 1.00 0.39 1.00 1.00
Lane Grp Cap(c), veh/h 611 486 486 407 306 319 467 640 630 453 1049 748
V/C Ratio(X)0.77 0.44 0.45 0.17 0.72 0.73 0.35 0.25 0.26 0.03 0.12 0.70
Avail Cap(c_a), veh/h 968 511 511 758 498 519 467 640 630 558 1049 748
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 25.9 19.8 19.9 19.5 25.9 25.9 13.0 14.9 14.9 15.7 17.0 13.8
Incr Delay (d2), s/veh 2.1 0.6 0.7 0.2 3.3 3.2 0.5 0.9 1.0 0.0 0.2 5.5
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.3 2.5 2.5 0.8 3.2 3.3 1.4 1.6 1.6 0.1 0.7 6.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 28.0 20.5 20.5 19.7 29.1 29.0 13.4 15.8 15.9 15.7 17.2 19.3
LnGrp LOS C C C B C C B B B B B B
Approach Vol, veh/h 906 523 487 669
Approach Delay, s/veh 24.4 27.8 15.0 18.8
Approach LOS C C B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 5.7 28.3 9.5 22.5 10.0 24.0 16.2 15.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 19.9 18.0 19.0 5.5 19.5 18.5 18.5
Max Q Clear Time (g_c+I1), s 2.4 6.3 4.0 8.7 6.0 19.4 10.6 9.8
Green Ext Time (p_c), s 0.0 1.3 0.1 1.6 0.0 0.0 1.1 1.5
Intersection Summary
HCM 7th Control Delay, s/veh 21.9
HCM 7th LOS C
HCM 7th TWSC 2030 Background Year AM Mitigations
5: Access 2 & University Blvd Tamana Fields
Synchro 12 Report
Page 8
Intersection
Int Delay, s/veh 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 42 376 29 7 381 14 24 0 6 10 0 74
Future Vol, veh/h 42 376 29 7 381 14 24 0 6 10 0 74
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 100 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 46 409 32 8 414 15 26 0 7 11 0 80
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 429 0 0 440 0 0 738 960 220 733 968 215
Stage 1 ------516 516 -437 437 -
Stage 2 ------222 445 -296 532 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 1127 --1116 --306 255 784 309 252 790
Stage 1 ------510 533 -568 578 -
Stage 2 ------760 573 -688 524 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1127 --1116 --262 243 784 292 240 790
Mov Cap-2 Maneuver ------262 243 -292 240 -
Stage 1 ------490 511 -564 574 -
Stage 2 ------678 569 -655 503 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.78 0.14 18.35 11.37
HCM LOS C B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)302 1127 --1116 --657
HCM Lane V/C Ratio 0.108 0.041 --0.007 --0.139
HCM Ctrl Dly (s/v)18.3 8.3 --8.2 --11.4
HCM Lane LOS C A --A --B
HCM 95th %tile Q(veh)0.4 0.1 --0 --0.5
HCM 7th TWSC 2030 Background Year AM Mitigations
6: University Blvd & Tamana Drive Tamana Fields
Synchro 12 Report
Page 9
Intersection
Int Delay, s/veh 1.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 35 357 371 36 29 30
Future Vol, veh/h 35 357 371 36 29 30
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length 100 ---0 -
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 38 388 403 39 32 33
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 442 0 -0 887 423
Stage 1 ----423 -
Stage 2 ----464 -
Critical Hdwy 4.12 ---6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy 2.218 ---3.518 3.318
Pot Cap-1 Maneuver 1118 ---315 631
Stage 1 ----661 -
Stage 2 ----633 -
Platoon blocked, %---
Mov Cap-1 Maneuver 1118 ---304 631
Mov Cap-2 Maneuver ----304 -
Stage 1 ----638 -
Stage 2 ----633 -
Approach EB WB SB
HCM Ctrl Dly, s/v 0.74 0 15.32
HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h)1118 ---413
HCM Lane V/C Ratio 0.034 ---0.155
HCM Ctrl Dly (s/v)8.3 ---15.3
HCM Lane LOS A ---C
HCM 95th %tile Q(veh)0.1 ---0.5
HCM 7th TWSC 2030 Background Year AM Mitigations
7: University Blvd & Access 4 Tamana Fields
Synchro 12 Report
Page 10
Intersection
Int Delay, s/veh 0.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 386 378 35 0 29
Future Vol, veh/h 0 386 378 35 0 29
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length ---100 -0
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 0 420 411 38 0 32
Major/Minor Major1 Major2 Minor2
Conflicting Flow All -0 -0 -411
Stage 1 ------
Stage 2 ------
Critical Hdwy -----6.22
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.318
Pot Cap-1 Maneuver 0 ---0 641
Stage 1 0 ---0 -
Stage 2 0 ---0 -
Platoon blocked, %---
Mov Cap-1 Maneuver -----641
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB SB
HCM Ctrl Dly, s/v 0 0 10.91
HCM LOS B
Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h)---641
HCM Lane V/C Ratio ---0.049
HCM Ctrl Dly (s/v)---10.9
HCM Lane LOS ---B
HCM 95th %tile Q(veh)---0.2
HCM 7th TWSC 2030 Background Year AM Mitigations
8: University Blvd & Mikan Drive Tamana Fields
Synchro 12 Report
Page 11
Intersection
Int Delay, s/veh 2.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 33 352 312 36 35 101
Future Vol, veh/h 33 352 312 36 35 101
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length 45 ---0 100
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 36 383 339 39 38 110
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 378 0 -0 813 359
Stage 1 ----359 -
Stage 2 ----454 -
Critical Hdwy 4.12 ---6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy 2.218 ---3.518 3.318
Pot Cap-1 Maneuver 1180 ---348 686
Stage 1 ----707 -
Stage 2 ----639 -
Platoon blocked, %---
Mov Cap-1 Maneuver 1180 ---337 686
Mov Cap-2 Maneuver ----337 -
Stage 1 ----685 -
Stage 2 ----639 -
Approach EB WB SB
HCM Ctrl Dly, s/v 0.7 0 12.74
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h)1180 ---337 686
HCM Lane V/C Ratio 0.03 ---0.113 0.16
HCM Ctrl Dly (s/v)8.1 ---17 11.2
HCM Lane LOS A ---C B
HCM 95th %tile Q(veh)0.1 ---0.4 0.6
HCM Signalized Intersection Capacity Analysis 2030 Background Year AM Mitigations
10: 5th West & University Blvd Tamana Fields
Synchro 12 Report
Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)45 376 12 5 264 0 29 9 10 5 7 222
Future Volume (vph)45 376 12 5 264 0 29 9 10 5 7 222
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.92 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1770 1863 1583 1770 1863 1770 1716 1770 1592
Flt Permitted 0.48 1.00 1.00 0.37 1.00 0.59 1.00 0.74 1.00
Satd. Flow (perm)895 1863 1583 695 1863 1104 1716 1385 1592
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)49 409 13 5 287 0 32 10 11 5 8 241
RTOR Reduction (vph)0 0 9 0 0 0 0 7 0 0 149 0
Lane Group Flow (vph)49 409 4 5 287 0 32 14 0 5 100 0
Turn Type pm+pt NA Perm pm+pt NA Perm NA Perm NA
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 4 8 2 6
Actuated Green, G (s)17.7 16.0 16.0 15.9 15.1 18.7 18.7 18.7 18.7
Effective Green, g (s)17.7 16.0 16.0 15.9 15.1 18.7 18.7 18.7 18.7
Actuated g/C Ratio 0.36 0.33 0.33 0.32 0.31 0.38 0.38 0.38 0.38
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)353 608 516 243 574 421 654 528 607
v/s Ratio Prot c0.00 c0.22 0.00 0.15 0.01 c0.06
v/s Ratio Perm 0.05 0.00 0.01 0.03 0.00
v/c Ratio 0.14 0.67 0.01 0.02 0.50 0.08 0.02 0.01 0.16
Uniform Delay, d1 10.4 14.2 11.1 11.4 13.9 9.6 9.4 9.4 10.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.2 2.9 0.0 0.0 0.7 0.4 0.1 0.0 0.6
Delay (s)10.5 17.2 11.1 11.4 14.6 10.0 9.5 9.4 10.6
Level of Service B B B B B A A A B
Approach Delay (s/veh)16.3 14.5 9.8 10.6
Approach LOS B B A B
Intersection Summary
HCM 2000 Control Delay (s/veh)14.1 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.40
Actuated Cycle Length (s) 49.0 Sum of lost time (s)13.5
Intersection Capacity Utilization 57.2%ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2030 Background Year AM Mitigations
10: 5th West & University Blvd Tamana Fields
Synchro 12 Report
Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)45 376 12 5 264 0 29 9 10 5 7 222
Future Volume (veh/h)45 376 12 5 264 0 29 9 10 5 7 222
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 49 409 13 5 287 0 32 10 11 5 8 241
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 366 534 453 257 451 0 494 329 362 714 21 623
Arrive On Green 0.05 0.29 0.29 0.01 0.24 0.00 0.40 0.40 0.40 0.40 0.40 0.40
Sat Flow, veh/h 1781 1870 1585 1781 1870 0 1131 814 895 1391 51 1542
Grp Volume(v), veh/h 49 409 13 5 287 0 32 0 21 5 0 249
Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 0 1131 0 1709 1391 0 1593
Q Serve(g_s), s 0.9 8.9 0.3 0.1 6.1 0.0 0.9 0.0 0.3 0.1 0.0 4.9
Cycle Q Clear(g_c), s 0.9 8.9 0.3 0.1 6.1 0.0 5.8 0.0 0.3 0.4 0.0 4.9
Prop In Lane 1.00 1.00 1.00 0.00 1.00 0.52 1.00 0.97
Lane Grp Cap(c), veh/h 366 534 453 257 451 0 494 0 691 714 0 644
V/C Ratio(X)0.13 0.77 0.03 0.02 0.64 0.00 0.06 0.00 0.03 0.01 0.00 0.39
Avail Cap(c_a), veh/h 487 987 837 445 975 0 494 0 691 714 0 644
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 11.9 14.5 11.5 13.2 15.1 0.0 11.4 0.0 8.0 8.1 0.0 9.4
Incr Delay (d2), s/veh 0.2 2.3 0.0 0.0 1.5 0.0 0.3 0.0 0.1 0.0 0.0 1.8
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 3.1 0.1 0.0 2.2 0.0 0.2 0.0 0.1 0.0 0.0 1.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 12.1 16.9 11.5 13.2 16.6 0.0 11.7 0.0 8.1 8.1 0.0 11.1
LnGrp LOS B B B B B B A A B
Approach Vol, veh/h 471 292 53 254
Approach Delay, s/veh 16.2 16.6 10.2 11.1
Approach LOS B B B B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 22.5 4.8 17.2 22.5 6.8 15.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 5.0 23.5 18.0 5.3 23.2
Max Q Clear Time (g_c+I1), s 7.8 2.1 10.9 6.9 2.9 8.1
Green Ext Time (p_c), s 0.1 0.0 1.8 1.2 0.0 1.2
Intersection Summary
HCM 7th Control Delay, s/veh 14.8
HCM 7th LOS B
HCM 7th TWSC 2030 Background Year AM Mitigations
11: Yellowstone Highway & Access 1 Tamana Fields
Synchro 12 Report
Page 14
Intersection
Int Delay, s/veh 0.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 9 18 466 10 23 218
Future Vol, veh/h 9 18 466 10 23 218
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized -None -None -None
Storage Length 0 ---100 -
Veh in Median Storage, #0 -0 --0
Grade, %0 -0 --0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 10 20 507 11 25 237
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 680 259 0 0 517 0
Stage 1 512 -----
Stage 2 168 -----
Critical Hdwy 6.84 6.94 --4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 --2.22 -
Pot Cap-1 Maneuver 384 740 --1045 -
Stage 1 567 -----
Stage 2 844 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 375 740 --1045 -
Mov Cap-2 Maneuver 375 -----
Stage 1 553 -----
Stage 2 844 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 11.8 0 0.81
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)--559 1045 -
HCM Lane V/C Ratio --0.053 0.024 -
HCM Ctrl Dly (s/v)--11.8 8.5 -
HCM Lane LOS --B A -
HCM 95th %tile Q(veh)--0.2 0.1 -
HCM Signalized Intersection Capacity Analysis 2030 Background Year PM Mitigations
1: US-20 SB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 1
Movement EBT EBR WBT SBL SBR
Lane Configurations
Traffic Volume (vph)308 104 374 197 80
Future Volume (vph)308 104 374 197 80
Ideal Flow (vphpl)1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.0
Lane Util. Factor 0.95 1.00 0.95 1.00 1.00
Frt 1.00 0.85 1.00 1.00 0.85
Flt Protected 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)3539 1583 3539 1770 1583
Flt Permitted 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)3539 1583 3539 1770 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)335 113 407 214 87
RTOR Reduction (vph)0 71 0 0 0
Lane Group Flow (vph)335 42 407 214 87
Turn Type NA Prot NA Prot Free
Protected Phases 4 4 8 1
Permitted Phases Free
Actuated Green, G (s)8.6 8.6 8.6 5.6 23.2
Effective Green, g (s)8.6 8.6 8.6 5.6 23.2
Actuated g/C Ratio 0.37 0.37 0.37 0.24 1.00
Clearance Time (s)4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1311 586 1311 427 1583
v/s Ratio Prot 0.09 0.03 c0.11 c0.12
v/s Ratio Perm 0.05
v/c Ratio 0.26 0.07 0.31 0.50 0.05
Uniform Delay, d1 5.1 4.7 5.2 7.6 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.1 0.1 0.9 0.1
Delay (s)5.2 4.8 5.3 8.5 0.1
Level of Service A A A A A
Approach Delay (s/veh)5.1 5.3
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)5.4 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.39
Actuated Cycle Length (s) 23.2 Sum of lost time (s)9.0
Intersection Capacity Utilization 28.3%ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis 2030 Background Year PM Mitigations
2: US-20 NB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 3
Movement WBT WBR2 NBL2 NBR SEL2 SEL
Lane Configurations
Traffic Volume (vph)906 188 101 653 59 399
Future Volume (vph)906 188 101 653 59 399
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.0 4.5 4.5 4.5 4.5
Lane Util. Factor 0.95 1.00 1.00 0.88 1.00 0.97
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (prot)3539 1583 1770 2787 1770 3433
Flt Permitted 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (perm)3539 1583 1770 2787 1770 3433
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)985 204 110 710 64 434
RTOR Reduction (vph)0 0 47 420 34 0
Lane Group Flow (vph)985 204 63 290 30 434
Turn Type NA Free Prot Prot Perm Prot
Protected Phases 5 5 4
Permitted Phases 8 Free 4
Actuated Green, G (s)15.1 32.6 8.5 8.5 15.1 15.1
Effective Green, g (s)15.1 32.6 8.5 8.5 15.1 15.1
Actuated g/C Ratio 0.46 1.00 0.26 0.26 0.46 0.46
Clearance Time (s)4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1639 1583 461 726 819 1590
v/s Ratio Prot 0.04 c0.10 0.13
v/s Ratio Perm c0.28 0.13 0.02
v/c Ratio 0.60 0.13 0.14 0.40 0.04 0.27
Uniform Delay, d1 6.5 0.0 9.2 9.9 4.8 5.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.6 0.2 0.1 0.4 0.0 0.1
Delay (s)7.1 0.2 9.4 10.3 4.8 5.5
Level of Service A A A B A A
Approach Delay (s/veh)5.9 5.4
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)7.2 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.53
Actuated Cycle Length (s) 32.6 Sum of lost time (s)9.0
Intersection Capacity Utilization 52.9%ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
HCM 7th TWSC 2030 Background Year PM Mitigations
3: Golden Beauty Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 5
Intersection
Int Delay, s/veh 1.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 25 995 36 35 1014 52 0 0 69 0 0 83
Future Vol, veh/h 25 995 36 35 1014 52 0 0 69 0 0 83
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 130 --100 ----0 --0
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 27 1082 39 38 1102 57 0 0 75 0 0 90
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1159 0 0 1121 0 0 --560 --579
Stage 1 ------------
Stage 2 ------------
Critical Hdwy 4.14 --4.14 ----6.94 --6.94
Critical Hdwy Stg 1 ------------
Critical Hdwy Stg 2 ------------
Follow-up Hdwy 2.22 --2.22 ----3.32 --3.32
Pot Cap-1 Maneuver 599 --619 --0 0 471 0 0 458
Stage 1 ------0 0 -0 0 -
Stage 2 ------0 0 -0 0 -
Platoon blocked, %----
Mov Cap-1 Maneuver 599 --619 ----471 --458
Mov Cap-2 Maneuver ------------
Stage 1 ------------
Stage 2 ------------
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.27 0.36 14.08 14.77
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)471 599 --619 --458
HCM Lane V/C Ratio 0.159 0.045 --0.061 --0.197
HCM Ctrl Dly (s/v)14.1 11.3 --11.2 --14.8
HCM Lane LOS B B --B --B
HCM 95th %tile Q(veh)0.6 0.1 --0.2 --0.7
HCM Signalized Intersection Capacity Analysis 2030 Background Year PM Mitigations
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)475 458 81 89 392 30 109 217 75 29 248 424
Future Volume (vph)475 458 81 89 392 30 109 217 75 29 248 424
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 0.97 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Frt 1.00 0.98 1.00 0.99 1.00 0.96 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot)3433 3459 1770 3501 1770 3402 1770 3539 1583
Flt Permitted 0.27 1.00 0.43 1.00 0.53 1.00 0.56 1.00 1.00
Satd. Flow (perm)980 3459 803 3501 990 3402 1041 3539 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)516 498 88 97 426 33 118 236 82 32 270 461
RTOR Reduction (vph)0 16 0 0 7 0 0 34 0 0 0 109
Lane Group Flow (vph)516 570 0 97 452 0 118 284 0 32 270 353
Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA pm+ov
Protected Phases 7 4 3 8 5 2 1 6 7
Permitted Phases 4 8 2 6 6
Actuated Green, G (s)34.0 23.4 21.4 15.3 26.6 22.7 22.4 20.6 34.8
Effective Green, g (s)34.0 23.4 21.4 15.3 26.6 22.7 22.4 20.6 34.8
Actuated g/C Ratio 0.47 0.32 0.30 0.21 0.37 0.32 0.31 0.29 0.48
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)946 1124 320 743 408 1072 342 1012 864
v/s Ratio Prot c0.11 0.16 0.03 0.13 c0.02 0.08 0.00 0.08 c0.08
v/s Ratio Perm c0.15 0.06 0.09 0.03 0.14
v/c Ratio 0.55 0.51 0.30 0.61 0.29 0.26 0.09 0.27 0.41
Uniform Delay, d1 12.6 19.6 18.8 25.6 15.4 18.4 17.4 19.9 12.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.6 0.4 0.5 1.4 0.4 0.6 0.1 0.6 0.3
Delay (s)13.2 20.0 19.3 27.1 15.8 19.0 17.5 20.5 12.3
Level of Service B B B C B B B C B
Approach Delay (s/veh)16.8 25.7 18.1 15.4
Approach LOS B C B B
Intersection Summary
HCM 2000 Control Delay (s/veh)18.4 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.52
Actuated Cycle Length (s) 72.0 Sum of lost time (s)18.0
Intersection Capacity Utilization 55.3%ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2030 Background Year PM Mitigations
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)475 458 81 89 392 30 109 217 75 29 248 424
Future Volume (veh/h)475 458 81 89 392 30 109 217 75 29 248 424
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 516 498 88 97 426 33 118 236 82 32 270 461
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 917 816 143 361 621 48 409 857 290 452 1043 725
Arrive On Green 0.16 0.27 0.27 0.08 0.19 0.19 0.07 0.33 0.33 0.03 0.29 0.29
Sat Flow, veh/h 3456 3020 531 1781 3343 258 1781 2607 882 1781 3554 1585
Grp Volume(v), veh/h 516 292 294 97 226 233 118 159 159 32 270 461
Grp Sat Flow(s),veh/h/ln 1728 1777 1775 1781 1777 1824 1781 1777 1712 1781 1777 1585
Q Serve(g_s), s 6.8 9.0 9.1 2.7 7.4 7.5 2.8 4.1 4.3 0.8 3.6 13.9
Cycle Q Clear(g_c), s 6.8 9.0 9.1 2.7 7.4 7.5 2.8 4.1 4.3 0.8 3.6 13.9
Prop In Lane 1.00 0.30 1.00 0.14 1.00 0.52 1.00 1.00
Lane Grp Cap(c), veh/h 917 480 479 361 330 339 409 585 563 452 1043 725
V/C Ratio(X)0.56 0.61 0.61 0.27 0.68 0.69 0.29 0.27 0.28 0.07 0.26 0.64
Avail Cap(c_a), veh/h 1491 808 807 730 731 751 430 585 563 536 1043 725
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 15.1 20.0 20.0 18.0 23.8 23.8 13.7 15.5 15.6 14.5 16.9 13.0
Incr Delay (d2), s/veh 0.5 1.3 1.3 0.4 2.5 2.5 0.4 1.1 1.3 0.1 0.6 4.2
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.2 3.4 3.4 1.0 3.0 3.1 1.0 1.6 1.6 0.3 1.4 4.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 15.6 21.2 21.3 18.4 26.3 26.3 14.1 16.6 16.8 14.5 17.5 17.2
LnGrp LOS B C C B C C B B B B B B
Approach Vol, veh/h 1102 556 436 763
Approach Delay, s/veh 18.6 24.9 16.0 17.2
Approach LOS B C B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.6 25.1 9.5 21.4 8.9 22.9 14.8 16.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 18.4 18.0 28.5 5.1 18.4 20.7 25.8
Max Q Clear Time (g_c+I1), s 2.8 6.3 4.7 11.1 4.8 15.9 8.8 9.5
Green Ext Time (p_c), s 0.0 1.3 0.2 3.0 0.0 0.9 1.5 2.2
Intersection Summary
HCM 7th Control Delay, s/veh 19.1
HCM 7th LOS B
HCM 7th TWSC 2030 Background Year PM Mitigations
5: Access 2 & University Blvd Tamana Fields
Synchro 12 Report
Page 8
Intersection
Int Delay, s/veh 2.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 95 472 38 10 422 9 38 0 10 6 0 51
Future Vol, veh/h 95 472 38 10 422 9 38 0 10 6 0 51
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 100 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 103 513 41 11 459 10 41 0 11 7 0 55
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 468 0 0 554 0 0 991 1230 277 948 1246 234
Stage 1 ------740 740 -485 485 -
Stage 2 ------251 490 -463 761 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 1089 --1012 --200 176 720 215 172 768
Stage 1 ------375 421 -532 550 -
Stage 2 ------731 547 -548 412 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1089 --1012 --166 158 720 190 154 768
Mov Cap-2 Maneuver ------166 158 -190 154 -
Stage 1 ------339 381 -526 544 -
Stage 2 ------671 541 -489 373 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 1.36 0.19 29.54 11.93
HCM LOS D B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)198 1089 --1012 --581
HCM Lane V/C Ratio 0.263 0.095 --0.011 --0.107
HCM Ctrl Dly (s/v)29.5 8.7 --8.6 --11.9
HCM Lane LOS D A --A --B
HCM 95th %tile Q(veh)1 0.3 --0 --0.4
HCM 7th TWSC 2030 Background Year PM Mitigations
6: University Blvd & Tamana Drive Tamana Fields
Synchro 12 Report
Page 9
Intersection
Int Delay, s/veh 3.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 64 423 371 73 61 70
Future Vol, veh/h 64 423 371 73 61 70
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length 100 ---0 -
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 70 460 403 79 66 76
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 483 0 -0 1042 443
Stage 1 ----443 -
Stage 2 ----599 -
Critical Hdwy 4.12 ---6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy 2.218 ---3.518 3.318
Pot Cap-1 Maneuver 1080 ---254 615
Stage 1 ----647 -
Stage 2 ----549 -
Platoon blocked, %---
Mov Cap-1 Maneuver 1080 ---238 615
Mov Cap-2 Maneuver ----238 -
Stage 1 ----605 -
Stage 2 ----549 -
Approach EB WB SB
HCM Ctrl Dly, s/v 1.13 0 21.85
HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h)1080 ---354
HCM Lane V/C Ratio 0.064 ---0.402
HCM Ctrl Dly (s/v)8.6 ---21.9
HCM Lane LOS A ---C
HCM 95th %tile Q(veh)0.2 ---1.9
HCM 7th TWSC 2030 Background Year PM Mitigations
7: University Blvd & Access 4 Tamana Fields
Synchro 12 Report
Page 10
Intersection
Int Delay, s/veh 0.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 484 404 42 0 40
Future Vol, veh/h 0 484 404 42 0 40
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length ---100 -0
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 0 526 439 46 0 43
Major/Minor Major1 Major2 Minor2
Conflicting Flow All -0 -0 -439
Stage 1 ------
Stage 2 ------
Critical Hdwy -----6.22
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.318
Pot Cap-1 Maneuver 0 ---0 618
Stage 1 0 ---0 -
Stage 2 0 ---0 -
Platoon blocked, %---
Mov Cap-1 Maneuver -----618
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB SB
HCM Ctrl Dly, s/v 0 0 11.27
HCM LOS B
Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h)---618
HCM Lane V/C Ratio ---0.07
HCM Ctrl Dly (s/v)---11.3
HCM Lane LOS ---B
HCM 95th %tile Q(veh)---0.2
HCM 7th TWSC 2030 Background Year PM Mitigations
8: University Blvd & Mikan Drive Tamana Fields
Synchro 12 Report
Page 11
Intersection
Int Delay, s/veh 2.9
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 124 360 384 43 42 62
Future Vol, veh/h 124 360 384 43 42 62
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length 45 ---0 100
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 135 391 417 47 46 67
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 464 0 -0 1102 441
Stage 1 ----441 -
Stage 2 ----661 -
Critical Hdwy 4.12 ---6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy 2.218 ---3.518 3.318
Pot Cap-1 Maneuver 1097 ---234 616
Stage 1 ----649 -
Stage 2 ----514 -
Platoon blocked, %---
Mov Cap-1 Maneuver 1097 ---206 616
Mov Cap-2 Maneuver ----206 -
Stage 1 ----569 -
Stage 2 ----514 -
Approach EB WB SB
HCM Ctrl Dly, s/v 2.24 0 17.97
HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h)1097 ---206 616
HCM Lane V/C Ratio 0.123 ---0.222 0.109
HCM Ctrl Dly (s/v)8.7 ---27.4 11.6
HCM Lane LOS A ---D B
HCM 95th %tile Q(veh)0.4 ---0.8 0.4
HCM Signalized Intersection Capacity Analysis 2030 Background Year PM Mitigations
10: 5th West & University Blvd Tamana Fields
Synchro 12 Report
Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)197 420 19 6 455 17 20 3 2 10 11 129
Future Volume (vph)197 420 19 6 455 17 20 3 2 10 11 129
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 0.99 1.00 0.94 1.00 0.86
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1770 1863 1583 1770 1853 1770 1751 1770 1605
Flt Permitted 0.20 1.00 1.00 0.50 1.00 0.65 1.00 0.75 1.00
Satd. Flow (perm)377 1863 1583 931 1853 1209 1751 1405 1605
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)214 457 21 7 495 18 22 3 2 11 12 140
RTOR Reduction (vph)0 0 10 0 2 0 0 1 0 0 100 0
Lane Group Flow (vph)214 457 11 7 511 0 22 4 0 11 52 0
Turn Type pm+pt NA Perm pm+pt NA Perm NA Perm NA
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 4 8 2 6
Actuated Green, G (s)43.6 38.2 38.2 28.4 27.5 20.9 20.9 20.9 20.9
Effective Green, g (s)43.6 38.2 38.2 28.4 27.5 20.9 20.9 20.9 20.9
Actuated g/C Ratio 0.59 0.52 0.52 0.39 0.37 0.28 0.28 0.28 0.28
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)443 968 822 370 693 343 497 399 456
v/s Ratio Prot c0.08 0.25 0.00 c0.28 0.00 c0.03
v/s Ratio Perm 0.21 0.01 0.01 0.02 0.01
v/c Ratio 0.48 0.47 0.01 0.02 0.74 0.06 0.01 0.03 0.11
Uniform Delay, d1 9.9 11.2 8.5 13.9 19.9 19.2 18.9 19.0 19.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.8 0.4 0.0 0.0 4.1 0.4 0.0 0.1 0.5
Delay (s)10.8 11.6 8.5 13.9 24.0 19.5 18.9 19.1 20.0
Level of Service B B A B C B B B B
Approach Delay (s/veh)11.2 23.9 19.4 19.9
Approach LOS B C B B
Intersection Summary
HCM 2000 Control Delay (s/veh)17.1 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.47
Actuated Cycle Length (s) 73.5 Sum of lost time (s)13.5
Intersection Capacity Utilization 63.6%ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2030 Background Year PM Mitigations
10: 5th West & University Blvd Tamana Fields
Synchro 12 Report
Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)197 420 19 6 455 17 20 3 2 10 11 129
Future Volume (veh/h)197 420 19 6 455 17 20 3 2 10 11 129
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 214 457 21 7 495 18 22 3 2 11 12 140
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 381 811 687 364 602 22 447 352 235 590 43 497
Arrive On Green 0.11 0.43 0.43 0.01 0.34 0.34 0.34 0.34 0.34 0.34 0.34 0.34
Sat Flow, veh/h 1781 1870 1585 1781 1793 65 1235 1047 698 1411 127 1478
Grp Volume(v), veh/h 214 457 21 7 0 513 22 0 5 11 0 152
Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 0 1859 1235 0 1745 1411 0 1604
Q Serve(g_s), s 4.4 11.2 0.5 0.2 0.0 15.4 0.8 0.0 0.1 0.3 0.0 4.2
Cycle Q Clear(g_c), s 4.4 11.2 0.5 0.2 0.0 15.4 5.0 0.0 0.1 0.4 0.0 4.2
Prop In Lane 1.00 1.00 1.00 0.04 1.00 0.40 1.00 0.92
Lane Grp Cap(c), veh/h 381 811 687 364 0 624 447 0 586 590 0 539
V/C Ratio(X)0.56 0.56 0.03 0.02 0.00 0.82 0.05 0.00 0.01 0.02 0.00 0.28
Avail Cap(c_a), veh/h 586 1561 1323 496 0 1295 447 0 586 590 0 539
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 12.8 13.0 9.9 13.4 0.0 18.6 16.7 0.0 13.5 13.6 0.0 14.8
Incr Delay (d2), s/veh 1.3 0.6 0.0 0.0 0.0 2.8 0.2 0.0 0.0 0.1 0.0 1.3
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.4 3.8 0.1 0.1 0.0 5.9 0.2 0.0 0.0 0.1 0.0 1.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 14.1 13.6 9.9 13.4 0.0 21.4 16.9 0.0 13.5 13.7 0.0 16.2
LnGrp LOS B B A B C B B B B
Approach Vol, veh/h 692 520 27 163
Approach Delay, s/veh 13.6 21.3 16.3 16.0
Approach LOS B C B B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 25.0 5.1 30.9 25.0 11.0 25.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 20.5 5.1 50.9 20.5 13.5 42.5
Max Q Clear Time (g_c+I1), s 7.0 2.2 13.2 6.2 6.4 17.4
Green Ext Time (p_c), s 0.0 0.0 2.8 0.8 0.3 3.0
Intersection Summary
HCM 7th Control Delay, s/veh 16.8
HCM 7th LOS B
HCM 7th TWSC 2030 Background Year PM Mitigations
11: Yellowstone Highway & Access 1 Tamana Fields
Synchro 12 Report
Page 14
Intersection
Int Delay, s/veh 0.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 10 27 447 7 26 395
Future Vol, veh/h 10 27 447 7 26 395
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized -None -None -None
Storage Length 0 ---100 -
Veh in Median Storage, #0 -0 --0
Grade, %0 -0 --0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 11 29 486 8 28 429
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 761 247 0 0 493 0
Stage 1 490 -----
Stage 2 271 -----
Critical Hdwy 6.84 6.94 --4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 --2.22 -
Pot Cap-1 Maneuver 342 753 --1066 -
Stage 1 582 -----
Stage 2 750 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 333 753 --1066 -
Mov Cap-2 Maneuver 333 -----
Stage 1 566 -----
Stage 2 750 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 11.91 0 0.52
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)--561 1066 -
HCM Lane V/C Ratio --0.072 0.027 -
HCM Ctrl Dly (s/v)--11.9 8.5 -
HCM Lane LOS --B A -
HCM 95th %tile Q(veh)--0.2 0.1 -
FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
74
2030 Total Traffic Analysis
HCM Signalized Intersection Capacity Analysis 2030 Total Traffic AM
1: US-20 SB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 1
Movement EBT EBR WBT SBL SBR
Lane Configurations
Traffic Volume (vph)365 90 563 180 146
Future Volume (vph)365 90 563 180 146
Ideal Flow (vphpl)1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.0
Lane Util. Factor 0.95 1.00 0.95 1.00 1.00
Frt 1.00 0.85 1.00 1.00 0.85
Flt Protected 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)3539 1583 3539 1770 1583
Flt Permitted 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)3539 1583 3539 1770 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)397 98 612 196 159
RTOR Reduction (vph)0 59 0 0 0
Lane Group Flow (vph)397 39 612 196 159
Turn Type NA Prot NA Prot Free
Protected Phases 4 4 8 1
Permitted Phases Free
Actuated Green, G (s)8.7 8.7 8.7 4.2 21.9
Effective Green, g (s)8.7 8.7 8.7 4.2 21.9
Actuated g/C Ratio 0.40 0.40 0.40 0.19 1.00
Clearance Time (s)4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1405 628 1405 339 1583
v/s Ratio Prot 0.11 0.02 c0.17 c0.11
v/s Ratio Perm 0.10
v/c Ratio 0.28 0.06 0.44 0.58 0.10
Uniform Delay, d1 4.5 4.1 4.8 8.0 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.0 0.2 2.4 0.1
Delay (s)4.6 4.1 5.0 10.4 0.1
Level of Service A A A B A
Approach Delay (s/veh)4.5 5.0
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)5.0 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.48
Actuated Cycle Length (s) 21.9 Sum of lost time (s)9.0
Intersection Capacity Utilization 32.6%ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis 2030 Total Traffic AM
2: US-20 NB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 3
Movement WBT WBR2 NBL2 NBR SEL2 SEL
Lane Configurations
Traffic Volume (vph)998 178 138 605 51 487
Future Volume (vph)998 178 138 605 51 487
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.0 4.5 4.5 4.5 4.5
Lane Util. Factor 0.95 1.00 1.00 0.88 1.00 0.97
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (prot)3539 1583 1770 2787 1770 3433
Flt Permitted 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (perm)3539 1583 1770 2787 1770 3433
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)1085 193 150 658 55 529
RTOR Reduction (vph)0 0 34 316 29 0
Lane Group Flow (vph)1085 193 116 342 26 529
Turn Type NA Free Prot Prot Perm Prot
Protected Phases 5 5 4
Permitted Phases 8 Free 4
Actuated Green, G (s)15.9 34.0 9.1 9.1 15.9 15.9
Effective Green, g (s)15.9 34.0 9.1 9.1 15.9 15.9
Actuated g/C Ratio 0.47 1.00 0.27 0.27 0.47 0.47
Clearance Time (s)4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1655 1583 473 745 827 1605
v/s Ratio Prot 0.07 c0.12 0.15
v/s Ratio Perm c0.31 0.12 0.01
v/c Ratio 0.66 0.12 0.24 0.46 0.03 0.33
Uniform Delay, d1 6.9 0.0 9.8 10.4 4.9 5.7
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.9 0.2 0.3 0.4 0.0 0.1
Delay (s)7.9 0.2 10.0 10.8 4.9 5.8
Level of Service A A B B A A
Approach Delay (s/veh)6.7 5.7
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)7.7 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.58
Actuated Cycle Length (s) 34.0 Sum of lost time (s)9.0
Intersection Capacity Utilization 60.0%ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
HCM 7th TWSC 2030 Total Traffic AM
3: Golden Beauty Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 5
Intersection
Int Delay, s/veh 9.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 26 1013 55 36 1124 27 26 0 48 19 2 27
Future Vol, veh/h 26 1013 55 36 1124 27 26 0 48 19 2 27
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 130 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 28 1101 60 39 1222 29 28 0 52 21 2 29
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1251 0 0 1161 0 0 1878 2517 580 1922 2532 626
Stage 1 ------1187 1187 -1315 1315 -
Stage 2 ------690 1329 -607 1217 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 552 --598 --44 28 457 41 27 427
Stage 1 ------200 260 -167 226 -
Stage 2 ------401 222 -450 252 -
Platoon blocked, %----
Mov Cap-1 Maneuver 552 --598 --33 25 457 32 24 427
Mov Cap-2 Maneuver ------33 25 -32 24 -
Stage 1 ------190 247 -156 211 -
Stage 2 ------346 208 -378 239 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.28 0.35 177.59 166.41
HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)83 552 --598 --65
HCM Lane V/C Ratio 0.965 0.051 --0.065 --0.808
HCM Ctrl Dly (s/v)177.6 11.9 --11.4 --166.4
HCM Lane LOS F B --B --F
HCM 95th %tile Q(veh)5.3 0.2 --0.2 --3.7
HCM Signalized Intersection Capacity Analysis 2030 Total Traffic AM
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)434 494 59 64 500 26 151 280 58 79 138 485
Future Volume (vph)434 494 59 64 500 26 151 280 58 79 138 485
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 0.95 1.00 0.95
Frt 1.00 0.99 1.00 0.99 1.00 0.97 1.00 0.88
Flt Protected 0.95 0.99 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1610 3318 1770 3513 1770 3448 1770 3126
Flt Permitted 0.95 0.99 0.95 1.00 0.18 1.00 0.53 1.00
Satd. Flow (perm)1610 3318 1770 3513 331 3448 993 3126
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)472 537 64 70 543 28 164 304 63 86 150 527
RTOR Reduction (vph)0 8 0 0 5 0 0 21 0 0 394 0
Lane Group Flow (vph)354 711 0 70 566 0 164 346 0 86 283 0
Turn Type Split NA Split NA pm+pt NA pm+pt NA
Protected Phases 4 4 8 8 5 2 1 6
Permitted Phases 2 6
Actuated Green, G (s)18.5 18.5 16.5 16.5 29.0 22.5 24.0 20.0
Effective Green, g (s)18.5 18.5 16.5 16.5 29.0 22.5 24.0 20.0
Actuated g/C Ratio 0.23 0.23 0.21 0.21 0.36 0.28 0.30 0.25
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)374 772 367 729 238 975 338 786
v/s Ratio Prot c0.22 0.21 0.04 c0.16 c0.06 0.10 0.01 0.09
v/s Ratio Perm c0.19 0.06
v/c Ratio 0.95 0.92 0.19 0.78 0.69 0.36 0.25 0.36
Uniform Delay, d1 30.0 29.8 26.0 29.8 19.0 22.7 20.4 24.5
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 32.7 16.2 0.3 5.2 8.1 1.0 0.4 1.3
Delay (s)62.7 46.0 26.2 35.0 27.0 23.7 20.8 25.8
Level of Service E D C C C C C C
Approach Delay (s/veh)51.5 34.0 24.7 25.2
Approach LOS D C C C
Intersection Summary
HCM 2000 Control Delay (s/veh)36.4 HCM 2000 Level of Service D
HCM 2000 Volume to Capacity ratio 0.82
Actuated Cycle Length (s) 79.5 Sum of lost time (s)18.0
Intersection Capacity Utilization 76.3%ICU Level of Service D
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2030 Total Traffic AM
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)434 494 59 64 500 26 151 280 58 79 138 485
Future Volume (veh/h)434 494 59 64 500 26 151 280 58 79 138 485
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 358 697 64 70 543 28 164 304 63 86 150 527
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 419 794 73 348 672 35 246 820 168 389 442 394
Arrive On Green 0.24 0.24 0.24 0.20 0.20 0.20 0.09 0.28 0.28 0.05 0.25 0.25
Sat Flow, veh/h 1781 3375 310 1781 3438 177 1781 2938 601 1781 1777 1585
Grp Volume(v), veh/h 358 386 375 70 280 291 164 182 185 86 150 527
Grp Sat Flow(s),veh/h/ln 1781 1870 1815 1781 1777 1838 1781 1777 1762 1781 1777 1585
Q Serve(g_s), s 14.7 15.2 15.2 2.5 11.5 11.5 5.2 6.3 6.5 2.7 5.3 19.0
Cycle Q Clear(g_c), s 14.7 15.2 15.2 2.5 11.5 11.5 5.2 6.3 6.5 2.7 5.3 19.0
Prop In Lane 1.00 0.17 1.00 0.10 1.00 0.34 1.00 1.00
Lane Grp Cap(c), veh/h 419 440 427 348 347 359 246 496 492 389 442 394
V/C Ratio(X)0.85 0.88 0.88 0.20 0.81 0.81 0.67 0.37 0.38 0.22 0.34 1.34
Avail Cap(c_a), veh/h 431 453 439 420 419 433 246 496 492 408 442 394
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 28.0 28.2 28.2 25.7 29.4 29.4 21.0 22.1 22.2 19.6 23.5 28.7
Incr Delay (d2), s/veh 15.1 17.2 17.8 0.3 9.4 9.3 6.7 2.1 2.2 0.3 2.1 167.9
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 7.4 8.3 8.1 1.0 5.4 5.6 2.4 2.7 2.7 1.0 2.3 24.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 43.0 45.3 45.9 26.0 38.8 38.7 27.7 24.2 24.4 19.9 25.6 196.6
LnGrp LOS D D D C D D C C C B C F
Approach Vol, veh/h 1119 641 531 763
Approach Delay, s/veh 44.8 37.3 25.4 143.0
Approach LOS D D C F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 8.7 25.8 22.5 11.0 23.5 19.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 20.5 18.5 6.5 19.0 18.0
Max Q Clear Time (g_c+I1), s 4.7 8.5 17.2 7.2 21.0 13.5
Green Ext Time (p_c), s 0.0 1.5 0.7 0.0 0.0 1.4
Intersection Summary
HCM 7th Control Delay, s/veh 64.4
HCM 7th LOS E
Notes
User approved volume balancing among the lanes for turning movement.
HCM 7th TWSC 2030 Total Traffic AM
5: Access 2 & University Blvd Tamana Fields
Synchro 12 Report
Page 8
Intersection
Int Delay, s/veh 2.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 42 551 73 29 490 14 24 0 20 10 0 74
Future Vol, veh/h 42 551 73 29 490 14 24 0 20 10 0 74
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 100 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 46 599 79 32 533 15 26 0 22 11 0 80
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 548 0 0 678 0 0 1059 1341 339 994 1373 274
Stage 1 ------730 730 -603 603 -
Stage 2 ------329 611 -391 770 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 1018 --910 --179 151 657 199 145 724
Stage 1 ------380 426 -452 486 -
Stage 2 ------658 483 -605 408 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1018 --910 --146 139 657 178 133 724
Mov Cap-2 Maneuver ------146 139 -178 133 -
Stage 1 ------363 407 -437 470 -
Stage 2 ------564 466 -559 390 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.55 0.5 25.12 13.2
HCM LOS D B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)226 1018 --910 --530
HCM Lane V/C Ratio 0.211 0.045 --0.035 --0.172
HCM Ctrl Dly (s/v)25.1 8.7 --9.1 --13.2
HCM Lane LOS D A --A --B
HCM 95th %tile Q(veh)0.8 0.1 --0.1 --0.6
HCM 7th TWSC 2030 Total Traffic AM
6: Tamana Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 9
Intersection
Int Delay, s/veh 2.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 35 502 44 22 488 36 14 0 14 29 0 30
Future Vol, veh/h 35 502 44 22 488 36 14 0 14 29 0 30
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 100 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 38 546 48 24 530 39 15 0 15 32 0 33
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 570 0 0 593 0 0 1224 1263 570 1220 1267 550
Stage 1 ------646 646 -598 598 -
Stage 2 ------578 617 -622 670 -
Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 -
Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 1003 --983 --156 170 521 157 169 535
Stage 1 ------460 467 -489 491 -
Stage 2 ------501 481 -475 456 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1003 --983 --137 159 521 143 158 535
Mov Cap-2 Maneuver ------137 159 -143 158 -
Stage 1 ------443 449 -477 479 -
Stage 2 ------459 469 -443 438 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.53 0.35 24.23 26.86
HCM LOS C D
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)218 1003 --983 --228
HCM Lane V/C Ratio 0.14 0.038 --0.024 --0.281
HCM Ctrl Dly (s/v)24.2 8.7 --8.8 --26.9
HCM Lane LOS C A --A --D
HCM 95th %tile Q(veh)0.5 0.1 --0.1 --1.1
HCM 7th TWSC 2030 Total Traffic AM
7: University Blvd & Access 4 Tamana Fields
Synchro 12 Report
Page 10
Intersection
Int Delay, s/veh 0.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 501 44 22 517 35 0 0 14 0 0 29
Future Vol, veh/h 0 501 44 22 517 35 0 0 14 0 0 29
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length ---100 -100 -----0
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 545 48 24 562 38 0 0 15 0 0 32
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All -0 0 592 0 0 1178 1216 568 --562
Stage 1 ------568 568 ----
Stage 2 ------610 648 ----
Critical Hdwy ---4.12 --7.12 6.52 6.22 --6.22
Critical Hdwy Stg 1 ------6.12 5.52 ----
Critical Hdwy Stg 2 ------6.12 5.52 ----
Follow-up Hdwy ---2.218 --3.518 4.018 3.318 --3.318
Pot Cap-1 Maneuver 0 --983 --168 181 522 0 0 526
Stage 1 0 -----507 506 -0 0 -
Stage 2 0 -----482 466 -0 0 -
Platoon blocked, %----
Mov Cap-1 Maneuver ---983 --154 177 522 --526
Mov Cap-2 Maneuver ------154 177 ----
Stage 1 ------507 506 ----
Stage 2 ------442 455 ----
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0 0.34 12.1 12.27
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)522 --983 --526
HCM Lane V/C Ratio 0.029 --0.024 --0.06
HCM Ctrl Dly (s/v)12.1 --8.8 --12.3
HCM Lane LOS B --A --B
HCM 95th %tile Q(veh)0.1 --0.1 --0.2
HCM 7th TWSC 2030 Total Traffic AM
8: Mikan Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 11
Intersection
Int Delay, s/veh 8.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 33 415 66 44 391 36 82 13 26 35 22 101
Future Vol, veh/h 33 415 66 44 391 36 82 13 26 35 22 101
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 45 --100 --100 --100 --
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 36 451 72 48 425 39 89 14 28 38 24 110
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 464 0 0 523 0 0 1091 1118 487 1070 1135 445
Stage 1 ------559 559 -540 540 -
Stage 2 ------533 560 -530 595 -
Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 -
Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 1097 --1044 --192 207 581 199 202 613
Stage 1 ------514 511 -526 521 -
Stage 2 ------531 511 -533 493 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1097 --1044 --128 191 581 163 187 613
Mov Cap-2 Maneuver ------128 191 -163 187 -
Stage 1 ------497 495 -502 497 -
Stage 2 ------396 487 -476 477 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.54 0.8 60.01 20.63
HCM LOS F C
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2
Capacity (veh/h)128 346 1097 --1044 --163 435
HCM Lane V/C Ratio 0.695 0.123 0.033 --0.046 --0.234 0.307
HCM Ctrl Dly (s/v)80.5 16.9 8.4 --8.6 --33.8 16.9
HCM Lane LOS F C A --A --D C
HCM 95th %tile Q(veh)3.8 0.4 0.1 --0.1 --0.9 1.3
HCM 7th TWSC 2030 Total Traffic AM
9: Access 6 & University Blvd Tamana Fields
Synchro 12 Report
Page 12
Intersection
Int Delay, s/veh 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 454 22 44 457 14 27
Future Vol, veh/h 454 22 44 457 14 27
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length --100 -0 -
Veh in Median Storage, #0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 493 24 48 497 15 29
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 517 0 1098 505
Stage 1 ----505 -
Stage 2 ----592 -
Critical Hdwy --4.12 -6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy --2.218 -3.518 3.318
Pot Cap-1 Maneuver --1048 -236 567
Stage 1 ----606 -
Stage 2 ----552 -
Platoon blocked, %---
Mov Cap-1 Maneuver --1048 -225 567
Mov Cap-2 Maneuver ----225 -
Stage 1 ----578 -
Stage 2 ----552 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 0.76 15.96
HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)373 --1048 -
HCM Lane V/C Ratio 0.119 --0.046 -
HCM Ctrl Dly (s/v)16 --8.6 -
HCM Lane LOS C --A -
HCM 95th %tile Q(veh)0.4 --0.1 -
HCM 7th TWSC 2030 Total Traffic AM
10: 5th West & University Blvd Tamana Fields
Synchro 12 Report
Page 13
Intersection
Int Delay, s/veh 9.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 72 416 39 5 329 0 73 9 10 5 7 266
Future Vol, veh/h 72 416 39 5 329 0 73 9 10 5 7 266
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 75 -75 95 --100 -----
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 78 452 42 5 358 0 79 10 11 5 8 289
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 358 0 0 495 0 0 981 977 452 982 1020 358
Stage 1 ------609 609 -368 368 -
Stage 2 ------372 368 -614 651 -
Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 -
Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 1201 --1069 --229 251 607 228 237 687
Stage 1 ------482 485 -651 621 -
Stage 2 ------648 621 -479 465 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1201 --1069 --119 233 607 200 220 687
Mov Cap-2 Maneuver ------119 233 -200 220 -
Stage 1 ------451 454 -648 618 -
Stage 2 ------369 618 -431 434 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 1.12 0.13 67.88 16
HCM LOS F C
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)119 345 1201 --1069 --626
HCM Lane V/C Ratio 0.666 0.06 0.065 --0.005 --0.483
HCM Ctrl Dly (s/v)81.4 16.1 8.2 --8.4 --16
HCM Lane LOS F C A --A --C
HCM 95th %tile Q(veh)3.5 0.2 0.2 --0 --2.6
HCM 7th TWSC 2030 Total Traffic AM
11: Yellowstone Highway & Access 1 Tamana Fields
Synchro 12 Report
Page 14
Intersection
Int Delay, s/veh 1.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 22 59 466 31 44 218
Future Vol, veh/h 22 59 466 31 44 218
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized -None -None -None
Storage Length 0 ---100 -
Veh in Median Storage, #0 -0 --0
Grade, %0 -0 --0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 24 64 507 34 48 237
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 738 270 0 0 540 0
Stage 1 523 -----
Stage 2 214 -----
Critical Hdwy 6.84 6.94 --4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 --2.22 -
Pot Cap-1 Maneuver 354 728 --1024 -
Stage 1 559 -----
Stage 2 801 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 337 728 --1024 -
Mov Cap-2 Maneuver 337 -----
Stage 1 533 -----
Stage 2 801 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 12.73 0 1.46
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)--553 1024 -
HCM Lane V/C Ratio --0.159 0.047 -
HCM Ctrl Dly (s/v)--12.7 8.7 -
HCM Lane LOS --B A -
HCM 95th %tile Q(veh)--0.6 0.1 -
HCM 7th TWSC 2030 Total Traffic AM
12: Mikan Drive & Access 5 Tamana Fields
Synchro 12 Report
Page 15
Intersection
Int Delay, s/veh 0
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 54 0 0 0 0 67 0 0 0 110 0 22
Future Vol, veh/h 54 0 0 0 0 67 0 0 0 110 0 22
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized --None --None --None --None
Storage Length ------------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 59 0 0 0 0 73 0 0 0 120 0 24
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 251 251 12 239 263 0 24 0 0 0 0 0
Stage 1 251 251 -0 0 -------
Stage 2 0 0 -239 263 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 --4.12 --
Critical Hdwy Stg 1 6.12 5.52 -6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 -6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 --2.218 --
Pot Cap-1 Maneuver 702 652 1069 715 642 -1591 -----
Stage 1 753 699 ----------
Stage 2 ---764 691 -------
Platoon blocked, %----
Mov Cap-1 Maneuver -652 1069 715 642 -1591 -----
Mov Cap-2 Maneuver -652 -715 642 -------
Stage 1 753 699 ----------
Stage 2 ---764 691 -------
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0
HCM LOS --
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h)1591 -------
HCM Lane V/C Ratio --------
HCM Ctrl Dly (s/v)0 -------
HCM Lane LOS A -------
HCM 95th %tile Q(veh)0 -------
HCM Signalized Intersection Capacity Analysis 2030 Total Traffic PM
1: US-20 SB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 1
Movement EBT EBR WBT SBL SBR
Lane Configurations
Traffic Volume (vph)344 104 409 270 80
Future Volume (vph)344 104 409 270 80
Ideal Flow (vphpl)1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.0
Lane Util. Factor 0.95 1.00 0.95 1.00 1.00
Frt 1.00 0.85 1.00 1.00 0.85
Flt Protected 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)3539 1583 3539 1770 1583
Flt Permitted 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)3539 1583 3539 1770 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)374 113 445 293 87
RTOR Reduction (vph)0 80 0 0 0
Lane Group Flow (vph)374 33 445 293 87
Turn Type NA Prot NA Prot Free
Protected Phases 4 4 8 1
Permitted Phases Free
Actuated Green, G (s)6.7 6.7 6.7 7.1 22.8
Effective Green, g (s)6.7 6.7 6.7 7.1 22.8
Actuated g/C Ratio 0.29 0.29 0.29 0.31 1.00
Clearance Time (s)4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1039 465 1039 551 1583
v/s Ratio Prot 0.11 0.02 c0.13 c0.17
v/s Ratio Perm 0.05
v/c Ratio 0.36 0.07 0.43 0.53 0.05
Uniform Delay, d1 6.4 5.8 6.5 6.5 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.2 0.1 0.3 1.0 0.1
Delay (s)6.6 5.9 6.8 7.5 0.1
Level of Service A A A A A
Approach Delay (s/veh)6.4 6.8
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)6.4 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.48
Actuated Cycle Length (s) 22.8 Sum of lost time (s)9.0
Intersection Capacity Utilization 33.3%ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis 2030 Total Traffic PM
2: US-20 NB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 3
Movement WBT WBR2 NBL2 NBR SEL2 SEL
Lane Configurations
Traffic Volume (vph)1083 259 101 798 59 508
Future Volume (vph)1083 259 101 798 59 508
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.0 4.5 4.5 4.5 4.5
Lane Util. Factor 0.95 1.00 1.00 0.88 1.00 0.97
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (prot)3539 1583 1770 2787 1770 3433
Flt Permitted 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (perm)3539 1583 1770 2787 1770 3433
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)1177 282 110 867 64 552
RTOR Reduction (vph)0 0 29 284 35 0
Lane Group Flow (vph)1177 282 81 583 29 552
Turn Type NA Free Prot Prot Perm Prot
Protected Phases 5 5 4
Permitted Phases 8 Free 4
Actuated Green, G (s)17.1 37.1 11.0 11.0 17.1 17.1
Effective Green, g (s)17.1 37.1 11.0 11.0 17.1 17.1
Actuated g/C Ratio 0.46 1.00 0.30 0.30 0.46 0.46
Clearance Time (s)4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1631 1583 524 826 815 1582
v/s Ratio Prot 0.05 c0.21 0.16
v/s Ratio Perm c0.33 0.18 0.02
v/c Ratio 0.72 0.18 0.15 0.71 0.04 0.35
Uniform Delay, d1 8.1 0.0 9.6 11.6 5.5 6.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.6 0.2 0.1 2.8 0.0 0.1
Delay (s)9.7 0.2 9.8 14.4 5.5 6.6
Level of Service A A A B A A
Approach Delay (s/veh)7.9 6.4
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)9.5 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.72
Actuated Cycle Length (s) 37.1 Sum of lost time (s)9.0
Intersection Capacity Utilization 60.9%ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
HCM 7th TWSC 2030 Total Traffic PM
3: Golden Beauty Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 5
Intersection
Int Delay, s/veh 24.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 25 1249 36 35 1262 52 20 1 48 23 0 60
Future Vol, veh/h 25 1249 36 35 1262 52 20 1 48 23 0 60
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 130 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 27 1358 39 38 1372 57 22 1 52 25 0 65
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1428 0 0 1397 0 0 2193 2936 698 2210 2927 714
Stage 1 ------1432 1432 -1476 1476 -
Stage 2 ------762 1504 -734 1451 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 472 --485 --25 15 383 ~ 24 15 374
Stage 1 ------141 198 -132 189 -
Stage 2 ------363 183 -378 194 -
Platoon blocked, %----
Mov Cap-1 Maneuver 472 --485 --~ 18 13 383 ~ 17 13 374
Mov Cap-2 Maneuver ------~ 18 13 -~ 17 13 -
Stage 1 ------133 187 -122 174 -
Stage 2 ------276 168 -306 183 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.25 0.34 $ 400.94 $ 482.29
HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)53 472 --485 --55
HCM Lane V/C Ratio 1.428 0.058 --0.078 --1.65
HCM Ctrl Dly (s/v)$ 400.9 13.1 --13 --$ 482.3
HCM Lane LOS F B --B --F
HCM 95th %tile Q(veh)6.9 0.2 --0.3 --8.4
Notes
~: Volume exceeds capacity $: Delay exceeds 300s
+: Computation Not Defined *: All major volume in platoon
HCM Signalized Intersection Capacity Analysis 2030 Total Traffic PM
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)475 712 81 89 640 65 109 324 75 138 284 424
Future Volume (vph)475 712 81 89 640 65 109 324 75 138 284 424
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 0.95 1.00 0.95
Frt 1.00 0.99 1.00 0.99 1.00 0.97 1.00 0.91
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1610 3330 1770 3490 1770 3439 1770 3221
Flt Permitted 0.95 1.00 0.95 1.00 0.21 1.00 0.36 1.00
Satd. Flow (perm)1610 3330 1770 3490 394 3439 676 3221
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)516 774 88 97 696 71 118 352 82 150 309 461
RTOR Reduction (vph)0 10 0 0 9 0 0 25 0 0 333 0
Lane Group Flow (vph)449 919 0 97 758 0 118 409 0 150 437 0
Turn Type Split NA Split NA pm+pt NA pm+pt NA
Protected Phases 4 4 8 8 5 2 1 6
Permitted Phases 2 6
Actuated Green, G (s)20.5 20.5 18.0 18.0 22.9 18.9 24.9 19.9
Effective Green, g (s)20.5 20.5 18.0 18.0 22.9 18.9 24.9 19.9
Actuated g/C Ratio 0.25 0.25 0.22 0.22 0.28 0.24 0.31 0.25
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)410 849 396 781 180 808 277 797
v/s Ratio Prot c0.28 0.28 0.05 c0.22 0.03 0.12 c0.03 0.14
v/s Ratio Perm c0.15 0.13
v/c Ratio 1.10 1.08 0.24 0.97 0.66 0.51 0.54 0.55
Uniform Delay, d1 30.0 30.0 25.6 30.9 23.3 26.7 21.3 26.3
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 72.6 55.8 0.3 25.0 8.3 2.3 2.2 2.7
Delay (s)102.6 85.7 25.9 55.9 31.6 29.0 23.4 29.1
Level of Service F F C E C C C C
Approach Delay (s/veh)91.2 52.5 29.5 28.1
Approach LOS F D C C
Intersection Summary
HCM 2000 Control Delay (s/veh)57.4 HCM 2000 Level of Service E
HCM 2000 Volume to Capacity ratio 0.88
Actuated Cycle Length (s) 80.4 Sum of lost time (s)18.0
Intersection Capacity Utilization 86.3%ICU Level of Service E
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2030 Total Traffic PM
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)475 712 81 89 640 65 109 324 75 138 284 424
Future Volume (veh/h)475 712 81 89 640 65 109 324 75 138 284 424
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 459 853 88 97 696 71 118 352 82 150 309 461
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 459 860 89 403 737 75 203 649 149 314 402 359
Arrive On Green 0.26 0.26 0.26 0.23 0.23 0.23 0.06 0.23 0.23 0.06 0.23 0.23
Sat Flow, veh/h 1781 3335 344 1781 3256 332 1781 2868 660 1781 1777 1585
Grp Volume(v), veh/h 459 478 463 97 380 387 118 216 218 150 309 461
Grp Sat Flow(s),veh/h/ln 1781 1870 1808 1781 1777 1811 1781 1777 1752 1781 1777 1585
Q Serve(g_s), s 20.5 20.3 20.3 3.5 16.7 16.7 4.0 8.5 8.7 5.0 12.9 18.0
Cycle Q Clear(g_c), s 20.5 20.3 20.3 3.5 16.7 16.7 4.0 8.5 8.7 5.0 12.9 18.0
Prop In Lane 1.00 0.19 1.00 0.18 1.00 0.38 1.00 1.00
Lane Grp Cap(c), veh/h 459 482 466 403 402 410 203 402 397 314 402 359
V/C Ratio(X)1.00 0.99 0.99 0.24 0.94 0.94 0.58 0.54 0.55 0.48 0.77 1.28
Avail Cap(c_a), veh/h 459 482 466 403 402 410 203 402 397 314 402 359
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 29.5 29.4 29.4 25.2 30.3 30.3 23.5 27.1 27.2 22.8 28.8 30.8
Incr Delay (d2), s/veh 41.8 38.8 39.5 0.3 30.8 30.7 4.2 5.1 5.4 1.1 13.2 147.7
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 13.3 13.4 13.1 1.4 10.0 10.2 1.8 3.9 4.0 2.1 6.5 21.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 71.3 68.2 68.9 25.5 61.1 61.0 27.7 32.2 32.5 23.9 42.0 178.4
LnGrp LOS E E E C E E C C C C D F
Approach Vol, veh/h 1400 864 552 920
Approach Delay, s/veh 69.4 57.0 31.4 107.4
Approach LOS E E C F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 9.5 22.5 25.0 9.5 22.5 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 18.0 20.5 5.0 18.0 18.0
Max Q Clear Time (g_c+I1), s 7.0 10.7 22.5 6.0 20.0 18.7
Green Ext Time (p_c), s 0.0 1.3 0.0 0.0 0.0 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 70.3
HCM 7th LOS E
Notes
User approved volume balancing among the lanes for turning movement.
HCM 7th TWSC 2030 Total Traffic PM
5: Access 2 & University Blvd Tamana Fields
Synchro 12 Report
Page 8
Intersection
Int Delay, s/veh 6.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 95 763 110 46 705 9 36 0 46 6 0 51
Future Vol, veh/h 95 763 110 46 705 9 36 0 46 6 0 51
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 100 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 103 829 120 50 766 10 39 0 50 7 0 55
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 776 0 0 949 0 0 1579 1972 474 1492 2027 388
Stage 1 ------1096 1096 -871 871 -
Stage 2 ------483 876 -621 1155 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 836 --719 --74 62 536 85 57 610
Stage 1 ------228 288 -312 367 -
Stage 2 ------533 365 -441 269 -
Platoon blocked, %----
Mov Cap-1 Maneuver 836 --719 --55 50 536 63 46 610
Mov Cap-2 Maneuver ------55 50 -63 46 -
Stage 1 ------200 252 -290 341 -
Stage 2 ------451 339 -351 236 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.97 0.63 112.46 18.98
HCM LOS F C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)110 836 --719 --319
HCM Lane V/C Ratio 0.811 0.124 --0.07 --0.194
HCM Ctrl Dly (s/v)112.5 9.9 --10.4 --19
HCM Lane LOS F A --B --C
HCM 95th %tile Q(veh)4.6 0.4 --0.2 --0.7
HCM 7th TWSC 2030 Total Traffic PM
6: Tamana Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 9
Intersection
Int Delay, s/veh 27.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 64 677 73 36 654 73 36 0 36 61 0 70
Future Vol, veh/h 64 677 73 36 654 73 36 0 36 61 0 70
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 100 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 70 736 79 39 711 79 39 0 39 66 0 76
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 790 0 0 815 0 0 1704 1783 776 1704 1783 751
Stage 1 ------915 915 -829 829 -
Stage 2 ------789 868 -875 954 -
Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 -
Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 830 --812 --72 82 398 72 82 411
Stage 1 ------327 352 -365 385 -
Stage 2 ------384 369 -344 337 -
Platoon blocked, %----
Mov Cap-1 Maneuver 830 --812 --51 71 398 ~ 57 71 411
Mov Cap-2 Maneuver ------51 71 -~ 57 71 -
Stage 1 ------300 322 -347 367 -
Stage 2 ------298 352 -284 309 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.77 0.46 140.82 282.83
HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)91 830 --812 --105
HCM Lane V/C Ratio 0.86 0.084 --0.048 --1.352
HCM Ctrl Dly (s/v)140.8 9.7 --9.7 --282.8
HCM Lane LOS F A --A --F
HCM 95th %tile Q(veh)4.7 0.3 --0.2 --10
Notes
~: Volume exceeds capacity $: Delay exceeds 300s
+: Computation Not Defined *: All major volume in platoon
HCM 7th TWSC 2030 Total Traffic PM
7: Access 4 & University Blvd Tamana Fields
Synchro 12 Report
Page 10
Intersection
Int Delay, s/veh 0.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 702 72 36 724 42 0 0 35 0 0 40
Future Vol, veh/h 0 702 72 36 724 42 0 0 35 0 0 40
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length ---100 -100 -----0
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 763 78 39 787 46 0 0 38 0 0 43
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All -0 0 841 0 0 1667 1713 802 --787
Stage 1 ------802 802 ----
Stage 2 ------865 911 ----
Critical Hdwy ---4.12 --7.12 6.52 6.22 --6.22
Critical Hdwy Stg 1 ------6.12 5.52 ----
Critical Hdwy Stg 2 ------6.12 5.52 ----
Follow-up Hdwy ---2.218 --3.518 4.018 3.318 --3.318
Pot Cap-1 Maneuver 0 --794 --77 90 384 0 0 392
Stage 1 0 -----378 396 -0 0 -
Stage 2 0 -----348 353 -0 0 -
Platoon blocked, %----
Mov Cap-1 Maneuver ---794 --65 86 384 --392
Mov Cap-2 Maneuver ------65 86 ----
Stage 1 ------378 396 ----
Stage 2 ------294 336 ----
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0 0.44 15.41 15.34
HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)384 --794 --392
HCM Lane V/C Ratio 0.099 --0.049 --0.111
HCM Ctrl Dly (s/v)15.4 --9.8 --15.3
HCM Lane LOS C --A --C
HCM 95th %tile Q(veh)0.3 --0.2 --0.4
HCM 7th TWSC 2030 Total Traffic PM
8: Mikan Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 11
Intersection
Int Delay, s/veh 406.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 124 505 108 72 527 43 213 35 71 42 36 62
Future Vol, veh/h 124 505 108 72 527 43 213 35 71 42 36 62
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 45 --100 --100 --100 --
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 135 549 117 78 573 47 232 38 77 46 39 67
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 620 0 0 666 0 0 1626 1653 608 1590 1689 596
Stage 1 ------877 877 -753 753 -
Stage 2 ------749 776 -838 936 -
Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 -
Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 961 --923 --~ 82 98 496 87 94 503
Stage 1 ------343 366 -402 418 -
Stage 2 ------404 407 -361 344 -
Platoon blocked, %----
Mov Cap-1 Maneuver 961 --923 --~ 29 77 496 ~ 33 74 503
Mov Cap-2 Maneuver ------~ 29 77 -~ 33 74 -
Stage 1 ------295 315 -368 382 -
Stage 2 ------287 373 -230 296 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 1.57 1.04 $ 2251.03 188.7
HCM LOS F F
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2
Capacity (veh/h)29 178 961 --923 --33 160
HCM Lane V/C Ratio 7.849 0.647 0.14 --0.085 --1.394 0.666
HCM Ctrl Dly (s/v)$ 3343.2 56.3 9.4 --9.3 --$ 480.6 63.6
HCM Lane LOS F F A --A --F F
HCM 95th %tile Q(veh)28.3 3.7 0.5 --0.3 --5 3.8
Notes
~: Volume exceeds capacity $: Delay exceeds 300s
+: Computation Not Defined *: All major volume in platoon
HCM 7th TWSC 2030 Total Traffic PM
9: Access 6 & University Blvd Tamana Fields
Synchro 12 Report
Page 12
Intersection
Int Delay, s/veh 2.8
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 582 36 73 607 35 71
Future Vol, veh/h 582 36 73 607 35 71
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length --100 -0 -
Veh in Median Storage, #0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 633 39 79 660 38 77
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 672 0 1471 652
Stage 1 ----652 -
Stage 2 ----818 -
Critical Hdwy --4.12 -6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy --2.218 -3.518 3.318
Pot Cap-1 Maneuver --919 -140 468
Stage 1 ----518 -
Stage 2 ----434 -
Platoon blocked, %---
Mov Cap-1 Maneuver --919 -128 468
Mov Cap-2 Maneuver ----128 -
Stage 1 ----474 -
Stage 2 ----434 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 1 31.28
HCM LOS D
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)249 --919 -
HCM Lane V/C Ratio 0.462 --0.086 -
HCM Ctrl Dly (s/v)31.3 --9.3 -
HCM Lane LOS D --A -
HCM 95th %tile Q(veh)2.3 --0.3 -
HCM 7th TWSC 2030 Total Traffic PM
10: 5th West & University Blvd Tamana Fields
Synchro 12 Report
Page 13
Intersection
Int Delay, s/veh 128.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 268 528 91 6 564 17 92 3 2 10 11 201
Future Vol, veh/h 268 528 91 6 564 17 92 3 2 10 11 201
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 75 -75 95 --100 -----
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 291 574 99 7 613 18 100 3 2 11 12 218
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 632 0 0 673 0 0 1789 1801 574 1793 1891 622
Stage 1 ------1157 1157 -635 635 -
Stage 2 ------632 645 -1158 1255 -
Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 -
Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 951 --918 --~ 63 80 518 62 70 487
Stage 1 ------239 271 -466 472 -
Stage 2 ------468 468 -239 243 -
Platoon blocked, %----
Mov Cap-1 Maneuver 951 --918 --~ 19 55 518 41 48 487
Mov Cap-2 Maneuver ------~ 19 55 -41 48 -
Stage 1 ------166 188 -463 469 -
Stage 2 ------250 464 -162 169 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 3.16 0.09 $ 2141.94 89.91
HCM LOS F F
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)19 85 951 --918 --251
HCM Lane V/C Ratio 5.132 0.064 0.306 --0.007 --0.961
HCM Ctrl Dly (s/v)$ 2255.6 50 10.4 --8.9 --89.9
HCM Lane LOS F E B --A --F
HCM 95th %tile Q(veh)13 0.2 1.3 --0 --8.9
Notes
~: Volume exceeds capacity $: Delay exceeds 300s
+: Computation Not Defined *: All major volume in platoon
HCM 7th TWSC 2030 Total Traffic PM
11: Yellowstone Highway & Access 1 Tamana Fields
Synchro 12 Report
Page 14
Intersection
Int Delay, s/veh 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 45 134 447 44 62 395
Future Vol, veh/h 45 134 447 44 62 395
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized -None -None -None
Storage Length 0 ---100 -
Veh in Median Storage, #0 -0 --0
Grade, %0 -0 --0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 49 146 486 48 67 429
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 859 267 0 0 534 0
Stage 1 510 -----
Stage 2 349 -----
Critical Hdwy 6.84 6.94 --4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 --2.22 -
Pot Cap-1 Maneuver 295 731 --1030 -
Stage 1 568 -----
Stage 2 685 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 276 731 --1030 -
Mov Cap-2 Maneuver 276 -----
Stage 1 531 -----
Stage 2 685 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 16.1 0 1.19
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)--517 1030 -
HCM Lane V/C Ratio --0.376 0.065 -
HCM Ctrl Dly (s/v)--16.1 8.7 -
HCM Lane LOS --C A -
HCM 95th %tile Q(veh)--1.7 0.2 -
HCM 7th TWSC 2030 Total Traffic PM
12: Mikan Drive & Access 5 Tamana Fields
Synchro 12 Report
Page 15
Intersection
Int Delay, s/veh 0
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 142 0 0 0 0 177 0 0 0 181 0 36
Future Vol, veh/h 142 0 0 0 0 177 0 0 0 181 0 36
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized --None --None --None --None
Storage Length ------------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 154 0 0 0 0 192 0 0 0 197 0 39
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 413 413 20 393 433 0 39 0 0 0 0 0
Stage 1 413 413 -0 0 -------
Stage 2 0 0 -393 433 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 --4.12 --
Critical Hdwy Stg 1 6.12 5.52 -6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 -6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 --2.218 --
Pot Cap-1 Maneuver 549 529 1058 566 516 -1571 -----
Stage 1 616 594 ----------
Stage 2 ---631 582 -------
Platoon blocked, %----
Mov Cap-1 Maneuver -529 1058 566 516 -1571 -----
Mov Cap-2 Maneuver -529 -566 516 -------
Stage 1 616 594 ----------
Stage 2 ---631 582 -------
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0
HCM LOS --
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h)1571 -------
HCM Lane V/C Ratio --------
HCM Ctrl Dly (s/v)0 -------
HCM Lane LOS A -------
HCM 95th %tile Q(veh)0 -------
FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
75
2030 Total Traffic Mitigated Analysis
HCM Signalized Intersection Capacity Analysis 2030 Total Traffic AM Mitigations
1: US-20 SB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 1
Movement EBT EBR WBT SBL SBR
Lane Configurations
Traffic Volume (vph)365 90 563 180 146
Future Volume (vph)365 90 563 180 146
Ideal Flow (vphpl)1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.0
Lane Util. Factor 0.95 1.00 0.95 1.00 1.00
Frt 1.00 0.85 1.00 1.00 0.85
Flt Protected 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)3539 1583 3539 1770 1583
Flt Permitted 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)3539 1583 3539 1770 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)397 98 612 196 159
RTOR Reduction (vph)0 59 0 0 0
Lane Group Flow (vph)397 39 612 196 159
Turn Type NA Prot NA Prot Free
Protected Phases 4 4 8 1
Permitted Phases Free
Actuated Green, G (s)8.7 8.7 8.7 4.2 21.9
Effective Green, g (s)8.7 8.7 8.7 4.2 21.9
Actuated g/C Ratio 0.40 0.40 0.40 0.19 1.00
Clearance Time (s)4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1405 628 1405 339 1583
v/s Ratio Prot 0.11 0.02 c0.17 c0.11
v/s Ratio Perm 0.10
v/c Ratio 0.28 0.06 0.44 0.58 0.10
Uniform Delay, d1 4.5 4.1 4.8 8.0 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.0 0.2 2.4 0.1
Delay (s)4.6 4.1 5.0 10.4 0.1
Level of Service A A A B A
Approach Delay (s/veh)4.5 5.0
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)5.0 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.48
Actuated Cycle Length (s) 21.9 Sum of lost time (s)9.0
Intersection Capacity Utilization 32.6%ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis 2030 Total Traffic AM Mitigations
2: US-20 NB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 3
Movement WBT WBR2 NBL2 NBR SEL2 SEL
Lane Configurations
Traffic Volume (vph)998 178 138 605 51 487
Future Volume (vph)998 178 138 605 51 487
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.0 4.5 4.5 4.5 4.5
Lane Util. Factor 0.95 1.00 1.00 0.88 1.00 0.97
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (prot)3539 1583 1770 2787 1770 3433
Flt Permitted 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (perm)3539 1583 1770 2787 1770 3433
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)1085 193 150 658 55 529
RTOR Reduction (vph)0 0 34 316 29 0
Lane Group Flow (vph)1085 193 116 342 26 529
Turn Type NA Free Prot Prot Perm Prot
Protected Phases 5 5 4
Permitted Phases 8 Free 4
Actuated Green, G (s)15.9 34.0 9.1 9.1 15.9 15.9
Effective Green, g (s)15.9 34.0 9.1 9.1 15.9 15.9
Actuated g/C Ratio 0.47 1.00 0.27 0.27 0.47 0.47
Clearance Time (s)4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1655 1583 473 745 827 1605
v/s Ratio Prot 0.07 c0.12 0.15
v/s Ratio Perm c0.31 0.12 0.01
v/c Ratio 0.66 0.12 0.24 0.46 0.03 0.33
Uniform Delay, d1 6.9 0.0 9.8 10.4 4.9 5.7
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.9 0.2 0.3 0.4 0.0 0.1
Delay (s)7.9 0.2 10.0 10.8 4.9 5.8
Level of Service A A B B A A
Approach Delay (s/veh)6.7 5.7
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)7.7 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.58
Actuated Cycle Length (s) 34.0 Sum of lost time (s)9.0
Intersection Capacity Utilization 60.0%ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
HCM 7th TWSC 2030 Total Traffic AM Mitigations
3: Golden Beauty Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 5
Intersection
Int Delay, s/veh 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 26 1013 55 36 1124 27 0 0 74 0 0 48
Future Vol, veh/h 26 1013 55 36 1124 27 0 0 74 0 0 48
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 130 --100 ----0 --0
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 28 1101 60 39 1222 29 0 0 80 0 0 52
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1251 0 0 1161 0 0 --580 --626
Stage 1 ------------
Stage 2 ------------
Critical Hdwy 4.14 --4.14 ----6.94 --6.94
Critical Hdwy Stg 1 ------------
Critical Hdwy Stg 2 ------------
Follow-up Hdwy 2.22 --2.22 ----3.32 --3.32
Pot Cap-1 Maneuver 552 --598 --0 0 457 0 0 427
Stage 1 ------0 0 -0 0 -
Stage 2 ------0 0 -0 0 -
Platoon blocked, %----
Mov Cap-1 Maneuver 552 --598 ----457 --427
Mov Cap-2 Maneuver ------------
Stage 1 ------------
Stage 2 ------------
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.28 0.35 14.54 14.59
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)457 552 --598 --427
HCM Lane V/C Ratio 0.176 0.051 --0.065 --0.122
HCM Ctrl Dly (s/v)14.5 11.9 --11.4 --14.6
HCM Lane LOS B B --B --B
HCM 95th %tile Q(veh)0.6 0.2 --0.2 --0.4
HCM Signalized Intersection Capacity Analysis 2030 Total Traffic AM Mitigations
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)434 494 59 64 500 26 151 280 58 79 138 485
Future Volume (vph)434 494 59 64 500 26 151 280 58 79 138 485
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 0.97 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Frt 1.00 0.98 1.00 0.99 1.00 0.97 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot)3433 3483 1770 3513 1770 3448 1770 3539 1583
Flt Permitted 0.95 1.00 0.42 1.00 0.61 1.00 0.52 1.00 1.00
Satd. Flow (perm)3433 3483 791 3513 1141 3448 964 3539 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)472 537 64 70 543 28 164 304 63 86 150 527
RTOR Reduction (vph)0 10 0 0 5 0 0 21 0 0 0 69
Lane Group Flow (vph)472 591 0 70 566 0 164 346 0 86 150 458
Turn Type Prot NA pm+pt NA pm+pt NA pm+pt NA pm+ov
Protected Phases 7 4 3 8 5 2 1 6 7
Permitted Phases 8 2 6 6
Actuated Green, G (s)15.6 27.2 23.2 17.4 27.7 22.2 24.7 20.7 36.3
Effective Green, g (s)15.6 27.2 23.2 17.4 27.7 22.2 24.7 20.7 36.3
Actuated g/C Ratio 0.20 0.35 0.30 0.23 0.36 0.29 0.32 0.27 0.47
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)693 1227 311 791 454 991 350 948 836
v/s Ratio Prot c0.14 0.17 0.02 c0.16 c0.03 0.10 0.01 0.04 c0.11
v/s Ratio Perm 0.05 0.10 0.07 0.18
v/c Ratio 0.68 0.48 0.23 0.72 0.36 0.35 0.25 0.16 0.55
Uniform Delay, d1 28.5 19.5 19.7 27.6 17.5 21.8 18.8 21.6 14.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.8 0.3 0.4 3.1 0.5 1.0 0.4 0.4 0.7
Delay (s)31.3 19.8 20.0 30.7 18.0 22.8 19.1 21.9 15.3
Level of Service C B C C B C B C B
Approach Delay (s/veh)24.8 29.6 21.3 17.1
Approach LOS C C C B
Intersection Summary
HCM 2000 Control Delay (s/veh)23.2 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.64
Actuated Cycle Length (s) 77.2 Sum of lost time (s)18.0
Intersection Capacity Utilization 64.3%ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2030 Total Traffic AM Mitigations
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)434 494 59 64 500 26 151 280 58 79 138 485
Future Volume (veh/h)434 494 59 64 500 26 151 280 58 79 138 485
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 472 537 64 70 543 28 164 304 63 86 150 527
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 604 974 116 367 696 36 437 892 182 434 1004 725
Arrive On Green 0.17 0.30 0.30 0.07 0.20 0.20 0.08 0.30 0.30 0.06 0.28 0.28
Sat Flow, veh/h 3456 3199 380 1781 3438 177 1781 2938 601 1781 3554 1585
Grp Volume(v), veh/h 472 298 303 70 280 291 164 182 185 86 150 527
Grp Sat Flow(s),veh/h/ln 1728 1777 1802 1781 1777 1838 1781 1777 1762 1781 1777 1585
Q Serve(g_s), s 9.0 9.7 9.7 2.0 10.3 10.3 4.5 5.5 5.6 2.3 2.2 18.7
Cycle Q Clear(g_c), s 9.0 9.7 9.7 2.0 10.3 10.3 4.5 5.5 5.6 2.3 2.2 18.7
Prop In Lane 1.00 0.21 1.00 0.10 1.00 0.34 1.00 1.00
Lane Grp Cap(c), veh/h 604 541 549 367 359 372 437 540 535 434 1004 725
V/C Ratio(X)0.78 0.55 0.55 0.19 0.78 0.78 0.37 0.34 0.35 0.20 0.15 0.73
Avail Cap(c_a), veh/h 926 541 549 703 476 493 437 540 535 461 1004 725
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 27.2 20.0 20.1 19.0 26.1 26.1 15.5 18.6 18.7 15.9 18.6 15.2
Incr Delay (d2), s/veh 2.4 1.2 1.2 0.2 5.9 5.8 0.5 1.7 1.8 0.2 0.3 6.3
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.5 3.7 3.7 0.8 4.5 4.7 1.6 2.2 2.3 0.8 0.8 6.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 29.6 21.2 21.3 19.2 32.0 31.9 16.0 20.3 20.5 16.1 18.9 21.5
LnGrp LOS C C C B C C B C C B B C
Approach Vol, veh/h 1073 641 531 763
Approach Delay, s/veh 24.9 30.6 19.1 20.4
Approach LOS C C B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.5 25.5 9.5 25.5 10.0 24.0 16.6 18.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 19.9 18.0 19.0 5.5 19.5 18.5 18.5
Max Q Clear Time (g_c+I1), s 4.3 7.6 4.0 11.7 6.5 20.7 11.0 12.3
Green Ext Time (p_c), s 0.0 1.5 0.1 1.9 0.0 0.0 1.1 1.6
Intersection Summary
HCM 7th Control Delay, s/veh 23.9
HCM 7th LOS C
HCM 7th TWSC 2030 Total Traffic AM Mitigations
5: Access 2 & University Blvd Tamana Fields
Synchro 12 Report
Page 8
Intersection
Int Delay, s/veh 2.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 42 551 73 29 490 14 24 0 20 10 0 74
Future Vol, veh/h 42 551 73 29 490 14 24 0 20 10 0 74
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 100 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 46 599 79 32 533 15 26 0 22 11 0 80
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 548 0 0 678 0 0 1059 1341 339 994 1373 274
Stage 1 ------730 730 -603 603 -
Stage 2 ------329 611 -391 770 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 1018 --910 --179 151 657 199 145 724
Stage 1 ------380 426 -452 486 -
Stage 2 ------658 483 -605 408 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1018 --910 --146 139 657 178 133 724
Mov Cap-2 Maneuver ------146 139 -178 133 -
Stage 1 ------363 407 -437 470 -
Stage 2 ------564 466 -559 390 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.55 0.5 25.12 13.2
HCM LOS D B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)226 1018 --910 --530
HCM Lane V/C Ratio 0.211 0.045 --0.035 --0.172
HCM Ctrl Dly (s/v)25.1 8.7 --9.1 --13.2
HCM Lane LOS D A --A --B
HCM 95th %tile Q(veh)0.8 0.1 --0.1 --0.6
HCM 7th TWSC 2030 Total Traffic AM Mitigations
6: Tamana Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 9
Intersection
Int Delay, s/veh 2.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 35 502 44 22 488 36 14 0 14 29 0 30
Future Vol, veh/h 35 502 44 22 488 36 14 0 14 29 0 30
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 100 -0 100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 38 546 48 24 530 39 15 0 15 32 0 33
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 570 0 0 593 0 0 1200 1239 546 1220 1267 550
Stage 1 ------622 622 -598 598 -
Stage 2 ------578 617 -622 670 -
Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 -
Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 1003 --983 --162 175 538 157 169 535
Stage 1 ------475 479 -489 491 -
Stage 2 ------501 481 -475 456 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1003 --983 --143 165 538 143 158 535
Mov Cap-2 Maneuver ------143 165 -143 158 -
Stage 1 ------457 461 -477 479 -
Stage 2 ------459 469 -444 438 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.53 0.35 23.43 26.84
HCM LOS C D
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)226 1003 --983 --228
HCM Lane V/C Ratio 0.135 0.038 --0.024 --0.281
HCM Ctrl Dly (s/v)23.4 8.7 --8.8 --26.8
HCM Lane LOS C A --A --D
HCM 95th %tile Q(veh)0.5 0.1 --0.1 --1.1
HCM 7th TWSC 2030 Total Traffic AM Mitigations
7: University Blvd & Access 4 Tamana Fields
Synchro 12 Report
Page 10
Intersection
Int Delay, s/veh 0.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 501 44 22 517 35 0 0 14 0 0 29
Future Vol, veh/h 0 501 44 22 517 35 0 0 14 0 0 29
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length --100 100 -100 -----0
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 545 48 24 562 38 0 0 15 0 0 32
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All -0 0 592 0 0 1154 1192 545 --562
Stage 1 ------545 545 ----
Stage 2 ------610 648 ----
Critical Hdwy ---4.12 --7.12 6.52 6.22 --6.22
Critical Hdwy Stg 1 ------6.12 5.52 ----
Critical Hdwy Stg 2 ------6.12 5.52 ----
Follow-up Hdwy ---2.218 --3.518 4.018 3.318 --3.318
Pot Cap-1 Maneuver 0 --983 --174 187 539 0 0 526
Stage 1 0 -----523 519 -0 0 -
Stage 2 0 -----482 466 -0 0 -
Platoon blocked, %----
Mov Cap-1 Maneuver ---983 --160 182 539 --526
Mov Cap-2 Maneuver ------160 182 ----
Stage 1 ------523 519 ----
Stage 2 ------442 455 ----
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0 0.34 11.88 12.27
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)539 --983 --526
HCM Lane V/C Ratio 0.028 --0.024 --0.06
HCM Ctrl Dly (s/v)11.9 --8.8 --12.3
HCM Lane LOS B --A --B
HCM 95th %tile Q(veh)0.1 --0.1 --0.2
HCM Signalized Intersection Capacity Analysis 2030 Total Traffic AM Mitigations
8: Mikan Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)33 415 66 44 391 36 82 13 26 35 22 101
Future Volume (vph)33 415 66 44 391 36 82 13 26 35 22 101
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 0.99 1.00 0.90 1.00 0.88
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1770 1863 1583 1770 1839 1770 1676 1770 1633
Flt Permitted 0.29 1.00 1.00 0.30 1.00 0.67 1.00 0.73 1.00
Satd. Flow (perm)531 1863 1583 561 1839 1250 1676 1359 1633
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)36 451 72 48 425 39 89 14 28 38 24 110
RTOR Reduction (vph)0 0 48 0 6 0 0 18 0 0 70 0
Lane Group Flow (vph)36 451 24 48 458 0 89 24 0 38 64 0
Turn Type pm+pt NA Perm pm+pt NA Perm NA Perm NA
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 4 8 2 6
Actuated Green, G (s)18.6 17.0 17.0 18.6 17.0 18.7 18.7 18.7 18.7
Effective Green, g (s)18.6 17.0 17.0 18.6 17.0 18.7 18.7 18.7 18.7
Actuated g/C Ratio 0.37 0.33 0.33 0.37 0.33 0.37 0.37 0.37 0.37
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)233 623 529 243 615 460 616 500 601
v/s Ratio Prot 0.00 0.24 c0.01 c0.25 0.01 0.04
v/s Ratio Perm 0.05 0.02 0.07 c0.07 0.03
v/c Ratio 0.15 0.72 0.05 0.20 0.74 0.19 0.04 0.08 0.11
Uniform Delay, d1 11.0 14.8 11.4 11.0 15.0 10.9 10.3 10.4 10.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.3 4.2 0.0 0.4 4.9 0.9 0.1 0.3 0.4
Delay (s)11.3 19.0 11.5 11.4 19.9 11.9 10.4 10.7 10.9
Level of Service B B B B B B B B B
Approach Delay (s/veh)17.5 19.1 11.4 10.9
Approach LOS B B B B
Intersection Summary
HCM 2000 Control Delay (s/veh)16.7 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.44
Actuated Cycle Length (s) 50.8 Sum of lost time (s)13.5
Intersection Capacity Utilization 53.9%ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2030 Total Traffic AM Mitigations
8: Mikan Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)33 415 66 44 391 36 82 13 26 35 22 101
Future Volume (veh/h)33 415 66 44 391 36 82 13 26 35 22 101
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 36 451 72 48 425 39 89 14 28 38 24 110
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 295 569 482 308 530 49 541 206 411 630 108 494
Arrive On Green 0.04 0.30 0.30 0.05 0.31 0.31 0.37 0.37 0.37 0.37 0.37 0.37
Sat Flow, veh/h 1781 1870 1585 1781 1688 155 1256 557 1113 1365 292 1338
Grp Volume(v), veh/h 36 451 72 48 0 464 89 0 42 38 0 134
Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 0 1842 1256 0 1670 1365 0 1630
Q Serve(g_s), s 0.7 10.8 1.6 0.9 0.0 11.3 2.6 0.0 0.8 0.9 0.0 2.8
Cycle Q Clear(g_c), s 0.7 10.8 1.6 0.9 0.0 11.3 5.3 0.0 0.8 1.7 0.0 2.8
Prop In Lane 1.00 1.00 1.00 0.08 1.00 0.67 1.00 0.82
Lane Grp Cap(c), veh/h 295 569 482 308 0 578 541 0 617 630 0 602
V/C Ratio(X)0.12 0.79 0.15 0.16 0.00 0.80 0.16 0.00 0.07 0.06 0.00 0.22
Avail Cap(c_a), veh/h 407 902 765 404 0 889 541 0 617 630 0 602
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 11.9 15.5 12.3 11.7 0.0 15.3 12.4 0.0 9.9 10.5 0.0 10.5
Incr Delay (d2), s/veh 0.2 2.5 0.1 0.2 0.0 3.1 0.7 0.0 0.2 0.2 0.0 0.9
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 3.9 0.5 0.3 0.0 4.0 0.7 0.0 0.3 0.3 0.0 1.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 12.1 18.1 12.5 12.0 0.0 18.4 13.0 0.0 10.1 10.7 0.0 11.4
LnGrp LOS B B B B B B B B B
Approach Vol, veh/h 559 512 131 172
Approach Delay, s/veh 17.0 17.8 12.1 11.2
Approach LOS B B B B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 22.5 6.9 19.3 22.5 6.4 19.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 5.0 23.5 18.0 5.0 23.5
Max Q Clear Time (g_c+I1), s 7.3 2.9 12.8 4.8 2.7 13.3
Green Ext Time (p_c), s 0.3 0.0 2.1 0.7 0.0 1.9
Intersection Summary
HCM 7th Control Delay, s/veh 16.1
HCM 7th LOS B
HCM 7th TWSC 2030 Total Traffic AM Mitigations
9: Access 6 & University Blvd Tamana Fields
Synchro 12 Report
Page 13
Intersection
Int Delay, s/veh 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 454 22 44 457 14 27
Future Vol, veh/h 454 22 44 457 14 27
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length -100 100 -0 -
Veh in Median Storage, #0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 493 24 48 497 15 29
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 517 0 1086 493
Stage 1 ----493 -
Stage 2 ----592 -
Critical Hdwy --4.12 -6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy --2.218 -3.518 3.318
Pot Cap-1 Maneuver --1048 -239 576
Stage 1 ----614 -
Stage 2 ----552 -
Platoon blocked, %---
Mov Cap-1 Maneuver --1048 -229 576
Mov Cap-2 Maneuver ----229 -
Stage 1 ----586 -
Stage 2 ----552 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 0.76 15.76
HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)379 --1048 -
HCM Lane V/C Ratio 0.118 --0.046 -
HCM Ctrl Dly (s/v)15.8 --8.6 -
HCM Lane LOS C --A -
HCM 95th %tile Q(veh)0.4 --0.1 -
HCM Signalized Intersection Capacity Analysis 2030 Total Traffic AM Mitigations
10: 5th West & University Blvd Tamana Fields
Synchro 12 Report
Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)72 416 39 5 329 0 73 9 10 5 7 266
Future Volume (vph)72 416 39 5 329 0 73 9 10 5 7 266
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.92 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1770 1863 1583 1770 1863 1770 1716 1770 1591
Flt Permitted 0.37 1.00 1.00 0.37 1.00 0.51 1.00 0.74 1.00
Satd. Flow (perm)689 1863 1583 686 1863 957 1716 1385 1591
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)78 452 42 5 358 0 79 10 11 5 8 289
RTOR Reduction (vph)0 0 27 0 0 0 0 7 0 0 185 0
Lane Group Flow (vph)78 452 15 5 358 0 79 14 0 5 112 0
Turn Type pm+pt NA Perm pm+pt NA Perm NA Perm NA
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 4 8 2 6
Actuated Green, G (s)21.8 19.0 19.0 17.8 17.0 18.6 18.6 18.6 18.6
Effective Green, g (s)21.8 19.0 19.0 17.8 17.0 18.6 18.6 18.6 18.6
Actuated g/C Ratio 0.42 0.37 0.37 0.34 0.33 0.36 0.36 0.36 0.36
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)347 682 579 251 610 342 614 496 570
v/s Ratio Prot c0.01 c0.24 0.00 0.19 0.01 0.07
v/s Ratio Perm 0.08 0.01 0.01 c0.08 0.00
v/c Ratio 0.22 0.66 0.03 0.02 0.59 0.23 0.02 0.01 0.20
Uniform Delay, d1 9.5 13.8 10.5 11.4 14.5 11.6 10.8 10.7 11.5
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.3 2.4 0.0 0.0 1.4 1.6 0.1 0.0 0.8
Delay (s)9.9 16.2 10.5 11.5 16.0 13.2 10.8 10.8 12.3
Level of Service A B B B B B B B B
Approach Delay (s/veh)14.9 15.9 12.7 12.2
Approach LOS B B B B
Intersection Summary
HCM 2000 Control Delay (s/veh)14.4 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.46
Actuated Cycle Length (s) 51.9 Sum of lost time (s)13.5
Intersection Capacity Utilization 62.1%ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2030 Total Traffic AM Mitigations
10: 5th West & University Blvd Tamana Fields
Synchro 12 Report
Page 15
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)72 416 39 5 329 0 73 9 10 5 7 266
Future Volume (veh/h)72 416 39 5 329 0 73 9 10 5 7 266
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 78 452 42 5 358 0 79 10 11 5 8 289
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 355 588 499 254 473 0 423 316 347 684 17 601
Arrive On Green 0.07 0.31 0.31 0.01 0.25 0.00 0.39 0.39 0.39 0.39 0.39 0.39
Sat Flow, veh/h 1781 1870 1585 1781 1870 0 1082 814 895 1391 43 1549
Grp Volume(v), veh/h 78 452 42 5 358 0 79 0 21 5 0 297
Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 0 1082 0 1709 1391 0 1592
Q Serve(g_s), s 1.4 10.1 0.9 0.1 8.2 0.0 2.8 0.0 0.4 0.1 0.0 6.5
Cycle Q Clear(g_c), s 1.4 10.1 0.9 0.1 8.2 0.0 9.3 0.0 0.4 0.5 0.0 6.5
Prop In Lane 1.00 1.00 1.00 0.00 1.00 0.52 1.00 0.97
Lane Grp Cap(c), veh/h 355 588 499 254 473 0 423 0 663 684 0 617
V/C Ratio(X)0.22 0.77 0.08 0.02 0.76 0.00 0.19 0.00 0.03 0.01 0.00 0.48
Avail Cap(c_a), veh/h 436 947 803 434 935 0 423 0 663 684 0 617
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 11.8 14.4 11.2 13.3 16.0 0.0 14.2 0.0 8.8 8.9 0.0 10.7
Incr Delay (d2), s/veh 0.3 2.1 0.1 0.0 2.5 0.0 1.0 0.0 0.1 0.0 0.0 2.7
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.4 3.5 0.2 0.0 3.0 0.0 0.7 0.0 0.1 0.0 0.0 2.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 12.1 16.5 11.3 13.4 18.5 0.0 15.2 0.0 8.9 9.0 0.0 13.4
LnGrp LOS B B B B B B A A B
Approach Vol, veh/h 572 363 100 302
Approach Delay, s/veh 15.5 18.4 13.8 13.3
Approach LOS B B B B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 22.5 4.8 19.1 22.5 7.7 16.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 5.0 23.5 18.0 5.3 23.2
Max Q Clear Time (g_c+I1), s 11.3 2.1 12.1 8.5 3.4 10.2
Green Ext Time (p_c), s 0.2 0.0 2.0 1.3 0.0 1.5
Intersection Summary
HCM 7th Control Delay, s/veh 15.7
HCM 7th LOS B
HCM 7th TWSC 2030 Total Traffic AM Mitigations
11: Yellowstone Highway & Access 1 Tamana Fields
Synchro 12 Report
Page 16
Intersection
Int Delay, s/veh 1.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 22 59 466 31 44 218
Future Vol, veh/h 22 59 466 31 44 218
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized -None -None -None
Storage Length 0 ---100 -
Veh in Median Storage, #0 -0 --0
Grade, %0 -0 --0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 24 64 507 34 48 237
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 738 270 0 0 540 0
Stage 1 523 -----
Stage 2 214 -----
Critical Hdwy 6.84 6.94 --4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 --2.22 -
Pot Cap-1 Maneuver 354 728 --1024 -
Stage 1 559 -----
Stage 2 801 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 337 728 --1024 -
Mov Cap-2 Maneuver 337 -----
Stage 1 533 -----
Stage 2 801 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 12.73 0 1.46
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)--553 1024 -
HCM Lane V/C Ratio --0.159 0.047 -
HCM Ctrl Dly (s/v)--12.7 8.7 -
HCM Lane LOS --B A -
HCM 95th %tile Q(veh)--0.6 0.1 -
HCM 7th TWSC 2030 Total Traffic AM Mitigations
12: Mikan Drive & Access 5 Tamana Fields
Synchro 12 Report
Page 17
Intersection
Int Delay, s/veh 0
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 54 0 0 0 0 67 0 0 0 110 0 22
Future Vol, veh/h 54 0 0 0 0 67 0 0 0 110 0 22
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized --None --None --None --None
Storage Length ------------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 59 0 0 0 0 73 0 0 0 120 0 24
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 251 251 12 239 263 0 24 0 0 0 0 0
Stage 1 251 251 -0 0 -------
Stage 2 0 0 -239 263 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 --4.12 --
Critical Hdwy Stg 1 6.12 5.52 -6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 -6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 --2.218 --
Pot Cap-1 Maneuver 702 652 1069 715 642 -1591 -----
Stage 1 753 699 ----------
Stage 2 ---764 691 -------
Platoon blocked, %----
Mov Cap-1 Maneuver -652 1069 715 642 -1591 -----
Mov Cap-2 Maneuver -652 -715 642 -------
Stage 1 753 699 ----------
Stage 2 ---764 691 -------
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0
HCM LOS --
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h)1591 -------
HCM Lane V/C Ratio --------
HCM Ctrl Dly (s/v)0 -------
HCM Lane LOS A -------
HCM 95th %tile Q(veh)0 -------
HCM Signalized Intersection Capacity Analysis 2030 Total Traffic PM Mitigations
1: US-20 SB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 1
Movement EBT EBR WBT SBL SBR
Lane Configurations
Traffic Volume (vph)344 104 409 270 80
Future Volume (vph)344 104 409 270 80
Ideal Flow (vphpl)1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.0
Lane Util. Factor 0.95 1.00 0.95 1.00 1.00
Frt 1.00 0.85 1.00 1.00 0.85
Flt Protected 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)3539 1583 3539 1770 1583
Flt Permitted 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)3539 1583 3539 1770 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)374 113 445 293 87
RTOR Reduction (vph)0 80 0 0 0
Lane Group Flow (vph)374 33 445 293 87
Turn Type NA Prot NA Prot Free
Protected Phases 4 4 8 1
Permitted Phases Free
Actuated Green, G (s)6.7 6.7 6.7 7.1 22.8
Effective Green, g (s)6.7 6.7 6.7 7.1 22.8
Actuated g/C Ratio 0.29 0.29 0.29 0.31 1.00
Clearance Time (s)4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1039 465 1039 551 1583
v/s Ratio Prot 0.11 0.02 c0.13 c0.17
v/s Ratio Perm 0.05
v/c Ratio 0.36 0.07 0.43 0.53 0.05
Uniform Delay, d1 6.4 5.8 6.5 6.5 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.2 0.1 0.3 1.0 0.1
Delay (s)6.6 5.9 6.8 7.5 0.1
Level of Service A A A A A
Approach Delay (s/veh)6.4 6.8
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)6.4 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.48
Actuated Cycle Length (s) 22.8 Sum of lost time (s)9.0
Intersection Capacity Utilization 33.3%ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis 2030 Total Traffic PM Mitigations
2: US-20 NB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 3
Movement WBT WBR2 NBL2 NBR SEL2 SEL
Lane Configurations
Traffic Volume (vph)1083 259 101 798 59 508
Future Volume (vph)1083 259 101 798 59 508
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.0 4.5 4.5 4.5 4.5
Lane Util. Factor 0.95 1.00 1.00 0.88 1.00 0.97
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (prot)3539 1583 1770 2787 1770 3433
Flt Permitted 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (perm)3539 1583 1770 2787 1770 3433
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)1177 282 110 867 64 552
RTOR Reduction (vph)0 0 29 284 35 0
Lane Group Flow (vph)1177 282 81 583 29 552
Turn Type NA Free Prot Prot Perm Prot
Protected Phases 5 5 4
Permitted Phases 8 Free 4
Actuated Green, G (s)17.1 37.1 11.0 11.0 17.1 17.1
Effective Green, g (s)17.1 37.1 11.0 11.0 17.1 17.1
Actuated g/C Ratio 0.46 1.00 0.30 0.30 0.46 0.46
Clearance Time (s)4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1631 1583 524 826 815 1582
v/s Ratio Prot 0.05 c0.21 0.16
v/s Ratio Perm c0.33 0.18 0.02
v/c Ratio 0.72 0.18 0.15 0.71 0.04 0.35
Uniform Delay, d1 8.1 0.0 9.6 11.6 5.5 6.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.6 0.2 0.1 2.8 0.0 0.1
Delay (s)9.7 0.2 9.8 14.4 5.5 6.6
Level of Service A A A B A A
Approach Delay (s/veh)7.9 6.4
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)9.5 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.72
Actuated Cycle Length (s) 37.1 Sum of lost time (s)9.0
Intersection Capacity Utilization 60.9%ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
HCM 7th TWSC 2030 Total Traffic PM Mitigations
3: Golden Beauty Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 5
Intersection
Int Delay, s/veh 1.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 25 1249 36 35 1262 52 0 0 69 0 0 83
Future Vol, veh/h 25 1249 36 35 1262 52 0 0 69 0 0 83
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 130 --100 ----0 --0
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 27 1358 39 38 1372 57 0 0 75 0 0 90
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1428 0 0 1397 0 0 --698 --714
Stage 1 ------------
Stage 2 ------------
Critical Hdwy 4.14 --4.14 ----6.94 --6.94
Critical Hdwy Stg 1 ------------
Critical Hdwy Stg 2 ------------
Follow-up Hdwy 2.22 --2.22 ----3.32 --3.32
Pot Cap-1 Maneuver 472 --485 --0 0 383 0 0 374
Stage 1 ------0 0 -0 0 -
Stage 2 ------0 0 -0 0 -
Platoon blocked, %----
Mov Cap-1 Maneuver 472 --485 ----383 --374
Mov Cap-2 Maneuver ------------
Stage 1 ------------
Stage 2 ------------
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.25 0.34 16.69 17.67
HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)383 472 --485 --374
HCM Lane V/C Ratio 0.196 0.058 --0.078 --0.241
HCM Ctrl Dly (s/v)16.7 13.1 --13 --17.7
HCM Lane LOS C B --B --C
HCM 95th %tile Q(veh)0.7 0.2 --0.3 --0.9
HCM Signalized Intersection Capacity Analysis 2030 Total Traffic PM Mitigations
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)475 712 81 89 640 65 109 324 75 138 284 424
Future Volume (vph)475 712 81 89 640 65 109 324 75 138 284 424
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 0.97 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Frt 1.00 0.98 1.00 0.99 1.00 0.97 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot)3433 3485 1770 3490 1770 3439 1770 3539 1583
Flt Permitted 0.95 1.00 0.32 1.00 0.55 1.00 0.36 1.00 1.00
Satd. Flow (perm)3433 3485 594 3490 1021 3439 662 3539 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)516 774 88 97 696 71 118 352 82 150 309 461
RTOR Reduction (vph)0 9 0 0 9 0 0 22 0 0 0 62
Lane Group Flow (vph)516 853 0 97 758 0 118 412 0 150 309 399
Turn Type Prot NA pm+pt NA pm+pt NA pm+pt NA pm+ov
Protected Phases 7 4 3 8 5 2 1 6 7
Permitted Phases 8 2 6 6
Actuated Green, G (s)17.5 34.7 29.6 23.4 23.5 19.6 25.9 20.8 38.3
Effective Green, g (s)17.5 34.7 29.6 23.4 23.5 19.6 25.9 20.8 38.3
Actuated g/C Ratio 0.21 0.42 0.35 0.28 0.28 0.23 0.31 0.25 0.46
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)718 1446 297 976 321 806 272 880 810
v/s Ratio Prot c0.15 0.24 0.02 c0.22 0.02 0.12 c0.03 0.09 0.10
v/s Ratio Perm 0.09 0.09 c0.14 0.15
v/c Ratio 0.72 0.59 0.33 0.78 0.37 0.51 0.55 0.35 0.49
Uniform Delay, d1 30.8 18.9 18.5 27.7 23.2 27.8 22.2 25.8 15.9
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 3.5 0.6 0.6 3.9 0.7 2.3 2.4 1.1 0.5
Delay (s)34.2 19.6 19.1 31.6 23.9 30.1 24.7 26.9 16.3
Level of Service C B B C C C C C B
Approach Delay (s/veh)25.1 30.2 28.8 21.3
Approach LOS C C C C
Intersection Summary
HCM 2000 Control Delay (s/veh)25.9 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.69
Actuated Cycle Length (s) 83.6 Sum of lost time (s)18.0
Intersection Capacity Utilization 67.3%ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2030 Total Traffic PM Mitigations
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)475 712 81 89 640 65 109 324 75 138 284 424
Future Volume (veh/h)475 712 81 89 640 65 109 324 75 138 284 424
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 516 774 88 97 696 71 118 352 82 150 309 461
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 641 1231 140 335 861 88 336 699 161 346 867 681
Arrive On Green 0.19 0.38 0.38 0.07 0.26 0.26 0.07 0.24 0.24 0.07 0.24 0.24
Sat Flow, veh/h 3456 3216 366 1781 3256 332 1781 2868 660 1781 3554 1585
Grp Volume(v), veh/h 516 428 434 97 380 387 118 216 218 150 309 461
Grp Sat Flow(s),veh/h/ln 1728 1777 1805 1781 1777 1811 1781 1777 1752 1781 1777 1585
Q Serve(g_s), s 10.8 14.8 14.8 2.9 15.1 15.1 3.7 7.9 8.1 4.8 5.4 17.7
Cycle Q Clear(g_c), s 10.8 14.8 14.8 2.9 15.1 15.1 3.7 7.9 8.1 4.8 5.4 17.7
Prop In Lane 1.00 0.20 1.00 0.18 1.00 0.38 1.00 1.00
Lane Grp Cap(c), veh/h 641 680 691 335 470 479 336 433 427 346 867 681
V/C Ratio(X)0.80 0.63 0.63 0.29 0.81 0.81 0.35 0.50 0.51 0.43 0.36 0.68
Avail Cap(c_a), veh/h 948 680 691 640 608 619 336 433 427 346 867 681
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 29.4 18.9 18.9 18.1 26.0 26.0 19.4 24.6 24.6 20.0 23.6 17.3
Incr Delay (d2), s/veh 3.2 1.8 1.8 0.5 6.2 6.1 0.6 4.1 4.3 0.9 1.1 5.4
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.4 5.6 5.7 1.1 6.5 6.6 1.4 3.5 3.6 1.9 2.2 6.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 32.6 20.8 20.7 18.6 32.1 32.1 20.0 28.6 28.9 20.9 24.8 22.7
LnGrp LOS C C C B C C C C C C C C
Approach Vol, veh/h 1378 864 552 920
Approach Delay, s/veh 25.2 30.6 26.9 23.1
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.6 22.9 9.6 33.4 9.6 22.9 18.5 24.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 18.4 18.0 28.5 5.1 18.4 20.7 25.8
Max Q Clear Time (g_c+I1), s 6.8 10.1 4.9 16.8 5.7 19.7 12.8 17.1
Green Ext Time (p_c), s 0.0 1.5 0.2 3.9 0.0 0.0 1.2 2.9
Intersection Summary
HCM 7th Control Delay, s/veh 26.2
HCM 7th LOS C
HCM 7th TWSC 2030 Total Traffic PM Mitigations
5: Access 2 & University Blvd Tamana Fields
Synchro 12 Report
Page 8
Intersection
Int Delay, s/veh 6.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 95 763 110 46 705 9 36 0 46 6 0 51
Future Vol, veh/h 95 763 110 46 705 9 36 0 46 6 0 51
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 100 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 103 829 120 50 766 10 39 0 50 7 0 55
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 776 0 0 949 0 0 1579 1972 474 1492 2027 388
Stage 1 ------1096 1096 -871 871 -
Stage 2 ------483 876 -621 1155 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 836 --719 --74 62 536 85 57 610
Stage 1 ------228 288 -312 367 -
Stage 2 ------533 365 -441 269 -
Platoon blocked, %----
Mov Cap-1 Maneuver 836 --719 --55 50 536 63 46 610
Mov Cap-2 Maneuver ------55 50 -63 46 -
Stage 1 ------200 252 -290 341 -
Stage 2 ------451 339 -351 236 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.97 0.63 112.46 18.98
HCM LOS F C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)110 836 --719 --319
HCM Lane V/C Ratio 0.811 0.124 --0.07 --0.194
HCM Ctrl Dly (s/v)112.5 9.9 --10.4 --19
HCM Lane LOS F A --B --C
HCM 95th %tile Q(veh)4.6 0.4 --0.2 --0.7
HCM 7th TWSC 2030 Total Traffic PM Mitigations
6: Tamana Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 9
Intersection
Int Delay, s/veh 26.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 64 677 73 36 654 73 36 0 36 61 0 70
Future Vol, veh/h 64 677 73 36 654 73 36 0 36 61 0 70
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 100 -0 100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 70 736 79 39 711 79 39 0 39 66 0 76
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 790 0 0 815 0 0 1664 1743 736 1704 1783 751
Stage 1 ------875 875 -829 829 -
Stage 2 ------789 868 -875 954 -
Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 -
Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 830 --812 --77 87 419 72 82 411
Stage 1 ------344 367 -365 385 -
Stage 2 ------384 369 -344 337 -
Platoon blocked, %----
Mov Cap-1 Maneuver 830 --812 --55 75 419 ~ 57 71 411
Mov Cap-2 Maneuver ------55 75 -~ 57 71 -
Stage 1 ------315 336 -347 367 -
Stage 2 ------298 352 -286 309 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.77 0.46 122.94 279.91
HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)97 830 --812 --106
HCM Lane V/C Ratio 0.808 0.084 --0.048 --1.345
HCM Ctrl Dly (s/v)122.9 9.7 --9.7 --279.9
HCM Lane LOS F A --A --F
HCM 95th %tile Q(veh)4.4 0.3 --0.2 --9.9
Notes
~: Volume exceeds capacity $: Delay exceeds 300s
+: Computation Not Defined *: All major volume in platoon
HCM 7th TWSC 2030 Total Traffic PM Mitigations
7: Access 4 & University Blvd Tamana Fields
Synchro 12 Report
Page 10
Intersection
Int Delay, s/veh 0.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 702 72 36 724 42 0 0 35 0 0 40
Future Vol, veh/h 0 702 72 36 724 42 0 0 35 0 0 40
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length --100 100 -100 -----0
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 763 78 39 787 46 0 0 38 0 0 43
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All -0 0 841 0 0 1628 1674 763 --787
Stage 1 ------763 763 ----
Stage 2 ------865 911 ----
Critical Hdwy ---4.12 --7.12 6.52 6.22 --6.22
Critical Hdwy Stg 1 ------6.12 5.52 ----
Critical Hdwy Stg 2 ------6.12 5.52 ----
Follow-up Hdwy ---2.218 --3.518 4.018 3.318 --3.318
Pot Cap-1 Maneuver 0 --794 --82 95 404 0 0 392
Stage 1 0 -----397 413 -0 0 -
Stage 2 0 -----348 353 -0 0 -
Platoon blocked, %----
Mov Cap-1 Maneuver ---794 --69 91 404 --392
Mov Cap-2 Maneuver ------69 91 ----
Stage 1 ------397 413 ----
Stage 2 ------294 336 ----
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0 0.44 14.83 15.34
HCM LOS B C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)404 --794 --392
HCM Lane V/C Ratio 0.094 --0.049 --0.111
HCM Ctrl Dly (s/v)14.8 --9.8 --15.3
HCM Lane LOS B --A --C
HCM 95th %tile Q(veh)0.3 --0.2 --0.4
HCM Signalized Intersection Capacity Analysis 2030 Total Traffic PM Mitigations
8: Mikan Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)124 505 108 72 527 43 213 35 71 42 36 62
Future Volume (vph)124 505 108 72 527 43 213 35 71 42 36 62
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 0.99 1.00 0.90 1.00 0.91
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1770 1863 1583 1770 1842 1770 1676 1770 1686
Flt Permitted 0.16 1.00 1.00 0.25 1.00 0.69 1.00 0.68 1.00
Satd. Flow (perm)298 1863 1583 456 1842 1283 1676 1272 1686
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)135 549 117 78 573 47 232 38 77 46 39 67
RTOR Reduction (vph)0 0 60 0 5 0 0 52 0 0 45 0
Lane Group Flow (vph)135 549 57 78 615 0 232 63 0 46 61 0
Turn Type pm+pt NA Perm pm+pt NA Perm NA Perm NA
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 4 8 2 6
Actuated Green, G (s)29.2 25.1 25.1 28.4 24.7 20.2 20.2 20.2 20.2
Effective Green, g (s)29.2 25.1 25.1 28.4 24.7 20.2 20.2 20.2 20.2
Actuated g/C Ratio 0.47 0.40 0.40 0.45 0.40 0.32 0.32 0.32 0.32
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)235 748 635 284 727 414 541 411 544
v/s Ratio Prot c0.04 0.29 0.02 c0.33 0.04 0.04
v/s Ratio Perm 0.23 0.04 0.11 c0.18 0.04
v/c Ratio 0.57 0.73 0.09 0.27 0.85 0.56 0.12 0.11 0.11
Uniform Delay, d1 12.0 15.9 11.6 10.9 17.2 17.5 14.9 14.9 14.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 3.4 3.7 0.1 0.5 9.0 5.4 0.4 0.6 0.4
Delay (s)15.4 19.6 11.7 11.4 26.1 22.9 15.3 15.4 15.3
Level of Service B B B B C C B B B
Approach Delay (s/veh)17.7 24.5 20.4 15.3
Approach LOS B C C B
Intersection Summary
HCM 2000 Control Delay (s/veh)20.4 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.70
Actuated Cycle Length (s) 62.5 Sum of lost time (s)13.5
Intersection Capacity Utilization 66.9%ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2030 Total Traffic PM Mitigations
8: Mikan Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)124 505 108 72 527 43 213 35 71 42 36 62
Future Volume (veh/h)124 505 108 72 527 43 213 35 71 42 36 62
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 135 549 117 78 573 47 232 38 77 46 39 67
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 311 750 636 342 661 54 469 176 356 460 197 338
Arrive On Green 0.07 0.40 0.40 0.06 0.39 0.39 0.32 0.32 0.32 0.32 0.32 0.32
Sat Flow, veh/h 1781 1870 1585 1781 1705 140 1288 552 1118 1277 618 1061
Grp Volume(v), veh/h 135 549 117 78 0 620 232 0 115 46 0 106
Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 0 1845 1288 0 1669 1277 0 1679
Q Serve(g_s), s 2.7 15.2 2.9 1.5 0.0 19.0 9.8 0.0 3.1 1.7 0.0 2.8
Cycle Q Clear(g_c), s 2.7 15.2 2.9 1.5 0.0 19.0 12.6 0.0 3.1 4.8 0.0 2.8
Prop In Lane 1.00 1.00 1.00 0.08 1.00 0.67 1.00 0.63
Lane Grp Cap(c), veh/h 311 750 636 342 0 715 469 0 531 460 0 535
V/C Ratio(X)0.43 0.73 0.18 0.23 0.00 0.87 0.50 0.00 0.22 0.10 0.00 0.20
Avail Cap(c_a), veh/h 340 977 828 380 0 949 469 0 531 460 0 535
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 13.2 15.5 11.9 11.7 0.0 17.3 19.8 0.0 15.3 17.0 0.0 15.2
Incr Delay (d2), s/veh 1.0 2.0 0.1 0.3 0.0 6.7 3.7 0.0 0.9 0.4 0.0 0.8
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.9 5.6 0.9 0.5 0.0 7.7 3.2 0.0 1.2 0.5 0.0 1.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 14.1 17.6 12.0 12.0 0.0 24.0 23.5 0.0 16.2 17.5 0.0 16.0
LnGrp LOS B B B B C C B B B
Approach Vol, veh/h 801 698 347 152
Approach Delay, s/veh 16.2 22.7 21.1 16.5
Approach LOS B C C B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 24.0 8.2 29.1 24.0 9.0 28.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.5 5.0 32.0 19.5 5.5 31.5
Max Q Clear Time (g_c+I1), s 14.6 3.5 17.2 6.8 4.7 21.0
Green Ext Time (p_c), s 0.6 0.0 3.1 0.5 0.0 2.8
Intersection Summary
HCM 7th Control Delay, s/veh 19.3
HCM 7th LOS B
HCM 7th TWSC 2030 Total Traffic PM Mitigations
9: Access 6 & University Blvd Tamana Fields
Synchro 12 Report
Page 13
Intersection
Int Delay, s/veh 2.8
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 582 36 73 607 35 71
Future Vol, veh/h 582 36 73 607 35 71
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length -100 100 -0 -
Veh in Median Storage, #0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 633 39 79 660 38 77
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 672 0 1451 633
Stage 1 ----633 -
Stage 2 ----818 -
Critical Hdwy --4.12 -6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy --2.218 -3.518 3.318
Pot Cap-1 Maneuver --919 -144 480
Stage 1 ----529 -
Stage 2 ----434 -
Platoon blocked, %---
Mov Cap-1 Maneuver --919 -132 480
Mov Cap-2 Maneuver ----132 -
Stage 1 ----484 -
Stage 2 ----434 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 1 30.07
HCM LOS D
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)256 --919 -
HCM Lane V/C Ratio 0.45 --0.086 -
HCM Ctrl Dly (s/v)30.1 --9.3 -
HCM Lane LOS D --A -
HCM 95th %tile Q(veh)2.2 --0.3 -
HCM Signalized Intersection Capacity Analysis 2030 Total Traffic PM Mitigations
10: 5th West & University Blvd Tamana Fields
Synchro 12 Report
Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)268 528 91 6 564 17 92 3 2 10 11 201
Future Volume (vph)268 528 91 6 564 17 92 3 2 10 11 201
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.94 1.00 0.86
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1770 1863 1583 1770 1855 1770 1751 1770 1598
Flt Permitted 0.14 1.00 1.00 0.45 1.00 0.49 1.00 0.75 1.00
Satd. Flow (perm)268 1863 1583 835 1855 906 1751 1405 1598
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)291 574 99 7 613 18 100 3 2 11 12 218
RTOR Reduction (vph)0 0 32 0 1 0 0 1 0 0 162 0
Lane Group Flow (vph)291 574 67 7 630 0 100 4 0 11 68 0
Turn Type pm+pt NA Perm pm+pt NA Perm NA Perm NA
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 4 8 2 6
Actuated Green, G (s)51.4 46.0 46.0 34.9 34.0 20.8 20.8 20.8 20.8
Effective Green, g (s)51.4 46.0 46.0 34.9 34.0 20.8 20.8 20.8 20.8
Actuated g/C Ratio 0.63 0.57 0.57 0.43 0.42 0.26 0.26 0.26 0.26
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)408 1055 896 369 776 232 448 359 409
v/s Ratio Prot c0.11 0.31 0.00 c0.34 0.00 0.04
v/s Ratio Perm 0.34 0.04 0.01 c0.11 0.01
v/c Ratio 0.71 0.54 0.08 0.02 0.81 0.43 0.01 0.03 0.17
Uniform Delay, d1 14.2 11.0 8.0 13.3 20.8 25.3 22.5 22.6 23.5
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 5.8 0.6 0.0 0.0 6.5 5.7 0.0 0.2 0.9
Delay (s)20.0 11.6 8.0 13.3 27.2 31.0 22.5 22.8 24.3
Level of Service B B A B C C C C C
Approach Delay (s/veh)13.8 27.1 30.6 24.3
Approach LOS B C C C
Intersection Summary
HCM 2000 Control Delay (s/veh)20.3 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.68
Actuated Cycle Length (s) 81.2 Sum of lost time (s)13.5
Intersection Capacity Utilization 78.7%ICU Level of Service D
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2030 Total Traffic PM Mitigations
10: 5th West & University Blvd Tamana Fields
Synchro 12 Report
Page 15
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)268 528 91 6 564 17 92 3 2 10 11 201
Future Volume (veh/h)268 528 91 6 564 17 92 3 2 10 11 201
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 291 574 99 7 613 18 100 3 2 11 12 218
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 386 947 802 339 710 21 302 306 204 512 24 443
Arrive On Green 0.12 0.51 0.51 0.01 0.39 0.39 0.29 0.29 0.29 0.29 0.29 0.29
Sat Flow, veh/h 1781 1870 1585 1781 1808 53 1151 1047 698 1411 83 1514
Grp Volume(v), veh/h 291 574 99 7 0 631 100 0 5 11 0 230
Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 0 1861 1151 0 1745 1411 0 1598
Q Serve(g_s), s 6.2 15.3 2.3 0.2 0.0 21.9 5.5 0.0 0.1 0.4 0.0 8.3
Cycle Q Clear(g_c), s 6.2 15.3 2.3 0.2 0.0 21.9 13.9 0.0 0.1 0.5 0.0 8.3
Prop In Lane 1.00 1.00 1.00 0.03 1.00 0.40 1.00 0.95
Lane Grp Cap(c), veh/h 386 947 802 339 0 730 302 0 510 512 0 467
V/C Ratio(X)0.75 0.61 0.12 0.02 0.00 0.86 0.33 0.00 0.01 0.02 0.00 0.49
Avail Cap(c_a), veh/h 510 1357 1150 452 0 1127 302 0 510 512 0 467
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 14.3 12.3 9.1 13.0 0.0 19.6 26.3 0.0 17.6 17.8 0.0 20.5
Incr Delay (d2), s/veh 4.5 0.6 0.1 0.0 0.0 4.5 2.9 0.0 0.0 0.1 0.0 3.7
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.3 5.2 0.7 0.1 0.0 8.8 1.7 0.0 0.1 0.1 0.0 3.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 18.8 13.0 9.2 13.0 0.0 24.1 29.2 0.0 17.7 17.9 0.0 24.2
LnGrp LOS B B A B C C B B C
Approach Vol, veh/h 964 638 105 241
Approach Delay, s/veh 14.3 24.0 28.6 23.9
Approach LOS B C C C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 25.0 5.1 40.0 25.0 13.1 32.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 20.5 5.1 50.9 20.5 13.5 42.5
Max Q Clear Time (g_c+I1), s 15.9 2.2 17.3 10.3 8.2 23.9
Green Ext Time (p_c), s 0.1 0.0 4.0 1.0 0.4 3.7
Intersection Summary
HCM 7th Control Delay, s/veh 19.5
HCM 7th LOS B
HCM 7th TWSC 2030 Total Traffic PM Mitigations
11: Yellowstone Highway & Access 1 Tamana Fields
Synchro 12 Report
Page 16
Intersection
Int Delay, s/veh 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 45 134 447 44 62 395
Future Vol, veh/h 45 134 447 44 62 395
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized -None -None -None
Storage Length 0 ---100 -
Veh in Median Storage, #0 -0 --0
Grade, %0 -0 --0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 49 146 486 48 67 429
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 859 267 0 0 534 0
Stage 1 510 -----
Stage 2 349 -----
Critical Hdwy 6.84 6.94 --4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 --2.22 -
Pot Cap-1 Maneuver 295 731 --1030 -
Stage 1 568 -----
Stage 2 685 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 276 731 --1030 -
Mov Cap-2 Maneuver 276 -----
Stage 1 531 -----
Stage 2 685 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 16.1 0 1.19
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)--517 1030 -
HCM Lane V/C Ratio --0.376 0.065 -
HCM Ctrl Dly (s/v)--16.1 8.7 -
HCM Lane LOS --C A -
HCM 95th %tile Q(veh)--1.7 0.2 -
HCM 7th TWSC 2030 Total Traffic PM Mitigations
12: Mikan Drive & Access 5 Tamana Fields
Synchro 12 Report
Page 17
Intersection
Int Delay, s/veh 0
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 142 0 0 0 0 177 0 0 0 181 0 36
Future Vol, veh/h 142 0 0 0 0 177 0 0 0 181 0 36
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized --None --None --None --None
Storage Length ------------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 154 0 0 0 0 192 0 0 0 197 0 39
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 413 413 20 393 433 0 39 0 0 0 0 0
Stage 1 413 413 -0 0 -------
Stage 2 0 0 -393 433 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 --4.12 --
Critical Hdwy Stg 1 6.12 5.52 -6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 -6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 --2.218 --
Pot Cap-1 Maneuver 549 529 1058 566 516 -1571 -----
Stage 1 616 594 ----------
Stage 2 ---631 582 -------
Platoon blocked, %----
Mov Cap-1 Maneuver -529 1058 566 516 -1571 -----
Mov Cap-2 Maneuver -529 -566 516 -------
Stage 1 616 594 ----------
Stage 2 ---631 582 -------
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0
HCM LOS --
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h)1571 -------
HCM Lane V/C Ratio --------
HCM Ctrl Dly (s/v)0 -------
HCM Lane LOS A -------
HCM 95th %tile Q(veh)0 -------
FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
76
2035 Background Traffic Analysis
HCM Signalized Intersection Capacity Analysis 2035 Background Year AM
1: US-20 SB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 1
Movement EBT EBR WBT SBL SBR
Lane Configurations
Traffic Volume (vph)376 99 603 149 162
Future Volume (vph)376 99 603 149 162
Ideal Flow (vphpl)1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.0
Lane Util. Factor 0.95 1.00 0.95 1.00 1.00
Frt 1.00 0.85 1.00 1.00 0.85
Flt Protected 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)3539 1583 3539 1770 1583
Flt Permitted 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)3539 1583 3539 1770 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)409 108 655 162 176
RTOR Reduction (vph)0 63 0 0 0
Lane Group Flow (vph)409 45 655 162 176
Turn Type NA Prot NA Prot Free
Protected Phases 4 4 8 1
Permitted Phases Free
Actuated Green, G (s)9.3 9.3 9.3 4.1 22.4
Effective Green, g (s)9.3 9.3 9.3 4.1 22.4
Actuated g/C Ratio 0.42 0.42 0.42 0.18 1.00
Clearance Time (s)4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1469 657 1469 323 1583
v/s Ratio Prot 0.12 0.03 c0.19 c0.09
v/s Ratio Perm 0.11
v/c Ratio 0.28 0.07 0.45 0.50 0.11
Uniform Delay, d1 4.3 3.9 4.7 8.2 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.0 0.2 1.2 0.1
Delay (s)4.4 4.0 4.9 9.5 0.1
Level of Service A A A A A
Approach Delay (s/veh)4.3 4.9
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)4.7 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.46
Actuated Cycle Length (s) 22.4 Sum of lost time (s)9.0
Intersection Capacity Utilization 32.0%ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis 2035 Background Year AM
2: US-20 NB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 3
Movement WBT WBR2 NBL2 NBR SEL2 SEL
Lane Configurations
Traffic Volume (vph)1020 166 153 568 56 462
Future Volume (vph)1020 166 153 568 56 462
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.0 4.5 4.5 4.5 4.5
Lane Util. Factor 0.95 1.00 1.00 0.88 1.00 0.97
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (prot)3539 1583 1770 2787 1770 3433
Flt Permitted 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (perm)3539 1583 1770 2787 1770 3433
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)1109 180 166 617 61 502
RTOR Reduction (vph)0 0 32 348 32 0
Lane Group Flow (vph)1109 180 134 269 29 502
Turn Type NA Free Prot Prot Perm Prot
Protected Phases 5 5 4
Permitted Phases 8 Free 4
Actuated Green, G (s)16.2 33.8 8.6 8.6 16.2 16.2
Effective Green, g (s)16.2 33.8 8.6 8.6 16.2 16.2
Actuated g/C Ratio 0.48 1.00 0.25 0.25 0.48 0.48
Clearance Time (s)4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1696 1583 450 709 848 1645
v/s Ratio Prot 0.08 c0.10 0.15
v/s Ratio Perm c0.31 0.11 0.02
v/c Ratio 0.65 0.11 0.30 0.38 0.03 0.31
Uniform Delay, d1 6.7 0.0 10.2 10.4 4.7 5.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.9 0.1 0.4 0.3 0.0 0.1
Delay (s)7.6 0.1 10.5 10.7 4.7 5.5
Level of Service A A B B A A
Approach Delay (s/veh)6.6 5.4
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)7.5 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.56
Actuated Cycle Length (s) 33.8 Sum of lost time (s)9.0
Intersection Capacity Utilization 60.7%ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
HCM 7th TWSC 2035 Background Year AM
3: Golden Beauty Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 5
Intersection
Int Delay, s/veh 10.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 29 943 61 40 1128 30 29 0 53 21 2 30
Future Vol, veh/h 29 943 61 40 1128 30 29 0 53 21 2 30
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 130 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 32 1025 66 43 1226 33 32 0 58 23 2 33
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1259 0 0 1091 0 0 1822 2467 546 1905 2484 629
Stage 1 ------1121 1121 -1329 1329 -
Stage 2 ------701 1346 -576 1154 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 548 --635 --48 30 482 42 29 425
Stage 1 ------220 280 -163 222 -
Stage 2 ------395 218 -470 270 -
Platoon blocked, %----
Mov Cap-1 Maneuver 548 --635 --36 26 482 32 26 425
Mov Cap-2 Maneuver ------36 26 -32 26 -
Stage 1 ------207 264 -152 207 -
Stage 2 ------336 203 -390 254 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.34 0.37 177.06 178.7
HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)90 548 --635 --66
HCM Lane V/C Ratio 0.992 0.057 --0.068 --0.869
HCM Ctrl Dly (s/v)177.1 12 --11.1 --178.7
HCM Lane LOS F B --B --F
HCM 95th %tile Q(veh)5.7 0.2 --0.2 --4.1
HCM Signalized Intersection Capacity Analysis 2035 Background Year AM
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)475 379 65 67 442 13 166 262 99 15 128 532
Future Volume (vph)475 379 65 67 442 13 166 262 99 15 128 532
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 0.95 1.00 0.95
Frt 1.00 0.98 1.00 1.00 1.00 0.96 1.00 0.88
Flt Protected 0.95 0.99 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1610 3290 1770 3524 1770 3393 1770 3111
Flt Permitted 0.95 0.99 0.95 1.00 0.16 1.00 0.52 1.00
Satd. Flow (perm)1610 3290 1770 3524 306 3393 968 3111
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)516 412 71 73 480 14 180 285 108 16 139 578
RTOR Reduction (vph)0 11 0 0 2 0 0 43 0 0 383 0
Lane Group Flow (vph)330 658 0 73 492 0 180 350 0 16 334 0
Turn Type Split NA Split NA pm+pt NA pm+pt NA
Protected Phases 4 4 8 8 5 2 1 6
Permitted Phases 2 6
Actuated Green, G (s)18.0 18.0 15.6 15.6 33.7 28.2 23.7 22.7
Effective Green, g (s)18.0 18.0 15.6 15.6 33.7 28.2 23.7 22.7
Actuated g/C Ratio 0.22 0.22 0.19 0.19 0.42 0.35 0.29 0.28
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)358 732 341 680 245 1184 293 874
v/s Ratio Prot c0.20 0.20 0.04 c0.14 c0.06 0.10 0.00 0.11
v/s Ratio Perm c0.25 0.02
v/c Ratio 0.92 0.90 0.21 0.72 0.73 0.30 0.05 0.38
Uniform Delay, d1 30.7 30.5 27.4 30.6 17.3 19.1 20.4 23.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 28.5 13.8 0.3 3.8 10.9 0.6 0.1 1.3
Delay (s)59.2 44.4 27.8 34.4 28.1 19.7 20.4 24.7
Level of Service E D C C C B C C
Approach Delay (s/veh)49.3 33.5 22.4 24.6
Approach LOS D C C C
Intersection Summary
HCM 2000 Control Delay (s/veh)34.5 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.82
Actuated Cycle Length (s) 80.8 Sum of lost time (s)18.0
Intersection Capacity Utilization 75.2%ICU Level of Service D
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2035 Background Year AM
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)475 379 65 67 442 13 166 262 99 15 128 532
Future Volume (veh/h)475 379 65 67 442 13 166 262 99 15 128 532
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 333 668 71 73 480 14 180 285 108 16 139 578
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 420 783 83 316 626 18 253 825 306 366 455 406
Arrive On Green 0.24 0.24 0.24 0.18 0.18 0.18 0.09 0.33 0.33 0.02 0.26 0.26
Sat Flow, veh/h 1781 3324 353 1781 3526 103 1781 2538 940 1781 1777 1585
Grp Volume(v), veh/h 333 376 363 73 242 252 180 198 195 16 139 578
Grp Sat Flow(s),veh/h/ln 1781 1870 1807 1781 1777 1852 1781 1777 1701 1781 1777 1585
Q Serve(g_s), s 13.0 14.2 14.3 2.6 9.6 9.6 5.2 6.3 6.5 0.5 4.7 19.0
Cycle Q Clear(g_c), s 13.0 14.2 14.3 2.6 9.6 9.6 5.2 6.3 6.5 0.5 4.7 19.0
Prop In Lane 1.00 0.20 1.00 0.06 1.00 0.55 1.00 1.00
Lane Grp Cap(c), veh/h 420 441 426 316 316 329 253 578 553 366 455 406
V/C Ratio(X)0.79 0.85 0.85 0.23 0.77 0.77 0.71 0.34 0.35 0.04 0.31 1.42
Avail Cap(c_a), veh/h 445 467 451 433 431 450 253 578 553 453 455 406
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 26.6 27.1 27.1 26.1 29.0 29.0 19.3 19.0 19.1 19.7 22.2 27.6
Incr Delay (d2), s/veh 9.1 13.6 14.2 0.4 5.5 5.4 8.9 1.6 1.8 0.0 1.7 204.1
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 6.0 7.4 7.2 1.0 4.2 4.4 2.5 2.6 2.6 0.2 2.0 29.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 35.7 40.7 41.3 26.5 34.5 34.4 28.2 20.6 20.8 19.7 24.0 231.7
LnGrp LOS D D D C C C C C C B C F
Approach Vol, veh/h 1072 567 573 733
Approach Delay, s/veh 39.3 33.4 23.1 187.7
Approach LOS D C C F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.9 28.6 22.0 11.0 23.5 17.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 20.5 18.5 6.5 19.0 18.0
Max Q Clear Time (g_c+I1), s 2.5 8.5 16.3 7.2 21.0 11.6
Green Ext Time (p_c), s 0.0 1.6 1.2 0.0 0.0 1.5
Intersection Summary
HCM 7th Control Delay, s/veh 72.0
HCM 7th LOS E
Notes
User approved volume balancing among the lanes for turning movement.
HCM 7th TWSC 2035 Background Year AM
5: Access 2 & University Blvd Tamana Fields
Synchro 12 Report
Page 8
Intersection
Int Delay, s/veh 2.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 46 410 32 7 413 15 26 0 6 11 0 82
Future Vol, veh/h 46 410 32 7 413 15 26 0 6 11 0 82
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 100 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 50 446 35 8 449 16 28 0 7 12 0 89
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 465 0 0 480 0 0 803 1043 240 795 1053 233
Stage 1 ------563 563 -472 472 -
Stage 2 ------240 480 -323 580 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 1092 --1078 --275 228 761 278 225 769
Stage 1 ------478 507 -541 557 -
Stage 2 ------742 552 -663 498 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1092 --1078 --230 216 761 261 213 769
Mov Cap-2 Maneuver ------230 216 -261 213 -
Stage 1 ------456 484 -538 553 -
Stage 2 ------652 549 -628 475 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.8 0.13 20.64 11.86
HCM LOS C B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)265 1092 --1078 --626
HCM Lane V/C Ratio 0.131 0.046 --0.007 --0.162
HCM Ctrl Dly (s/v)20.6 8.5 --8.4 --11.9
HCM Lane LOS C A --A --B
HCM 95th %tile Q(veh)0.4 0.1 --0 --0.6
HCM 7th TWSC 2035 Background Year AM
6: University Blvd & Tamana Drive Tamana Fields
Synchro 12 Report
Page 9
Intersection
Int Delay, s/veh 1.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 35 392 405 36 29 30
Future Vol, veh/h 35 392 405 36 29 30
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length 100 ---0 -
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 38 426 440 39 32 33
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 479 0 -0 962 460
Stage 1 ----460 -
Stage 2 ----502 -
Critical Hdwy 4.12 ---6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy 2.218 ---3.518 3.318
Pot Cap-1 Maneuver 1083 ---284 601
Stage 1 ----636 -
Stage 2 ----608 -
Platoon blocked, %---
Mov Cap-1 Maneuver 1083 ---274 601
Mov Cap-2 Maneuver ----274 -
Stage 1 ----613 -
Stage 2 ----608 -
Approach EB WB SB
HCM Ctrl Dly, s/v 0.69 0 16.43
HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h)1083 ---379
HCM Lane V/C Ratio 0.035 ---0.169
HCM Ctrl Dly (s/v)8.4 ---16.4
HCM Lane LOS A ---C
HCM 95th %tile Q(veh)0.1 ---0.6
HCM 7th TWSC 2035 Background Year AM
7: University Blvd & Access 4 Tamana Fields
Synchro 12 Report
Page 10
Intersection
Int Delay, s/veh 0.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 421 412 35 0 29
Future Vol, veh/h 0 421 412 35 0 29
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length ---100 -0
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 0 458 448 38 0 32
Major/Minor Major1 Major2 Minor2
Conflicting Flow All -0 -0 -448
Stage 1 ------
Stage 2 ------
Critical Hdwy -----6.22
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.318
Pot Cap-1 Maneuver 0 ---0 611
Stage 1 0 ---0 -
Stage 2 0 ---0 -
Platoon blocked, %---
Mov Cap-1 Maneuver -----611
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB SB
HCM Ctrl Dly, s/v 0 0 11.21
HCM LOS B
Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h)---611
HCM Lane V/C Ratio ---0.052
HCM Ctrl Dly (s/v)---11.2
HCM Lane LOS ---B
HCM 95th %tile Q(veh)---0.2
HCM 7th TWSC 2035 Background Year AM
8: University Blvd & Mikan Drive Tamana Fields
Synchro 12 Report
Page 11
Intersection
Int Delay, s/veh 2.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 35 386 338 36 35 110
Future Vol, veh/h 35 386 338 36 35 110
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length 45 ---0 100
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 38 420 367 39 38 120
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 407 0 -0 883 387
Stage 1 ----387 -
Stage 2 ----496 -
Critical Hdwy 4.12 ---6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy 2.218 ---3.518 3.318
Pot Cap-1 Maneuver 1152 ---316 661
Stage 1 ----686 -
Stage 2 ----612 -
Platoon blocked, %---
Mov Cap-1 Maneuver 1152 ---306 661
Mov Cap-2 Maneuver ----306 -
Stage 1 ----664 -
Stage 2 ----612 -
Approach EB WB SB
HCM Ctrl Dly, s/v 0.68 0 13.28
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h)1152 ---306 661
HCM Lane V/C Ratio 0.033 ---0.124 0.181
HCM Ctrl Dly (s/v)8.2 ---18.4 11.6
HCM Lane LOS A ---C B
HCM 95th %tile Q(veh)0.1 ---0.4 0.7
HCM 7th TWSC 2035 Background Year AM
10: 5th West & University Blvd Tamana Fields
Synchro 12 Report
Page 12
Intersection
Int Delay, s/veh 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 48 410 21 5 284 0 31 10 11 5 7 243
Future Vol, veh/h 48 410 21 5 284 0 31 10 11 5 7 243
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 75 -75 95 --100 -----
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 52 446 23 5 309 0 34 11 12 5 8 264
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 309 0 0 468 0 0 873 870 446 875 892 309
Stage 1 ------550 550 -320 320 -
Stage 2 ------323 320 -555 573 -
Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 -
Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 1252 --1093 --270 290 613 270 281 731
Stage 1 ------519 516 -692 653 -
Stage 2 ------689 653 -516 504 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1252 --1093 --160 276 613 243 268 731
Mov Cap-2 Maneuver ------160 276 -243 268 -
Stage 1 ------498 494 -689 649 -
Stage 2 ------433 649 -474 483 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.8 0.14 25.88 14.05
HCM LOS D B
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)160 388 1252 --1093 --673
HCM Lane V/C Ratio 0.21 0.059 0.042 --0.005 --0.412
HCM Ctrl Dly (s/v)33.3 14.9 8 --8.3 --14
HCM Lane LOS D B A --A --B
HCM 95th %tile Q(veh)0.8 0.2 0.1 --0 --2
HCM 7th TWSC 2035 Background Year AM
11: Yellowstone Highway & Access 1 Tamana Fields
Synchro 12 Report
Page 13
Intersection
Int Delay, s/veh 0.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 10 20 509 11 25 237
Future Vol, veh/h 10 20 509 11 25 237
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized -None -None -None
Storage Length 0 ---100 -
Veh in Median Storage, #0 -0 --0
Grade, %0 -0 --0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 11 22 553 12 27 258
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 742 283 0 0 565 0
Stage 1 559 -----
Stage 2 183 -----
Critical Hdwy 6.84 6.94 --4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 --2.22 -
Pot Cap-1 Maneuver 351 714 --1003 -
Stage 1 536 -----
Stage 2 830 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 341 714 --1003 -
Mov Cap-2 Maneuver 341 -----
Stage 1 521 -----
Stage 2 830 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 12.33 0 0.83
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)--524 1003 -
HCM Lane V/C Ratio --0.062 0.027 -
HCM Ctrl Dly (s/v)--12.3 8.7 -
HCM Lane LOS --B A -
HCM 95th %tile Q(veh)--0.2 0.1 -
HCM Signalized Intersection Capacity Analysis 2035 Background Year PM
1: US-20 SB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 1
Movement EBT EBR WBT SBL SBR
Lane Configurations
Traffic Volume (vph)337 114 409 217 88
Future Volume (vph)337 114 409 217 88
Ideal Flow (vphpl)1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.0
Lane Util. Factor 0.95 1.00 0.95 1.00 1.00
Frt 1.00 0.85 1.00 1.00 0.85
Flt Protected 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)3539 1583 3539 1770 1583
Flt Permitted 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)3539 1583 3539 1770 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)366 124 445 236 96
RTOR Reduction (vph)0 87 0 0 0
Lane Group Flow (vph)366 37 445 236 96
Turn Type NA Prot NA Prot Free
Protected Phases 4 4 8 1
Permitted Phases Free
Actuated Green, G (s)6.7 6.7 6.7 6.7 22.4
Effective Green, g (s)6.7 6.7 6.7 6.7 22.4
Actuated g/C Ratio 0.30 0.30 0.30 0.30 1.00
Clearance Time (s)4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1058 473 1058 529 1583
v/s Ratio Prot 0.10 0.02 c0.13 c0.13
v/s Ratio Perm 0.06
v/c Ratio 0.35 0.08 0.42 0.45 0.06
Uniform Delay, d1 6.1 5.6 6.3 6.3 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.2 0.1 0.3 0.6 0.1
Delay (s)6.3 5.7 6.6 7.0 0.1
Level of Service A A A A A
Approach Delay (s/veh)6.2 6.6
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)6.0 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.43
Actuated Cycle Length (s) 22.4 Sum of lost time (s)9.0
Intersection Capacity Utilization 30.4%ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis 2035 Background Year PM
2: US-20 NB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 3
Movement WBT WBR2 NBL2 NBR SEL2 SEL
Lane Configurations
Traffic Volume (vph)991 206 112 718 65 437
Future Volume (vph)991 206 112 718 65 437
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.0 4.5 4.5 4.5 4.5
Lane Util. Factor 0.95 1.00 1.00 0.88 1.00 0.97
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (prot)3539 1583 1770 2787 1770 3433
Flt Permitted 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (perm)3539 1583 1770 2787 1770 3433
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)1077 224 122 780 71 475
RTOR Reduction (vph)0 0 35 367 38 0
Lane Group Flow (vph)1077 224 87 413 33 475
Turn Type NA Free Prot Prot Perm Prot
Protected Phases 5 5 4
Permitted Phases 8 Free 4
Actuated Green, G (s)15.9 34.3 9.4 9.4 15.9 15.9
Effective Green, g (s)15.9 34.3 9.4 9.4 15.9 15.9
Actuated g/C Ratio 0.46 1.00 0.27 0.27 0.46 0.46
Clearance Time (s)4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1640 1583 485 763 820 1591
v/s Ratio Prot 0.05 c0.15 0.14
v/s Ratio Perm c0.30 0.14 0.02
v/c Ratio 0.66 0.14 0.18 0.54 0.04 0.30
Uniform Delay, d1 7.1 0.0 9.5 10.6 5.0 5.7
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.0 0.2 0.2 0.8 0.0 0.1
Delay (s)8.1 0.2 9.7 11.4 5.0 5.8
Level of Service A A A B A A
Approach Delay (s/veh)6.7 5.7
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)8.0 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.61
Actuated Cycle Length (s) 34.3 Sum of lost time (s)9.0
Intersection Capacity Utilization 56.9%ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
HCM 7th TWSC 2035 Background Year PM
3: Golden Beauty Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 5
Intersection
Int Delay, s/veh 15.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 27 1092 40 39 1109 57 22 1 53 25 0 66
Future Vol, veh/h 27 1092 40 39 1109 57 22 1 53 25 0 66
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 130 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 29 1187 43 42 1205 62 24 1 58 27 0 72
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1267 0 0 1230 0 0 1955 2620 615 1974 2610 634
Stage 1 ------1267 1267 -1321 1321 -
Stage 2 ------687 1352 -653 1289 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 544 --562 --38 24 434 37 24 422
Stage 1 ------178 238 -165 224 -
Stage 2 ------403 217 -423 232 -
Platoon blocked, %----
Mov Cap-1 Maneuver 544 --562 --28 21 434 ~ 27 21 422
Mov Cap-2 Maneuver ------28 21 -~ 27 21 -
Stage 1 ------169 225 -153 207 -
Stage 2 ------309 200 -345 220 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.28 0.39 208.02 247.23
HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)79 544 --562 --83
HCM Lane V/C Ratio 1.047 0.054 --0.075 --1.185
HCM Ctrl Dly (s/v)208 12 --11.9 --247.2
HCM Lane LOS F B --B --F
HCM 95th %tile Q(veh)5.8 0.2 --0.2 --7.1
Notes
~: Volume exceeds capacity $: Delay exceeds 300s
+: Computation Not Defined *: All major volume in platoon
HCM Signalized Intersection Capacity Analysis 2035 Background Year PM
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)520 504 90 94 426 33 120 237 125 32 272 464
Future Volume (vph)520 504 90 94 426 33 120 237 125 32 272 464
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 0.95 1.00 0.95
Frt 1.00 0.98 1.00 0.99 1.00 0.95 1.00 0.91
Flt Protected 0.95 0.99 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1610 3295 1770 3501 1770 3356 1770 3205
Flt Permitted 0.95 0.99 0.95 1.00 0.18 1.00 0.50 1.00
Satd. Flow (perm)1610 3295 1770 3501 339 3356 928 3205
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)565 548 98 102 463 36 130 258 136 35 296 504
RTOR Reduction (vph)0 13 0 0 7 0 0 81 0 0 374 0
Lane Group Flow (vph)401 797 0 102 492 0 130 313 0 35 426 0
Turn Type Split NA Split NA pm+pt NA pm+pt NA
Protected Phases 4 4 8 8 5 2 1 6
Permitted Phases 2 6
Actuated Green, G (s)20.5 20.5 15.6 15.6 27.0 22.0 22.8 19.9
Effective Green, g (s)20.5 20.5 15.6 15.6 27.0 22.0 22.8 19.9
Actuated g/C Ratio 0.26 0.26 0.20 0.20 0.34 0.28 0.29 0.25
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)417 855 349 691 206 934 298 807
v/s Ratio Prot c0.25 0.24 0.06 c0.14 c0.04 0.09 0.00 0.13
v/s Ratio Perm c0.18 0.03
v/c Ratio 0.96 0.93 0.29 0.71 0.63 0.34 0.12 0.53
Uniform Delay, d1 28.9 28.6 27.0 29.6 20.2 22.7 20.4 25.5
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 34.1 16.7 0.5 3.5 6.2 1.0 0.2 2.5
Delay (s)62.9 45.3 27.5 33.1 26.4 23.7 20.6 28.0
Level of Service E D C C C C C C
Approach Delay (s/veh)51.1 32.1 24.3 27.7
Approach LOS D C C C
Intersection Summary
HCM 2000 Control Delay (s/veh)36.9 HCM 2000 Level of Service D
HCM 2000 Volume to Capacity ratio 0.78
Actuated Cycle Length (s) 79.0 Sum of lost time (s)18.0
Intersection Capacity Utilization 78.2%ICU Level of Service D
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2035 Background Year PM
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)520 504 90 94 426 33 120 237 125 32 272 464
Future Volume (veh/h)520 504 90 94 426 33 120 237 125 32 272 464
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 404 774 98 102 463 36 130 258 136 35 296 504
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 478 873 111 321 603 47 217 625 319 335 430 384
Arrive On Green 0.27 0.27 0.27 0.18 0.18 0.18 0.07 0.27 0.27 0.03 0.24 0.24
Sat Flow, veh/h 1781 3255 412 1781 3342 259 1781 2276 1162 1781 1777 1585
Grp Volume(v), veh/h 404 445 427 102 246 253 130 200 194 35 296 504
Grp Sat Flow(s),veh/h/ln 1781 1870 1796 1781 1777 1824 1781 1777 1661 1781 1777 1585
Q Serve(g_s), s 16.0 17.0 17.0 3.7 9.8 9.8 4.0 6.8 7.1 1.1 11.3 18.0
Cycle Q Clear(g_c), s 16.0 17.0 17.0 3.7 9.8 9.8 4.0 6.8 7.1 1.1 11.3 18.0
Prop In Lane 1.00 0.23 1.00 0.14 1.00 0.70 1.00 1.00
Lane Grp Cap(c), veh/h 478 502 482 321 321 329 217 488 456 335 430 384
V/C Ratio(X)0.85 0.89 0.89 0.32 0.77 0.77 0.60 0.41 0.43 0.10 0.69 1.31
Avail Cap(c_a), veh/h 491 516 495 431 430 441 217 488 456 393 430 384
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 25.8 26.1 26.1 26.5 29.0 29.0 21.3 22.0 22.2 20.0 25.6 28.2
Incr Delay (d2), s/veh 12.6 16.6 17.2 0.6 5.7 5.8 4.5 2.5 2.9 0.1 8.7 158.7
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 7.7 9.1 8.8 1.5 4.3 4.5 1.8 2.9 2.9 0.4 5.3 23.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 38.3 42.7 43.3 27.1 34.7 34.8 25.9 24.6 25.1 20.1 34.3 186.9
LnGrp LOS D D D C C C C C C C C F
Approach Vol, veh/h 1276 601 524 835
Approach Delay, s/veh 41.5 33.4 25.1 125.8
Approach LOS D C C F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.1 24.9 24.5 9.5 22.5 17.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 18.0 20.5 5.0 18.0 18.0
Max Q Clear Time (g_c+I1), s 3.1 9.1 19.0 6.0 20.0 11.8
Green Ext Time (p_c), s 0.0 1.4 1.0 0.0 0.0 1.6
Intersection Summary
HCM 7th Control Delay, s/veh 59.1
HCM 7th LOS E
Notes
User approved volume balancing among the lanes for turning movement.
HCM 7th TWSC 2035 Background Year PM
5: Access 2 & University Blvd Tamana Fields
Synchro 12 Report
Page 8
Intersection
Int Delay, s/veh 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 104 514 42 11 455 10 42 0 11 6 0 56
Future Vol, veh/h 104 514 42 11 455 10 42 0 11 6 0 56
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 100 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 113 559 46 12 495 11 46 0 12 7 0 61
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 505 0 0 604 0 0 1079 1337 302 1029 1354 253
Stage 1 ------808 808 -524 524 -
Stage 2 ------271 529 -505 830 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 1055 --969 --173 152 694 188 148 747
Stage 1 ------341 392 -505 528 -
Stage 2 ------711 525 -517 383 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1055 --969 --140 134 694 163 131 747
Mov Cap-2 Maneuver ------140 134 -163 131 -
Stage 1 ------305 350 -498 522 -
Stage 2 ------645 519 -454 342 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 1.39 0.2 37.28 12.39
HCM LOS E B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)168 1055 --969 --554
HCM Lane V/C Ratio 0.343 0.107 --0.012 --0.122
HCM Ctrl Dly (s/v)37.3 8.8 --8.8 --12.4
HCM Lane LOS E A --A --B
HCM 95th %tile Q(veh)1.4 0.4 --0 --0.4
HCM 7th TWSC 2035 Background Year PM
6: University Blvd & Tamana Drive Tamana Fields
Synchro 12 Report
Page 9
Intersection
Int Delay, s/veh 3.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 46 465 403 77 63 73
Future Vol, veh/h 46 465 403 77 63 73
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length 100 ---0 -
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 50 505 438 84 68 79
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 522 0 -0 1085 480
Stage 1 ----480 -
Stage 2 ----605 -
Critical Hdwy 4.12 ---6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy 2.218 ---3.518 3.318
Pot Cap-1 Maneuver 1045 ---240 586
Stage 1 ----622 -
Stage 2 ----545 -
Platoon blocked, %---
Mov Cap-1 Maneuver 1045 ---228 586
Mov Cap-2 Maneuver ----228 -
Stage 1 ----593 -
Stage 2 ----545 -
Approach EB WB SB
HCM Ctrl Dly, s/v 0.78 0 23.54
HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h)1045 ---339
HCM Lane V/C Ratio 0.048 ---0.436
HCM Ctrl Dly (s/v)8.6 ---23.5
HCM Lane LOS A ---C
HCM 95th %tile Q(veh)0.2 ---2.1
HCM 7th TWSC 2035 Background Year PM
7: University Blvd & Access 4 Tamana Fields
Synchro 12 Report
Page 10
Intersection
Int Delay, s/veh 0.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 528 440 42 0 40
Future Vol, veh/h 0 528 440 42 0 40
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length ---100 -0
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 0 574 478 46 0 43
Major/Minor Major1 Major2 Minor2
Conflicting Flow All -0 -0 -478
Stage 1 ------
Stage 2 ------
Critical Hdwy -----6.22
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.318
Pot Cap-1 Maneuver 0 ---0 587
Stage 1 0 ---0 -
Stage 2 0 ---0 -
Platoon blocked, %---
Mov Cap-1 Maneuver -----587
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB SB
HCM Ctrl Dly, s/v 0 0 11.62
HCM LOS B
Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h)---587
HCM Lane V/C Ratio ---0.074
HCM Ctrl Dly (s/v)---11.6
HCM Lane LOS ---B
HCM 95th %tile Q(veh)---0.2
HCM 7th TWSC 2035 Background Year PM
8: University Blvd & Mikan Drive Tamana Fields
Synchro 12 Report
Page 11
Intersection
Int Delay, s/veh 3.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 135 393 416 44 43 66
Future Vol, veh/h 135 393 416 44 43 66
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length 45 ---0 100
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 147 427 452 48 47 72
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 500 0 -0 1197 476
Stage 1 ----476 -
Stage 2 ----721 -
Critical Hdwy 4.12 ---6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy 2.218 ---3.518 3.318
Pot Cap-1 Maneuver 1064 ---205 589
Stage 1 ----625 -
Stage 2 ----482 -
Platoon blocked, %---
Mov Cap-1 Maneuver 1064 ---177 589
Mov Cap-2 Maneuver ----177 -
Stage 1 ----539 -
Stage 2 ----482 -
Approach EB WB SB
HCM Ctrl Dly, s/v 2.28 0 20.05
HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h)1064 ---177 589
HCM Lane V/C Ratio 0.138 ---0.264 0.122
HCM Ctrl Dly (s/v)8.9 ---32.5 12
HCM Lane LOS A ---D B
HCM 95th %tile Q(veh)0.5 ---1 0.4
HCM 7th TWSC 2035 Background Year PM
10: 5th West & University Blvd Tamana Fields
Synchro 12 Report
Page 12
Intersection
Int Delay, s/veh 7.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 216 457 20 6 493 19 20 4 2 11 12 139
Future Vol, veh/h 216 457 20 6 493 19 20 4 2 11 12 139
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 75 -75 95 --100 -----
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 235 497 22 7 536 21 22 4 2 12 13 151
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 557 0 0 518 0 0 1522 1536 497 1528 1547 546
Stage 1 ------966 966 -559 559 -
Stage 2 ------555 570 -968 988 -
Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 -
Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 1014 --1048 --97 116 573 96 114 537
Stage 1 ------306 333 -513 511 -
Stage 2 ------516 506 -305 325 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1014 --1048 --47 89 573 70 87 537
Mov Cap-2 Maneuver ------47 89 -70 87 -
Stage 1 ------235 256 -510 508 -
Stage 2 ------359 502 -230 250 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 3 0.1 112.75 34.18
HCM LOS F D
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)47 123 1014 --1048 --293
HCM Lane V/C Ratio 0.463 0.053 0.232 --0.006 --0.601
HCM Ctrl Dly (s/v)135.8 35.8 9.6 --8.5 --34.2
HCM Lane LOS F E A --A --D
HCM 95th %tile Q(veh)1.7 0.2 0.9 --0 --3.6
HCM 7th TWSC 2035 Background Year PM
11: Yellowstone Highway & Access 1 Tamana Fields
Synchro 12 Report
Page 13
Intersection
Int Delay, s/veh 0.8
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 11 30 467 7 29 430
Future Vol, veh/h 11 30 467 7 29 430
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized -None -None -None
Storage Length 0 ---100 -
Veh in Median Storage, #0 -0 --0
Grade, %0 -0 --0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 12 33 508 8 32 467
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 808 258 0 0 515 0
Stage 1 511 -----
Stage 2 297 -----
Critical Hdwy 6.84 6.94 --4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 --2.22 -
Pot Cap-1 Maneuver 319 741 --1047 -
Stage 1 567 -----
Stage 2 728 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 309 741 --1047 -
Mov Cap-2 Maneuver 309 -----
Stage 1 550 -----
Stage 2 728 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 12.28 0 0.54
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)--539 1047 -
HCM Lane V/C Ratio --0.083 0.03 -
HCM Ctrl Dly (s/v)--12.3 8.5 -
HCM Lane LOS --B A -
HCM 95th %tile Q(veh)--0.3 0.1 -
FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
77
2035 Background Traffic Mitigated Analysis
HCM Signalized Intersection Capacity Analysis 2035 Background Year AM Mitigations
1: US-20 SB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 1
Movement EBT EBR WBT SBL SBR
Lane Configurations
Traffic Volume (vph)376 99 603 149 162
Future Volume (vph)376 99 603 149 162
Ideal Flow (vphpl)1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.0
Lane Util. Factor 0.95 1.00 0.95 1.00 1.00
Frt 1.00 0.85 1.00 1.00 0.85
Flt Protected 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)3539 1583 3539 1770 1583
Flt Permitted 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)3539 1583 3539 1770 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)409 108 655 162 176
RTOR Reduction (vph)0 63 0 0 0
Lane Group Flow (vph)409 45 655 162 176
Turn Type NA Prot NA Prot Free
Protected Phases 4 4 8 1
Permitted Phases Free
Actuated Green, G (s)9.3 9.3 9.3 4.1 22.4
Effective Green, g (s)9.3 9.3 9.3 4.1 22.4
Actuated g/C Ratio 0.42 0.42 0.42 0.18 1.00
Clearance Time (s)4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1469 657 1469 323 1583
v/s Ratio Prot 0.12 0.03 c0.19 c0.09
v/s Ratio Perm 0.11
v/c Ratio 0.28 0.07 0.45 0.50 0.11
Uniform Delay, d1 4.3 3.9 4.7 8.2 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.0 0.2 1.2 0.1
Delay (s)4.4 4.0 4.9 9.5 0.1
Level of Service A A A A A
Approach Delay (s/veh)4.3 4.9
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)4.7 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.46
Actuated Cycle Length (s) 22.4 Sum of lost time (s)9.0
Intersection Capacity Utilization 32.0%ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis 2035 Background Year AM Mitigations
2: US-20 NB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 3
Movement WBT WBR2 NBL2 NBR SEL2 SEL
Lane Configurations
Traffic Volume (vph)1020 166 153 568 56 462
Future Volume (vph)1020 166 153 568 56 462
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.0 4.5 4.5 4.5 4.5
Lane Util. Factor 0.95 1.00 1.00 0.88 1.00 0.97
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (prot)3539 1583 1770 2787 1770 3433
Flt Permitted 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (perm)3539 1583 1770 2787 1770 3433
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)1109 180 166 617 61 502
RTOR Reduction (vph)0 0 32 348 32 0
Lane Group Flow (vph)1109 180 134 269 29 502
Turn Type NA Free Prot Prot Perm Prot
Protected Phases 5 5 4
Permitted Phases 8 Free 4
Actuated Green, G (s)16.2 33.8 8.6 8.6 16.2 16.2
Effective Green, g (s)16.2 33.8 8.6 8.6 16.2 16.2
Actuated g/C Ratio 0.48 1.00 0.25 0.25 0.48 0.48
Clearance Time (s)4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1696 1583 450 709 848 1645
v/s Ratio Prot 0.08 c0.10 0.15
v/s Ratio Perm c0.31 0.11 0.02
v/c Ratio 0.65 0.11 0.30 0.38 0.03 0.31
Uniform Delay, d1 6.7 0.0 10.2 10.4 4.7 5.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.9 0.1 0.4 0.3 0.0 0.1
Delay (s)7.6 0.1 10.5 10.7 4.7 5.5
Level of Service A A B B A A
Approach Delay (s/veh)6.6 5.4
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)7.5 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.56
Actuated Cycle Length (s) 33.8 Sum of lost time (s)9.0
Intersection Capacity Utilization 60.7%ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
HCM 7th TWSC 2035 Background Year AM Mitigations
3: Golden Beauty Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 5
Intersection
Int Delay, s/veh 1.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 29 943 61 40 1128 30 0 0 82 0 0 53
Future Vol, veh/h 29 943 61 40 1128 30 0 0 82 0 0 53
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 130 --100 ----0 --0
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 32 1025 66 43 1226 33 0 0 89 0 0 58
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1259 0 0 1091 0 0 --546 --629
Stage 1 ------------
Stage 2 ------------
Critical Hdwy 4.14 --4.14 ----6.94 --6.94
Critical Hdwy Stg 1 ------------
Critical Hdwy Stg 2 ------------
Follow-up Hdwy 2.22 --2.22 ----3.32 --3.32
Pot Cap-1 Maneuver 548 --635 --0 0 482 0 0 425
Stage 1 ------0 0 -0 0 -
Stage 2 ------0 0 -0 0 -
Platoon blocked, %----
Mov Cap-1 Maneuver 548 --635 ----482 --425
Mov Cap-2 Maneuver ------------
Stage 1 ------------
Stage 2 ------------
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.34 0.37 14.16 14.8
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)482 548 --635 --425
HCM Lane V/C Ratio 0.185 0.057 --0.068 --0.136
HCM Ctrl Dly (s/v)14.2 12 --11.1 --14.8
HCM Lane LOS B B --B --B
HCM 95th %tile Q(veh)0.7 0.2 --0.2 --0.5
HCM Signalized Intersection Capacity Analysis 2035 Background Year AM Mitigations
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)475 379 65 67 442 13 166 262 99 15 128 532
Future Volume (vph)475 379 65 67 442 13 166 262 99 15 128 532
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 0.97 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Frt 1.00 0.98 1.00 1.00 1.00 0.96 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot)3433 3461 1770 3524 1770 3393 1770 3539 1583
Flt Permitted 0.95 1.00 0.48 1.00 0.56 1.00 0.52 1.00 1.00
Satd. Flow (perm)3433 3461 888 3524 1037 3393 968 3539 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)516 412 71 73 480 14 180 285 108 16 139 578
RTOR Reduction (vph)0 15 0 0 2 0 0 42 0 0 0 67
Lane Group Flow (vph)516 468 0 73 492 0 180 351 0 16 139 511
Turn Type Prot NA pm+pt NA pm+pt NA pm+pt NA pm+ov
Protected Phases 7 4 3 8 5 2 1 6 7
Permitted Phases 8 2 6 6
Actuated Green, G (s)16.2 26.7 22.1 16.3 33.4 27.9 24.4 23.4 39.6
Effective Green, g (s)16.2 26.7 22.1 16.3 33.4 27.9 24.4 23.4 39.6
Actuated g/C Ratio 0.20 0.34 0.28 0.21 0.42 0.35 0.31 0.29 0.50
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)700 1163 311 723 486 1192 307 1042 879
v/s Ratio Prot c0.15 0.14 0.02 c0.14 c0.03 0.10 0.00 0.04 c0.12
v/s Ratio Perm 0.05 0.13 0.02 0.20
v/c Ratio 0.74 0.40 0.23 0.68 0.37 0.29 0.05 0.13 0.58
Uniform Delay, d1 29.6 20.2 21.6 29.1 15.0 18.6 19.2 20.6 14.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 4.1 0.2 0.4 2.6 0.5 0.6 0.1 0.3 1.0
Delay (s)33.7 20.5 22.0 31.7 15.5 19.3 19.3 20.8 15.0
Level of Service C C C C B B B C B
Approach Delay (s/veh)27.3 30.4 18.1 16.2
Approach LOS C C B B
Intersection Summary
HCM 2000 Control Delay (s/veh)23.2 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.66
Actuated Cycle Length (s) 79.4 Sum of lost time (s)18.0
Intersection Capacity Utilization 66.0%ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2035 Background Year AM Mitigations
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)475 379 65 67 442 13 166 262 99 15 128 532
Future Volume (veh/h)475 379 65 67 442 13 166 262 99 15 128 532
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 516 412 71 73 480 14 180 285 108 16 139 578
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 650 900 154 402 641 19 438 881 326 400 1016 751
Arrive On Green 0.19 0.30 0.30 0.07 0.18 0.18 0.08 0.35 0.35 0.02 0.29 0.29
Sat Flow, veh/h 3456 3035 519 1781 3526 103 1781 2538 940 1781 3554 1585
Grp Volume(v), veh/h 516 240 243 73 242 252 180 198 195 16 139 578
Grp Sat Flow(s),veh/h/ln 1728 1777 1777 1781 1777 1852 1781 1777 1701 1781 1777 1585
Q Serve(g_s), s 9.7 7.5 7.6 2.2 8.8 8.8 4.7 5.6 5.8 0.4 2.0 19.5
Cycle Q Clear(g_c), s 9.7 7.5 7.6 2.2 8.8 8.8 4.7 5.6 5.8 0.4 2.0 19.5
Prop In Lane 1.00 0.29 1.00 0.06 1.00 0.55 1.00 1.00
Lane Grp Cap(c), veh/h 650 527 527 402 323 337 438 617 591 400 1016 751
V/C Ratio(X)0.79 0.46 0.46 0.18 0.75 0.75 0.41 0.32 0.33 0.04 0.14 0.77
Avail Cap(c_a), veh/h 937 527 527 741 482 502 438 617 591 499 1016 751
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 26.4 19.5 19.6 19.7 26.4 26.4 14.2 16.4 16.4 16.6 18.1 14.9
Incr Delay (d2), s/veh 3.1 0.6 0.6 0.2 3.5 3.4 0.6 1.4 1.5 0.0 0.3 7.5
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.9 2.8 2.8 0.8 3.6 3.8 1.7 2.2 2.2 0.2 0.8 7.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 29.5 20.1 20.2 20.0 29.9 29.9 14.8 17.7 17.9 16.7 18.4 22.3
LnGrp LOS C C C B C C B B B B B C
Approach Vol, veh/h 999 567 573 733
Approach Delay, s/veh 25.0 28.6 16.9 21.5
Approach LOS C C B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 5.8 28.2 9.5 24.7 10.0 24.0 17.3 16.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 19.9 18.0 19.0 5.5 19.5 18.5 18.5
Max Q Clear Time (g_c+I1), s 2.4 7.8 4.2 9.6 6.7 21.5 11.7 10.8
Green Ext Time (p_c), s 0.0 1.6 0.1 1.8 0.0 0.0 1.1 1.6
Intersection Summary
HCM 7th Control Delay, s/veh 23.2
HCM 7th LOS C
HCM 7th TWSC 2035 Background Year AM Mitigations
5: Access 2 & University Blvd Tamana Fields
Synchro 12 Report
Page 8
Intersection
Int Delay, s/veh 2.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 46 410 32 7 413 15 26 0 6 11 0 82
Future Vol, veh/h 46 410 32 7 413 15 26 0 6 11 0 82
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 100 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 50 446 35 8 449 16 28 0 7 12 0 89
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 465 0 0 480 0 0 803 1043 240 795 1053 233
Stage 1 ------563 563 -472 472 -
Stage 2 ------240 480 -323 580 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 1092 --1078 --275 228 761 278 225 769
Stage 1 ------478 507 -541 557 -
Stage 2 ------742 552 -663 498 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1092 --1078 --230 216 761 261 213 769
Mov Cap-2 Maneuver ------230 216 -261 213 -
Stage 1 ------456 484 -538 553 -
Stage 2 ------652 549 -628 475 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.8 0.13 20.64 11.86
HCM LOS C B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)265 1092 --1078 --626
HCM Lane V/C Ratio 0.131 0.046 --0.007 --0.162
HCM Ctrl Dly (s/v)20.6 8.5 --8.4 --11.9
HCM Lane LOS C A --A --B
HCM 95th %tile Q(veh)0.4 0.1 --0 --0.6
HCM 7th TWSC 2035 Background Year AM Mitigations
6: University Blvd & Tamana Drive Tamana Fields
Synchro 12 Report
Page 9
Intersection
Int Delay, s/veh 1.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 35 392 405 36 29 30
Future Vol, veh/h 35 392 405 36 29 30
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length 100 ---0 -
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 38 426 440 39 32 33
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 479 0 -0 962 460
Stage 1 ----460 -
Stage 2 ----502 -
Critical Hdwy 4.12 ---6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy 2.218 ---3.518 3.318
Pot Cap-1 Maneuver 1083 ---284 601
Stage 1 ----636 -
Stage 2 ----608 -
Platoon blocked, %---
Mov Cap-1 Maneuver 1083 ---274 601
Mov Cap-2 Maneuver ----274 -
Stage 1 ----613 -
Stage 2 ----608 -
Approach EB WB SB
HCM Ctrl Dly, s/v 0.69 0 16.43
HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h)1083 ---379
HCM Lane V/C Ratio 0.035 ---0.169
HCM Ctrl Dly (s/v)8.4 ---16.4
HCM Lane LOS A ---C
HCM 95th %tile Q(veh)0.1 ---0.6
HCM 7th TWSC 2035 Background Year AM Mitigations
7: University Blvd & Access 4 Tamana Fields
Synchro 12 Report
Page 10
Intersection
Int Delay, s/veh 0.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 421 412 35 0 29
Future Vol, veh/h 0 421 412 35 0 29
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length ---100 -0
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 0 458 448 38 0 32
Major/Minor Major1 Major2 Minor2
Conflicting Flow All -0 -0 -448
Stage 1 ------
Stage 2 ------
Critical Hdwy -----6.22
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.318
Pot Cap-1 Maneuver 0 ---0 611
Stage 1 0 ---0 -
Stage 2 0 ---0 -
Platoon blocked, %---
Mov Cap-1 Maneuver -----611
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB SB
HCM Ctrl Dly, s/v 0 0 11.21
HCM LOS B
Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h)---611
HCM Lane V/C Ratio ---0.052
HCM Ctrl Dly (s/v)---11.2
HCM Lane LOS ---B
HCM 95th %tile Q(veh)---0.2
HCM 7th TWSC 2035 Background Year AM Mitigations
8: University Blvd & Mikan Drive Tamana Fields
Synchro 12 Report
Page 11
Intersection
Int Delay, s/veh 2.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 35 386 338 36 35 110
Future Vol, veh/h 35 386 338 36 35 110
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length 45 ---0 100
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 38 420 367 39 38 120
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 407 0 -0 883 387
Stage 1 ----387 -
Stage 2 ----496 -
Critical Hdwy 4.12 ---6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy 2.218 ---3.518 3.318
Pot Cap-1 Maneuver 1152 ---316 661
Stage 1 ----686 -
Stage 2 ----612 -
Platoon blocked, %---
Mov Cap-1 Maneuver 1152 ---306 661
Mov Cap-2 Maneuver ----306 -
Stage 1 ----664 -
Stage 2 ----612 -
Approach EB WB SB
HCM Ctrl Dly, s/v 0.68 0 13.28
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h)1152 ---306 661
HCM Lane V/C Ratio 0.033 ---0.124 0.181
HCM Ctrl Dly (s/v)8.2 ---18.4 11.6
HCM Lane LOS A ---C B
HCM 95th %tile Q(veh)0.1 ---0.4 0.7
HCM Signalized Intersection Capacity Analysis 2035 Background Year AM Mitigations
10: 5th West & University Blvd Tamana Fields
Synchro 12 Report
Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)48 410 21 5 284 0 31 10 11 5 7 243
Future Volume (vph)48 410 21 5 284 0 31 10 11 5 7 243
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.92 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1770 1863 1583 1770 1863 1770 1717 1770 1592
Flt Permitted 0.46 1.00 1.00 0.33 1.00 0.56 1.00 0.74 1.00
Satd. Flow (perm)849 1863 1583 617 1863 1042 1717 1383 1592
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)52 446 23 5 309 0 34 11 12 5 8 264
RTOR Reduction (vph)0 0 15 0 0 0 0 8 0 0 165 0
Lane Group Flow (vph)52 446 8 5 309 0 34 16 0 5 107 0
Turn Type pm+pt NA Perm pm+pt NA Perm NA Perm NA
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 4 8 2 6
Actuated Green, G (s)18.4 16.7 16.7 16.6 15.8 18.6 18.6 18.6 18.6
Effective Green, g (s)18.4 16.7 16.7 16.6 15.8 18.6 18.6 18.6 18.6
Actuated g/C Ratio 0.37 0.34 0.34 0.33 0.32 0.38 0.38 0.38 0.38
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)346 627 532 225 593 390 643 518 597
v/s Ratio Prot c0.01 c0.24 0.00 0.17 0.01 c0.07
v/s Ratio Perm 0.05 0.00 0.01 0.03 0.00
v/c Ratio 0.15 0.71 0.01 0.02 0.52 0.09 0.02 0.01 0.18
Uniform Delay, d1 10.2 14.3 11.0 11.3 13.8 10.0 9.8 9.7 10.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.2 3.8 0.0 0.0 0.8 0.4 0.1 0.0 0.7
Delay (s)10.4 18.2 11.0 11.3 14.6 10.5 9.8 9.8 11.0
Level of Service B B B B B B A A B
Approach Delay (s/veh)17.1 14.6 10.2 11.0
Approach LOS B B B B
Intersection Summary
HCM 2000 Control Delay (s/veh)14.6 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.43
Actuated Cycle Length (s) 49.6 Sum of lost time (s)13.5
Intersection Capacity Utilization 60.3%ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2035 Background Year AM Mitigations
10: 5th West & University Blvd Tamana Fields
Synchro 12 Report
Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)48 410 21 5 284 0 31 10 11 5 7 243
Future Volume (veh/h)48 410 21 5 284 0 31 10 11 5 7 243
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 52 446 23 5 309 0 34 11 12 5 8 264
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 371 570 483 250 483 0 455 322 351 692 18 608
Arrive On Green 0.05 0.30 0.30 0.01 0.26 0.00 0.39 0.39 0.39 0.39 0.39 0.39
Sat Flow, veh/h 1781 1870 1585 1781 1870 0 1107 818 892 1388 47 1545
Grp Volume(v), veh/h 52 446 23 5 309 0 34 0 23 5 0 272
Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 0 1107 0 1710 1388 0 1592
Q Serve(g_s), s 0.9 10.0 0.5 0.1 6.7 0.0 1.1 0.0 0.4 0.1 0.0 5.7
Cycle Q Clear(g_c), s 0.9 10.0 0.5 0.1 6.7 0.0 6.8 0.0 0.4 0.5 0.0 5.7
Prop In Lane 1.00 1.00 1.00 0.00 1.00 0.52 1.00 0.97
Lane Grp Cap(c), veh/h 371 570 483 250 483 0 455 0 673 692 0 627
V/C Ratio(X)0.14 0.78 0.05 0.02 0.64 0.00 0.07 0.00 0.03 0.01 0.00 0.43
Avail Cap(c_a), veh/h 483 961 814 432 949 0 455 0 673 692 0 627
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 11.7 14.5 11.2 13.1 15.1 0.0 12.6 0.0 8.5 8.7 0.0 10.1
Incr Delay (d2), s/veh 0.2 2.4 0.0 0.0 1.4 0.0 0.3 0.0 0.1 0.0 0.0 2.2
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 3.5 0.1 0.0 2.4 0.0 0.3 0.0 0.1 0.0 0.0 2.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 11.9 16.9 11.3 13.1 16.5 0.0 12.9 0.0 8.6 8.7 0.0 12.3
LnGrp LOS B B B B B B A A B
Approach Vol, veh/h 521 314 57 277
Approach Delay, s/veh 16.2 16.4 11.2 12.3
Approach LOS B B B B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 22.5 4.8 18.4 22.5 6.9 16.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 5.0 23.5 18.0 5.3 23.2
Max Q Clear Time (g_c+I1), s 8.8 2.1 12.0 7.7 2.9 8.7
Green Ext Time (p_c), s 0.1 0.0 2.0 1.3 0.0 1.3
Intersection Summary
HCM 7th Control Delay, s/veh 15.1
HCM 7th LOS B
HCM 7th TWSC 2035 Background Year AM Mitigations
11: Yellowstone Highway & Access 1 Tamana Fields
Synchro 12 Report
Page 14
Intersection
Int Delay, s/veh 0.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 10 20 509 11 25 237
Future Vol, veh/h 10 20 509 11 25 237
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized -None -None -None
Storage Length 0 ---100 -
Veh in Median Storage, #0 -0 --0
Grade, %0 -0 --0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 11 22 553 12 27 258
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 742 283 0 0 565 0
Stage 1 559 -----
Stage 2 183 -----
Critical Hdwy 6.84 6.94 --4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 --2.22 -
Pot Cap-1 Maneuver 351 714 --1003 -
Stage 1 536 -----
Stage 2 830 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 341 714 --1003 -
Mov Cap-2 Maneuver 341 -----
Stage 1 521 -----
Stage 2 830 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 12.33 0 0.83
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)--524 1003 -
HCM Lane V/C Ratio --0.062 0.027 -
HCM Ctrl Dly (s/v)--12.3 8.7 -
HCM Lane LOS --B A -
HCM 95th %tile Q(veh)--0.2 0.1 -
HCM Signalized Intersection Capacity Analysis 2035 Background Year PM Mitigations
1: US-20 SB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 1
Movement EBT EBR WBT SBL SBR
Lane Configurations
Traffic Volume (vph)337 114 409 217 88
Future Volume (vph)337 114 409 217 88
Ideal Flow (vphpl)1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.0
Lane Util. Factor 0.95 1.00 0.95 1.00 1.00
Frt 1.00 0.85 1.00 1.00 0.85
Flt Protected 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)3539 1583 3539 1770 1583
Flt Permitted 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)3539 1583 3539 1770 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)366 124 445 236 96
RTOR Reduction (vph)0 87 0 0 0
Lane Group Flow (vph)366 37 445 236 96
Turn Type NA Prot NA Prot Free
Protected Phases 4 4 8 1
Permitted Phases Free
Actuated Green, G (s)6.7 6.7 6.7 6.7 22.4
Effective Green, g (s)6.7 6.7 6.7 6.7 22.4
Actuated g/C Ratio 0.30 0.30 0.30 0.30 1.00
Clearance Time (s)4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1058 473 1058 529 1583
v/s Ratio Prot 0.10 0.02 c0.13 c0.13
v/s Ratio Perm 0.06
v/c Ratio 0.35 0.08 0.42 0.45 0.06
Uniform Delay, d1 6.1 5.6 6.3 6.3 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.2 0.1 0.3 0.6 0.1
Delay (s)6.3 5.7 6.6 7.0 0.1
Level of Service A A A A A
Approach Delay (s/veh)6.2 6.6
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)6.0 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.43
Actuated Cycle Length (s) 22.4 Sum of lost time (s)9.0
Intersection Capacity Utilization 30.4%ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis 2035 Background Year PM Mitigations
2: US-20 NB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 3
Movement WBT WBR2 NBL2 NBR SEL2 SEL
Lane Configurations
Traffic Volume (vph)991 206 112 718 65 437
Future Volume (vph)991 206 112 718 65 437
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.0 4.5 4.5 4.5 4.5
Lane Util. Factor 0.95 1.00 1.00 0.88 1.00 0.97
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (prot)3539 1583 1770 2787 1770 3433
Flt Permitted 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (perm)3539 1583 1770 2787 1770 3433
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)1077 224 122 780 71 475
RTOR Reduction (vph)0 0 35 367 38 0
Lane Group Flow (vph)1077 224 87 413 33 475
Turn Type NA Free Prot Prot Perm Prot
Protected Phases 5 5 4
Permitted Phases 8 Free 4
Actuated Green, G (s)15.9 34.3 9.4 9.4 15.9 15.9
Effective Green, g (s)15.9 34.3 9.4 9.4 15.9 15.9
Actuated g/C Ratio 0.46 1.00 0.27 0.27 0.46 0.46
Clearance Time (s)4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1640 1583 485 763 820 1591
v/s Ratio Prot 0.05 c0.15 0.14
v/s Ratio Perm c0.30 0.14 0.02
v/c Ratio 0.66 0.14 0.18 0.54 0.04 0.30
Uniform Delay, d1 7.1 0.0 9.5 10.6 5.0 5.7
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.0 0.2 0.2 0.8 0.0 0.1
Delay (s)8.1 0.2 9.7 11.4 5.0 5.8
Level of Service A A A B A A
Approach Delay (s/veh)6.7 5.7
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)8.0 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.61
Actuated Cycle Length (s) 34.3 Sum of lost time (s)9.0
Intersection Capacity Utilization 56.9%ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
HCM 7th TWSC 2035 Background Year PM Mitigations
3: Golden Beauty Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 5
Intersection
Int Delay, s/veh 1.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 27 1092 40 39 1109 57 0 0 76 0 0 91
Future Vol, veh/h 27 1092 40 39 1109 57 0 0 76 0 0 91
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 130 --100 ----0 --0
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 29 1187 43 42 1205 62 0 0 83 0 0 99
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1267 0 0 1230 0 0 --615 --634
Stage 1 ------------
Stage 2 ------------
Critical Hdwy 4.14 --4.14 ----6.94 --6.94
Critical Hdwy Stg 1 ------------
Critical Hdwy Stg 2 ------------
Follow-up Hdwy 2.22 --2.22 ----3.32 --3.32
Pot Cap-1 Maneuver 544 --562 --0 0 434 0 0 422
Stage 1 ------0 0 -0 0 -
Stage 2 ------0 0 -0 0 -
Platoon blocked, %----
Mov Cap-1 Maneuver 544 --562 ----434 --422
Mov Cap-2 Maneuver ------------
Stage 1 ------------
Stage 2 ------------
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.28 0.39 15.23 16.12
HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)434 544 --562 --422
HCM Lane V/C Ratio 0.19 0.054 --0.075 --0.234
HCM Ctrl Dly (s/v)15.2 12 --11.9 --16.1
HCM Lane LOS C B --B --C
HCM 95th %tile Q(veh)0.7 0.2 --0.2 --0.9
HCM Signalized Intersection Capacity Analysis 2035 Background Year PM Mitigations
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)520 504 90 94 426 33 120 237 125 32 272 464
Future Volume (vph)520 504 90 94 426 33 120 237 125 32 272 464
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 0.97 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Frt 1.00 0.98 1.00 0.99 1.00 0.95 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot)3433 3459 1770 3501 1770 3356 1770 3539 1583
Flt Permitted 0.95 1.00 0.41 1.00 0.52 1.00 0.48 1.00 1.00
Satd. Flow (perm)3433 3459 757 3501 962 3356 886 3539 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)565 548 98 102 463 36 130 258 136 35 296 504
RTOR Reduction (vph)0 16 0 0 7 0 0 72 0 0 0 93
Lane Group Flow (vph)565 630 0 102 492 0 130 322 0 35 296 411
Turn Type Prot NA pm+pt NA pm+pt NA pm+pt NA pm+ov
Protected Phases 7 4 3 8 5 2 1 6 7
Permitted Phases 8 2 6 6
Actuated Green, G (s)17.7 28.8 23.5 17.3 24.7 20.8 22.5 19.7 37.4
Effective Green, g (s)17.7 28.8 23.5 17.3 24.7 20.8 22.5 19.7 37.4
Actuated g/C Ratio 0.23 0.38 0.31 0.23 0.32 0.27 0.29 0.26 0.49
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)793 1300 314 790 351 911 292 910 865
v/s Ratio Prot c0.16 0.18 0.03 c0.14 c0.02 0.10 0.00 0.08 c0.11
v/s Ratio Perm 0.07 0.10 0.03 0.15
v/c Ratio 0.71 0.48 0.32 0.62 0.37 0.35 0.12 0.33 0.48
Uniform Delay, d1 27.1 18.2 19.5 26.7 19.1 22.5 19.5 23.1 13.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 3.0 0.3 0.6 1.5 0.7 1.1 0.2 1.0 0.4
Delay (s)30.2 18.5 20.1 28.2 19.8 23.6 19.7 24.0 13.5
Level of Service C B C C B C B C B
Approach Delay (s/veh)24.0 26.9 22.6 17.5
Approach LOS C C C B
Intersection Summary
HCM 2000 Control Delay (s/veh)22.6 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.60
Actuated Cycle Length (s) 76.6 Sum of lost time (s)18.0
Intersection Capacity Utilization 59.5%ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2035 Background Year PM Mitigations
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)520 504 90 94 426 33 120 237 125 32 272 464
Future Volume (veh/h)520 504 90 94 426 33 120 237 125 32 272 464
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 565 548 98 102 463 36 130 258 136 35 296 504
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 706 968 172 373 644 50 373 696 356 380 950 748
Arrive On Green 0.20 0.32 0.32 0.08 0.19 0.19 0.07 0.31 0.31 0.04 0.27 0.27
Sat Flow, veh/h 3456 3013 537 1781 3342 259 1781 2276 1162 1781 3554 1585
Grp Volume(v), veh/h 565 322 324 102 246 253 130 200 194 35 296 504
Grp Sat Flow(s),veh/h/ln 1728 1777 1774 1781 1777 1824 1781 1777 1661 1781 1777 1585
Q Serve(g_s), s 10.7 10.4 10.4 3.1 8.9 9.0 3.6 6.0 6.3 1.0 4.6 16.9
Cycle Q Clear(g_c), s 10.7 10.4 10.4 3.1 8.9 9.0 3.6 6.0 6.3 1.0 4.6 16.9
Prop In Lane 1.00 0.30 1.00 0.14 1.00 0.70 1.00 1.00
Lane Grp Cap(c), veh/h 706 571 570 373 342 352 373 544 508 380 950 748
V/C Ratio(X)0.80 0.56 0.57 0.27 0.72 0.72 0.35 0.37 0.38 0.09 0.31 0.67
Avail Cap(c_a), veh/h 1040 736 735 704 666 684 373 544 508 449 950 748
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 26.0 19.4 19.4 19.5 26.0 26.0 16.2 18.7 18.8 17.2 20.1 14.1
Incr Delay (d2), s/veh 2.8 0.9 0.9 0.4 2.8 2.8 0.6 1.9 2.2 0.1 0.9 4.8
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.2 3.8 3.9 1.2 3.6 3.8 1.3 2.5 2.4 0.4 1.8 5.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 28.9 20.3 20.3 19.9 28.8 28.8 16.7 20.6 20.9 17.3 21.0 18.9
LnGrp LOS C C C B C C B C C B C B
Approach Vol, veh/h 1211 601 524 835
Approach Delay, s/veh 24.3 27.3 19.8 19.6
Approach LOS C C B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.9 25.6 9.7 26.6 9.6 22.9 18.6 17.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 18.4 18.0 28.5 5.1 18.4 20.7 25.8
Max Q Clear Time (g_c+I1), s 3.0 8.3 5.1 12.4 5.6 18.9 12.7 11.0
Green Ext Time (p_c), s 0.0 1.5 0.2 3.2 0.0 0.0 1.4 2.3
Intersection Summary
HCM 7th Control Delay, s/veh 22.9
HCM 7th LOS C
HCM 7th TWSC 2035 Background Year PM Mitigations
5: Access 2 & University Blvd Tamana Fields
Synchro 12 Report
Page 8
Intersection
Int Delay, s/veh 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 104 514 42 11 455 10 42 0 11 6 0 56
Future Vol, veh/h 104 514 42 11 455 10 42 0 11 6 0 56
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 100 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 113 559 46 12 495 11 46 0 12 7 0 61
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 505 0 0 604 0 0 1079 1337 302 1029 1354 253
Stage 1 ------808 808 -524 524 -
Stage 2 ------271 529 -505 830 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 1055 --969 --173 152 694 188 148 747
Stage 1 ------341 392 -505 528 -
Stage 2 ------711 525 -517 383 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1055 --969 --140 134 694 163 131 747
Mov Cap-2 Maneuver ------140 134 -163 131 -
Stage 1 ------305 350 -498 522 -
Stage 2 ------645 519 -454 342 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 1.39 0.2 37.28 12.39
HCM LOS E B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)168 1055 --969 --554
HCM Lane V/C Ratio 0.343 0.107 --0.012 --0.122
HCM Ctrl Dly (s/v)37.3 8.8 --8.8 --12.4
HCM Lane LOS E A --A --B
HCM 95th %tile Q(veh)1.4 0.4 --0 --0.4
HCM 7th TWSC 2035 Background Year PM Mitigations
6: University Blvd & Tamana Drive Tamana Fields
Synchro 12 Report
Page 9
Intersection
Int Delay, s/veh 3.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 46 465 403 77 63 73
Future Vol, veh/h 46 465 403 77 63 73
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length 100 ---0 -
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 50 505 438 84 68 79
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 522 0 -0 1085 480
Stage 1 ----480 -
Stage 2 ----605 -
Critical Hdwy 4.12 ---6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy 2.218 ---3.518 3.318
Pot Cap-1 Maneuver 1045 ---240 586
Stage 1 ----622 -
Stage 2 ----545 -
Platoon blocked, %---
Mov Cap-1 Maneuver 1045 ---228 586
Mov Cap-2 Maneuver ----228 -
Stage 1 ----593 -
Stage 2 ----545 -
Approach EB WB SB
HCM Ctrl Dly, s/v 0.78 0 23.54
HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h)1045 ---339
HCM Lane V/C Ratio 0.048 ---0.436
HCM Ctrl Dly (s/v)8.6 ---23.5
HCM Lane LOS A ---C
HCM 95th %tile Q(veh)0.2 ---2.1
HCM 7th TWSC 2035 Background Year PM Mitigations
7: University Blvd & Access 4 Tamana Fields
Synchro 12 Report
Page 10
Intersection
Int Delay, s/veh 0.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 528 440 42 0 40
Future Vol, veh/h 0 528 440 42 0 40
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length ---100 -0
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 0 574 478 46 0 43
Major/Minor Major1 Major2 Minor2
Conflicting Flow All -0 -0 -478
Stage 1 ------
Stage 2 ------
Critical Hdwy -----6.22
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.318
Pot Cap-1 Maneuver 0 ---0 587
Stage 1 0 ---0 -
Stage 2 0 ---0 -
Platoon blocked, %---
Mov Cap-1 Maneuver -----587
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB SB
HCM Ctrl Dly, s/v 0 0 11.62
HCM LOS B
Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h)---587
HCM Lane V/C Ratio ---0.074
HCM Ctrl Dly (s/v)---11.6
HCM Lane LOS ---B
HCM 95th %tile Q(veh)---0.2
HCM 7th TWSC 2035 Background Year PM Mitigations
8: University Blvd & Mikan Drive Tamana Fields
Synchro 12 Report
Page 11
Intersection
Int Delay, s/veh 3.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 135 393 416 44 43 66
Future Vol, veh/h 135 393 416 44 43 66
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length 45 ---0 100
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 147 427 452 48 47 72
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 500 0 -0 1197 476
Stage 1 ----476 -
Stage 2 ----721 -
Critical Hdwy 4.12 ---6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy 2.218 ---3.518 3.318
Pot Cap-1 Maneuver 1064 ---205 589
Stage 1 ----625 -
Stage 2 ----482 -
Platoon blocked, %---
Mov Cap-1 Maneuver 1064 ---177 589
Mov Cap-2 Maneuver ----177 -
Stage 1 ----539 -
Stage 2 ----482 -
Approach EB WB SB
HCM Ctrl Dly, s/v 2.28 0 20.05
HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h)1064 ---177 589
HCM Lane V/C Ratio 0.138 ---0.264 0.122
HCM Ctrl Dly (s/v)8.9 ---32.5 12
HCM Lane LOS A ---D B
HCM 95th %tile Q(veh)0.5 ---1 0.4
HCM Signalized Intersection Capacity Analysis 2035 Background Year PM Mitigations
10: 5th West & University Blvd Tamana Fields
Synchro 12 Report
Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)216 457 20 6 493 19 20 4 2 11 12 139
Future Volume (vph)216 457 20 6 493 19 20 4 2 11 12 139
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 0.99 1.00 0.95 1.00 0.86
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1770 1863 1583 1770 1852 1770 1770 1770 1605
Flt Permitted 0.18 1.00 1.00 0.48 1.00 0.62 1.00 0.75 1.00
Satd. Flow (perm)339 1863 1583 897 1852 1153 1770 1404 1605
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)235 497 22 7 536 21 22 4 2 12 13 151
RTOR Reduction (vph)0 0 10 0 2 0 0 1 0 0 110 0
Lane Group Flow (vph)235 497 12 7 555 0 22 5 0 12 54 0
Turn Type pm+pt NA Perm pm+pt NA Perm NA Perm NA
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 4 8 2 6
Actuated Green, G (s)46.8 41.4 41.4 31.1 30.2 20.9 20.9 20.9 20.9
Effective Green, g (s)46.8 41.4 41.4 31.1 30.2 20.9 20.9 20.9 20.9
Actuated g/C Ratio 0.61 0.54 0.54 0.41 0.39 0.27 0.27 0.27 0.27
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)432 1005 854 373 729 314 482 382 437
v/s Ratio Prot c0.09 0.27 0.00 c0.30 0.00 c0.03
v/s Ratio Perm 0.25 0.01 0.01 0.02 0.01
v/c Ratio 0.54 0.49 0.01 0.02 0.76 0.07 0.01 0.03 0.12
Uniform Delay, d1 10.6 11.1 8.2 13.6 20.1 20.7 20.3 20.5 21.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.4 0.4 0.0 0.0 4.7 0.4 0.0 0.2 0.6
Delay (s)12.0 11.5 8.2 13.6 24.8 21.1 20.4 20.6 21.6
Level of Service B B A B C C C C C
Approach Delay (s/veh)11.5 24.7 21.0 21.5
Approach LOS B C C C
Intersection Summary
HCM 2000 Control Delay (s/veh)17.8 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.51
Actuated Cycle Length (s) 76.7 Sum of lost time (s)13.5
Intersection Capacity Utilization 66.9%ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2035 Background Year PM Mitigations
10: 5th West & University Blvd Tamana Fields
Synchro 12 Report
Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)216 457 20 6 493 19 20 4 2 11 12 139
Future Volume (veh/h)216 457 20 6 493 19 20 4 2 11 12 139
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 235 497 22 7 536 21 22 4 2 12 13 151
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 381 860 729 362 640 25 409 377 188 561 41 473
Arrive On Green 0.11 0.46 0.46 0.01 0.36 0.36 0.32 0.32 0.32 0.32 0.32 0.32
Sat Flow, veh/h 1781 1870 1585 1781 1788 70 1222 1176 588 1410 127 1477
Grp Volume(v), veh/h 235 497 22 7 0 557 22 0 6 12 0 164
Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 0 1858 1222 0 1764 1410 0 1604
Q Serve(g_s), s 4.9 12.5 0.5 0.2 0.0 17.6 0.9 0.0 0.1 0.4 0.0 5.0
Cycle Q Clear(g_c), s 4.9 12.5 0.5 0.2 0.0 17.6 5.8 0.0 0.1 0.5 0.0 5.0
Prop In Lane 1.00 1.00 1.00 0.04 1.00 0.33 1.00 0.92
Lane Grp Cap(c), veh/h 381 860 729 362 0 665 409 0 565 561 0 514
V/C Ratio(X)0.62 0.58 0.03 0.02 0.00 0.84 0.05 0.00 0.01 0.02 0.00 0.32
Avail Cap(c_a), veh/h 559 1487 1260 488 0 1233 409 0 565 561 0 514
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 13.3 12.7 9.5 13.2 0.0 18.8 18.7 0.0 14.8 15.0 0.0 16.5
Incr Delay (d2), s/veh 1.6 0.6 0.0 0.0 0.0 2.9 0.2 0.0 0.0 0.1 0.0 1.6
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.6 4.2 0.1 0.1 0.0 6.8 0.3 0.0 0.1 0.1 0.0 2.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 14.9 13.3 9.5 13.2 0.0 21.7 18.9 0.0 14.9 15.1 0.0 18.1
LnGrp LOS B B A B C B B B B
Approach Vol, veh/h 754 564 28 176
Approach Delay, s/veh 13.7 21.6 18.1 17.9
Approach LOS B C B B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 25.0 5.1 33.9 25.0 11.6 27.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 20.5 5.1 50.9 20.5 13.5 42.5
Max Q Clear Time (g_c+I1), s 7.8 2.2 14.5 7.0 6.9 19.6
Green Ext Time (p_c), s 0.0 0.0 3.1 0.8 0.3 3.3
Intersection Summary
HCM 7th Control Delay, s/veh 17.2
HCM 7th LOS B
HCM 7th TWSC 2035 Background Year PM Mitigations
11: Yellowstone Highway & Access 1 Tamana Fields
Synchro 12 Report
Page 14
Intersection
Int Delay, s/veh 0.8
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 11 30 467 7 29 430
Future Vol, veh/h 11 30 467 7 29 430
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized -None -None -None
Storage Length 0 ---100 -
Veh in Median Storage, #0 -0 --0
Grade, %0 -0 --0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 12 33 508 8 32 467
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 808 258 0 0 515 0
Stage 1 511 -----
Stage 2 297 -----
Critical Hdwy 6.84 6.94 --4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 --2.22 -
Pot Cap-1 Maneuver 319 741 --1047 -
Stage 1 567 -----
Stage 2 728 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 309 741 --1047 -
Mov Cap-2 Maneuver 309 -----
Stage 1 550 -----
Stage 2 728 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 12.28 0 0.54
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)--539 1047 -
HCM Lane V/C Ratio --0.083 0.03 -
HCM Ctrl Dly (s/v)--12.3 8.5 -
HCM Lane LOS --B A -
HCM 95th %tile Q(veh)--0.3 0.1 -
FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
78
2035 Total Traffic Analysis
HCM Signalized Intersection Capacity Analysis 2035 Total Traffic AM
1: US-20 SB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 1
Movement EBT EBR WBT SBL SBR
Lane Configurations
Traffic Volume (vph)398 99 617 193 162
Future Volume (vph)398 99 617 193 162
Ideal Flow (vphpl)1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.0
Lane Util. Factor 0.95 1.00 0.95 1.00 1.00
Frt 1.00 0.85 1.00 1.00 0.85
Flt Protected 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)3539 1583 3539 1770 1583
Flt Permitted 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)3539 1583 3539 1770 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)433 108 671 210 176
RTOR Reduction (vph)0 61 0 0 0
Lane Group Flow (vph)433 47 671 210 176
Turn Type NA Prot NA Prot Free
Protected Phases 4 4 8 1
Permitted Phases Free
Actuated Green, G (s)11.9 11.9 11.9 6.4 27.3
Effective Green, g (s)11.9 11.9 11.9 6.4 27.3
Actuated g/C Ratio 0.44 0.44 0.44 0.23 1.00
Clearance Time (s)4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1542 690 1542 414 1583
v/s Ratio Prot 0.12 0.03 c0.19 c0.12
v/s Ratio Perm 0.11
v/c Ratio 0.28 0.07 0.44 0.51 0.11
Uniform Delay, d1 4.9 4.5 5.4 9.1 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.0 0.2 1.0 0.1
Delay (s)5.0 4.5 5.6 10.1 0.1
Level of Service A A A B A
Approach Delay (s/veh)4.9 5.6
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)5.3 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.46
Actuated Cycle Length (s) 27.3 Sum of lost time (s)9.0
Intersection Capacity Utilization 34.8%ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis 2035 Total Traffic AM
2: US-20 NB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 3
Movement WBT WBR2 NBL2 NBR SEL2 SEL
Lane Configurations
Traffic Volume (vph)1223 193 153 656 56 528
Future Volume (vph)1223 193 153 656 56 528
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.0 4.5 4.5 4.5 4.5
Lane Util. Factor 0.95 1.00 1.00 0.88 1.00 0.97
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (prot)3539 1583 1770 2787 1770 3433
Flt Permitted 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (perm)3539 1583 1770 2787 1770 3433
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)1329 210 166 713 61 574
RTOR Reduction (vph)0 0 30 277 32 0
Lane Group Flow (vph)1329 210 136 436 29 574
Turn Type NA Free Prot Prot Perm Prot
Protected Phases 5 5 4
Permitted Phases 8 Free 4
Actuated Green, G (s)17.6 36.4 9.8 9.8 17.6 17.6
Effective Green, g (s)17.6 36.4 9.8 9.8 17.6 17.6
Actuated g/C Ratio 0.48 1.00 0.27 0.27 0.48 0.48
Clearance Time (s)4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1711 1583 476 750 855 1659
v/s Ratio Prot 0.08 c0.16 0.17
v/s Ratio Perm c0.38 0.13 0.02
v/c Ratio 0.78 0.13 0.29 0.58 0.03 0.35
Uniform Delay, d1 7.8 0.0 10.5 11.5 4.9 5.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.3 0.2 0.3 1.2 0.0 0.1
Delay (s)10.1 0.2 10.9 12.7 5.0 6.0
Level of Service B A B B A A
Approach Delay (s/veh)8.7 5.9
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)9.2 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.71
Actuated Cycle Length (s) 36.4 Sum of lost time (s)9.0
Intersection Capacity Utilization 68.2%ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
HCM 7th TWSC 2035 Total Traffic AM
3: Golden Beauty Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 5
Intersection
Int Delay, s/veh 16.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 29 1097 61 40 1123 30 29 0 53 21 2 30
Future Vol, veh/h 29 1097 61 40 1123 30 29 0 53 21 2 30
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 130 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 32 1192 66 43 1221 33 32 0 58 23 2 33
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1253 0 0 1259 0 0 1987 2629 629 1983 2646 627
Stage 1 ------1289 1289 -1324 1324 -
Stage 2 ------698 1340 -659 1322 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 551 --548 --36 23 425 36 23 427
Stage 1 ------173 233 -165 224 -
Stage 2 ------397 220 -419 224 -
Platoon blocked, %----
Mov Cap-1 Maneuver 551 --548 --~ 26 20 425 27 20 427
Mov Cap-2 Maneuver ------~ 26 20 -27 20 -
Stage 1 ------163 219 -152 206 -
Stage 2 ------334 202 -341 211 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.29 0.41 $ 331.77 245.4
HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)67 551 --548 --56
HCM Lane V/C Ratio 1.34 0.057 --0.079 --1.022
HCM Ctrl Dly (s/v)$ 331.8 11.9 --12.1 --245.4
HCM Lane LOS F B --B --F
HCM 95th %tile Q(veh)7.4 0.2 --0.3 --4.7
Notes
~: Volume exceeds capacity $: Delay exceeds 300s
+: Computation Not Defined *: All major volume in platoon
HCM Signalized Intersection Capacity Analysis 2035 Total Traffic AM
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)475 533 65 67 537 27 166 303 99 80 149 532
Future Volume (vph)475 533 65 67 537 27 166 303 99 80 149 532
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 0.95 1.00 0.95
Frt 1.00 0.99 1.00 0.99 1.00 0.96 1.00 0.88
Flt Protected 0.95 0.99 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1610 3316 1770 3514 1770 3408 1770 3125
Flt Permitted 0.95 0.99 0.95 1.00 0.18 1.00 0.46 1.00
Satd. Flow (perm)1610 3316 1770 3514 331 3408 861 3125
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)516 579 71 73 584 29 180 329 108 87 162 578
RTOR Reduction (vph)0 9 0 0 5 0 0 39 0 0 391 0
Lane Group Flow (vph)382 775 0 73 608 0 180 398 0 87 349 0
Turn Type Split NA Split NA pm+pt NA pm+pt NA
Protected Phases 4 4 8 8 5 2 1 6
Permitted Phases 2 6
Actuated Green, G (s)18.5 18.5 17.1 17.1 29.0 22.5 24.0 20.0
Effective Green, g (s)18.5 18.5 17.1 17.1 29.0 22.5 24.0 20.0
Actuated g/C Ratio 0.23 0.23 0.21 0.21 0.36 0.28 0.30 0.25
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)371 765 377 750 236 957 303 780
v/s Ratio Prot c0.24 0.23 0.04 c0.17 c0.06 0.12 0.01 0.11
v/s Ratio Perm c0.21 0.07
v/c Ratio 1.03 1.01 0.19 0.81 0.76 0.42 0.29 0.45
Uniform Delay, d1 30.8 30.8 25.8 30.0 19.8 23.5 20.7 25.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 54.6 35.7 0.3 6.6 13.6 1.3 0.5 1.9
Delay (s)85.4 66.5 26.1 36.6 33.4 24.8 21.2 27.2
Level of Service F E C D C C C C
Approach Delay (s/veh)72.7 35.5 27.3 26.6
Approach LOS E D C C
Intersection Summary
HCM 2000 Control Delay (s/veh)44.9 HCM 2000 Level of Service D
HCM 2000 Volume to Capacity ratio 0.88
Actuated Cycle Length (s) 80.1 Sum of lost time (s)18.0
Intersection Capacity Utilization 81.6%ICU Level of Service D
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2035 Total Traffic AM
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)475 533 65 67 537 27 166 303 99 80 149 532
Future Volume (veh/h)475 533 65 67 537 27 166 303 99 80 149 532
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 389 757 71 73 584 29 180 329 108 87 162 578
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 423 800 75 363 701 35 241 721 233 349 434 387
Arrive On Green 0.24 0.24 0.24 0.20 0.20 0.20 0.08 0.27 0.27 0.05 0.24 0.24
Sat Flow, veh/h 1781 3368 316 1781 3446 171 1781 2641 853 1781 1777 1585
Grp Volume(v), veh/h 389 420 408 73 301 312 180 219 218 87 162 578
Grp Sat Flow(s),veh/h/ln 1781 1870 1814 1781 1777 1840 1781 1777 1717 1781 1777 1585
Q Serve(g_s), s 16.6 17.2 17.2 2.6 12.6 12.7 5.9 8.0 8.2 2.8 5.9 19.0
Cycle Q Clear(g_c), s 16.6 17.2 17.2 2.6 12.6 12.7 5.9 8.0 8.2 2.8 5.9 19.0
Prop In Lane 1.00 0.17 1.00 0.09 1.00 0.50 1.00 1.00
Lane Grp Cap(c), veh/h 423 444 431 363 362 374 241 485 469 349 434 387
V/C Ratio(X)0.92 0.95 0.95 0.20 0.83 0.83 0.75 0.45 0.46 0.25 0.37 1.49
Avail Cap(c_a), veh/h 423 444 431 412 411 425 241 485 469 367 434 387
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 28.9 29.2 29.2 25.7 29.7 29.7 21.9 23.5 23.5 20.4 24.5 29.4
Incr Delay (d2), s/veh 25.0 29.3 30.0 0.3 12.3 12.1 12.0 3.0 3.3 0.4 2.5 235.6
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 9.4 10.6 10.4 1.1 6.2 6.4 3.0 3.4 3.4 1.1 2.6 31.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 53.9 58.5 59.2 26.0 42.0 41.8 33.9 26.5 26.8 20.8 26.9 265.0
LnGrp LOS D E E C D D C C C C C F
Approach Vol, veh/h 1217 686 617 827
Approach Delay, s/veh 57.2 40.2 28.8 192.7
Approach LOS E D C F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 8.7 25.8 23.0 11.0 23.5 20.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 20.5 18.5 6.5 19.0 18.0
Max Q Clear Time (g_c+I1), s 4.8 10.2 19.2 7.9 21.0 14.7
Green Ext Time (p_c), s 0.0 1.7 0.0 0.0 0.0 1.2
Intersection Summary
HCM 7th Control Delay, s/veh 82.0
HCM 7th LOS F
Notes
User approved volume balancing among the lanes for turning movement.
HCM 7th TWSC 2035 Total Traffic AM
5: Access 2 & University Blvd Tamana Fields
Synchro 12 Report
Page 8
Intersection
Int Delay, s/veh 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 46 585 76 29 522 15 14 0 20 11 0 82
Future Vol, veh/h 46 585 76 29 522 15 14 0 20 11 0 82
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 100 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 50 636 83 32 567 16 15 0 22 12 0 89
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 584 0 0 718 0 0 1124 1424 359 1057 1457 292
Stage 1 ------777 777 -639 639 -
Stage 2 ------347 647 -418 818 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 987 --879 --160 135 637 179 129 705
Stage 1 ------356 405 -431 469 -
Stage 2 ------642 465 -583 388 -
Platoon blocked, %----
Mov Cap-1 Maneuver 987 --879 --128 123 637 159 118 705
Mov Cap-2 Maneuver ------128 123 -159 118 -
Stage 1 ------338 385 -416 452 -
Stage 2 ------541 448 -535 368 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.58 0.47 22.58 14
HCM LOS C B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)242 987 --879 --501
HCM Lane V/C Ratio 0.153 0.051 --0.036 --0.202
HCM Ctrl Dly (s/v)22.6 8.8 --9.2 --14
HCM Lane LOS C A --A --B
HCM 95th %tile Q(veh)0.5 0.2 --0.1 --0.7
HCM 7th TWSC 2035 Total Traffic AM
6: Tamana Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 9
Intersection
Int Delay, s/veh 2.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 35 537 44 22 522 36 14 0 14 29 0 30
Future Vol, veh/h 35 537 44 22 522 36 14 0 14 29 0 30
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 100 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 38 584 48 24 567 39 15 0 15 32 0 33
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 607 0 0 632 0 0 1299 1338 608 1295 1342 587
Stage 1 ------684 684 -635 635 -
Stage 2 ------615 654 -660 708 -
Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 -
Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 972 --951 --138 153 496 139 152 510
Stage 1 ------439 449 -467 472 -
Stage 2 ------478 463 -452 438 -
Platoon blocked, %----
Mov Cap-1 Maneuver 972 --951 --121 143 496 127 142 510
Mov Cap-2 Maneuver ------121 143 -127 142 -
Stage 1 ------422 431 -455 461 -
Stage 2 ------437 451 -421 421 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.5 0.34 26.85 30.39
HCM LOS D D
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)195 972 --951 --205
HCM Lane V/C Ratio 0.156 0.039 --0.025 --0.313
HCM Ctrl Dly (s/v)26.8 8.9 --8.9 --30.4
HCM Lane LOS D A --A --D
HCM 95th %tile Q(veh)0.5 0.1 --0.1 --1.3
HCM 7th TWSC 2035 Total Traffic AM
7: University Blvd & Access 4 Tamana Fields
Synchro 12 Report
Page 10
Intersection
Int Delay, s/veh 0.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 536 44 22 551 35 0 0 14 0 0 29
Future Vol, veh/h 0 536 44 22 551 35 0 0 14 0 0 29
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length ---100 -100 -----0
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 583 48 24 599 38 0 0 15 0 0 32
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All -0 0 630 0 0 1253 1291 607 --599
Stage 1 ------607 607 ----
Stage 2 ------647 685 ----
Critical Hdwy ---4.12 --7.12 6.52 6.22 --6.22
Critical Hdwy Stg 1 ------6.12 5.52 ----
Critical Hdwy Stg 2 ------6.12 5.52 ----
Follow-up Hdwy ---2.218 --3.518 4.018 3.318 --3.318
Pot Cap-1 Maneuver 0 --952 --149 163 497 0 0 502
Stage 1 0 -----484 487 -0 0 -
Stage 2 0 -----460 448 -0 0 -
Platoon blocked, %----
Mov Cap-1 Maneuver ---952 --136 159 497 --502
Mov Cap-2 Maneuver ------136 159 ----
Stage 1 ------484 487 ----
Stage 2 ------420 437 ----
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0 0.32 12.48 12.66
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)497 --952 --502
HCM Lane V/C Ratio 0.031 --0.025 --0.063
HCM Ctrl Dly (s/v)12.5 --8.9 --12.7
HCM Lane LOS B --A --B
HCM 95th %tile Q(veh)0.1 --0.1 --0.2
HCM 7th TWSC 2035 Total Traffic AM
8: Mikan Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 11
Intersection
Int Delay, s/veh 10.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 35 449 66 44 417 36 82 13 26 35 22 110
Future Vol, veh/h 35 449 66 44 417 36 82 13 26 35 22 110
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 45 --100 --100 --100 --
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 38 488 72 48 453 39 89 14 28 38 24 120
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 492 0 0 560 0 0 1161 1188 524 1140 1204 473
Stage 1 ------600 600 -568 568 -
Stage 2 ------561 588 -571 636 -
Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 -
Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 1071 --1011 --172 188 553 178 184 591
Stage 1 ------488 490 -507 506 -
Stage 2 ------512 496 -506 472 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1071 --1011 --110 173 553 144 169 591
Mov Cap-2 Maneuver ------110 173 -144 169 -
Stage 1 ------470 472 -483 482 -
Stage 2 ------370 473 -449 455 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.54 0.77 82.43 22.43
HCM LOS F C
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2
Capacity (veh/h)110 319 1071 --1011 --144 417
HCM Lane V/C Ratio 0.813 0.133 0.036 --0.047 --0.265 0.344
HCM Ctrl Dly (s/v)113.1 18 8.5 --8.7 --38.9 18.1
HCM Lane LOS F C A --A --E C
HCM 95th %tile Q(veh)4.6 0.5 0.1 --0.1 --1 1.5
HCM 7th TWSC 2035 Total Traffic AM
9: University Blvd Tamana Fields
Synchro 12 Report
Page 12
Intersection
Int Delay, s/veh 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 488 22 44 483 14 27
Future Vol, veh/h 488 22 44 483 14 27
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length --100 -0 -
Veh in Median Storage, #0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 530 24 48 525 15 29
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 554 0 1163 542
Stage 1 ----542 -
Stage 2 ----621 -
Critical Hdwy --4.12 -6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy --2.218 -3.518 3.318
Pot Cap-1 Maneuver --1016 -215 540
Stage 1 ----583 -
Stage 2 ----536 -
Platoon blocked, %---
Mov Cap-1 Maneuver --1016 -205 540
Mov Cap-2 Maneuver ----205 -
Stage 1 ----555 -
Stage 2 ----536 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 0.73 16.91
HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)347 --1016 -
HCM Lane V/C Ratio 0.129 --0.047 -
HCM Ctrl Dly (s/v)16.9 --8.7 -
HCM Lane LOS C --A -
HCM 95th %tile Q(veh)0.4 --0.1 -
HCM 7th TWSC 2035 Total Traffic AM
10: 5th West & University Blvd Tamana Fields
Synchro 12 Report
Page 13
Intersection
Int Delay, s/veh 11.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 75 450 48 5 349 0 75 10 11 5 7 287
Future Vol, veh/h 75 450 48 5 349 0 75 10 11 5 7 287
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 75 -75 95 --100 -----
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 82 489 52 5 379 0 82 11 12 5 8 312
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 379 0 0 541 0 0 1046 1042 489 1048 1095 379
Stage 1 ------652 652 -390 390 -
Stage 2 ------394 390 -658 704 -
Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 -
Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 1179 --1027 --206 230 579 206 214 668
Stage 1 ------457 464 -634 608 -
Stage 2 ------631 608 -454 439 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1179 --1027 --98 213 579 178 198 668
Mov Cap-2 Maneuver ------98 213 -178 198 -
Stage 1 ------425 432 -631 604 -
Stage 2 ------330 604 -403 409 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 1.08 0.12 102.73 17.6
HCM LOS F C
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)98 318 1179 --1027 --606
HCM Lane V/C Ratio 0.831 0.072 0.069 --0.005 --0.536
HCM Ctrl Dly (s/v)126.7 17.2 8.3 --8.5 --17.6
HCM Lane LOS F C A --A --C
HCM 95th %tile Q(veh)4.6 0.2 0.2 --0 --3.2
HCM 7th TWSC 2035 Total Traffic AM
11: Yellowstone Highway & Access 1 Tamana Fields
Synchro 12 Report
Page 14
Intersection
Int Delay, s/veh 1.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 23 61 509 32 46 237
Future Vol, veh/h 23 61 509 32 46 237
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized -None -None -None
Storage Length 0 ---100 -
Veh in Median Storage, #0 -0 --0
Grade, %0 -0 --0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 25 66 553 35 50 258
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 799 294 0 0 588 0
Stage 1 571 -----
Stage 2 229 -----
Critical Hdwy 6.84 6.94 --4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 --2.22 -
Pot Cap-1 Maneuver 323 702 --983 -
Stage 1 529 -----
Stage 2 787 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 306 702 --983 -
Mov Cap-2 Maneuver 306 -----
Stage 1 502 -----
Stage 2 787 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 13.42 0 1.44
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)--519 983 -
HCM Lane V/C Ratio --0.176 0.051 -
HCM Ctrl Dly (s/v)--13.4 8.9 -
HCM Lane LOS --B A -
HCM 95th %tile Q(veh)--0.6 0.2 -
HCM 7th TWSC 2035 Total Traffic AM
12: Mikan Drive & Access 5 Tamana Fields
Synchro 12 Report
Page 15
Intersection
Int Delay, s/veh 0
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 54 0 0 0 0 67 0 0 0 110 0 22
Future Vol, veh/h 54 0 0 0 0 67 0 0 0 110 0 22
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized --None --None --None --None
Storage Length ------------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 59 0 0 0 0 73 0 0 0 120 0 24
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 251 251 12 239 263 0 24 0 0 0 0 0
Stage 1 251 251 -0 0 -------
Stage 2 0 0 -239 263 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 --4.12 --
Critical Hdwy Stg 1 6.12 5.52 -6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 -6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 --2.218 --
Pot Cap-1 Maneuver 702 652 1069 715 642 -1591 -----
Stage 1 753 699 ----------
Stage 2 ---764 691 -------
Platoon blocked, %----
Mov Cap-1 Maneuver -652 1069 715 642 -1591 -----
Mov Cap-2 Maneuver -652 -715 642 -------
Stage 1 753 699 ----------
Stage 2 ---764 691 -------
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0
HCM LOS --
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h)1591 -------
HCM Lane V/C Ratio --------
HCM Ctrl Dly (s/v)0 -------
HCM Lane LOS A -------
HCM 95th %tile Q(veh)0 -------
HCM Signalized Intersection Capacity Analysis 2035 Total Traffic PM
1: US-20 SB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 1
Movement EBT EBR WBT SBL SBR
Lane Configurations
Traffic Volume (vph)373 114 444 290 88
Future Volume (vph)373 114 444 290 88
Ideal Flow (vphpl)1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.0
Lane Util. Factor 0.95 1.00 0.95 1.00 1.00
Frt 1.00 0.85 1.00 1.00 0.85
Flt Protected 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)3539 1583 3539 1770 1583
Flt Permitted 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)3539 1583 3539 1770 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)405 124 483 315 96
RTOR Reduction (vph)0 76 0 0 0
Lane Group Flow (vph)405 48 483 315 96
Turn Type NA Prot NA Prot Free
Protected Phases 4 4 8 1
Permitted Phases Free
Actuated Green, G (s)10.3 10.3 10.3 7.5 26.8
Effective Green, g (s)10.3 10.3 10.3 7.5 26.8
Actuated g/C Ratio 0.38 0.38 0.38 0.28 1.00
Clearance Time (s)4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1360 608 1360 495 1583
v/s Ratio Prot 0.11 0.03 c0.14 c0.18
v/s Ratio Perm 0.06
v/c Ratio 0.30 0.08 0.36 0.64 0.06
Uniform Delay, d1 5.7 5.2 5.9 8.5 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.1 0.2 2.7 0.1
Delay (s)5.9 5.3 6.0 11.1 0.1
Level of Service A A A B A
Approach Delay (s/veh)5.7 6.0
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)6.6 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.47
Actuated Cycle Length (s) 26.8 Sum of lost time (s)9.0
Intersection Capacity Utilization 35.4%ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis 2035 Total Traffic PM
2: US-20 NB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 3
Movement WBT WBR2 NBL2 NBR SEL2 SEL
Lane Configurations
Traffic Volume (vph)1168 277 112 863 65 546
Future Volume (vph)1168 277 112 863 65 546
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.0 4.5 4.5 4.5 4.5
Lane Util. Factor 0.95 1.00 1.00 0.88 1.00 0.97
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (prot)3539 1583 1770 2787 1770 3433
Flt Permitted 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (perm)3539 1583 1770 2787 1770 3433
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)1270 301 122 938 71 593
RTOR Reduction (vph)0 0 28 249 38 0
Lane Group Flow (vph)1270 301 94 689 33 593
Turn Type NA Free Prot Prot Perm Prot
Protected Phases 5 5 4
Permitted Phases 8 Free 4
Actuated Green, G (s)17.6 38.3 11.7 11.7 17.6 17.6
Effective Green, g (s)17.6 38.3 11.7 11.7 17.6 17.6
Actuated g/C Ratio 0.46 1.00 0.31 0.31 0.46 0.46
Clearance Time (s)4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1626 1583 540 851 813 1577
v/s Ratio Prot 0.05 c0.25 0.17
v/s Ratio Perm c0.36 0.19 0.02
v/c Ratio 0.78 0.19 0.17 0.81 0.04 0.38
Uniform Delay, d1 8.7 0.0 9.8 12.3 5.7 6.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.5 0.3 0.2 5.9 0.0 0.2
Delay (s)11.2 0.3 9.9 18.1 5.7 6.9
Level of Service B A A B A A
Approach Delay (s/veh)9.1 6.8
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)11.3 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.79
Actuated Cycle Length (s) 38.3 Sum of lost time (s)9.0
Intersection Capacity Utilization 64.9%ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
HCM 7th TWSC 2035 Total Traffic PM
3: Golden Beauty Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 5
Intersection
Int Delay, s/veh 48.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 27 1346 40 39 1357 57 22 1 53 25 0 66
Future Vol, veh/h 27 1346 40 39 1357 57 22 1 53 25 0 66
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 130 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 29 1463 43 42 1475 62 24 1 58 27 0 72
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1537 0 0 1507 0 0 2366 3165 753 2382 3156 768
Stage 1 ------1543 1543 -1591 1591 -
Stage 2 ------822 1622 -791 1565 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 429 --440 --~ 19 10 352 ~ 18 11 344
Stage 1 ------120 175 -112 166 -
Stage 2 ------334 160 -349 170 -
Platoon blocked, %----
Mov Cap-1 Maneuver 429 --440 --~ 12 9 352 ~ 11 9 344
Mov Cap-2 Maneuver ------~ 12 9 -~ 11 9 -
Stage 1 ------112 163 -101 150 -
Stage 2 ------239 144 -270 159 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.27 0.38 $ 794.84 $ 954.96
HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)37 429 --440 --38
HCM Lane V/C Ratio 2.227 0.068 --0.096 --2.61
HCM Ctrl Dly (s/v)$ 794.8 14 --14 --$ 955
HCM Lane LOS F B --B --F
HCM 95th %tile Q(veh)9.1 0.2 --0.3 --11
Notes
~: Volume exceeds capacity $: Delay exceeds 300s
+: Computation Not Defined *: All major volume in platoon
HCM Signalized Intersection Capacity Analysis 2035 Total Traffic PM
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)520 758 90 94 674 68 120 344 125 141 308 464
Future Volume (vph)520 758 90 94 674 68 120 344 125 141 308 464
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 0.95 1.00 0.95
Frt 1.00 0.99 1.00 0.99 1.00 0.96 1.00 0.91
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1610 3327 1770 3491 1770 3398 1770 3220
Flt Permitted 0.95 1.00 0.95 1.00 0.22 1.00 0.30 1.00
Satd. Flow (perm)1610 3327 1770 3491 414 3398 563 3220
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)565 824 98 102 733 74 130 374 136 153 335 504
RTOR Reduction (vph)0 10 0 0 9 0 0 46 0 0 340 0
Lane Group Flow (vph)486 991 0 102 798 0 130 464 0 153 499 0
Turn Type Split NA Split NA pm+pt NA pm+pt NA
Protected Phases 4 4 8 8 5 2 1 6
Permitted Phases 2 6
Actuated Green, G (s)20.5 20.5 18.0 18.0 23.0 18.0 23.0 18.0
Effective Green, g (s)20.5 20.5 18.0 18.0 23.0 18.0 23.0 18.0
Actuated g/C Ratio 0.26 0.26 0.23 0.23 0.29 0.23 0.29 0.23
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)415 857 400 790 205 769 238 729
v/s Ratio Prot c0.30 0.30 0.06 c0.23 0.04 0.14 c0.04 c0.15
v/s Ratio Perm 0.14 0.15
v/c Ratio 1.17 1.16 0.26 1.01 0.63 0.60 0.64 0.68
Uniform Delay, d1 29.5 29.5 25.2 30.8 23.0 27.5 22.6 28.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 99.9 83.6 0.3 34.4 6.3 3.5 5.8 5.2
Delay (s)129.4 113.1 25.6 65.2 29.3 31.0 28.5 33.3
Level of Service F F C E C C C C
Approach Delay (s/veh)118.4 60.8 30.7 32.6
Approach LOS F E C C
Intersection Summary
HCM 2000 Control Delay (s/veh)70.3 HCM 2000 Level of Service E
HCM 2000 Volume to Capacity ratio 0.94
Actuated Cycle Length (s) 79.5 Sum of lost time (s)18.0
Intersection Capacity Utilization 91.9%ICU Level of Service F
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2035 Total Traffic PM
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)520 758 90 94 674 68 120 344 125 141 308 464
Future Volume (veh/h)520 758 90 94 674 68 120 344 125 141 308 464
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 496 921 98 102 733 74 130 374 136 153 335 504
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 459 857 91 403 738 74 203 580 208 285 402 359
Arrive On Green 0.26 0.26 0.26 0.23 0.23 0.23 0.06 0.23 0.23 0.06 0.23 0.23
Sat Flow, veh/h 1781 3323 354 1781 3259 329 1781 2563 919 1781 1777 1585
Grp Volume(v), veh/h 496 518 501 102 399 408 130 258 252 153 335 504
Grp Sat Flow(s),veh/h/ln 1781 1870 1807 1781 1777 1811 1781 1777 1705 1781 1777 1585
Q Serve(g_s), s 20.5 20.5 20.5 3.7 17.8 17.9 4.4 10.4 10.7 5.0 14.3 18.0
Cycle Q Clear(g_c), s 20.5 20.5 20.5 3.7 17.8 17.9 4.4 10.4 10.7 5.0 14.3 18.0
Prop In Lane 1.00 0.20 1.00 0.18 1.00 0.54 1.00 1.00
Lane Grp Cap(c), veh/h 459 482 466 403 402 410 203 402 386 285 402 359
V/C Ratio(X)1.08 1.07 1.07 0.25 0.99 0.99 0.64 0.64 0.65 0.54 0.83 1.40
Avail Cap(c_a), veh/h 459 482 466 403 402 410 203 402 386 285 402 359
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 29.5 29.5 29.5 25.2 30.7 30.7 23.7 27.8 27.9 23.4 29.3 30.8
Incr Delay (d2), s/veh 65.2 62.5 63.2 0.3 42.9 42.7 6.7 7.6 8.4 2.0 18.0 198.0
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 16.2 16.7 16.2 1.5 11.8 12.0 2.1 4.9 4.9 2.2 7.6 26.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 94.7 92.0 92.7 25.6 73.6 73.4 30.4 35.4 36.3 25.4 47.3 228.7
LnGrp LOS F F F C E E C D D C D F
Approach Vol, veh/h 1515 909 640 992
Approach Delay, s/veh 93.1 68.1 34.7 136.1
Approach LOS F E C F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 9.5 22.5 25.0 9.5 22.5 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 18.0 20.5 5.0 18.0 18.0
Max Q Clear Time (g_c+I1), s 7.0 12.7 22.5 6.4 20.0 19.9
Green Ext Time (p_c), s 0.0 1.3 0.0 0.0 0.0 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 88.8
HCM 7th LOS F
Notes
User approved volume balancing among the lanes for turning movement.
HCM 7th TWSC 2035 Total Traffic PM
5: Access 2 & University Blvd Tamana Fields
Synchro 12 Report
Page 8
Intersection
Int Delay, s/veh 11.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 104 805 114 47 738 10 42 0 47 6 0 56
Future Vol, veh/h 104 805 114 47 738 10 42 0 47 6 0 56
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 100 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 113 875 124 51 802 11 46 0 51 7 0 61
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 813 0 0 999 0 0 1666 2078 499 1573 2135 407
Stage 1 ------1163 1163 -910 910 -
Stage 2 ------503 915 -664 1225 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 810 --689 --63 53 517 74 49 594
Stage 1 ------207 267 -296 352 -
Stage 2 ------519 350 -416 249 -
Platoon blocked, %----
Mov Cap-1 Maneuver 810 --689 --~ 45 42 517 53 39 594
Mov Cap-2 Maneuver ------~ 45 42 -53 39 -
Stage 1 ------178 230 -274 326 -
Stage 2 ------431 324 -323 215 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 1.03 0.63 216.38 20.46
HCM LOS F C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)87 810 --689 --300
HCM Lane V/C Ratio 1.109 0.14 --0.074 --0.225
HCM Ctrl Dly (s/v)216.4 10.2 --10.6 --20.5
HCM Lane LOS F B --B --C
HCM 95th %tile Q(veh)6.6 0.5 --0.2 --0.8
Notes
~: Volume exceeds capacity $: Delay exceeds 300s
+: Computation Not Defined *: All major volume in platoon
HCM 7th TWSC 2035 Total Traffic PM
6: Tamana Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 9
Intersection
Int Delay, s/veh 31.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 46 719 73 36 686 77 36 0 36 63 0 73
Future Vol, veh/h 46 719 73 36 686 77 36 0 36 63 0 73
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 100 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 50 782 79 39 746 84 39 0 39 68 0 79
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 829 0 0 861 0 0 1745 1829 821 1747 1827 788
Stage 1 ------921 921 -866 866 -
Stage 2 ------824 908 -882 961 -
Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 -
Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 802 --781 --68 77 374 ~ 67 77 391
Stage 1 ------324 349 -348 371 -
Stage 2 ------367 354 -341 335 -
Platoon blocked, %----
Mov Cap-1 Maneuver 802 --781 --48 68 374 ~ 54 68 391
Mov Cap-2 Maneuver ------48 68 -~ 54 68 -
Stage 1 ------304 327 -331 352 -
Stage 2 ------278 337 -286 314 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.54 0.44 162.76 $ 336.6
HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)85 802 --781 --100
HCM Lane V/C Ratio 0.92 0.062 --0.05 --1.477
HCM Ctrl Dly (s/v)162.8 9.8 --9.9 --$ 336.6
HCM Lane LOS F A --A --F
HCM 95th %tile Q(veh)5 0.2 --0.2 --11
Notes
~: Volume exceeds capacity $: Delay exceeds 300s
+: Computation Not Defined *: All major volume in platoon
HCM 7th TWSC 2035 Total Traffic PM
7: Access 4 & University Blvd Tamana Fields
Synchro 12 Report
Page 10
Intersection
Int Delay, s/veh 0.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 746 72 36 760 42 0 0 35 0 0 40
Future Vol, veh/h 0 746 72 36 760 42 0 0 35 0 0 40
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length ---100 -100 -----0
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 811 78 39 826 46 0 0 38 0 0 43
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All -0 0 889 0 0 1754 1800 850 --826
Stage 1 ------850 850 ----
Stage 2 ------904 950 ----
Critical Hdwy ---4.12 --7.12 6.52 6.22 --6.22
Critical Hdwy Stg 1 ------6.12 5.52 ----
Critical Hdwy Stg 2 ------6.12 5.52 ----
Follow-up Hdwy ---2.218 --3.518 4.018 3.318 --3.318
Pot Cap-1 Maneuver 0 --762 --67 80 360 0 0 372
Stage 1 0 -----355 377 -0 0 -
Stage 2 0 -----331 339 -0 0 -
Platoon blocked, %----
Mov Cap-1 Maneuver ---762 --56 76 360 --372
Mov Cap-2 Maneuver ------56 76 ----
Stage 1 ------355 377 ----
Stage 2 ------278 321 ----
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0 0.43 16.17 15.96
HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)360 --762 --372
HCM Lane V/C Ratio 0.106 --0.051 --0.117
HCM Ctrl Dly (s/v)16.2 --10 --16
HCM Lane LOS C --A --C
HCM 95th %tile Q(veh)0.4 --0.2 --0.4
HCM 7th TWSC 2035 Total Traffic PM
8: Mikan Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 11
Intersection
Int Delay, s/veh 589.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 135 538 108 72 559 44 213 35 71 43 36 66
Future Vol, veh/h 135 538 108 72 559 44 213 35 71 43 36 66
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 45 --100 --100 --100 --
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 147 585 117 78 608 48 232 38 77 47 39 72
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 655 0 0 702 0 0 1721 1749 643 1685 1784 632
Stage 1 ------937 937 -788 788 -
Stage 2 ------784 812 -897 996 -
Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 -
Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 932 --895 --~ 70 86 473 74 82 481
Stage 1 ------318 343 -384 402 -
Stage 2 ------386 392 -334 322 -
Platoon blocked, %----
Mov Cap-1 Maneuver 932 --895 --~ 20 66 473 ~ 23 63 481
Mov Cap-2 Maneuver ------~ 20 66 -~ 23 63 -
Stage 1 ------268 289 -351 367 -
Stage 2 ------268 358 -205 272 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 1.66 1 $ 3405.22 $ 302.24
HCM LOS F F
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2
Capacity (veh/h)20 156 932 --895 --23 144
HCM Lane V/C Ratio 11.428 0.74 0.157 --0.087 --1.996 0.772
HCM Ctrl Dly (s/v)$ 5062.5 75 9.6 --9.4 --$ 816.7 85.3
HCM Lane LOS F F A --A --F F
HCM 95th %tile Q(veh)29.4 4.5 0.6 --0.3 --5.9 4.7
Notes
~: Volume exceeds capacity $: Delay exceeds 300s
+: Computation Not Defined *: All major volume in platoon
HCM 7th TWSC 2035 Total Traffic PM
9: Access 6 & University Blvd Tamana Fields
Synchro 12 Report
Page 12
Intersection
Int Delay, s/veh 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 616 36 73 640 35 71
Future Vol, veh/h 616 36 73 640 35 71
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length --100 -0 -
Veh in Median Storage, #0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 670 39 79 696 38 77
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 709 0 1543 689
Stage 1 ----689 -
Stage 2 ----854 -
Critical Hdwy --4.12 -6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy --2.218 -3.518 3.318
Pot Cap-1 Maneuver --890 -126 446
Stage 1 ----498 -
Stage 2 ----417 -
Platoon blocked, %---
Mov Cap-1 Maneuver --890 -115 446
Mov Cap-2 Maneuver ----115 -
Stage 1 ----454 -
Stage 2 ----417 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 0.97 35.7
HCM LOS E
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)229 --890 -
HCM Lane V/C Ratio 0.504 --0.089 -
HCM Ctrl Dly (s/v)35.7 --9.4 -
HCM Lane LOS E --A -
HCM 95th %tile Q(veh)2.6 --0.3 -
HCM 7th TWSC 2035 Total Traffic PM
10: 5th West & University Blvd Tamana Fields
Synchro 12 Report
Page 13
Intersection
Int Delay, s/veh 201.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 286 565 92 6 602 19 92 4 2 11 12 211
Future Vol, veh/h 286 565 92 6 602 19 92 4 2 11 12 211
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 75 -75 95 --100 -----
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 311 614 100 7 654 21 100 4 2 12 13 229
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 675 0 0 714 0 0 1910 1924 614 1916 2014 665
Stage 1 ------1236 1236 -678 678 -
Stage 2 ------674 688 -1238 1336 -
Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 -
Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 916 --886 --~ 52 67 492 51 59 460
Stage 1 ------216 248 -442 452 -
Stage 2 ------444 447 -215 222 -
Platoon blocked, %----
Mov Cap-1 Maneuver 916 --886 --~ 13 44 492 31 39 460
Mov Cap-2 Maneuver ------~ 13 44 -31 39 -
Stage 1 ------142 164 -439 448 -
Stage 2 ------215 444 -138 147 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 3.32 0.09 $ 3446.87 181.22
HCM LOS F F
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)13 63 916 --886 --208
HCM Lane V/C Ratio 7.853 0.104 0.339 --0.007 --1.221
HCM Ctrl Dly (s/v)$ 3667.2 68.7 10.9 --9.1 --181.2
HCM Lane LOS F F B --A --F
HCM 95th %tile Q(veh)13.7 0.3 1.5 --0 --13.1
Notes
~: Volume exceeds capacity $: Delay exceeds 300s
+: Computation Not Defined *: All major volume in platoon
HCM 7th TWSC 2035 Total Traffic PM
11: Yellowstone Highway & Access 1 Tamana Fields
Synchro 12 Report
Page 14
Intersection
Int Delay, s/veh 3.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 46 137 467 44 65 430
Future Vol, veh/h 46 137 467 44 65 430
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized -None -None -None
Storage Length 0 ---100 -
Veh in Median Storage, #0 -0 --0
Grade, %0 -0 --0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 50 149 508 48 71 467
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 907 278 0 0 555 0
Stage 1 532 -----
Stage 2 375 -----
Critical Hdwy 6.84 6.94 --4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 --2.22 -
Pot Cap-1 Maneuver 275 720 --1011 -
Stage 1 554 -----
Stage 2 665 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 256 720 --1011 -
Mov Cap-2 Maneuver 256 -----
Stage 1 515 -----
Stage 2 665 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 17.08 0 1.16
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)--495 1011 -
HCM Lane V/C Ratio --0.402 0.07 -
HCM Ctrl Dly (s/v)--17.1 8.8 -
HCM Lane LOS --C A -
HCM 95th %tile Q(veh)--1.9 0.2 -
HCM 7th TWSC 2035 Total Traffic PM
12: Mikan Drive & Access 5 Tamana Fields
Synchro 12 Report
Page 15
Intersection
Int Delay, s/veh 0
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 142 0 0 0 0 177 0 0 0 181 0 36
Future Vol, veh/h 142 0 0 0 0 177 0 0 0 181 0 36
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized --None --None --None --None
Storage Length ------------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 154 0 0 0 0 192 0 0 0 197 0 39
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 413 413 20 393 433 0 39 0 0 0 0 0
Stage 1 413 413 -0 0 -------
Stage 2 0 0 -393 433 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 --4.12 --
Critical Hdwy Stg 1 6.12 5.52 -6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 -6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 --2.218 --
Pot Cap-1 Maneuver 549 529 1058 566 516 -1571 -----
Stage 1 616 594 ----------
Stage 2 ---631 582 -------
Platoon blocked, %----
Mov Cap-1 Maneuver -529 1058 566 516 -1571 -----
Mov Cap-2 Maneuver -529 -566 516 -------
Stage 1 616 594 ----------
Stage 2 ---631 582 -------
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0
HCM LOS --
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h)1571 -------
HCM Lane V/C Ratio --------
HCM Ctrl Dly (s/v)0 -------
HCM Lane LOS A -------
HCM 95th %tile Q(veh)0 -------
FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
79
2035 Total Traffic Mitigated Analysis
HCM Signalized Intersection Capacity Analysis 2035 Total Traffic AM Mitigations
1: US-20 SB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 1
Movement EBT EBR WBT SBL SBR
Lane Configurations
Traffic Volume (vph)398 99 617 193 162
Future Volume (vph)398 99 617 193 162
Ideal Flow (vphpl)1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.0
Lane Util. Factor 0.95 1.00 0.95 1.00 1.00
Frt 1.00 0.85 1.00 1.00 0.85
Flt Protected 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)3539 1583 3539 1770 1583
Flt Permitted 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)3539 1583 3539 1770 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)433 108 671 210 176
RTOR Reduction (vph)0 61 0 0 0
Lane Group Flow (vph)433 47 671 210 176
Turn Type NA Prot NA Prot Free
Protected Phases 4 4 8 1
Permitted Phases Free
Actuated Green, G (s)11.9 11.9 11.9 6.4 27.3
Effective Green, g (s)11.9 11.9 11.9 6.4 27.3
Actuated g/C Ratio 0.44 0.44 0.44 0.23 1.00
Clearance Time (s)4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1542 690 1542 414 1583
v/s Ratio Prot 0.12 0.03 c0.19 c0.12
v/s Ratio Perm 0.11
v/c Ratio 0.28 0.07 0.44 0.51 0.11
Uniform Delay, d1 4.9 4.5 5.4 9.1 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.0 0.2 1.0 0.1
Delay (s)5.0 4.5 5.6 10.1 0.1
Level of Service A A A B A
Approach Delay (s/veh)4.9 5.6
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)5.3 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.46
Actuated Cycle Length (s) 27.3 Sum of lost time (s)9.0
Intersection Capacity Utilization 34.8%ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis 2035 Total Traffic AM Mitigations
2: US-20 NB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 3
Movement WBT WBR2 NBL2 NBR SEL2 SEL
Lane Configurations
Traffic Volume (vph)1223 193 153 656 56 528
Future Volume (vph)1223 193 153 656 56 528
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.0 4.5 4.5 4.5 4.5
Lane Util. Factor 0.95 1.00 1.00 0.88 1.00 0.97
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (prot)3539 1583 1770 2787 1770 3433
Flt Permitted 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (perm)3539 1583 1770 2787 1770 3433
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)1329 210 166 713 61 574
RTOR Reduction (vph)0 0 30 277 32 0
Lane Group Flow (vph)1329 210 136 436 29 574
Turn Type NA Free Prot Prot Perm Prot
Protected Phases 5 5 4
Permitted Phases 8 Free 4
Actuated Green, G (s)17.6 36.4 9.8 9.8 17.6 17.6
Effective Green, g (s)17.6 36.4 9.8 9.8 17.6 17.6
Actuated g/C Ratio 0.48 1.00 0.27 0.27 0.48 0.48
Clearance Time (s)4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1711 1583 476 750 855 1659
v/s Ratio Prot 0.08 c0.16 0.17
v/s Ratio Perm c0.38 0.13 0.02
v/c Ratio 0.78 0.13 0.29 0.58 0.03 0.35
Uniform Delay, d1 7.8 0.0 10.5 11.5 4.9 5.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.3 0.2 0.3 1.2 0.0 0.1
Delay (s)10.1 0.2 10.9 12.7 5.0 6.0
Level of Service B A B B A A
Approach Delay (s/veh)8.7 5.9
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)9.2 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.71
Actuated Cycle Length (s) 36.4 Sum of lost time (s)9.0
Intersection Capacity Utilization 68.2%ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
HCM 7th TWSC 2035 Total Traffic AM Mitigations
3: Golden Beauty Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 5
Intersection
Int Delay, s/veh 1.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 29 1097 61 40 1123 30 0 0 82 0 0 53
Future Vol, veh/h 29 1097 61 40 1123 30 0 0 82 0 0 53
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 130 --100 ----0 --0
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 32 1192 66 43 1221 33 0 0 89 0 0 58
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1253 0 0 1259 0 0 --629 --627
Stage 1 ------------
Stage 2 ------------
Critical Hdwy 4.14 --4.14 ----6.94 --6.94
Critical Hdwy Stg 1 ------------
Critical Hdwy Stg 2 ------------
Follow-up Hdwy 2.22 --2.22 ----3.32 --3.32
Pot Cap-1 Maneuver 551 --548 --0 0 425 0 0 427
Stage 1 ------0 0 -0 0 -
Stage 2 ------0 0 -0 0 -
Platoon blocked, %----
Mov Cap-1 Maneuver 551 --548 ----425 --427
Mov Cap-2 Maneuver ------------
Stage 1 ------------
Stage 2 ------------
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.29 0.41 15.71 14.75
HCM LOS C B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)425 551 --548 --427
HCM Lane V/C Ratio 0.21 0.057 --0.079 --0.135
HCM Ctrl Dly (s/v)15.7 11.9 --12.1 --14.8
HCM Lane LOS C B --B --B
HCM 95th %tile Q(veh)0.8 0.2 --0.3 --0.5
HCM Signalized Intersection Capacity Analysis 2035 Total Traffic AM Mitigations
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)475 533 65 67 537 27 166 303 99 80 149 532
Future Volume (vph)475 533 65 67 537 27 166 303 99 80 149 532
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 0.97 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Frt 1.00 0.98 1.00 0.99 1.00 0.96 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot)3433 3481 1770 3514 1770 3408 1770 3539 1583
Flt Permitted 0.95 1.00 0.40 1.00 0.61 1.00 0.44 1.00 1.00
Satd. Flow (perm)3433 3481 754 3514 1128 3408 827 3539 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)516 579 71 73 584 29 180 329 108 87 162 578
RTOR Reduction (vph)0 10 0 0 5 0 0 38 0 0 0 60
Lane Group Flow (vph)516 640 0 73 608 0 180 399 0 87 162 518
Turn Type Prot NA pm+pt NA pm+pt NA pm+pt NA pm+ov
Protected Phases 7 4 3 8 5 2 1 6 7
Permitted Phases 8 2 6 6
Actuated Green, G (s)16.4 28.4 23.8 17.9 27.7 22.2 24.7 20.7 37.1
Effective Green, g (s)16.4 28.4 23.8 17.9 27.7 22.2 24.7 20.7 37.1
Actuated g/C Ratio 0.21 0.36 0.30 0.23 0.35 0.28 0.31 0.26 0.47
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)717 1259 304 801 443 963 308 933 838
v/s Ratio Prot c0.15 0.18 0.02 c0.17 c0.03 0.12 0.01 0.05 c0.13
v/s Ratio Perm 0.05 0.11 0.07 0.20
v/c Ratio 0.72 0.51 0.24 0.76 0.41 0.41 0.28 0.17 0.62
Uniform Delay, d1 28.9 19.6 19.9 28.3 18.4 22.9 19.4 22.3 15.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 3.5 0.3 0.4 4.2 0.6 1.3 0.5 0.4 1.4
Delay (s)32.4 19.9 20.3 32.5 19.0 24.2 19.9 22.7 16.8
Level of Service C B C C B C B C B
Approach Delay (s/veh)25.4 31.2 22.7 18.3
Approach LOS C C C B
Intersection Summary
HCM 2000 Control Delay (s/veh)24.3 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.70
Actuated Cycle Length (s) 78.5 Sum of lost time (s)18.0
Intersection Capacity Utilization 69.1%ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2035 Total Traffic AM Mitigations
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)475 533 65 67 537 27 166 303 99 80 149 532
Future Volume (veh/h)475 533 65 67 537 27 166 303 99 80 149 532
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 516 579 71 73 584 29 180 329 108 87 162 578
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 642 1040 127 364 726 36 410 775 250 385 973 728
Arrive On Green 0.19 0.33 0.33 0.07 0.21 0.21 0.08 0.29 0.29 0.06 0.27 0.27
Sat Flow, veh/h 3456 3187 390 1781 3446 171 1781 2641 853 1781 3554 1585
Grp Volume(v), veh/h 516 322 328 73 301 312 180 219 218 87 162 578
Grp Sat Flow(s),veh/h/ln 1728 1777 1800 1781 1777 1840 1781 1777 1717 1781 1777 1585
Q Serve(g_s), s 10.2 10.6 10.7 2.2 11.5 11.5 5.2 7.1 7.3 2.4 2.5 19.5
Cycle Q Clear(g_c), s 10.2 10.6 10.7 2.2 11.5 11.5 5.2 7.1 7.3 2.4 2.5 19.5
Prop In Lane 1.00 0.22 1.00 0.09 1.00 0.50 1.00 1.00
Lane Grp Cap(c), veh/h 642 580 587 364 374 387 410 521 504 385 973 728
V/C Ratio(X)0.80 0.56 0.56 0.20 0.80 0.81 0.44 0.42 0.43 0.23 0.17 0.79
Avail Cap(c_a), veh/h 897 580 587 689 461 478 410 521 504 410 973 728
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 27.8 19.8 19.8 19.3 26.7 26.7 16.7 20.3 20.4 17.0 19.7 16.4
Incr Delay (d2), s/veh 3.7 1.2 1.2 0.3 8.2 8.1 0.7 2.5 2.7 0.3 0.4 8.7
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.1 4.0 4.1 0.8 5.2 5.4 1.9 3.0 3.0 0.9 1.0 8.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 31.4 20.9 21.0 19.5 34.9 34.8 17.5 22.8 23.1 17.3 20.1 25.1
LnGrp LOS C C C B C C B C C B C C
Approach Vol, veh/h 1166 686 617 827
Approach Delay, s/veh 25.6 33.2 21.3 23.3
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.6 25.4 9.5 27.7 10.0 24.0 17.7 19.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 19.9 18.0 19.0 5.5 19.5 18.5 18.5
Max Q Clear Time (g_c+I1), s 4.4 9.3 4.2 12.7 7.2 21.5 12.2 13.5
Green Ext Time (p_c), s 0.0 1.7 0.1 1.9 0.0 0.0 1.1 1.5
Intersection Summary
HCM 7th Control Delay, s/veh 25.8
HCM 7th LOS C
HCM 7th TWSC 2035 Total Traffic AM Mitigations
5: Access 2 & University Blvd Tamana Fields
Synchro 12 Report
Page 8
Intersection
Int Delay, s/veh 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 46 585 76 29 522 15 14 0 20 11 0 82
Future Vol, veh/h 46 585 76 29 522 15 14 0 20 11 0 82
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 100 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 50 636 83 32 567 16 15 0 22 12 0 89
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 584 0 0 718 0 0 1124 1424 359 1057 1457 292
Stage 1 ------777 777 -639 639 -
Stage 2 ------347 647 -418 818 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 987 --879 --160 135 637 179 129 705
Stage 1 ------356 405 -431 469 -
Stage 2 ------642 465 -583 388 -
Platoon blocked, %----
Mov Cap-1 Maneuver 987 --879 --128 123 637 159 118 705
Mov Cap-2 Maneuver ------128 123 -159 118 -
Stage 1 ------338 385 -416 452 -
Stage 2 ------541 448 -535 368 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.58 0.47 22.58 14
HCM LOS C B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)242 987 --879 --501
HCM Lane V/C Ratio 0.153 0.051 --0.036 --0.202
HCM Ctrl Dly (s/v)22.6 8.8 --9.2 --14
HCM Lane LOS C A --A --B
HCM 95th %tile Q(veh)0.5 0.2 --0.1 --0.7
HCM 7th TWSC 2035 Total Traffic AM Mitigations
6: Tamana Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 9
Intersection
Int Delay, s/veh 2.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 35 537 44 22 522 36 14 0 14 29 0 30
Future Vol, veh/h 35 537 44 22 522 36 14 0 14 29 0 30
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 100 -0 100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 38 584 48 24 567 39 15 0 15 32 0 33
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 607 0 0 632 0 0 1275 1314 584 1295 1342 587
Stage 1 ------660 660 -635 635 -
Stage 2 ------615 654 -660 708 -
Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 -
Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 972 --951 --144 158 512 139 152 510
Stage 1 ------452 460 -467 472 -
Stage 2 ------478 463 -452 438 -
Platoon blocked, %----
Mov Cap-1 Maneuver 972 --951 --126 148 512 127 142 510
Mov Cap-2 Maneuver ------126 148 -127 142 -
Stage 1 ------435 442 -455 461 -
Stage 2 ------437 451 -422 421 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.5 0.34 25.92 30.36
HCM LOS D D
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)202 972 --951 --205
HCM Lane V/C Ratio 0.15 0.039 --0.025 --0.313
HCM Ctrl Dly (s/v)25.9 8.9 --8.9 --30.4
HCM Lane LOS D A --A --D
HCM 95th %tile Q(veh)0.5 0.1 --0.1 --1.3
HCM 7th TWSC 2035 Total Traffic AM Mitigations
7: University Blvd & Access 4 Tamana Fields
Synchro 12 Report
Page 10
Intersection
Int Delay, s/veh 0.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 536 44 22 551 35 0 0 14 0 0 29
Future Vol, veh/h 0 536 44 22 551 35 0 0 14 0 0 29
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length --100 100 -100 -----0
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 583 48 24 599 38 0 0 15 0 0 32
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All -0 0 630 0 0 1229 1267 583 --599
Stage 1 ------583 583 ----
Stage 2 ------647 685 ----
Critical Hdwy ---4.12 --7.12 6.52 6.22 --6.22
Critical Hdwy Stg 1 ------6.12 5.52 ----
Critical Hdwy Stg 2 ------6.12 5.52 ----
Follow-up Hdwy ---2.218 --3.518 4.018 3.318 --3.318
Pot Cap-1 Maneuver 0 --952 --155 169 512 0 0 502
Stage 1 0 -----498 499 -0 0 -
Stage 2 0 -----460 448 -0 0 -
Platoon blocked, %----
Mov Cap-1 Maneuver ---952 --141 164 512 --502
Mov Cap-2 Maneuver ------141 164 ----
Stage 1 ------498 499 ----
Stage 2 ------420 437 ----
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0 0.32 12.24 12.66
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)512 --952 --502
HCM Lane V/C Ratio 0.03 --0.025 --0.063
HCM Ctrl Dly (s/v)12.2 --8.9 --12.7
HCM Lane LOS B --A --B
HCM 95th %tile Q(veh)0.1 --0.1 --0.2
HCM Signalized Intersection Capacity Analysis 2035 Total Traffic AM Mitigations
8: Mikan Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)35 449 66 44 417 36 82 13 26 35 22 110
Future Volume (vph)35 449 66 44 417 36 82 13 26 35 22 110
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 0.99 1.00 0.90 1.00 0.88
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1770 1863 1583 1770 1841 1770 1676 1770 1630
Flt Permitted 0.29 1.00 1.00 0.25 1.00 0.67 1.00 0.73 1.00
Satd. Flow (perm)545 1863 1583 472 1841 1239 1676 1359 1630
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)38 488 72 48 453 39 89 14 28 38 24 120
RTOR Reduction (vph)0 0 47 0 5 0 0 18 0 0 78 0
Lane Group Flow (vph)38 488 25 48 487 0 89 24 0 38 66 0
Turn Type pm+pt NA Perm pm+pt NA Perm NA Perm NA
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 4 8 2 6
Actuated Green, G (s)20.4 18.7 18.7 22.2 19.6 18.8 18.8 18.8 18.8
Effective Green, g (s)20.4 18.7 18.7 22.2 19.6 18.8 18.8 18.8 18.8
Actuated g/C Ratio 0.38 0.35 0.35 0.41 0.37 0.35 0.35 0.35 0.35
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)246 649 552 258 673 434 587 476 571
v/s Ratio Prot 0.00 0.26 c0.01 c0.26 0.01 0.04
v/s Ratio Perm 0.05 0.02 0.07 c0.07 0.03
v/c Ratio 0.15 0.75 0.05 0.19 0.72 0.21 0.04 0.08 0.12
Uniform Delay, d1 11.0 15.4 11.5 10.3 14.7 12.2 11.5 11.6 11.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.3 4.9 0.0 0.4 3.9 1.1 0.1 0.3 0.4
Delay (s)11.3 20.3 11.6 10.7 18.5 13.2 11.6 12.0 12.2
Level of Service B C B B B B B B B
Approach Delay (s/veh)18.7 17.8 12.7 12.1
Approach LOS B B B B
Intersection Summary
HCM 2000 Control Delay (s/veh)17.0 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.46
Actuated Cycle Length (s) 53.6 Sum of lost time (s)13.5
Intersection Capacity Utilization 55.8%ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2035 Total Traffic AM Mitigations
8: Mikan Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)35 449 66 44 417 36 82 13 26 35 22 110
Future Volume (veh/h)35 449 66 44 417 36 82 13 26 35 22 110
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 38 488 72 48 453 39 89 14 28 38 24 120
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 294 601 510 300 559 48 514 200 401 613 98 488
Arrive On Green 0.04 0.32 0.32 0.05 0.33 0.33 0.36 0.36 0.36 0.36 0.36 0.36
Sat Flow, veh/h 1781 1870 1585 1781 1698 146 1244 557 1113 1365 271 1355
Grp Volume(v), veh/h 38 488 72 48 0 492 89 0 42 38 0 144
Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 0 1844 1244 0 1670 1365 0 1626
Q Serve(g_s), s 0.7 12.0 1.6 0.9 0.0 12.2 2.7 0.0 0.8 0.9 0.0 3.1
Cycle Q Clear(g_c), s 0.7 12.0 1.6 0.9 0.0 12.2 5.8 0.0 0.8 1.8 0.0 3.1
Prop In Lane 1.00 1.00 1.00 0.08 1.00 0.67 1.00 0.83
Lane Grp Cap(c), veh/h 294 601 510 300 0 607 514 0 601 613 0 585
V/C Ratio(X)0.13 0.81 0.14 0.16 0.00 0.81 0.17 0.00 0.07 0.06 0.00 0.25
Avail Cap(c_a), veh/h 399 879 745 392 0 866 514 0 601 613 0 585
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 11.8 15.6 12.1 11.7 0.0 15.3 13.3 0.0 10.5 11.1 0.0 11.2
Incr Delay (d2), s/veh 0.2 3.7 0.1 0.2 0.0 3.9 0.7 0.0 0.2 0.2 0.0 1.0
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 4.5 0.5 0.3 0.0 4.5 0.8 0.0 0.3 0.3 0.0 1.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 12.0 19.3 12.2 12.0 0.0 19.3 14.0 0.0 10.7 11.3 0.0 12.2
LnGrp LOS B B B B B B B B B
Approach Vol, veh/h 598 540 131 182
Approach Delay, s/veh 18.0 18.6 13.0 12.0
Approach LOS B B B B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 22.5 6.9 20.6 22.5 6.6 21.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 5.0 23.5 18.0 5.0 23.5
Max Q Clear Time (g_c+I1), s 7.8 2.9 14.0 5.1 2.7 14.2
Green Ext Time (p_c), s 0.3 0.0 2.1 0.7 0.0 1.9
Intersection Summary
HCM 7th Control Delay, s/veh 17.0
HCM 7th LOS B
HCM 7th TWSC 2035 Total Traffic AM Mitigations
9: University Blvd Tamana Fields
Synchro 12 Report
Page 13
Intersection
Int Delay, s/veh 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 488 22 44 483 14 27
Future Vol, veh/h 488 22 44 483 14 27
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length -100 100 -0 -
Veh in Median Storage, #0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 530 24 48 525 15 29
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 554 0 1151 530
Stage 1 ----530 -
Stage 2 ----621 -
Critical Hdwy --4.12 -6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy --2.218 -3.518 3.318
Pot Cap-1 Maneuver --1016 -219 549
Stage 1 ----590 -
Stage 2 ----536 -
Platoon blocked, %---
Mov Cap-1 Maneuver --1016 -209 549
Mov Cap-2 Maneuver ----209 -
Stage 1 ----562 -
Stage 2 ----536 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 0.73 16.69
HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)352 --1016 -
HCM Lane V/C Ratio 0.126 --0.047 -
HCM Ctrl Dly (s/v)16.7 --8.7 -
HCM Lane LOS C --A -
HCM 95th %tile Q(veh)0.4 --0.1 -
HCM Signalized Intersection Capacity Analysis 2035 Total Traffic AM Mitigations
10: 5th West & University Blvd Tamana Fields
Synchro 12 Report
Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)75 450 48 5 349 0 75 10 11 5 7 287
Future Volume (vph)75 450 48 5 349 0 75 10 11 5 7 287
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.92 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1770 1863 1583 1770 1863 1770 1717 1770 1590
Flt Permitted 0.35 1.00 1.00 0.33 1.00 0.48 1.00 0.74 1.00
Satd. Flow (perm)653 1863 1583 607 1863 895 1717 1383 1590
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)82 489 52 5 379 0 82 11 12 5 8 312
RTOR Reduction (vph)0 0 33 0 0 0 0 8 0 0 201 0
Lane Group Flow (vph)82 489 19 5 379 0 82 15 0 5 119 0
Turn Type pm+pt NA Perm pm+pt NA Perm NA Perm NA
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 4 8 2 6
Actuated Green, G (s)22.4 19.6 19.6 18.4 17.6 18.6 18.6 18.6 18.6
Effective Green, g (s)22.4 19.6 19.6 18.4 17.6 18.6 18.6 18.6 18.6
Actuated g/C Ratio 0.43 0.37 0.37 0.35 0.34 0.35 0.35 0.35 0.35
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)338 695 590 230 624 317 608 489 563
v/s Ratio Prot c0.01 c0.26 0.00 0.20 0.01 0.07
v/s Ratio Perm 0.09 0.01 0.01 c0.09 0.00
v/c Ratio 0.24 0.70 0.03 0.02 0.61 0.26 0.03 0.01 0.21
Uniform Delay, d1 9.5 14.0 10.4 11.4 14.6 12.0 11.0 11.0 11.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.4 3.2 0.0 0.0 1.7 2.0 0.1 0.0 0.9
Delay (s)9.9 17.2 10.5 11.5 16.2 14.0 11.1 11.0 12.7
Level of Service A B B B B B B B B
Approach Delay (s/veh)15.7 16.2 13.4 12.7
Approach LOS B B B B
Intersection Summary
HCM 2000 Control Delay (s/veh)15.0 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.49
Actuated Cycle Length (s) 52.5 Sum of lost time (s)13.5
Intersection Capacity Utilization 65.1%ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2035 Total Traffic AM Mitigations
10: 5th West & University Blvd Tamana Fields
Synchro 12 Report
Page 15
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)75 450 48 5 349 0 75 10 11 5 7 287
Future Volume (veh/h)75 450 48 5 349 0 75 10 11 5 7 287
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 82 489 52 5 379 0 82 11 12 5 8 312
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 353 611 518 241 493 0 391 312 340 670 15 591
Arrive On Green 0.07 0.33 0.33 0.01 0.26 0.00 0.38 0.38 0.38 0.38 0.38 0.38
Sat Flow, veh/h 1781 1870 1585 1781 1870 0 1060 818 892 1388 40 1551
Grp Volume(v), veh/h 82 489 52 5 379 0 82 0 23 5 0 320
Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 0 1060 0 1710 1388 0 1591
Q Serve(g_s), s 1.5 11.3 1.1 0.1 8.8 0.0 3.1 0.0 0.4 0.1 0.0 7.4
Cycle Q Clear(g_c), s 1.5 11.3 1.1 0.1 8.8 0.0 10.4 0.0 0.4 0.5 0.0 7.4
Prop In Lane 1.00 1.00 1.00 0.00 1.00 0.52 1.00 0.98
Lane Grp Cap(c), veh/h 353 611 518 241 493 0 391 0 651 670 0 606
V/C Ratio(X)0.23 0.80 0.10 0.02 0.77 0.00 0.21 0.00 0.04 0.01 0.00 0.53
Avail Cap(c_a), veh/h 429 930 788 417 919 0 391 0 651 670 0 606
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 11.7 14.5 11.1 13.3 16.1 0.0 15.4 0.0 9.2 9.3 0.0 11.3
Incr Delay (d2), s/veh 0.3 2.9 0.1 0.0 2.6 0.0 1.2 0.0 0.1 0.0 0.0 3.3
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.5 4.0 0.3 0.0 3.2 0.0 0.8 0.0 0.1 0.0 0.0 2.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 12.0 17.4 11.2 13.4 18.6 0.0 16.6 0.0 9.3 9.4 0.0 14.6
LnGrp LOS B B B B B B A A B
Approach Vol, veh/h 623 384 105 325
Approach Delay, s/veh 16.2 18.6 15.0 14.5
Approach LOS B B B B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 22.5 4.8 19.9 22.5 7.8 16.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 5.0 23.5 18.0 5.3 23.2
Max Q Clear Time (g_c+I1), s 12.4 2.1 13.3 9.4 3.5 10.8
Green Ext Time (p_c), s 0.2 0.0 2.1 1.4 0.0 1.6
Intersection Summary
HCM 7th Control Delay, s/veh 16.4
HCM 7th LOS B
HCM 7th TWSC 2035 Total Traffic AM Mitigations
11: Yellowstone Highway & Access 1 Tamana Fields
Synchro 12 Report
Page 16
Intersection
Int Delay, s/veh 1.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 23 61 509 32 46 237
Future Vol, veh/h 23 61 509 32 46 237
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized -None -None -None
Storage Length 0 ---100 -
Veh in Median Storage, #0 -0 --0
Grade, %0 -0 --0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 25 66 553 35 50 258
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 799 294 0 0 588 0
Stage 1 571 -----
Stage 2 229 -----
Critical Hdwy 6.84 6.94 --4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 --2.22 -
Pot Cap-1 Maneuver 323 702 --983 -
Stage 1 529 -----
Stage 2 787 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 306 702 --983 -
Mov Cap-2 Maneuver 306 -----
Stage 1 502 -----
Stage 2 787 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 13.42 0 1.44
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)--519 983 -
HCM Lane V/C Ratio --0.176 0.051 -
HCM Ctrl Dly (s/v)--13.4 8.9 -
HCM Lane LOS --B A -
HCM 95th %tile Q(veh)--0.6 0.2 -
HCM 7th TWSC 2035 Total Traffic AM Mitigations
12: Mikan Drive & Access 5 Tamana Fields
Synchro 12 Report
Page 17
Intersection
Int Delay, s/veh 0
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 54 0 0 0 0 67 0 0 0 110 0 22
Future Vol, veh/h 54 0 0 0 0 67 0 0 0 110 0 22
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized --None --None --None --None
Storage Length ------------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 59 0 0 0 0 73 0 0 0 120 0 24
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 251 251 12 239 263 0 24 0 0 0 0 0
Stage 1 251 251 -0 0 -------
Stage 2 0 0 -239 263 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 --4.12 --
Critical Hdwy Stg 1 6.12 5.52 -6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 -6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 --2.218 --
Pot Cap-1 Maneuver 702 652 1069 715 642 -1591 -----
Stage 1 753 699 ----------
Stage 2 ---764 691 -------
Platoon blocked, %----
Mov Cap-1 Maneuver -652 1069 715 642 -1591 -----
Mov Cap-2 Maneuver -652 -715 642 -------
Stage 1 753 699 ----------
Stage 2 ---764 691 -------
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0
HCM LOS --
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h)1591 -------
HCM Lane V/C Ratio --------
HCM Ctrl Dly (s/v)0 -------
HCM Lane LOS A -------
HCM 95th %tile Q(veh)0 -------
HCM Signalized Intersection Capacity Analysis 2035 Total Traffic PM Mitigations
1: US-20 SB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 1
Movement EBT EBR WBT SBL SBR
Lane Configurations
Traffic Volume (vph)373 114 444 290 88
Future Volume (vph)373 114 444 290 88
Ideal Flow (vphpl)1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.0
Lane Util. Factor 0.95 1.00 0.95 1.00 1.00
Frt 1.00 0.85 1.00 1.00 0.85
Flt Protected 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)3539 1583 3539 1770 1583
Flt Permitted 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)3539 1583 3539 1770 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)405 124 483 315 96
RTOR Reduction (vph)0 76 0 0 0
Lane Group Flow (vph)405 48 483 315 96
Turn Type NA Prot NA Prot Free
Protected Phases 4 4 8 1
Permitted Phases Free
Actuated Green, G (s)10.3 10.3 10.3 7.5 26.8
Effective Green, g (s)10.3 10.3 10.3 7.5 26.8
Actuated g/C Ratio 0.38 0.38 0.38 0.28 1.00
Clearance Time (s)4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1360 608 1360 495 1583
v/s Ratio Prot 0.11 0.03 c0.14 c0.18
v/s Ratio Perm 0.06
v/c Ratio 0.30 0.08 0.36 0.64 0.06
Uniform Delay, d1 5.7 5.2 5.9 8.5 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.1 0.2 2.7 0.1
Delay (s)5.9 5.3 6.0 11.1 0.1
Level of Service A A A B A
Approach Delay (s/veh)5.7 6.0
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)6.6 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.47
Actuated Cycle Length (s) 26.8 Sum of lost time (s)9.0
Intersection Capacity Utilization 35.4%ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis 2035 Total Traffic PM Mitigations
2: US-20 NB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 3
Movement WBT WBR2 NBL2 NBR SEL2 SEL
Lane Configurations
Traffic Volume (vph)1168 277 112 863 65 546
Future Volume (vph)1168 277 112 863 65 546
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.0 4.5 4.5 4.5 4.5
Lane Util. Factor 0.95 1.00 1.00 0.88 1.00 0.97
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (prot)3539 1583 1770 2787 1770 3433
Flt Permitted 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (perm)3539 1583 1770 2787 1770 3433
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)1270 301 122 938 71 593
RTOR Reduction (vph)0 0 28 249 38 0
Lane Group Flow (vph)1270 301 94 689 33 593
Turn Type NA Free Prot Prot Perm Prot
Protected Phases 5 5 4
Permitted Phases 8 Free 4
Actuated Green, G (s)17.6 38.3 11.7 11.7 17.6 17.6
Effective Green, g (s)17.6 38.3 11.7 11.7 17.6 17.6
Actuated g/C Ratio 0.46 1.00 0.31 0.31 0.46 0.46
Clearance Time (s)4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1626 1583 540 851 813 1577
v/s Ratio Prot 0.05 c0.25 0.17
v/s Ratio Perm c0.36 0.19 0.02
v/c Ratio 0.78 0.19 0.17 0.81 0.04 0.38
Uniform Delay, d1 8.7 0.0 9.8 12.3 5.7 6.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.5 0.3 0.2 5.9 0.0 0.2
Delay (s)11.2 0.3 9.9 18.1 5.7 6.9
Level of Service B A A B A A
Approach Delay (s/veh)9.1 6.8
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)11.3 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.79
Actuated Cycle Length (s) 38.3 Sum of lost time (s)9.0
Intersection Capacity Utilization 64.9%ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
HCM 7th TWSC 2035 Total Traffic PM Mitigations
3: Golden Beauty Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 5
Intersection
Int Delay, s/veh 1.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 27 1346 40 39 1357 57 0 0 76 0 0 91
Future Vol, veh/h 27 1346 40 39 1357 57 0 0 76 0 0 91
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 130 --100 ----0 --0
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 29 1463 43 42 1475 62 0 0 83 0 0 99
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1537 0 0 1507 0 0 --753 --768
Stage 1 ------------
Stage 2 ------------
Critical Hdwy 4.14 --4.14 ----6.94 --6.94
Critical Hdwy Stg 1 ------------
Critical Hdwy Stg 2 ------------
Follow-up Hdwy 2.22 --2.22 ----3.32 --3.32
Pot Cap-1 Maneuver 429 --440 --0 0 352 0 0 344
Stage 1 ------0 0 -0 0 -
Stage 2 ------0 0 -0 0 -
Platoon blocked, %----
Mov Cap-1 Maneuver 429 --440 ----352 --344
Mov Cap-2 Maneuver ------------
Stage 1 ------------
Stage 2 ------------
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.27 0.38 18.33 19.63
HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)352 429 --440 --344
HCM Lane V/C Ratio 0.235 0.068 --0.096 --0.287
HCM Ctrl Dly (s/v)18.3 14 --14 --19.6
HCM Lane LOS C B --B --C
HCM 95th %tile Q(veh)0.9 0.2 --0.3 --1.2
HCM Signalized Intersection Capacity Analysis 2035 Total Traffic PM Mitigations
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)520 758 90 94 674 68 120 344 125 141 308 464
Future Volume (vph)520 758 90 94 674 68 120 344 125 141 308 464
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 0.97 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Frt 1.00 0.98 1.00 0.99 1.00 0.96 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot)3433 3483 1770 3491 1770 3398 1770 3539 1583
Flt Permitted 0.95 1.00 0.29 1.00 0.47 1.00 0.29 1.00 1.00
Satd. Flow (perm)3433 3483 548 3491 878 3398 536 3539 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)565 824 98 102 733 74 130 374 136 153 335 504
RTOR Reduction (vph)0 9 0 0 9 0 0 41 0 0 0 53
Lane Group Flow (vph)565 913 0 102 798 0 130 469 0 153 335 451
Turn Type Prot NA pm+pt NA pm+pt NA pm+pt NA pm+ov
Protected Phases 7 4 3 8 5 2 1 6 7
Permitted Phases 8 2 6 6
Actuated Green, G (s)18.4 36.3 30.7 24.3 23.6 18.5 23.6 18.5 36.9
Effective Green, g (s)18.4 36.3 30.7 24.3 23.6 18.5 23.6 18.5 36.9
Actuated g/C Ratio 0.22 0.43 0.36 0.29 0.28 0.22 0.28 0.22 0.44
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)749 1499 292 1006 299 745 224 776 777
v/s Ratio Prot c0.16 0.26 0.03 c0.23 0.03 0.14 c0.04 0.09 0.13
v/s Ratio Perm 0.10 0.10 c0.15 0.16
v/c Ratio 0.75 0.61 0.35 0.79 0.43 0.63 0.68 0.43 0.58
Uniform Delay, d1 30.8 18.5 18.1 27.7 23.6 29.8 25.0 28.4 17.9
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 4.3 0.7 0.7 4.4 1.0 4.0 8.3 1.8 1.1
Delay (s)35.2 19.2 18.8 32.1 24.6 33.8 33.3 30.1 18.9
Level of Service D B B C C C C C B
Approach Delay (s/veh)25.3 30.6 31.9 24.9
Approach LOS C C C C
Intersection Summary
HCM 2000 Control Delay (s/veh)27.4 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.74
Actuated Cycle Length (s) 84.3 Sum of lost time (s)18.0
Intersection Capacity Utilization 71.9%ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2035 Total Traffic PM Mitigations
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)520 758 90 94 674 68 120 344 125 141 308 464
Future Volume (veh/h)520 758 90 94 674 68 120 344 125 141 308 464
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 565 824 98 102 733 74 130 374 136 153 335 504
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 683 1283 153 330 885 89 310 603 216 300 837 686
Arrive On Green 0.20 0.40 0.40 0.07 0.27 0.27 0.07 0.24 0.24 0.07 0.24 0.24
Sat Flow, veh/h 3456 3198 380 1781 3259 329 1781 2563 919 1781 3554 1585
Grp Volume(v), veh/h 565 458 464 102 399 408 130 258 252 153 335 504
Grp Sat Flow(s),veh/h/ln 1728 1777 1802 1781 1777 1811 1781 1777 1705 1781 1777 1585
Q Serve(g_s), s 12.3 16.2 16.2 3.1 16.5 16.5 4.3 10.1 10.4 5.1 6.2 18.4
Cycle Q Clear(g_c), s 12.3 16.2 16.2 3.1 16.5 16.5 4.3 10.1 10.4 5.1 6.2 18.4
Prop In Lane 1.00 0.21 1.00 0.18 1.00 0.54 1.00 1.00
Lane Grp Cap(c), veh/h 683 713 723 330 482 492 310 418 401 300 837 686
V/C Ratio(X)0.83 0.64 0.64 0.31 0.83 0.83 0.42 0.62 0.63 0.51 0.40 0.73
Avail Cap(c_a), veh/h 915 713 723 620 587 598 310 418 401 300 837 686
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 30.1 18.9 18.9 18.4 26.8 26.8 20.9 26.7 26.8 21.8 25.2 18.4
Incr Delay (d2), s/veh 4.8 2.0 1.9 0.5 8.1 8.1 0.9 6.6 7.3 1.4 1.4 6.9
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 5.1 6.2 6.3 1.2 7.4 7.5 1.7 4.7 4.7 2.1 2.6 7.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 34.8 20.8 20.8 18.9 34.9 34.8 21.8 33.4 34.1 23.3 26.7 25.3
LnGrp LOS C C C B C C C C C C C C
Approach Vol, veh/h 1487 909 640 992
Approach Delay, s/veh 26.1 33.1 31.3 25.4
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.6 22.9 9.8 35.9 9.6 22.9 19.9 25.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 18.4 18.0 28.5 5.1 18.4 20.7 25.8
Max Q Clear Time (g_c+I1), s 7.1 12.4 5.1 18.2 6.3 20.4 14.3 18.5
Green Ext Time (p_c), s 0.0 1.4 0.2 3.9 0.0 0.0 1.2 2.7
Intersection Summary
HCM 7th Control Delay, s/veh 28.4
HCM 7th LOS C
HCM 7th TWSC 2035 Total Traffic PM Mitigations
5: Access 2 & University Blvd Tamana Fields
Synchro 12 Report
Page 8
Intersection
Int Delay, s/veh 11.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 104 805 114 47 738 10 42 0 47 6 0 56
Future Vol, veh/h 104 805 114 47 738 10 42 0 47 6 0 56
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 100 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 113 875 124 51 802 11 46 0 51 7 0 61
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 813 0 0 999 0 0 1666 2078 499 1573 2135 407
Stage 1 ------1163 1163 -910 910 -
Stage 2 ------503 915 -664 1225 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 810 --689 --63 53 517 74 49 594
Stage 1 ------207 267 -296 352 -
Stage 2 ------519 350 -416 249 -
Platoon blocked, %----
Mov Cap-1 Maneuver 810 --689 --~ 45 42 517 53 39 594
Mov Cap-2 Maneuver ------~ 45 42 -53 39 -
Stage 1 ------178 230 -274 326 -
Stage 2 ------431 324 -323 215 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 1.03 0.63 216.38 20.46
HCM LOS F C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)87 810 --689 --300
HCM Lane V/C Ratio 1.109 0.14 --0.074 --0.225
HCM Ctrl Dly (s/v)216.4 10.2 --10.6 --20.5
HCM Lane LOS F B --B --C
HCM 95th %tile Q(veh)6.6 0.5 --0.2 --0.8
Notes
~: Volume exceeds capacity $: Delay exceeds 300s
+: Computation Not Defined *: All major volume in platoon
HCM 7th TWSC 2035 Total Traffic PM Mitigations
6: Tamana Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 9
Intersection
Int Delay, s/veh 30.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 46 719 73 36 686 77 36 0 36 63 0 73
Future Vol, veh/h 46 719 73 36 686 77 36 0 36 63 0 73
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 100 -0 100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 50 782 79 39 746 84 39 0 39 68 0 79
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 829 0 0 861 0 0 1705 1789 782 1747 1827 788
Stage 1 ------882 882 -866 866 -
Stage 2 ------824 908 -882 961 -
Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 -
Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 802 --781 --72 81 395 ~ 67 77 391
Stage 1 ------341 364 -348 371 -
Stage 2 ------367 354 -341 335 -
Platoon blocked, %----
Mov Cap-1 Maneuver 802 --781 --51 72 395 ~ 54 68 391
Mov Cap-2 Maneuver ------51 72 -~ 54 68 -
Stage 1 ------320 342 -331 352 -
Stage 2 ------278 337 -288 314 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.54 0.44 141.99 $ 333.1
HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)91 802 --781 --101
HCM Lane V/C Ratio 0.864 0.062 --0.05 --1.47
HCM Ctrl Dly (s/v)142 9.8 --9.9 --$ 333.1
HCM Lane LOS F A --A --F
HCM 95th %tile Q(veh)4.7 0.2 --0.2 --11
Notes
~: Volume exceeds capacity $: Delay exceeds 300s
+: Computation Not Defined *: All major volume in platoon
HCM 7th TWSC 2035 Total Traffic PM Mitigations
7: Access 4 & University Blvd Tamana Fields
Synchro 12 Report
Page 10
Intersection
Int Delay, s/veh 0.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 746 72 36 760 42 0 0 35 0 0 40
Future Vol, veh/h 0 746 72 36 760 42 0 0 35 0 0 40
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length --100 100 -100 -----0
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 811 78 39 826 46 0 0 38 0 0 43
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All -0 0 889 0 0 1715 1761 811 --826
Stage 1 ------811 811 ----
Stage 2 ------904 950 ----
Critical Hdwy ---4.12 --7.12 6.52 6.22 --6.22
Critical Hdwy Stg 1 ------6.12 5.52 ----
Critical Hdwy Stg 2 ------6.12 5.52 ----
Follow-up Hdwy ---2.218 --3.518 4.018 3.318 --3.318
Pot Cap-1 Maneuver 0 --762 --71 84 379 0 0 372
Stage 1 0 -----373 393 -0 0 -
Stage 2 0 -----331 339 -0 0 -
Platoon blocked, %----
Mov Cap-1 Maneuver ---762 --59 80 379 --372
Mov Cap-2 Maneuver ------59 80 ----
Stage 1 ------373 393 ----
Stage 2 ------278 321 ----
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0 0.43 15.54 15.96
HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)379 --762 --372
HCM Lane V/C Ratio 0.1 --0.051 --0.117
HCM Ctrl Dly (s/v)15.5 --10 --16
HCM Lane LOS C --A --C
HCM 95th %tile Q(veh)0.3 --0.2 --0.4
HCM Signalized Intersection Capacity Analysis 2035 Total Traffic PM Mitigations
8: Mikan Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)135 538 108 72 559 44 213 35 71 43 36 66
Future Volume (vph)135 538 108 72 559 44 213 35 71 43 36 66
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 0.99 1.00 0.90 1.00 0.90
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1770 1863 1583 1770 1842 1770 1676 1770 1682
Flt Permitted 0.15 1.00 1.00 0.22 1.00 0.69 1.00 0.68 1.00
Satd. Flow (perm)280 1863 1583 415 1842 1277 1676 1272 1682
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)147 585 117 78 608 48 232 38 77 47 39 72
RTOR Reduction (vph)0 0 55 0 4 0 0 53 0 0 49 0
Lane Group Flow (vph)147 585 62 78 652 0 232 62 0 47 62 0
Turn Type pm+pt NA Perm pm+pt NA Perm NA Perm NA
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 4 8 2 6
Actuated Green, G (s)30.7 26.6 26.6 29.9 26.2 20.1 20.1 20.1 20.1
Effective Green, g (s)30.7 26.6 26.6 29.9 26.2 20.1 20.1 20.1 20.1
Actuated g/C Ratio 0.48 0.42 0.42 0.47 0.41 0.31 0.31 0.31 0.31
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)230 775 658 272 755 401 527 400 529
v/s Ratio Prot c0.04 0.31 0.02 c0.35 0.04 0.04
v/s Ratio Perm 0.27 0.04 0.12 c0.18 0.04
v/c Ratio 0.64 0.75 0.09 0.29 0.86 0.58 0.12 0.12 0.12
Uniform Delay, d1 12.3 15.9 11.3 10.9 17.2 18.4 15.6 15.6 15.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 5.7 4.2 0.1 0.6 10.1 6.0 0.5 0.6 0.4
Delay (s)18.1 20.1 11.4 11.5 27.3 24.3 16.0 16.2 16.0
Level of Service B C B B C C B B B
Approach Delay (s/veh)18.5 25.6 21.6 16.1
Approach LOS B C C B
Intersection Summary
HCM 2000 Control Delay (s/veh)21.3 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.73
Actuated Cycle Length (s) 63.9 Sum of lost time (s)13.5
Intersection Capacity Utilization 69.3%ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2035 Total Traffic PM Mitigations
8: Mikan Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)135 538 108 72 559 44 213 35 71 43 36 66
Future Volume (veh/h)135 538 108 72 559 44 213 35 71 43 36 66
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 147 585 117 78 608 48 232 38 77 47 39 72
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 302 780 661 333 690 54 448 171 346 444 182 336
Arrive On Green 0.07 0.42 0.42 0.06 0.40 0.40 0.31 0.31 0.31 0.31 0.31 0.31
Sat Flow, veh/h 1781 1870 1585 1781 1711 135 1282 552 1118 1277 588 1086
Grp Volume(v), veh/h 147 585 117 78 0 656 232 0 115 47 0 111
Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 0 1846 1282 0 1669 1277 0 1675
Q Serve(g_s), s 3.0 16.7 2.9 1.6 0.0 20.7 10.3 0.0 3.2 1.8 0.0 3.1
Cycle Q Clear(g_c), s 3.0 16.7 2.9 1.6 0.0 20.7 13.4 0.0 3.2 5.0 0.0 3.1
Prop In Lane 1.00 1.00 1.00 0.07 1.00 0.67 1.00 0.65
Lane Grp Cap(c), veh/h 302 780 661 333 0 744 448 0 517 444 0 518
V/C Ratio(X)0.49 0.75 0.18 0.23 0.00 0.88 0.52 0.00 0.22 0.11 0.00 0.21
Avail Cap(c_a), veh/h 327 950 805 369 0 923 448 0 517 444 0 518
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 13.6 15.6 11.6 11.8 0.0 17.4 21.0 0.0 16.1 18.0 0.0 16.1
Incr Delay (d2), s/veh 1.2 2.7 0.1 0.4 0.0 8.5 4.2 0.0 1.0 0.5 0.0 0.9
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.0 6.2 0.9 0.5 0.0 8.8 3.4 0.0 1.3 0.6 0.0 1.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 14.8 18.3 11.7 12.1 0.0 25.9 25.3 0.0 17.1 18.5 0.0 17.0
LnGrp LOS B B B B C C B B B
Approach Vol, veh/h 849 734 347 158
Approach Delay, s/veh 16.8 24.5 22.6 17.5
Approach LOS B C C B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 24.0 8.2 30.8 24.0 9.1 29.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.5 5.0 32.0 19.5 5.5 31.5
Max Q Clear Time (g_c+I1), s 15.4 3.6 18.7 7.0 5.0 22.7
Green Ext Time (p_c), s 0.6 0.0 3.2 0.5 0.0 2.7
Intersection Summary
HCM 7th Control Delay, s/veh 20.5
HCM 7th LOS C
HCM 7th TWSC 2035 Total Traffic PM Mitigations
9: Access 6 & University Blvd Tamana Fields
Synchro 12 Report
Page 13
Intersection
Int Delay, s/veh 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 616 36 73 640 35 71
Future Vol, veh/h 616 36 73 640 35 71
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length --100 -0 -
Veh in Median Storage, #0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 670 39 79 696 38 77
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 709 0 1543 689
Stage 1 ----689 -
Stage 2 ----854 -
Critical Hdwy --4.12 -6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy --2.218 -3.518 3.318
Pot Cap-1 Maneuver --890 -126 446
Stage 1 ----498 -
Stage 2 ----417 -
Platoon blocked, %---
Mov Cap-1 Maneuver --890 -115 446
Mov Cap-2 Maneuver ----115 -
Stage 1 ----454 -
Stage 2 ----417 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 0.97 35.7
HCM LOS E
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)229 --890 -
HCM Lane V/C Ratio 0.504 --0.089 -
HCM Ctrl Dly (s/v)35.7 --9.4 -
HCM Lane LOS E --A -
HCM 95th %tile Q(veh)2.6 --0.3 -
HCM Signalized Intersection Capacity Analysis 2035 Total Traffic PM Mitigations
10: 5th West & University Blvd Tamana Fields
Synchro 12 Report
Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)286 565 92 6 602 19 92 4 2 11 12 211
Future Volume (vph)286 565 92 6 602 19 92 4 2 11 12 211
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.95 1.00 0.86
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1770 1863 1583 1770 1854 1770 1770 1770 1598
Flt Permitted 0.13 1.00 1.00 0.41 1.00 0.45 1.00 0.75 1.00
Satd. Flow (perm)239 1863 1583 772 1854 840 1770 1404 1598
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)311 614 100 7 654 21 100 4 2 12 13 229
RTOR Reduction (vph)0 0 30 0 1 0 0 2 0 0 173 0
Lane Group Flow (vph)311 614 70 7 674 0 100 4 0 12 69 0
Turn Type pm+pt NA Perm pm+pt NA Perm NA Perm NA
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 4 8 2 6
Actuated Green, G (s)54.6 49.2 49.2 37.9 37.0 20.8 20.8 20.8 20.8
Effective Green, g (s)54.6 49.2 49.2 37.9 37.0 20.8 20.8 20.8 20.8
Actuated g/C Ratio 0.65 0.58 0.58 0.45 0.44 0.25 0.25 0.25 0.25
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)392 1086 922 357 812 207 436 346 393
v/s Ratio Prot c0.12 0.33 0.00 0.36 0.00 0.04
v/s Ratio Perm c0.39 0.04 0.01 c0.12 0.01
v/c Ratio 0.79 0.57 0.08 0.02 0.83 0.48 0.01 0.03 0.18
Uniform Delay, d1 18.3 10.9 7.7 12.9 20.9 27.2 24.0 24.2 25.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 10.5 0.7 0.0 0.0 7.1 7.9 0.0 0.2 1.0
Delay (s)28.9 11.6 7.7 12.9 28.0 35.1 24.1 24.4 26.0
Level of Service C B A B C D C C C
Approach Delay (s/veh)16.5 27.8 34.4 26.0
Approach LOS B C C C
Intersection Summary
HCM 2000 Control Delay (s/veh)22.3 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.73
Actuated Cycle Length (s) 84.4 Sum of lost time (s)13.5
Intersection Capacity Utilization 82.5%ICU Level of Service E
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2035 Total Traffic PM Mitigations
10: 5th West & University Blvd Tamana Fields
Synchro 12 Report
Page 15
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)286 565 92 6 602 19 92 4 2 11 12 211
Future Volume (veh/h)286 565 92 6 602 19 92 4 2 11 12 211
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 311 614 100 7 654 21 100 4 2 12 13 229
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 380 988 838 334 744 24 269 328 164 488 24 422
Arrive On Green 0.12 0.53 0.53 0.01 0.41 0.41 0.28 0.28 0.28 0.28 0.28 0.28
Sat Flow, veh/h 1781 1870 1585 1781 1802 58 1138 1176 588 1410 86 1512
Grp Volume(v), veh/h 311 614 100 7 0 675 100 0 6 12 0 242
Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 0 1860 1138 0 1764 1410 0 1598
Q Serve(g_s), s 6.8 16.9 2.3 0.2 0.0 24.6 6.0 0.0 0.2 0.5 0.0 9.5
Cycle Q Clear(g_c), s 6.8 16.9 2.3 0.2 0.0 24.6 15.5 0.0 0.2 0.6 0.0 9.5
Prop In Lane 1.00 1.00 1.00 0.03 1.00 0.33 1.00 0.95
Lane Grp Cap(c), veh/h 380 988 838 334 0 768 269 0 492 488 0 446
V/C Ratio(X)0.82 0.62 0.12 0.02 0.00 0.88 0.37 0.00 0.01 0.02 0.00 0.54
Avail Cap(c_a), veh/h 485 1295 1097 441 0 1075 269 0 492 488 0 446
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 15.0 12.2 8.7 12.8 0.0 19.9 29.1 0.0 19.2 19.4 0.0 22.5
Incr Delay (d2), s/veh 8.5 0.6 0.1 0.0 0.0 6.3 3.9 0.0 0.0 0.1 0.0 4.7
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.9 5.7 0.7 0.1 0.0 10.3 1.9 0.0 0.1 0.2 0.0 4.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 23.5 12.8 8.8 12.8 0.0 26.2 33.0 0.0 19.2 19.5 0.0 27.2
LnGrp LOS C B A B C C B B C
Approach Vol, veh/h 1025 682 106 254
Approach Delay, s/veh 15.7 26.1 32.2 26.9
Approach LOS B C C C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 25.0 5.2 43.4 25.0 13.7 34.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 20.5 5.1 50.9 20.5 13.5 42.5
Max Q Clear Time (g_c+I1), s 17.5 2.2 18.9 11.5 8.8 26.6
Green Ext Time (p_c), s 0.1 0.0 4.4 1.0 0.4 3.8
Intersection Summary
HCM 7th Control Delay, s/veh 21.3
HCM 7th LOS C
HCM 7th TWSC 2035 Total Traffic PM Mitigations
11: Yellowstone Highway & Access 1 Tamana Fields
Synchro 12 Report
Page 16
Intersection
Int Delay, s/veh 3.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 46 137 467 44 65 430
Future Vol, veh/h 46 137 467 44 65 430
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized -None -None -None
Storage Length 0 ---100 -
Veh in Median Storage, #0 -0 --0
Grade, %0 -0 --0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 50 149 508 48 71 467
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 907 278 0 0 555 0
Stage 1 532 -----
Stage 2 375 -----
Critical Hdwy 6.84 6.94 --4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 --2.22 -
Pot Cap-1 Maneuver 275 720 --1011 -
Stage 1 554 -----
Stage 2 665 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 256 720 --1011 -
Mov Cap-2 Maneuver 256 -----
Stage 1 515 -----
Stage 2 665 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 17.08 0 1.16
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)--495 1011 -
HCM Lane V/C Ratio --0.402 0.07 -
HCM Ctrl Dly (s/v)--17.1 8.8 -
HCM Lane LOS --C A -
HCM 95th %tile Q(veh)--1.9 0.2 -
HCM 7th TWSC 2035 Total Traffic PM Mitigations
12: Mikan Drive & Access 5 Tamana Fields
Synchro 12 Report
Page 17
Intersection
Int Delay, s/veh 0
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 142 0 0 0 0 177 0 0 0 181 0 36
Future Vol, veh/h 142 0 0 0 0 177 0 0 0 181 0 36
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized --None --None --None --None
Storage Length ------------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 154 0 0 0 0 192 0 0 0 197 0 39
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 413 413 20 393 433 0 39 0 0 0 0 0
Stage 1 413 413 -0 0 -------
Stage 2 0 0 -393 433 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 --4.12 --
Critical Hdwy Stg 1 6.12 5.52 -6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 -6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 --2.218 --
Pot Cap-1 Maneuver 549 529 1058 566 516 -1571 -----
Stage 1 616 594 ----------
Stage 2 ---631 582 -------
Platoon blocked, %----
Mov Cap-1 Maneuver -529 1058 566 516 -1571 -----
Mov Cap-2 Maneuver -529 -566 516 -------
Stage 1 616 594 ----------
Stage 2 ---631 582 -------
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0
HCM LOS --
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h)1571 -------
HCM Lane V/C Ratio --------
HCM Ctrl Dly (s/v)0 -------
HCM Lane LOS A -------
HCM 95th %tile Q(veh)0 -------
FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
80
2040 Background Traffic Analysis
HCM Signalized Intersection Capacity Analysis 2040 Background Year AM
1: US-20 SB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 1
Movement EBT EBR WBT SBL SBR
Lane Configurations
Traffic Volume (vph)413 110 663 164 178
Future Volume (vph)413 110 663 164 178
Ideal Flow (vphpl)1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.0
Lane Util. Factor 0.95 1.00 0.95 1.00 1.00
Frt 1.00 0.85 1.00 1.00 0.85
Flt Protected 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)3539 1583 3539 1770 1583
Flt Permitted 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)3539 1583 3539 1770 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)449 120 721 178 193
RTOR Reduction (vph)0 61 0 0 0
Lane Group Flow (vph)449 59 721 178 193
Turn Type NA Prot NA Prot Free
Protected Phases 4 4 8 1
Permitted Phases Free
Actuated Green, G (s)13.0 13.0 13.0 4.3 26.3
Effective Green, g (s)13.0 13.0 13.0 4.3 26.3
Actuated g/C Ratio 0.49 0.49 0.49 0.16 1.00
Clearance Time (s)4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1749 782 1749 289 1583
v/s Ratio Prot 0.13 0.04 c0.20 c0.10
v/s Ratio Perm 0.12
v/c Ratio 0.26 0.08 0.41 0.62 0.12
Uniform Delay, d1 3.9 3.5 4.2 10.2 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.0 0.2 3.9 0.2
Delay (s)3.9 3.5 4.4 14.1 0.2
Level of Service A A A B A
Approach Delay (s/veh)3.8 4.4
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)4.7 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.46
Actuated Cycle Length (s) 26.3 Sum of lost time (s)9.0
Intersection Capacity Utilization 34.5%ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis 2040 Background Year AM
2: US-20 NB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 3
Movement WBT WBR2 NBL2 NBR SEL2 SEL
Lane Configurations
Traffic Volume (vph)1120 183 169 624 62 508
Future Volume (vph)1120 183 169 624 62 508
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.0 4.5 4.5 4.5 4.5
Lane Util. Factor 0.95 1.00 1.00 0.88 1.00 0.97
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (prot)3539 1583 1770 2787 1770 3433
Flt Permitted 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (perm)3539 1583 1770 2787 1770 3433
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)1217 199 184 678 67 552
RTOR Reduction (vph)0 0 30 296 35 0
Lane Group Flow (vph)1217 199 154 382 32 552
Turn Type NA Free Prot Prot Perm Prot
Protected Phases 5 5 4
Permitted Phases 8 Free 4
Actuated Green, G (s)16.9 35.3 9.4 9.4 16.9 16.9
Effective Green, g (s)16.9 35.3 9.4 9.4 16.9 16.9
Actuated g/C Ratio 0.48 1.00 0.27 0.27 0.48 0.48
Clearance Time (s)4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1694 1583 471 742 847 1643
v/s Ratio Prot 0.09 c0.14 0.16
v/s Ratio Perm c0.34 0.13 0.02
v/c Ratio 0.72 0.13 0.33 0.51 0.04 0.34
Uniform Delay, d1 7.3 0.0 10.4 11.0 4.9 5.7
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.5 0.2 0.4 0.6 0.0 0.1
Delay (s)8.8 0.2 10.8 11.6 4.9 5.8
Level of Service A A B B A A
Approach Delay (s/veh)7.6 5.7
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)8.3 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.65
Actuated Cycle Length (s) 35.3 Sum of lost time (s)9.0
Intersection Capacity Utilization 65.6%ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
HCM 7th TWSC 2040 Background Year AM
3: Golden Beauty Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 5
Intersection
Int Delay, s/veh 26.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 32 1035 67 44 1238 33 32 0 59 23 3 33
Future Vol, veh/h 32 1035 67 44 1238 33 32 0 59 23 3 33
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 130 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 35 1125 73 48 1346 36 35 0 64 25 3 36
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1382 0 0 1198 0 0 2001 2708 599 2091 2727 691
Stage 1 ------1231 1231 -1459 1459 -
Stage 2 ------770 1477 -632 1267 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 492 --578 --35 21 445 30 20 387
Stage 1 ------188 248 -136 192 -
Stage 2 ------359 188 -435 238 -
Platoon blocked, %----
Mov Cap-1 Maneuver 492 --578 --~ 23 18 445 ~ 22 17 387
Mov Cap-2 Maneuver ------~ 23 18 -~ 22 17 -
Stage 1 ------175 230 -124 176 -
Stage 2 ------294 173 -346 221 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.36 0.39 $ 479.79 $ 424.39
HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)59 492 --578 --45
HCM Lane V/C Ratio 1.673 0.071 --0.083 --1.421
HCM Ctrl Dly (s/v)$ 479.8 12.9 --11.8 --$ 424.4
HCM Lane LOS F B --B --F
HCM 95th %tile Q(veh)9.1 0.2 --0.3 --6.2
Notes
~: Volume exceeds capacity $: Delay exceeds 300s
+: Computation Not Defined *: All major volume in platoon
HCM Signalized Intersection Capacity Analysis 2040 Background Year AM
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)521 411 72 71 483 14 184 288 106 17 139 584
Future Volume (vph)521 411 72 71 483 14 184 288 106 17 139 584
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 0.95 1.00 0.95
Frt 1.00 0.98 1.00 1.00 1.00 0.96 1.00 0.88
Flt Protected 0.95 0.99 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1610 3290 1770 3524 1770 3397 1770 3110
Flt Permitted 0.95 0.99 0.95 1.00 0.15 1.00 0.50 1.00
Satd. Flow (perm)1610 3290 1770 3524 283 3397 936 3110
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)566 447 78 77 525 15 200 313 115 18 151 635
RTOR Reduction (vph)0 11 0 0 2 0 0 43 0 0 382 0
Lane Group Flow (vph)362 718 0 77 538 0 200 385 0 18 404 0
Turn Type Split NA Split NA pm+pt NA pm+pt NA
Protected Phases 4 4 8 8 5 2 1 6
Permitted Phases 2 6
Actuated Green, G (s)18.5 18.5 16.2 16.2 32.8 26.3 23.8 21.8
Effective Green, g (s)18.5 18.5 16.2 16.2 32.8 26.3 23.8 21.8
Actuated g/C Ratio 0.23 0.23 0.20 0.20 0.40 0.32 0.29 0.27
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)367 751 354 704 233 1102 295 837
v/s Ratio Prot c0.22 0.22 0.04 c0.15 c0.07 0.11 0.00 0.13
v/s Ratio Perm c0.28 0.02
v/c Ratio 0.99 0.96 0.22 0.76 0.86 0.35 0.06 0.48
Uniform Delay, d1 31.1 30.9 27.1 30.6 18.7 20.8 20.4 24.9
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 42.9 22.5 0.3 4.9 25.4 0.9 0.1 2.0
Delay (s)74.1 53.4 27.4 35.5 44.1 21.7 20.5 26.9
Level of Service E D C D D C C C
Approach Delay (s/veh)60.2 34.5 28.8 26.7
Approach LOS E C C C
Intersection Summary
HCM 2000 Control Delay (s/veh)40.3 HCM 2000 Level of Service D
HCM 2000 Volume to Capacity ratio 0.91
Actuated Cycle Length (s) 81.0 Sum of lost time (s)18.0
Intersection Capacity Utilization 80.9%ICU Level of Service D
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2040 Background Year AM
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)521 411 72 71 483 14 184 288 106 17 139 584
Future Volume (veh/h)521 411 72 71 483 14 184 288 106 17 139 584
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 364 730 78 77 525 15 200 313 115 18 151 635
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 431 803 86 334 662 19 246 803 289 339 443 395
Arrive On Green 0.24 0.24 0.24 0.19 0.19 0.19 0.09 0.31 0.31 0.02 0.25 0.25
Sat Flow, veh/h 1781 3322 355 1781 3528 101 1781 2559 922 1781 1777 1585
Grp Volume(v), veh/h 364 411 397 77 264 276 200 215 213 18 151 635
Grp Sat Flow(s),veh/h/ln 1781 1870 1807 1781 1777 1852 1781 1777 1704 1781 1777 1585
Q Serve(g_s), s 14.8 16.3 16.3 2.8 10.8 10.8 6.2 7.2 7.5 0.6 5.3 19.0
Cycle Q Clear(g_c), s 14.8 16.3 16.3 2.8 10.8 10.8 6.2 7.2 7.5 0.6 5.3 19.0
Prop In Lane 1.00 0.20 1.00 0.05 1.00 0.54 1.00 1.00
Lane Grp Cap(c), veh/h 431 452 437 334 333 347 246 558 535 339 443 395
V/C Ratio(X)0.85 0.91 0.91 0.23 0.79 0.79 0.81 0.39 0.40 0.05 0.34 1.61
Avail Cap(c_a), veh/h 432 454 438 421 420 437 246 558 535 419 443 395
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 27.5 28.1 28.1 26.3 29.5 29.6 20.4 20.4 20.5 20.6 23.5 28.6
Incr Delay (d2), s/veh 14.3 22.0 22.7 0.3 8.0 7.8 18.3 2.0 2.2 0.1 2.1 284.8
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 7.4 9.3 9.1 1.1 5.0 5.2 3.5 3.0 3.0 0.2 2.3 37.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 41.8 50.1 50.8 26.6 37.5 37.3 38.7 22.4 22.7 20.6 25.6 313.4
LnGrp LOS D D D C D D D C C C C F
Approach Vol, veh/h 1172 617 628 804
Approach Delay, s/veh 47.7 36.1 27.7 252.8
Approach LOS D D C F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.1 28.4 22.9 11.0 23.5 18.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 20.5 18.5 6.5 19.0 18.0
Max Q Clear Time (g_c+I1), s 2.6 9.5 18.3 8.2 21.0 12.8
Green Ext Time (p_c), s 0.0 1.7 0.1 0.0 0.0 1.5
Intersection Summary
HCM 7th Control Delay, s/veh 92.8
HCM 7th LOS F
Notes
User approved volume balancing among the lanes for turning movement.
HCM 7th TWSC 2040 Background Year AM
5: Access 2 & University Blvd Tamana Fields
Synchro 12 Report
Page 8
Intersection
Int Delay, s/veh 2.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 51 447 36 8 449 16 29 0 7 12 0 91
Future Vol, veh/h 51 447 36 8 449 16 29 0 7 12 0 91
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 100 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 55 486 39 9 488 17 32 0 8 13 0 99
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 505 0 0 525 0 0 878 1139 263 868 1150 253
Stage 1 ------616 616 -514 514 -
Stage 2 ------261 523 -354 636 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 1055 --1038 --242 200 736 246 197 747
Stage 1 ------444 480 -511 534 -
Stage 2 ------721 529 -636 470 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1055 --1038 --198 188 736 229 185 747
Mov Cap-2 Maneuver ------198 188 -229 185 -
Stage 1 ------421 455 -507 529 -
Stage 2 ------620 524 -597 445 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.82 0.14 23.8 12.51
HCM LOS C B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)230 1055 --1038 --591
HCM Lane V/C Ratio 0.17 0.053 --0.008 --0.189
HCM Ctrl Dly (s/v)23.8 8.6 --8.5 --12.5
HCM Lane LOS C A --A --B
HCM 95th %tile Q(veh)0.6 0.2 --0 --0.7
HCM 7th TWSC 2040 Background Year AM
6: University Blvd & Tamana Drive Tamana Fields
Synchro 12 Report
Page 9
Intersection
Int Delay, s/veh 1.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 35 431 443 36 29 30
Future Vol, veh/h 35 431 443 36 29 30
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length 100 ---0 -
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 38 468 482 39 32 33
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 521 0 -0 1046 501
Stage 1 ----501 -
Stage 2 ----545 -
Critical Hdwy 4.12 ---6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy 2.218 ---3.518 3.318
Pot Cap-1 Maneuver 1046 ---253 570
Stage 1 ----609 -
Stage 2 ----581 -
Platoon blocked, %---
Mov Cap-1 Maneuver 1046 ---244 570
Mov Cap-2 Maneuver ----244 -
Stage 1 ----587 -
Stage 2 ----581 -
Approach EB WB SB
HCM Ctrl Dly, s/v 0.64 0 17.85
HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h)1046 ---344
HCM Lane V/C Ratio 0.036 ---0.186
HCM Ctrl Dly (s/v)8.6 ---17.8
HCM Lane LOS A ---C
HCM 95th %tile Q(veh)0.1 ---0.7
HCM 7th TWSC 2040 Background Year AM
7: University Blvd & Access 4 Tamana Fields
Synchro 12 Report
Page 10
Intersection
Int Delay, s/veh 0.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 460 450 35 0 29
Future Vol, veh/h 0 460 450 35 0 29
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length ---100 -0
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 0 500 489 38 0 32
Major/Minor Major1 Major2 Minor2
Conflicting Flow All -0 -0 -489
Stage 1 ------
Stage 2 ------
Critical Hdwy -----6.22
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.318
Pot Cap-1 Maneuver 0 ---0 579
Stage 1 0 ---0 -
Stage 2 0 ---0 -
Platoon blocked, %---
Mov Cap-1 Maneuver -----579
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB SB
HCM Ctrl Dly, s/v 0 0 11.58
HCM LOS B
Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h)---579
HCM Lane V/C Ratio ---0.054
HCM Ctrl Dly (s/v)---11.6
HCM Lane LOS ---B
HCM 95th %tile Q(veh)---0.2
HCM 7th TWSC 2040 Background Year AM
8: University Blvd & Mikan Drive Tamana Fields
Synchro 12 Report
Page 11
Intersection
Int Delay, s/veh 2.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 36 423 365 36 36 120
Future Vol, veh/h 36 423 365 36 36 120
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length 45 ---0 100
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 39 460 397 39 39 130
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 436 0 -0 954 416
Stage 1 ----416 -
Stage 2 ----538 -
Critical Hdwy 4.12 ---6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy 2.218 ---3.518 3.318
Pot Cap-1 Maneuver 1124 ---287 636
Stage 1 ----666 -
Stage 2 ----585 -
Platoon blocked, %---
Mov Cap-1 Maneuver 1124 ---277 636
Mov Cap-2 Maneuver ----277 -
Stage 1 ----642 -
Stage 2 ----585 -
Approach EB WB SB
HCM Ctrl Dly, s/v 0.65 0 13.96
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h)1124 ---277 636
HCM Lane V/C Ratio 0.035 ---0.141 0.205
HCM Ctrl Dly (s/v)8.3 ---20.1 12.1
HCM Lane LOS A ---C B
HCM 95th %tile Q(veh)0.1 ---0.5 0.8
HCM 7th TWSC 2040 Background Year AM
10: 5th West & University Blvd Tamana Fields
Synchro 12 Report
Page 12
Intersection
Int Delay, s/veh 5.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 52 448 13 5 306 0 33 11 12 5 8 267
Future Vol, veh/h 52 448 13 5 306 0 33 11 12 5 8 267
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 75 -75 95 --100 -----
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 57 487 14 5 333 0 36 12 13 5 9 290
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 333 0 0 501 0 0 948 943 487 949 958 333
Stage 1 ------600 600 -343 343 -
Stage 2 ------348 343 -606 614 -
Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 -
Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 1227 --1063 --241 262 581 240 257 709
Stage 1 ------488 490 -672 637 -
Stage 2 ------668 637 -484 483 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1227 --1063 --130 249 581 213 244 709
Mov Cap-2 Maneuver ------130 249 -213 244 -
Stage 1 ------465 467 -668 634 -
Stage 2 ------387 634 -440 460 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.82 0.14 31.74 15.41
HCM LOS D C
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)130 355 1227 --1063 --647
HCM Lane V/C Ratio 0.275 0.07 0.046 --0.005 --0.47
HCM Ctrl Dly (s/v)42.8 15.9 8.1 --8.4 --15.4
HCM Lane LOS E C A --A --C
HCM 95th %tile Q(veh)1 0.2 0.1 --0 --2.5
HCM 7th TWSC 2040 Background Year AM
11: Yellowstone Highway & Access 1 Tamana Fields
Synchro 12 Report
Page 13
Intersection
Int Delay, s/veh 0.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 11 22 557 12 27 301
Future Vol, veh/h 11 22 557 12 27 301
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized -None -None -None
Storage Length 0 ---100 -
Veh in Median Storage, #0 -0 --0
Grade, %0 -0 --0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 12 24 605 13 29 327
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 834 309 0 0 618 0
Stage 1 612 -----
Stage 2 222 -----
Critical Hdwy 6.84 6.94 --4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 --2.22 -
Pot Cap-1 Maneuver 307 687 --958 -
Stage 1 504 -----
Stage 2 793 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 297 687 --958 -
Mov Cap-2 Maneuver 297 -----
Stage 1 488 -----
Stage 2 793 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 13.14 0 0.73
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)--478 958 -
HCM Lane V/C Ratio --0.075 0.031 -
HCM Ctrl Dly (s/v)--13.1 8.9 -
HCM Lane LOS --B A -
HCM 95th %tile Q(veh)--0.2 0.1 -
HCM Signalized Intersection Capacity Analysis 2040 Background Year PM
1: US-20 SB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 1
Movement EBT EBR WBT SBL SBR
Lane Configurations
Traffic Volume (vph)369 126 447 239 97
Future Volume (vph)369 126 447 239 97
Ideal Flow (vphpl)1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.0
Lane Util. Factor 0.95 1.00 0.95 1.00 1.00
Frt 1.00 0.85 1.00 1.00 0.85
Flt Protected 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)3539 1583 3539 1770 1583
Flt Permitted 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)3539 1583 3539 1770 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)401 137 486 260 105
RTOR Reduction (vph)0 94 0 0 0
Lane Group Flow (vph)401 43 486 260 105
Turn Type NA Prot NA Prot Free
Protected Phases 4 4 8 1
Permitted Phases Free
Actuated Green, G (s)7.2 7.2 7.2 6.9 23.1
Effective Green, g (s)7.2 7.2 7.2 6.9 23.1
Actuated g/C Ratio 0.31 0.31 0.31 0.30 1.00
Clearance Time (s)4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1103 493 1103 528 1583
v/s Ratio Prot 0.11 0.03 c0.14 c0.15
v/s Ratio Perm 0.07
v/c Ratio 0.36 0.09 0.44 0.49 0.07
Uniform Delay, d1 6.2 5.6 6.3 6.7 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.2 0.1 0.3 0.7 0.1
Delay (s)6.4 5.7 6.6 7.4 0.1
Level of Service A A A A A
Approach Delay (s/veh)6.2 6.6
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)6.1 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.47
Actuated Cycle Length (s) 23.1 Sum of lost time (s)9.0
Intersection Capacity Utilization 32.7%ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis 2040 Background Year PM
2: US-20 NB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 3
Movement WBT WBR2 NBL2 NBR SEL2 SEL
Lane Configurations
Traffic Volume (vph)1085 227 123 790 71 480
Future Volume (vph)1085 227 123 790 71 480
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.0 4.5 4.5 4.5 4.5
Lane Util. Factor 0.95 1.00 1.00 0.88 1.00 0.97
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (prot)3539 1583 1770 2787 1770 3433
Flt Permitted 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (perm)3539 1583 1770 2787 1770 3433
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)1179 247 134 859 77 522
RTOR Reduction (vph)0 0 29 312 41 0
Lane Group Flow (vph)1179 247 105 547 36 522
Turn Type NA Free Prot Prot Perm Prot
Protected Phases 5 5 4
Permitted Phases 8 Free 4
Actuated Green, G (s)17.0 36.7 10.7 10.7 17.0 17.0
Effective Green, g (s)17.0 36.7 10.7 10.7 17.0 17.0
Actuated g/C Ratio 0.46 1.00 0.29 0.29 0.46 0.46
Clearance Time (s)4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1639 1583 516 812 819 1590
v/s Ratio Prot 0.06 c0.20 0.15
v/s Ratio Perm c0.33 0.16 0.02
v/c Ratio 0.72 0.16 0.20 0.67 0.04 0.33
Uniform Delay, d1 7.9 0.0 9.8 11.5 5.4 6.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.5 0.2 0.2 2.2 0.0 0.1
Delay (s)9.5 0.2 10.0 13.7 5.4 6.4
Level of Service A A A B A A
Approach Delay (s/veh)7.9 6.2
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)9.3 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.70
Actuated Cycle Length (s) 36.7 Sum of lost time (s)9.0
Intersection Capacity Utilization 61.3%ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
HCM 7th TWSC 2040 Background Year PM
3: Golden Beauty Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 5
Intersection
Int Delay, s/veh 36.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 30 1199 44 43 1214 63 25 1 59 27 0 73
Future Vol, veh/h 30 1199 44 43 1214 63 25 1 59 27 0 73
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 130 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 33 1303 48 47 1320 68 27 1 64 29 0 79
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1388 0 0 1351 0 0 2146 2874 676 2165 2864 694
Stage 1 ------1392 1392 -1447 1447 -
Stage 2 ------753 1482 -717 1416 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 489 --505 --27 16 396 ~ 26 16 385
Stage 1 ------149 207 -138 195 -
Stage 2 ------368 187 -387 202 -
Platoon blocked, %----
Mov Cap-1 Maneuver 489 --505 --~ 18 14 396 ~ 17 14 385
Mov Cap-2 Maneuver ------~ 18 14 -~ 17 14 -
Stage 1 ------139 193 -125 177 -
Stage 2 ------265 170 -301 188 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.3 0.42 $ 513.18 $ 570.46
HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)54 489 --505 --58
HCM Lane V/C Ratio 1.719 0.067 --0.092 --1.884
HCM Ctrl Dly (s/v)$ 513.2 12.9 --12.8 --$ 570.5
HCM Lane LOS F B --B --F
HCM 95th %tile Q(veh)8.8 0.2 --0.3 --10.3
Notes
~: Volume exceeds capacity $: Delay exceeds 300s
+: Computation Not Defined *: All major volume in platoon
HCM Signalized Intersection Capacity Analysis 2040 Background Year PM
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)570 554 99 99 464 37 133 260 134 35 298 508
Future Volume (vph)570 554 99 99 464 37 133 260 134 35 298 508
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 0.95 1.00 0.95
Frt 1.00 0.98 1.00 0.99 1.00 0.95 1.00 0.91
Flt Protected 0.95 0.99 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1610 3295 1770 3500 1770 3359 1770 3205
Flt Permitted 0.95 0.99 0.95 1.00 0.18 1.00 0.46 1.00
Satd. Flow (perm)1610 3295 1770 3500 339 3359 857 3205
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)620 602 108 108 504 40 145 283 146 38 324 552
RTOR Reduction (vph)0 13 0 0 8 0 0 77 0 0 379 0
Lane Group Flow (vph)440 877 0 108 536 0 145 352 0 38 497 0
Turn Type Split NA Split NA pm+pt NA pm+pt NA
Protected Phases 4 4 8 8 5 2 1 6
Permitted Phases 2 6
Actuated Green, G (s)20.5 20.5 16.2 16.2 27.0 22.0 22.8 19.9
Effective Green, g (s)20.5 20.5 16.2 16.2 27.0 22.0 22.8 19.9
Actuated g/C Ratio 0.26 0.26 0.20 0.20 0.34 0.28 0.29 0.25
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)414 848 360 712 204 928 278 801
v/s Ratio Prot c0.27 0.27 0.06 c0.15 c0.04 0.10 0.00 0.16
v/s Ratio Perm c0.20 0.03
v/c Ratio 1.06 1.03 0.30 0.75 0.71 0.38 0.14 0.62
Uniform Delay, d1 29.5 29.5 26.9 29.8 21.1 23.3 20.7 26.5
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 61.9 40.2 0.5 4.5 11.1 1.2 0.2 3.6
Delay (s)91.4 69.7 27.4 34.3 32.2 24.5 21.0 30.1
Level of Service F E C C C C C C
Approach Delay (s/veh)76.9 33.2 26.4 29.7
Approach LOS E C C C
Intersection Summary
HCM 2000 Control Delay (s/veh)47.9 HCM 2000 Level of Service D
HCM 2000 Volume to Capacity ratio 0.86
Actuated Cycle Length (s) 79.6 Sum of lost time (s)18.0
Intersection Capacity Utilization 84.3%ICU Level of Service E
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2040 Background Year PM
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)570 554 99 99 464 37 133 260 134 35 298 508
Future Volume (veh/h)570 554 99 99 464 37 133 260 134 35 298 508
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 443 849 108 108 504 40 145 283 146 38 324 552
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 481 878 112 339 636 50 212 610 306 313 421 376
Arrive On Green 0.27 0.27 0.27 0.19 0.19 0.19 0.07 0.27 0.27 0.04 0.24 0.24
Sat Flow, veh/h 1781 3253 414 1781 3336 264 1781 2290 1150 1781 1777 1585
Grp Volume(v), veh/h 443 488 469 108 268 276 145 218 211 38 324 552
Grp Sat Flow(s),veh/h/ln 1781 1870 1796 1781 1777 1823 1781 1777 1663 1781 1777 1585
Q Serve(g_s), s 18.4 19.6 19.6 4.0 10.9 11.0 4.7 7.8 8.1 1.2 12.9 18.0
Cycle Q Clear(g_c), s 18.4 19.6 19.6 4.0 10.9 11.0 4.7 7.8 8.1 1.2 12.9 18.0
Prop In Lane 1.00 0.23 1.00 0.14 1.00 0.69 1.00 1.00
Lane Grp Cap(c), veh/h 481 505 485 339 339 347 212 473 443 313 421 376
V/C Ratio(X)0.92 0.97 0.97 0.32 0.79 0.79 0.68 0.46 0.48 0.12 0.77 1.47
Avail Cap(c_a), veh/h 481 505 485 422 421 432 212 473 443 365 421 376
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 27.0 27.4 27.4 26.5 29.3 29.3 22.2 23.3 23.4 20.7 27.1 29.0
Incr Delay (d2), s/veh 23.3 31.8 32.5 0.5 8.0 8.0 8.7 3.2 3.6 0.2 12.7 225.6
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 10.1 12.3 11.9 1.6 5.0 5.2 2.3 3.4 3.3 0.5 6.5 29.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 50.3 59.2 59.9 27.0 37.3 37.4 31.0 26.5 27.1 20.9 39.8 254.6
LnGrp LOS D E E C D D C C C C D F
Approach Vol, veh/h 1400 652 574 914
Approach Delay, s/veh 56.6 35.6 27.8 168.7
Approach LOS E D C F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.3 24.7 25.0 9.5 22.5 19.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 18.0 20.5 5.0 18.0 18.0
Max Q Clear Time (g_c+I1), s 3.2 10.1 21.6 6.7 20.0 13.0
Green Ext Time (p_c), s 0.0 1.4 0.0 0.0 0.0 1.5
Intersection Summary
HCM 7th Control Delay, s/veh 77.0
HCM 7th LOS E
Notes
User approved volume balancing among the lanes for turning movement.
HCM 7th TWSC 2040 Background Year PM
5: Access 2 & University Blvd Tamana Fields
Synchro 12 Report
Page 8
Intersection
Int Delay, s/veh 3.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 115 559 47 12 492 11 47 0 12 7 0 62
Future Vol, veh/h 115 559 47 12 492 11 47 0 12 7 0 62
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 100 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 125 608 51 13 535 12 51 0 13 8 0 67
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 547 0 0 659 0 0 1177 1456 329 1121 1476 273
Stage 1 ------883 883 -567 567 -
Stage 2 ------293 573 -554 909 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 1019 --925 --146 129 666 161 125 724
Stage 1 ------307 362 -476 505 -
Stage 2 ------690 502 -484 352 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1019 --925 --115 111 666 137 108 724
Mov Cap-2 Maneuver ------115 111 -137 108 -
Stage 1 ------269 317 -469 498 -
Stage 2 ------617 495 -417 309 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 1.44 0.21 51.87 13.39
HCM LOS F B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)138 1019 --925 --504
HCM Lane V/C Ratio 0.464 0.123 --0.014 --0.149
HCM Ctrl Dly (s/v)51.9 9 --8.9 --13.4
HCM Lane LOS F A --A --B
HCM 95th %tile Q(veh)2.1 0.4 --0 --0.5
HCM 7th TWSC 2040 Background Year PM
6: University Blvd & Tamana Drive Tamana Fields
Synchro 12 Report
Page 9
Intersection
Int Delay, s/veh 4.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 69 511 439 80 65 77
Future Vol, veh/h 69 511 439 80 65 77
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length 100 ---0 -
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 75 555 477 87 71 84
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 564 0 -0 1226 521
Stage 1 ----521 -
Stage 2 ----705 -
Critical Hdwy 4.12 ---6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy 2.218 ---3.518 3.318
Pot Cap-1 Maneuver 1007 ---197 556
Stage 1 ----596 -
Stage 2 ----490 -
Platoon blocked, %---
Mov Cap-1 Maneuver 1007 ---183 556
Mov Cap-2 Maneuver ----183 -
Stage 1 ----552 -
Stage 2 ----490 -
Approach EB WB SB
HCM Ctrl Dly, s/v 1.05 0 31.23
HCM LOS D
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h)1007 ---287
HCM Lane V/C Ratio 0.074 ---0.538
HCM Ctrl Dly (s/v)8.9 ---31.2
HCM Lane LOS A ---D
HCM 95th %tile Q(veh)0.2 ---3
HCM 7th TWSC 2040 Background Year PM
7: University Blvd & Access 4 Tamana Fields
Synchro 12 Report
Page 10
Intersection
Int Delay, s/veh 0.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 576 479 42 0 40
Future Vol, veh/h 0 576 479 42 0 40
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length ---100 -0
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 0 626 521 46 0 43
Major/Minor Major1 Major2 Minor2
Conflicting Flow All -0 -0 -521
Stage 1 ------
Stage 2 ------
Critical Hdwy -----6.22
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.318
Pot Cap-1 Maneuver 0 ---0 556
Stage 1 0 ---0 -
Stage 2 0 ---0 -
Platoon blocked, %---
Mov Cap-1 Maneuver -----556
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB SB
HCM Ctrl Dly, s/v 0 0 12.03
HCM LOS B
Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h)---556
HCM Lane V/C Ratio ---0.078
HCM Ctrl Dly (s/v)---12
HCM Lane LOS ---B
HCM 95th %tile Q(veh)---0.3
HCM 7th TWSC 2040 Background Year PM
8: University Blvd & Mikan Drive Tamana Fields
Synchro 12 Report
Page 11
Intersection
Int Delay, s/veh 3.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 147 430 450 44 43 71
Future Vol, veh/h 147 430 450 44 43 71
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length 45 ---0 100
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 160 467 489 48 47 77
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 537 0 -0 1300 513
Stage 1 ----513 -
Stage 2 ----787 -
Critical Hdwy 4.12 ---6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy 2.218 ---3.518 3.318
Pot Cap-1 Maneuver 1031 ---178 561
Stage 1 ----601 -
Stage 2 ----449 -
Platoon blocked, %---
Mov Cap-1 Maneuver 1031 ---150 561
Mov Cap-2 Maneuver ----150 -
Stage 1 ----508 -
Stage 2 ----449 -
Approach EB WB SB
HCM Ctrl Dly, s/v 2.33 0 22.6
HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h)1031 ---150 561
HCM Lane V/C Ratio 0.155 ---0.311 0.138
HCM Ctrl Dly (s/v)9.1 ---39.4 12.4
HCM Lane LOS A ---E B
HCM 95th %tile Q(veh)0.5 ---1.2 0.5
HCM 7th TWSC 2040 Background Year PM
10: 5th West & University Blvd Tamana Fields
Synchro 12 Report
Page 12
Intersection
Int Delay, s/veh 12.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 237 499 22 7 536 21 21 4 3 12 14 151
Future Vol, veh/h 237 499 22 7 536 21 21 4 3 12 14 151
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 75 -75 95 --100 -----
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 258 542 24 8 583 23 23 4 3 13 15 164
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 605 0 0 566 0 0 1663 1678 542 1669 1691 594
Stage 1 ------1058 1058 -609 609 -
Stage 2 ------605 621 -1060 1082 -
Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 -
Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 973 --1006 --77 95 540 76 93 505
Stage 1 ------272 302 -482 485 -
Stage 2 ------484 479 -271 294 -
Platoon blocked, %----
Mov Cap-1 Maneuver 973 --1006 --31 69 540 53 68 505
Mov Cap-2 Maneuver ------31 69 -53 68 -
Stage 1 ------200 222 -478 482 -
Stage 2 ------314 476 -194 216 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 3.14 0.11 205.92 60.17
HCM LOS F F
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)31 111 973 --1006 --242
HCM Lane V/C Ratio 0.727 0.069 0.265 --0.008 --0.796
HCM Ctrl Dly (s/v)261.2 40 10 --8.6 --60.2
HCM Lane LOS F E B --A --F
HCM 95th %tile Q(veh)2.4 0.2 1.1 --0 --5.9
HCM 7th TWSC 2040 Background Year PM
11: Yellowstone Highway & Access 1 Tamana Fields
Synchro 12 Report
Page 13
Intersection
Int Delay, s/veh 0.8
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 12 33 531 8 32 529
Future Vol, veh/h 12 33 531 8 32 529
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized -None -None -None
Storage Length 0 ---100 -
Veh in Median Storage, #0 -0 --0
Grade, %0 -0 --0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 13 36 577 9 35 575
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 939 293 0 0 586 0
Stage 1 582 -----
Stage 2 357 -----
Critical Hdwy 6.84 6.94 --4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 --2.22 -
Pot Cap-1 Maneuver 263 703 --985 -
Stage 1 522 -----
Stage 2 679 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 253 703 --985 -
Mov Cap-2 Maneuver 253 -----
Stage 1 504 -----
Stage 2 679 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 13.4 0 0.5
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)--477 985 -
HCM Lane V/C Ratio --0.102 0.035 -
HCM Ctrl Dly (s/v)--13.4 8.8 -
HCM Lane LOS --B A -
HCM 95th %tile Q(veh)--0.3 0.1 -
FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
81
2040 Background Traffic Mitigated Analysis
HCM Signalized Intersection Capacity Analysis 2040 Background Year AM Mitigations
1: US-20 SB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 1
Movement EBT EBR WBT SBL SBR
Lane Configurations
Traffic Volume (vph)413 110 663 164 178
Future Volume (vph)413 110 663 164 178
Ideal Flow (vphpl)1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.0
Lane Util. Factor 0.95 1.00 0.95 1.00 1.00
Frt 1.00 0.85 1.00 1.00 0.85
Flt Protected 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)3539 1583 3539 1770 1583
Flt Permitted 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)3539 1583 3539 1770 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)449 120 721 178 193
RTOR Reduction (vph)0 61 0 0 0
Lane Group Flow (vph)449 59 721 178 193
Turn Type NA Prot NA Prot Free
Protected Phases 4 4 8 1
Permitted Phases Free
Actuated Green, G (s)13.0 13.0 13.0 4.3 26.3
Effective Green, g (s)13.0 13.0 13.0 4.3 26.3
Actuated g/C Ratio 0.49 0.49 0.49 0.16 1.00
Clearance Time (s)4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1749 782 1749 289 1583
v/s Ratio Prot 0.13 0.04 c0.20 c0.10
v/s Ratio Perm 0.12
v/c Ratio 0.26 0.08 0.41 0.62 0.12
Uniform Delay, d1 3.9 3.5 4.2 10.2 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.0 0.2 3.9 0.2
Delay (s)3.9 3.5 4.4 14.1 0.2
Level of Service A A A B A
Approach Delay (s/veh)3.8 4.4
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)4.7 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.46
Actuated Cycle Length (s) 26.3 Sum of lost time (s)9.0
Intersection Capacity Utilization 34.5%ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis 2040 Background Year AM Mitigations
2: US-20 NB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 3
Movement WBT WBR2 NBL2 NBR SEL2 SEL
Lane Configurations
Traffic Volume (vph)1120 183 169 624 62 508
Future Volume (vph)1120 183 169 624 62 508
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.0 4.5 4.5 4.5 4.5
Lane Util. Factor 0.95 1.00 1.00 0.88 1.00 0.97
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (prot)3539 1583 1770 2787 1770 3433
Flt Permitted 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (perm)3539 1583 1770 2787 1770 3433
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)1217 199 184 678 67 552
RTOR Reduction (vph)0 0 30 296 35 0
Lane Group Flow (vph)1217 199 154 382 32 552
Turn Type NA Free Prot Prot Perm Prot
Protected Phases 5 5 4
Permitted Phases 8 Free 4
Actuated Green, G (s)16.9 35.3 9.4 9.4 16.9 16.9
Effective Green, g (s)16.9 35.3 9.4 9.4 16.9 16.9
Actuated g/C Ratio 0.48 1.00 0.27 0.27 0.48 0.48
Clearance Time (s)4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1694 1583 471 742 847 1643
v/s Ratio Prot 0.09 c0.14 0.16
v/s Ratio Perm c0.34 0.13 0.02
v/c Ratio 0.72 0.13 0.33 0.51 0.04 0.34
Uniform Delay, d1 7.3 0.0 10.4 11.0 4.9 5.7
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.5 0.2 0.4 0.6 0.0 0.1
Delay (s)8.8 0.2 10.8 11.6 4.9 5.8
Level of Service A A B B A A
Approach Delay (s/veh)7.6 5.7
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)8.3 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.65
Actuated Cycle Length (s) 35.3 Sum of lost time (s)9.0
Intersection Capacity Utilization 65.6%ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
HCM 7th TWSC 2040 Background Year AM Mitigations
3: Golden Beauty Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 5
Intersection
Int Delay, s/veh 1.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 32 1035 67 44 1238 33 0 0 91 0 0 59
Future Vol, veh/h 32 1035 67 44 1238 33 0 0 91 0 0 59
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 130 --100 ----0 --0
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 35 1125 73 48 1346 36 0 0 99 0 0 64
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1382 0 0 1198 0 0 --599 --691
Stage 1 ------------
Stage 2 ------------
Critical Hdwy 4.14 --4.14 ----6.94 --6.94
Critical Hdwy Stg 1 ------------
Critical Hdwy Stg 2 ------------
Follow-up Hdwy 2.22 --2.22 ----3.32 --3.32
Pot Cap-1 Maneuver 492 --578 --0 0 445 0 0 387
Stage 1 ------0 0 -0 0 -
Stage 2 ------0 0 -0 0 -
Platoon blocked, %----
Mov Cap-1 Maneuver 492 --578 ----445 --387
Mov Cap-2 Maneuver ------------
Stage 1 ------------
Stage 2 ------------
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.36 0.39 15.39 16.14
HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)445 492 --578 --387
HCM Lane V/C Ratio 0.222 0.071 --0.083 --0.166
HCM Ctrl Dly (s/v)15.4 12.9 --11.8 --16.1
HCM Lane LOS C B --B --C
HCM 95th %tile Q(veh)0.8 0.2 --0.3 --0.6
HCM Signalized Intersection Capacity Analysis 2040 Background Year AM Mitigations
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)521 411 72 71 483 14 184 288 106 17 139 584
Future Volume (vph)521 411 72 71 483 14 184 288 106 17 139 584
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 0.97 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Frt 1.00 0.98 1.00 1.00 1.00 0.96 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot)3433 3460 1770 3524 1770 3397 1770 3539 1583
Flt Permitted 0.95 1.00 0.46 1.00 0.55 1.00 0.50 1.00 1.00
Satd. Flow (perm)3433 3460 852 3524 1025 3397 936 3539 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)566 447 78 77 525 15 200 313 115 18 151 635
RTOR Reduction (vph)0 15 0 0 2 0 0 41 0 0 0 55
Lane Group Flow (vph)566 510 0 77 538 0 200 387 0 18 151 580
Turn Type Prot NA pm+pt NA pm+pt NA pm+pt NA pm+ov
Protected Phases 7 4 3 8 5 2 1 6 7
Permitted Phases 8 2 6 6
Actuated Green, G (s)16.9 27.9 23.0 17.0 33.3 27.8 24.3 23.3 40.2
Effective Green, g (s)16.9 27.9 23.0 17.0 33.3 27.8 24.3 23.3 40.2
Actuated g/C Ratio 0.21 0.35 0.29 0.21 0.41 0.34 0.30 0.29 0.50
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)718 1196 311 742 473 1170 292 1021 876
v/s Ratio Prot c0.16 0.15 0.02 c0.15 c0.03 0.11 0.00 0.04 c0.14
v/s Ratio Perm 0.05 0.15 0.02 0.23
v/c Ratio 0.79 0.43 0.25 0.72 0.42 0.33 0.06 0.15 0.66
Uniform Delay, d1 30.2 20.3 21.6 29.7 16.1 19.6 19.9 21.3 15.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 5.7 0.2 0.4 3.5 0.6 0.8 0.1 0.3 1.9
Delay (s)35.9 20.5 22.0 33.2 16.7 20.3 20.0 21.6 17.1
Level of Service D C C C B C C C B
Approach Delay (s/veh)28.5 31.8 19.2 18.0
Approach LOS C C B B
Intersection Summary
HCM 2000 Control Delay (s/veh)24.6 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.73
Actuated Cycle Length (s) 80.7 Sum of lost time (s)18.0
Intersection Capacity Utilization 71.4%ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2040 Background Year AM Mitigations
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)521 411 72 71 483 14 184 288 106 17 139 584
Future Volume (veh/h)521 411 72 71 483 14 184 288 106 17 139 584
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 566 447 78 77 525 15 200 313 115 18 151 635
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 691 973 169 396 677 19 408 851 307 367 980 754
Arrive On Green 0.20 0.32 0.32 0.07 0.19 0.19 0.08 0.33 0.33 0.02 0.28 0.28
Sat Flow, veh/h 3456 3028 525 1781 3528 101 1781 2559 922 1781 3554 1585
Grp Volume(v), veh/h 566 261 264 77 264 276 200 215 213 18 151 635
Grp Sat Flow(s),veh/h/ln 1728 1777 1776 1781 1777 1852 1781 1777 1704 1781 1777 1585
Q Serve(g_s), s 11.1 8.3 8.4 2.4 10.0 10.0 5.5 6.5 6.7 0.5 2.3 19.5
Cycle Q Clear(g_c), s 11.1 8.3 8.4 2.4 10.0 10.0 5.5 6.5 6.7 0.5 2.3 19.5
Prop In Lane 1.00 0.30 1.00 0.05 1.00 0.54 1.00 1.00
Lane Grp Cap(c), veh/h 691 571 571 396 341 356 408 591 567 367 980 754
V/C Ratio(X)0.82 0.46 0.46 0.19 0.77 0.78 0.49 0.36 0.38 0.05 0.15 0.84
Avail Cap(c_a), veh/h 904 571 571 724 465 485 408 591 567 458 980 754
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 27.1 19.1 19.1 20.1 27.1 27.1 15.8 17.9 18.0 17.7 19.4 16.2
Incr Delay (d2), s/veh 4.6 0.6 0.6 0.2 5.5 5.4 0.9 1.7 1.9 0.1 0.3 11.0
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.5 3.1 3.1 0.9 4.3 4.5 2.1 2.6 2.6 0.2 0.9 9.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 31.7 19.7 19.7 20.3 32.7 32.5 16.7 19.7 19.9 17.8 19.7 27.2
LnGrp LOS C B B C C C B B B B B C
Approach Vol, veh/h 1091 617 628 804
Approach Delay, s/veh 25.9 31.1 18.8 25.6
Approach LOS C C B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.0 28.0 9.5 27.2 10.0 24.0 18.6 18.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 19.9 18.0 19.0 5.5 19.5 18.5 18.5
Max Q Clear Time (g_c+I1), s 2.5 8.7 4.4 10.4 7.5 21.5 13.1 12.0
Green Ext Time (p_c), s 0.0 1.7 0.1 1.9 0.0 0.0 1.1 1.6
Intersection Summary
HCM 7th Control Delay, s/veh 25.4
HCM 7th LOS C
HCM 7th TWSC 2040 Background Year AM Mitigations
5: Access 2 & University Blvd Tamana Fields
Synchro 12 Report
Page 8
Intersection
Int Delay, s/veh 2.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 51 447 36 8 449 16 29 0 7 12 0 91
Future Vol, veh/h 51 447 36 8 449 16 29 0 7 12 0 91
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 100 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 55 486 39 9 488 17 32 0 8 13 0 99
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 505 0 0 525 0 0 878 1139 263 868 1150 253
Stage 1 ------616 616 -514 514 -
Stage 2 ------261 523 -354 636 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 1055 --1038 --242 200 736 246 197 747
Stage 1 ------444 480 -511 534 -
Stage 2 ------721 529 -636 470 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1055 --1038 --198 188 736 229 185 747
Mov Cap-2 Maneuver ------198 188 -229 185 -
Stage 1 ------421 455 -507 529 -
Stage 2 ------620 524 -597 445 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.82 0.14 23.8 12.51
HCM LOS C B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)230 1055 --1038 --591
HCM Lane V/C Ratio 0.17 0.053 --0.008 --0.189
HCM Ctrl Dly (s/v)23.8 8.6 --8.5 --12.5
HCM Lane LOS C A --A --B
HCM 95th %tile Q(veh)0.6 0.2 --0 --0.7
HCM 7th TWSC 2040 Background Year AM Mitigations
6: University Blvd & Tamana Drive Tamana Fields
Synchro 12 Report
Page 9
Intersection
Int Delay, s/veh 1.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 35 431 443 36 29 30
Future Vol, veh/h 35 431 443 36 29 30
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length 100 ---0 -
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 38 468 482 39 32 33
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 521 0 -0 1046 501
Stage 1 ----501 -
Stage 2 ----545 -
Critical Hdwy 4.12 ---6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy 2.218 ---3.518 3.318
Pot Cap-1 Maneuver 1046 ---253 570
Stage 1 ----609 -
Stage 2 ----581 -
Platoon blocked, %---
Mov Cap-1 Maneuver 1046 ---244 570
Mov Cap-2 Maneuver ----244 -
Stage 1 ----587 -
Stage 2 ----581 -
Approach EB WB SB
HCM Ctrl Dly, s/v 0.64 0 17.85
HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h)1046 ---344
HCM Lane V/C Ratio 0.036 ---0.186
HCM Ctrl Dly (s/v)8.6 ---17.8
HCM Lane LOS A ---C
HCM 95th %tile Q(veh)0.1 ---0.7
HCM 7th TWSC 2040 Background Year AM Mitigations
7: University Blvd & Access 4 Tamana Fields
Synchro 12 Report
Page 10
Intersection
Int Delay, s/veh 0.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 460 450 35 0 29
Future Vol, veh/h 0 460 450 35 0 29
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length ---100 -0
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 0 500 489 38 0 32
Major/Minor Major1 Major2 Minor2
Conflicting Flow All -0 -0 -489
Stage 1 ------
Stage 2 ------
Critical Hdwy -----6.22
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.318
Pot Cap-1 Maneuver 0 ---0 579
Stage 1 0 ---0 -
Stage 2 0 ---0 -
Platoon blocked, %---
Mov Cap-1 Maneuver -----579
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB SB
HCM Ctrl Dly, s/v 0 0 11.58
HCM LOS B
Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h)---579
HCM Lane V/C Ratio ---0.054
HCM Ctrl Dly (s/v)---11.6
HCM Lane LOS ---B
HCM 95th %tile Q(veh)---0.2
HCM 7th TWSC 2040 Background Year AM Mitigations
8: University Blvd & Mikan Drive Tamana Fields
Synchro 12 Report
Page 11
Intersection
Int Delay, s/veh 2.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 36 423 365 36 36 120
Future Vol, veh/h 36 423 365 36 36 120
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length 45 ---0 100
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 39 460 397 39 39 130
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 436 0 -0 954 416
Stage 1 ----416 -
Stage 2 ----538 -
Critical Hdwy 4.12 ---6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy 2.218 ---3.518 3.318
Pot Cap-1 Maneuver 1124 ---287 636
Stage 1 ----666 -
Stage 2 ----585 -
Platoon blocked, %---
Mov Cap-1 Maneuver 1124 ---277 636
Mov Cap-2 Maneuver ----277 -
Stage 1 ----642 -
Stage 2 ----585 -
Approach EB WB SB
HCM Ctrl Dly, s/v 0.65 0 13.96
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h)1124 ---277 636
HCM Lane V/C Ratio 0.035 ---0.141 0.205
HCM Ctrl Dly (s/v)8.3 ---20.1 12.1
HCM Lane LOS A ---C B
HCM 95th %tile Q(veh)0.1 ---0.5 0.8
HCM Signalized Intersection Capacity Analysis 2040 Background Year AM Mitigations
10: 5th West & University Blvd Tamana Fields
Synchro 12 Report
Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)52 448 13 5 306 0 33 11 12 5 8 267
Future Volume (vph)52 448 13 5 306 0 33 11 12 5 8 267
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.92 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1770 1863 1583 1770 1863 1770 1717 1770 1592
Flt Permitted 0.40 1.00 1.00 0.32 1.00 0.51 1.00 0.74 1.00
Satd. Flow (perm)745 1863 1583 602 1863 952 1717 1380 1592
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)57 487 14 5 333 0 36 12 13 5 9 290
RTOR Reduction (vph)0 0 9 0 0 0 0 8 0 0 186 0
Lane Group Flow (vph)57 487 5 5 333 0 36 17 0 5 113 0
Turn Type pm+pt NA Perm pm+pt NA Perm NA Perm NA
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 4 8 2 6
Actuated Green, G (s)21.8 19.0 19.0 17.8 17.0 18.6 18.6 18.6 18.6
Effective Green, g (s)21.8 19.0 19.0 17.8 17.0 18.6 18.6 18.6 18.6
Actuated g/C Ratio 0.42 0.37 0.37 0.34 0.33 0.36 0.36 0.36 0.36
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)368 682 579 224 610 341 615 494 570
v/s Ratio Prot c0.01 c0.26 0.00 0.18 0.01 c0.07
v/s Ratio Perm 0.06 0.00 0.01 0.04 0.00
v/c Ratio 0.15 0.71 0.01 0.02 0.55 0.11 0.03 0.01 0.20
Uniform Delay, d1 9.3 14.1 10.5 11.5 14.3 11.1 10.8 10.7 11.5
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.2 3.6 0.0 0.0 1.0 0.6 0.1 0.0 0.8
Delay (s)9.5 17.7 10.5 11.6 15.3 11.7 10.9 10.8 12.3
Level of Service A B B B B B B B B
Approach Delay (s/veh)16.7 15.2 11.4 12.3
Approach LOS B B B B
Intersection Summary
HCM 2000 Control Delay (s/veh)15.0 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.46
Actuated Cycle Length (s) 51.9 Sum of lost time (s)13.5
Intersection Capacity Utilization 63.9%ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2040 Background Year AM Mitigations
10: 5th West & University Blvd Tamana Fields
Synchro 12 Report
Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)52 448 13 5 306 0 33 11 12 5 8 267
Future Volume (veh/h)52 448 13 5 306 0 33 11 12 5 8 267
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 57 487 14 5 333 0 36 12 13 5 9 290
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 376 606 513 242 514 0 412 314 340 671 18 591
Arrive On Green 0.06 0.32 0.32 0.01 0.27 0.00 0.38 0.38 0.38 0.38 0.38 0.38
Sat Flow, veh/h 1781 1870 1585 1781 1870 0 1080 821 889 1386 48 1544
Grp Volume(v), veh/h 57 487 14 5 333 0 36 0 25 5 0 299
Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 0 1080 0 1710 1386 0 1592
Q Serve(g_s), s 1.0 11.2 0.3 0.1 7.4 0.0 1.2 0.0 0.4 0.1 0.0 6.7
Cycle Q Clear(g_c), s 1.0 11.2 0.3 0.1 7.4 0.0 7.9 0.0 0.4 0.5 0.0 6.7
Prop In Lane 1.00 1.00 1.00 0.00 1.00 0.52 1.00 0.97
Lane Grp Cap(c), veh/h 376 606 513 242 514 0 412 0 654 671 0 609
V/C Ratio(X)0.15 0.80 0.03 0.02 0.65 0.00 0.09 0.00 0.04 0.01 0.00 0.49
Avail Cap(c_a), veh/h 477 934 792 419 922 0 412 0 654 671 0 609
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 11.5 14.5 10.9 13.0 15.1 0.0 14.1 0.0 9.1 9.3 0.0 11.0
Incr Delay (d2), s/veh 0.2 2.9 0.0 0.0 1.4 0.0 0.4 0.0 0.1 0.0 0.0 2.8
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 4.0 0.1 0.0 2.6 0.0 0.3 0.0 0.2 0.0 0.0 2.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 11.7 17.5 10.9 13.1 16.4 0.0 14.5 0.0 9.2 9.3 0.0 13.9
LnGrp LOS B B B B B B A A B
Approach Vol, veh/h 558 338 61 304
Approach Delay, s/veh 16.7 16.4 12.3 13.8
Approach LOS B B B B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 22.5 4.8 19.7 22.5 7.1 17.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 5.0 23.5 18.0 5.3 23.2
Max Q Clear Time (g_c+I1), s 9.9 2.1 13.2 8.7 3.0 9.4
Green Ext Time (p_c), s 0.1 0.0 2.0 1.3 0.0 1.4
Intersection Summary
HCM 7th Control Delay, s/veh 15.7
HCM 7th LOS B
HCM 7th TWSC 2040 Background Year AM Mitigations
11: Yellowstone Highway & Access 1 Tamana Fields
Synchro 12 Report
Page 14
Intersection
Int Delay, s/veh 0.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 11 22 557 12 27 301
Future Vol, veh/h 11 22 557 12 27 301
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized -None -None -None
Storage Length 0 ---100 -
Veh in Median Storage, #0 -0 --0
Grade, %0 -0 --0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 12 24 605 13 29 327
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 834 309 0 0 618 0
Stage 1 612 -----
Stage 2 222 -----
Critical Hdwy 6.84 6.94 --4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 --2.22 -
Pot Cap-1 Maneuver 307 687 --958 -
Stage 1 504 -----
Stage 2 793 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 297 687 --958 -
Mov Cap-2 Maneuver 297 -----
Stage 1 488 -----
Stage 2 793 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 13.14 0 0.73
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)--478 958 -
HCM Lane V/C Ratio --0.075 0.031 -
HCM Ctrl Dly (s/v)--13.1 8.9 -
HCM Lane LOS --B A -
HCM 95th %tile Q(veh)--0.2 0.1 -
HCM Signalized Intersection Capacity Analysis 2040 Background Year PM Mitigations
1: US-20 SB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 1
Movement EBT EBR WBT SBL SBR
Lane Configurations
Traffic Volume (vph)369 126 447 239 97
Future Volume (vph)369 126 447 239 97
Ideal Flow (vphpl)1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.0
Lane Util. Factor 0.95 1.00 0.95 1.00 1.00
Frt 1.00 0.85 1.00 1.00 0.85
Flt Protected 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)3539 1583 3539 1770 1583
Flt Permitted 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)3539 1583 3539 1770 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)401 137 486 260 105
RTOR Reduction (vph)0 94 0 0 0
Lane Group Flow (vph)401 43 486 260 105
Turn Type NA Prot NA Prot Free
Protected Phases 4 4 8 1
Permitted Phases Free
Actuated Green, G (s)7.2 7.2 7.2 6.9 23.1
Effective Green, g (s)7.2 7.2 7.2 6.9 23.1
Actuated g/C Ratio 0.31 0.31 0.31 0.30 1.00
Clearance Time (s)4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1103 493 1103 528 1583
v/s Ratio Prot 0.11 0.03 c0.14 c0.15
v/s Ratio Perm 0.07
v/c Ratio 0.36 0.09 0.44 0.49 0.07
Uniform Delay, d1 6.2 5.6 6.3 6.7 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.2 0.1 0.3 0.7 0.1
Delay (s)6.4 5.7 6.6 7.4 0.1
Level of Service A A A A A
Approach Delay (s/veh)6.2 6.6
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)6.1 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.47
Actuated Cycle Length (s) 23.1 Sum of lost time (s)9.0
Intersection Capacity Utilization 32.7%ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis 2040 Background Year PM Mitigations
2: US-20 NB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 3
Movement WBT WBR2 NBL2 NBR SEL2 SEL
Lane Configurations
Traffic Volume (vph)1085 227 123 790 71 480
Future Volume (vph)1085 227 123 790 71 480
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.0 4.5 4.5 4.5 4.5
Lane Util. Factor 0.95 1.00 1.00 0.88 1.00 0.97
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (prot)3539 1583 1770 2787 1770 3433
Flt Permitted 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (perm)3539 1583 1770 2787 1770 3433
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)1179 247 134 859 77 522
RTOR Reduction (vph)0 0 29 312 41 0
Lane Group Flow (vph)1179 247 105 547 36 522
Turn Type NA Free Prot Prot Perm Prot
Protected Phases 5 5 4
Permitted Phases 8 Free 4
Actuated Green, G (s)17.0 36.7 10.7 10.7 17.0 17.0
Effective Green, g (s)17.0 36.7 10.7 10.7 17.0 17.0
Actuated g/C Ratio 0.46 1.00 0.29 0.29 0.46 0.46
Clearance Time (s)4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1639 1583 516 812 819 1590
v/s Ratio Prot 0.06 c0.20 0.15
v/s Ratio Perm c0.33 0.16 0.02
v/c Ratio 0.72 0.16 0.20 0.67 0.04 0.33
Uniform Delay, d1 7.9 0.0 9.8 11.5 5.4 6.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.5 0.2 0.2 2.2 0.0 0.1
Delay (s)9.5 0.2 10.0 13.7 5.4 6.4
Level of Service A A A B A A
Approach Delay (s/veh)7.9 6.2
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)9.3 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.70
Actuated Cycle Length (s) 36.7 Sum of lost time (s)9.0
Intersection Capacity Utilization 61.3%ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
HCM 7th TWSC 2040 Background Year PM Mitigations
3: Golden Beauty Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 5
Intersection
Int Delay, s/veh 1.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 30 1199 44 43 1214 63 0 0 85 0 0 100
Future Vol, veh/h 30 1199 44 43 1214 63 0 0 85 0 0 100
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 130 --100 ----0 --0
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 33 1303 48 47 1320 68 0 0 92 0 0 109
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1388 0 0 1351 0 0 --676 --694
Stage 1 ------------
Stage 2 ------------
Critical Hdwy 4.14 --4.14 ----6.94 --6.94
Critical Hdwy Stg 1 ------------
Critical Hdwy Stg 2 ------------
Follow-up Hdwy 2.22 --2.22 ----3.32 --3.32
Pot Cap-1 Maneuver 489 --505 --0 0 396 0 0 385
Stage 1 ------0 0 -0 0 -
Stage 2 ------0 0 -0 0 -
Platoon blocked, %----
Mov Cap-1 Maneuver 489 --505 ----396 --385
Mov Cap-2 Maneuver ------------
Stage 1 ------------
Stage 2 ------------
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.3 0.42 16.83 17.98
HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)396 489 --505 --385
HCM Lane V/C Ratio 0.233 0.067 --0.092 --0.282
HCM Ctrl Dly (s/v)16.8 12.9 --12.8 --18
HCM Lane LOS C B --B --C
HCM 95th %tile Q(veh)0.9 0.2 --0.3 --1.1
HCM Signalized Intersection Capacity Analysis 2040 Background Year PM Mitigations
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)570 554 99 99 464 37 133 260 134 35 298 508
Future Volume (vph)570 554 99 99 464 37 133 260 134 35 298 508
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 0.97 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Frt 1.00 0.98 1.00 0.99 1.00 0.95 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot)3433 3458 1770 3500 1770 3359 1770 3539 1583
Flt Permitted 0.95 1.00 0.38 1.00 0.46 1.00 0.46 1.00 1.00
Satd. Flow (perm)3433 3458 711 3500 853 3359 861 3539 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)620 602 108 108 504 40 145 283 146 38 324 552
RTOR Reduction (vph)0 16 0 0 7 0 0 68 0 0 0 77
Lane Group Flow (vph)620 694 0 108 537 0 145 361 0 38 324 475
Turn Type Prot NA pm+pt NA pm+pt NA pm+pt NA pm+ov
Protected Phases 7 4 3 8 5 2 1 6 7
Permitted Phases 8 2 6 6
Actuated Green, G (s)18.7 30.6 24.9 18.4 27.8 22.7 23.4 20.5 39.2
Effective Green, g (s)18.7 30.6 24.9 18.4 27.8 22.7 23.4 20.5 39.2
Actuated g/C Ratio 0.23 0.38 0.31 0.23 0.34 0.28 0.29 0.25 0.49
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)795 1311 304 798 351 944 282 899 857
v/s Ratio Prot c0.18 0.20 0.03 c0.15 c0.03 0.11 0.00 0.09 c0.13
v/s Ratio Perm 0.08 0.12 0.03 0.17
v/c Ratio 0.78 0.53 0.36 0.67 0.41 0.38 0.13 0.36 0.55
Uniform Delay, d1 29.1 19.5 20.5 28.4 19.0 23.4 20.8 24.7 14.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 4.9 0.4 0.7 2.2 0.8 1.2 0.2 1.1 0.8
Delay (s)33.9 19.8 21.3 30.7 19.8 24.5 21.0 25.8 15.4
Level of Service C B C C B C C C B
Approach Delay (s/veh)26.4 29.1 23.3 19.3
Approach LOS C C C B
Intersection Summary
HCM 2000 Control Delay (s/veh)24.5 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.66
Actuated Cycle Length (s) 80.7 Sum of lost time (s)18.0
Intersection Capacity Utilization 64.1%ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2040 Background Year PM Mitigations
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)570 554 99 99 464 37 133 260 134 35 298 508
Future Volume (veh/h)570 554 99 99 464 37 133 260 134 35 298 508
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 620 602 108 108 504 40 145 283 146 38 324 552
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 751 1038 186 371 681 54 342 665 334 346 911 751
Arrive On Green 0.22 0.34 0.34 0.08 0.20 0.20 0.07 0.29 0.29 0.04 0.26 0.26
Sat Flow, veh/h 3456 3011 539 1781 3336 264 1781 2290 1150 1781 3554 1585
Grp Volume(v), veh/h 620 355 355 108 268 276 145 218 211 38 324 552
Grp Sat Flow(s),veh/h/ln 1728 1777 1773 1781 1777 1823 1781 1777 1663 1781 1777 1585
Q Serve(g_s), s 12.3 11.7 11.8 3.3 10.1 10.2 4.3 7.1 7.4 1.1 5.4 18.4
Cycle Q Clear(g_c), s 12.3 11.7 11.8 3.3 10.1 10.2 4.3 7.1 7.4 1.1 5.4 18.4
Prop In Lane 1.00 0.30 1.00 0.14 1.00 0.69 1.00 1.00
Lane Grp Cap(c), veh/h 751 613 611 371 363 372 342 516 483 346 911 751
V/C Ratio(X)0.83 0.58 0.58 0.29 0.74 0.74 0.42 0.42 0.44 0.11 0.36 0.73
Avail Cap(c_a), veh/h 997 706 704 681 639 656 342 516 483 407 911 751
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 26.8 19.2 19.3 19.8 26.8 26.8 17.9 20.6 20.7 18.5 21.8 15.2
Incr Delay (d2), s/veh 4.4 0.9 0.9 0.4 3.0 2.9 0.8 2.5 2.9 0.1 1.1 6.3
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 5.0 4.4 4.4 1.3 4.2 4.3 1.6 3.0 2.9 0.4 2.1 7.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 31.1 20.1 20.2 20.2 29.7 29.7 18.7 23.1 23.5 18.6 22.9 21.5
LnGrp LOS C C C C C C B C C B C C
Approach Vol, veh/h 1330 652 574 914
Approach Delay, s/veh 25.3 28.1 22.2 21.9
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.2 25.3 10.0 29.2 9.6 22.9 20.1 19.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 18.4 18.0 28.5 5.1 18.4 20.7 25.8
Max Q Clear Time (g_c+I1), s 3.1 9.4 5.3 13.8 6.3 20.4 14.3 12.2
Green Ext Time (p_c), s 0.0 1.5 0.2 3.5 0.0 0.0 1.3 2.4
Intersection Summary
HCM 7th Control Delay, s/veh 24.4
HCM 7th LOS C
HCM 7th TWSC 2040 Background Year PM Mitigations
5: Access 2 & University Blvd Tamana Fields
Synchro 12 Report
Page 8
Intersection
Int Delay, s/veh 3.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 115 559 47 12 492 11 47 0 12 7 0 62
Future Vol, veh/h 115 559 47 12 492 11 47 0 12 7 0 62
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 100 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 125 608 51 13 535 12 51 0 13 8 0 67
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 547 0 0 659 0 0 1177 1456 329 1121 1476 273
Stage 1 ------883 883 -567 567 -
Stage 2 ------293 573 -554 909 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 1019 --925 --146 129 666 161 125 724
Stage 1 ------307 362 -476 505 -
Stage 2 ------690 502 -484 352 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1019 --925 --115 111 666 137 108 724
Mov Cap-2 Maneuver ------115 111 -137 108 -
Stage 1 ------269 317 -469 498 -
Stage 2 ------617 495 -417 309 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 1.44 0.21 51.87 13.39
HCM LOS F B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)138 1019 --925 --504
HCM Lane V/C Ratio 0.464 0.123 --0.014 --0.149
HCM Ctrl Dly (s/v)51.9 9 --8.9 --13.4
HCM Lane LOS F A --A --B
HCM 95th %tile Q(veh)2.1 0.4 --0 --0.5
HCM 7th TWSC 2040 Background Year PM Mitigations
6: University Blvd & Tamana Drive Tamana Fields
Synchro 12 Report
Page 9
Intersection
Int Delay, s/veh 4.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 69 511 439 80 65 77
Future Vol, veh/h 69 511 439 80 65 77
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length 100 ---0 -
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 75 555 477 87 71 84
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 564 0 -0 1226 521
Stage 1 ----521 -
Stage 2 ----705 -
Critical Hdwy 4.12 ---6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy 2.218 ---3.518 3.318
Pot Cap-1 Maneuver 1007 ---197 556
Stage 1 ----596 -
Stage 2 ----490 -
Platoon blocked, %---
Mov Cap-1 Maneuver 1007 ---183 556
Mov Cap-2 Maneuver ----183 -
Stage 1 ----552 -
Stage 2 ----490 -
Approach EB WB SB
HCM Ctrl Dly, s/v 1.05 0 31.23
HCM LOS D
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h)1007 ---287
HCM Lane V/C Ratio 0.074 ---0.538
HCM Ctrl Dly (s/v)8.9 ---31.2
HCM Lane LOS A ---D
HCM 95th %tile Q(veh)0.2 ---3
HCM 7th TWSC 2040 Background Year PM Mitigations
7: University Blvd & Access 4 Tamana Fields
Synchro 12 Report
Page 10
Intersection
Int Delay, s/veh 0.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 576 479 42 0 40
Future Vol, veh/h 0 576 479 42 0 40
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length ---100 -0
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 0 626 521 46 0 43
Major/Minor Major1 Major2 Minor2
Conflicting Flow All -0 -0 -521
Stage 1 ------
Stage 2 ------
Critical Hdwy -----6.22
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.318
Pot Cap-1 Maneuver 0 ---0 556
Stage 1 0 ---0 -
Stage 2 0 ---0 -
Platoon blocked, %---
Mov Cap-1 Maneuver -----556
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB SB
HCM Ctrl Dly, s/v 0 0 12.03
HCM LOS B
Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h)---556
HCM Lane V/C Ratio ---0.078
HCM Ctrl Dly (s/v)---12
HCM Lane LOS ---B
HCM 95th %tile Q(veh)---0.3
HCM 7th TWSC 2040 Background Year PM Mitigations
8: University Blvd & Mikan Drive Tamana Fields
Synchro 12 Report
Page 11
Intersection
Int Delay, s/veh 3.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 147 430 450 44 43 71
Future Vol, veh/h 147 430 450 44 43 71
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length 45 ---0 100
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 160 467 489 48 47 77
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 537 0 -0 1300 513
Stage 1 ----513 -
Stage 2 ----787 -
Critical Hdwy 4.12 ---6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy 2.218 ---3.518 3.318
Pot Cap-1 Maneuver 1031 ---178 561
Stage 1 ----601 -
Stage 2 ----449 -
Platoon blocked, %---
Mov Cap-1 Maneuver 1031 ---150 561
Mov Cap-2 Maneuver ----150 -
Stage 1 ----508 -
Stage 2 ----449 -
Approach EB WB SB
HCM Ctrl Dly, s/v 2.33 0 22.6
HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h)1031 ---150 561
HCM Lane V/C Ratio 0.155 ---0.311 0.138
HCM Ctrl Dly (s/v)9.1 ---39.4 12.4
HCM Lane LOS A ---E B
HCM 95th %tile Q(veh)0.5 ---1.2 0.5
HCM Signalized Intersection Capacity Analysis 2040 Background Year PM Mitigations
10: 5th West & University Blvd Tamana Fields
Synchro 12 Report
Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)237 499 22 7 536 21 21 4 3 12 14 151
Future Volume (vph)237 499 22 7 536 21 21 4 3 12 14 151
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 0.99 1.00 0.94 1.00 0.86
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1770 1863 1583 1770 1852 1770 1743 1770 1607
Flt Permitted 0.16 1.00 1.00 0.46 1.00 0.58 1.00 0.75 1.00
Satd. Flow (perm)295 1863 1583 860 1852 1087 1743 1403 1607
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)258 542 24 8 583 23 23 4 3 13 15 164
RTOR Reduction (vph)0 0 11 0 2 0 0 2 0 0 121 0
Lane Group Flow (vph)258 542 13 8 604 0 23 5 0 13 58 0
Turn Type pm+pt NA Perm pm+pt NA Perm NA Perm NA
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 4 8 2 6
Actuated Green, G (s)49.7 44.3 44.3 33.7 32.8 20.9 20.9 20.9 20.9
Effective Green, g (s)49.7 44.3 44.3 33.7 32.8 20.9 20.9 20.9 20.9
Actuated g/C Ratio 0.62 0.56 0.56 0.42 0.41 0.26 0.26 0.26 0.26
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)413 1036 880 374 763 285 457 368 421
v/s Ratio Prot c0.10 0.29 0.00 c0.33 0.00 c0.04
v/s Ratio Perm 0.29 0.01 0.01 0.02 0.01
v/c Ratio 0.62 0.52 0.02 0.02 0.79 0.08 0.01 0.04 0.14
Uniform Delay, d1 11.8 11.0 7.9 13.3 20.4 22.1 21.7 21.8 22.5
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.9 0.5 0.0 0.0 5.6 0.6 0.0 0.2 0.7
Delay (s)14.7 11.5 7.9 13.3 26.1 22.7 21.7 22.0 23.1
Level of Service B B A B C C C C C
Approach Delay (s/veh)12.4 25.9 22.5 23.1
Approach LOS B C C C
Intersection Summary
HCM 2000 Control Delay (s/veh)18.8 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.56
Actuated Cycle Length (s) 79.6 Sum of lost time (s)13.5
Intersection Capacity Utilization 71.3%ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2040 Background Year PM Mitigations
10: 5th West & University Blvd Tamana Fields
Synchro 12 Report
Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)237 499 22 7 536 21 21 4 3 12 14 151
Future Volume (veh/h)237 499 22 7 536 21 21 4 3 12 14 151
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 258 542 24 8 583 23 23 4 3 13 15 164
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 378 909 770 359 683 27 367 301 226 530 41 447
Arrive On Green 0.11 0.49 0.49 0.01 0.38 0.38 0.30 0.30 0.30 0.30 0.30 0.30
Sat Flow, veh/h 1781 1870 1585 1781 1787 71 1205 992 744 1409 135 1471
Grp Volume(v), veh/h 258 542 24 8 0 606 23 0 7 13 0 179
Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 0 1858 1205 0 1736 1409 0 1606
Q Serve(g_s), s 5.4 14.2 0.5 0.2 0.0 20.2 1.0 0.0 0.2 0.4 0.0 5.9
Cycle Q Clear(g_c), s 5.4 14.2 0.5 0.2 0.0 20.2 6.9 0.0 0.2 0.6 0.0 5.9
Prop In Lane 1.00 1.00 1.00 0.04 1.00 0.43 1.00 0.92
Lane Grp Cap(c), veh/h 378 909 770 359 0 710 367 0 527 530 0 488
V/C Ratio(X)0.68 0.60 0.03 0.02 0.00 0.85 0.06 0.00 0.01 0.02 0.00 0.37
Avail Cap(c_a), veh/h 530 1410 1195 475 0 1169 367 0 527 530 0 488
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 13.9 12.6 9.1 12.9 0.0 19.1 21.1 0.0 16.4 16.7 0.0 18.4
Incr Delay (d2), s/veh 2.2 0.6 0.0 0.0 0.0 3.5 0.3 0.0 0.0 0.1 0.0 2.1
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.8 4.8 0.2 0.1 0.0 7.9 0.3 0.0 0.1 0.1 0.0 2.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 16.0 13.2 9.1 12.9 0.0 22.6 21.5 0.0 16.5 16.7 0.0 20.6
LnGrp LOS B B A B C C B B C
Approach Vol, veh/h 824 614 30 192
Approach Delay, s/veh 14.0 22.5 20.3 20.3
Approach LOS B C C C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 25.0 5.2 37.3 25.0 12.2 30.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 20.5 5.1 50.9 20.5 13.5 42.5
Max Q Clear Time (g_c+I1), s 8.9 2.2 16.2 7.9 7.4 22.2
Green Ext Time (p_c), s 0.0 0.0 3.5 0.9 0.4 3.6
Intersection Summary
HCM 7th Control Delay, s/veh 18.0
HCM 7th LOS B
HCM 7th TWSC 2040 Background Year PM Mitigations
11: Yellowstone Highway & Access 1 Tamana Fields
Synchro 12 Report
Page 14
Intersection
Int Delay, s/veh 0.8
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 12 33 531 8 32 529
Future Vol, veh/h 12 33 531 8 32 529
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized -None -None -None
Storage Length 0 ---100 -
Veh in Median Storage, #0 -0 --0
Grade, %0 -0 --0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 13 36 577 9 35 575
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 939 293 0 0 586 0
Stage 1 582 -----
Stage 2 357 -----
Critical Hdwy 6.84 6.94 --4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 --2.22 -
Pot Cap-1 Maneuver 263 703 --985 -
Stage 1 522 -----
Stage 2 679 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 253 703 --985 -
Mov Cap-2 Maneuver 253 -----
Stage 1 504 -----
Stage 2 679 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 13.4 0 0.5
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)--477 985 -
HCM Lane V/C Ratio --0.102 0.035 -
HCM Ctrl Dly (s/v)--13.4 8.8 -
HCM Lane LOS --B A -
HCM 95th %tile Q(veh)--0.3 0.1 -
FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
82
2040 Total Traffic Analysis
HCM Signalized Intersection Capacity Analysis 2040 Total Traffic AM
1: US-20 SB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 1
Movement EBT EBR WBT SBL SBR
Lane Configurations
Traffic Volume (vph)435 110 677 208 178
Future Volume (vph)435 110 677 208 178
Ideal Flow (vphpl)1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.0
Lane Util. Factor 0.95 1.00 0.95 1.00 1.00
Frt 1.00 0.85 1.00 1.00 0.85
Flt Protected 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)3539 1583 3539 1770 1583
Flt Permitted 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)3539 1583 3539 1770 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)473 120 736 226 193
RTOR Reduction (vph)0 66 0 0 0
Lane Group Flow (vph)473 54 736 226 193
Turn Type NA Prot NA Prot Free
Protected Phases 4 4 8 1
Permitted Phases Free
Actuated Green, G (s)12.8 12.8 12.8 6.5 28.3
Effective Green, g (s)12.8 12.8 12.8 6.5 28.3
Actuated g/C Ratio 0.45 0.45 0.45 0.23 1.00
Clearance Time (s)4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1600 715 1600 406 1583
v/s Ratio Prot 0.13 0.03 c0.21 c0.13
v/s Ratio Perm 0.12
v/c Ratio 0.30 0.08 0.46 0.56 0.12
Uniform Delay, d1 4.9 4.4 5.4 9.6 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.0 0.2 1.7 0.2
Delay (s)5.0 4.4 5.6 11.3 0.2
Level of Service A A A B A
Approach Delay (s/veh)4.9 5.6
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)5.5 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.49
Actuated Cycle Length (s) 28.3 Sum of lost time (s)9.0
Intersection Capacity Utilization 37.3%ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis 2040 Total Traffic AM
2: US-20 NB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 3
Movement WBT WBR2 NBL2 NBR SEL2 SEL
Lane Configurations
Traffic Volume (vph)1188 210 169 712 62 574
Future Volume (vph)1188 210 169 712 62 574
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.0 4.5 4.5 4.5 4.5
Lane Util. Factor 0.95 1.00 1.00 0.88 1.00 0.97
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (prot)3539 1583 1770 2787 1770 3433
Flt Permitted 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (perm)3539 1583 1770 2787 1770 3433
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)1291 228 184 774 67 624
RTOR Reduction (vph)0 0 29 232 36 0
Lane Group Flow (vph)1291 228 155 542 31 624
Turn Type NA Free Prot Prot Perm Prot
Protected Phases 5 5 4
Permitted Phases 8 Free 4
Actuated Green, G (s)17.5 37.4 10.9 10.9 17.5 17.5
Effective Green, g (s)17.5 37.4 10.9 10.9 17.5 17.5
Actuated g/C Ratio 0.47 1.00 0.29 0.29 0.47 0.47
Clearance Time (s)4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1655 1583 515 812 828 1606
v/s Ratio Prot 0.09 c0.19 0.18
v/s Ratio Perm c0.36 0.14 0.02
v/c Ratio 0.78 0.14 0.30 0.67 0.04 0.39
Uniform Delay, d1 8.3 0.0 10.3 11.7 5.4 6.5
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.5 0.2 0.3 2.1 0.0 0.2
Delay (s)10.8 0.2 10.6 13.7 5.4 6.6
Level of Service B A B B A A
Approach Delay (s/veh)9.2 6.5
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)9.8 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.74
Actuated Cycle Length (s) 37.4 Sum of lost time (s)9.0
Intersection Capacity Utilization 69.4%ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
HCM 7th TWSC 2040 Total Traffic AM
3: Golden Beauty Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 5
Intersection
Int Delay, s/veh 49.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 32 1189 67 44 1333 33 32 0 59 23 3 33
Future Vol, veh/h 32 1189 67 44 1333 33 32 0 59 23 3 33
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 130 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 35 1292 73 48 1449 36 35 0 64 25 3 36
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1485 0 0 1365 0 0 2220 2979 683 2278 2997 742
Stage 1 ------1398 1398 -1563 1563 -
Stage 2 ------822 1580 -716 1435 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 449 --499 --~ 24 14 392 ~ 22 13 358
Stage 1 ------148 206 -117 171 -
Stage 2 ------334 168 -387 198 -
Platoon blocked, %----
Mov Cap-1 Maneuver 449 --499 --~ 13 12 392 ~ 15 11 358
Mov Cap-2 Maneuver ------~ 13 12 -~ 15 11 -
Stage 1 ------136 190 -106 155 -
Stage 2 ------266 151 -299 182 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.34 0.4 $ 1032.64 $ 758.43
HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)36 449 --499 --31
HCM Lane V/C Ratio 2.761 0.077 --0.096 --2.049
HCM Ctrl Dly (s/v)$ 1032.6 13.7 --13 --$ 758.4
HCM Lane LOS F B --B --F
HCM 95th %tile Q(veh)11.2 0.3 --0.3 --7.4
Notes
~: Volume exceeds capacity $: Delay exceeds 300s
+: Computation Not Defined *: All major volume in platoon
HCM Signalized Intersection Capacity Analysis 2040 Total Traffic AM
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)521 565 72 71 578 28 184 329 106 82 160 584
Future Volume (vph)521 565 72 71 578 28 184 329 106 82 160 584
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 0.95 1.00 0.95
Frt 1.00 0.99 1.00 0.99 1.00 0.96 1.00 0.88
Flt Protected 0.95 0.99 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1610 3313 1770 3515 1770 3410 1770 3123
Flt Permitted 0.95 0.99 0.95 1.00 0.18 1.00 0.43 1.00
Satd. Flow (perm)1610 3313 1770 3515 331 3410 793 3123
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)566 614 78 77 628 30 200 358 115 89 174 635
RTOR Reduction (vph)0 9 0 0 5 0 0 37 0 0 386 0
Lane Group Flow (vph)413 836 0 77 653 0 200 436 0 89 423 0
Turn Type Split NA Split NA pm+pt NA pm+pt NA
Protected Phases 4 4 8 8 5 2 1 6
Permitted Phases 2 6
Actuated Green, G (s)18.5 18.5 17.4 17.4 29.0 22.5 24.0 20.0
Effective Green, g (s)18.5 18.5 17.4 17.4 29.0 22.5 24.0 20.0
Actuated g/C Ratio 0.23 0.23 0.22 0.22 0.36 0.28 0.30 0.25
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)370 762 383 760 235 954 285 776
v/s Ratio Prot c0.26 0.25 0.04 c0.19 c0.07 0.13 0.02 0.14
v/s Ratio Perm c0.24 0.08
v/c Ratio 1.12 1.10 0.20 0.86 0.85 0.46 0.31 0.54
Uniform Delay, d1 31.0 31.0 25.8 30.3 20.7 23.9 20.9 26.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 82.1 62.3 0.3 9.6 24.4 1.6 0.6 2.7
Delay (s)113.0 93.2 26.1 39.9 45.1 25.5 21.5 29.0
Level of Service F F C D D C C C
Approach Delay (s/veh)99.7 38.4 31.3 28.2
Approach LOS F D C C
Intersection Summary
HCM 2000 Control Delay (s/veh)56.2 HCM 2000 Level of Service E
HCM 2000 Volume to Capacity ratio 0.96
Actuated Cycle Length (s) 80.4 Sum of lost time (s)18.0
Intersection Capacity Utilization 87.4%ICU Level of Service E
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2040 Total Traffic AM
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)521 565 72 71 578 28 184 329 106 82 160 584
Future Volume (veh/h)521 565 72 71 578 28 184 329 106 82 160 584
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 419 819 78 77 628 30 200 358 115 89 174 635
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 419 791 75 378 732 35 239 716 227 330 429 383
Arrive On Green 0.24 0.24 0.24 0.21 0.21 0.21 0.08 0.27 0.27 0.05 0.24 0.24
Sat Flow, veh/h 1781 3363 320 1781 3453 165 1781 2655 841 1781 1777 1585
Grp Volume(v), veh/h 419 455 442 77 323 335 200 238 235 89 174 635
Grp Sat Flow(s),veh/h/ln 1781 1870 1813 1781 1777 1841 1781 1777 1719 1781 1777 1585
Q Serve(g_s), s 18.5 18.5 18.5 2.8 13.8 13.8 6.5 8.9 9.1 2.9 6.5 19.0
Cycle Q Clear(g_c), s 18.5 18.5 18.5 2.8 13.8 13.8 6.5 8.9 9.1 2.9 6.5 19.0
Prop In Lane 1.00 0.18 1.00 0.09 1.00 0.49 1.00 1.00
Lane Grp Cap(c), veh/h 419 440 426 378 377 390 239 479 463 330 429 383
V/C Ratio(X)1.00 1.04 1.04 0.20 0.86 0.86 0.84 0.50 0.51 0.27 0.41 1.66
Avail Cap(c_a), veh/h 419 440 426 407 406 421 239 479 463 346 429 383
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 30.1 30.1 30.1 25.5 29.9 29.9 23.0 24.2 24.3 20.9 25.1 29.8
Incr Delay (d2), s/veh 44.1 52.5 53.2 0.3 15.6 15.3 22.3 3.6 3.9 0.4 2.8 308.0
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 12.3 14.0 13.6 1.1 7.0 7.3 4.0 3.9 3.9 1.1 2.8 39.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 74.2 82.5 83.3 25.8 45.5 45.2 45.3 27.9 28.2 21.3 27.9 337.8
LnGrp LOS E F F C D D D C C C C F
Approach Vol, veh/h 1316 735 673 898
Approach Delay, s/veh 80.1 43.3 33.2 246.4
Approach LOS F D C F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 8.8 25.7 23.0 11.0 23.5 21.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 20.5 18.5 6.5 19.0 18.0
Max Q Clear Time (g_c+I1), s 4.9 11.1 20.5 8.5 21.0 15.8
Green Ext Time (p_c), s 0.0 1.8 0.0 0.0 0.0 0.9
Intersection Summary
HCM 7th Control Delay, s/veh 105.2
HCM 7th LOS F
Notes
User approved volume balancing among the lanes for turning movement.
HCM 7th TWSC 2040 Total Traffic AM
5: Access 2 & University Blvd Tamana Fields
Synchro 12 Report
Page 8
Intersection
Int Delay, s/veh 2.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 51 606 80 30 558 16 29 0 21 12 0 91
Future Vol, veh/h 51 606 80 30 558 16 29 0 21 12 0 91
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 100 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 55 659 87 33 607 17 32 0 23 13 0 99
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 624 0 0 746 0 0 1182 1502 373 1121 1537 312
Stage 1 ------813 813 -680 680 -
Stage 2 ------368 689 -440 857 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 953 --858 --145 121 625 161 115 684
Stage 1 ------338 390 -407 449 -
Stage 2 ------624 445 -566 372 -
Platoon blocked, %----
Mov Cap-1 Maneuver 953 --858 --113 109 625 141 104 684
Mov Cap-2 Maneuver ------113 109 -141 104 -
Stage 1 ------319 367 -391 432 -
Stage 2 ------513 428 -513 351 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.62 0.46 35.4 15
HCM LOS E B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)172 953 --858 --472
HCM Lane V/C Ratio 0.317 0.058 --0.038 --0.237
HCM Ctrl Dly (s/v)35.4 9 --9.4 --15
HCM Lane LOS E A --A --B
HCM 95th %tile Q(veh)1.3 0.2 --0.1 --0.9
HCM 7th TWSC 2040 Total Traffic AM
6: Tamana Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 9
Intersection
Int Delay, s/veh 2.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 35 576 44 22 560 36 14 0 14 29 0 30
Future Vol, veh/h 35 576 44 22 560 36 14 0 14 29 0 30
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 100 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 38 626 48 24 609 39 15 0 15 32 0 33
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 648 0 0 674 0 0 1383 1422 650 1378 1426 628
Stage 1 ------726 726 -676 676 -
Stage 2 ------657 696 -702 750 -
Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 -
Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 938 --917 --121 136 469 122 135 483
Stage 1 ------416 429 -443 453 -
Stage 2 ------454 443 -429 419 -
Platoon blocked, %----
Mov Cap-1 Maneuver 938 --917 --106 127 469 110 126 483
Mov Cap-2 Maneuver ------106 127 -110 126 -
Stage 1 ------399 412 -431 441 -
Stage 2 ------412 432 -398 402 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.48 0.32 30.32 35.3
HCM LOS D E
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)172 938 --917 --181
HCM Lane V/C Ratio 0.177 0.041 --0.026 --0.353
HCM Ctrl Dly (s/v)30.3 9 --9 --35.3
HCM Lane LOS D A --A --E
HCM 95th %tile Q(veh)0.6 0.1 --0.1 --1.5
HCM 7th TWSC 2040 Total Traffic AM
7: University Blvd & Access 4 Tamana Fields
Synchro 12 Report
Page 10
Intersection
Int Delay, s/veh 0.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 575 44 22 589 35 0 0 14 0 0 29
Future Vol, veh/h 0 575 44 22 589 35 0 0 14 0 0 29
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length ---100 -100 -----0
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 625 48 24 640 38 0 0 15 0 0 32
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All -0 0 673 0 0 1337 1375 649 --640
Stage 1 ------649 649 ----
Stage 2 ------688 726 ----
Critical Hdwy ---4.12 --7.12 6.52 6.22 --6.22
Critical Hdwy Stg 1 ------6.12 5.52 ----
Critical Hdwy Stg 2 ------6.12 5.52 ----
Follow-up Hdwy ---2.218 --3.518 4.018 3.318 --3.318
Pot Cap-1 Maneuver 0 --918 --130 145 470 0 0 475
Stage 1 0 -----459 466 -0 0 -
Stage 2 0 -----436 429 -0 0 -
Platoon blocked, %----
Mov Cap-1 Maneuver ---918 --118 141 470 --475
Mov Cap-2 Maneuver ------118 141 ----
Stage 1 ------459 466 ----
Stage 2 ------397 418 ----
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0 0.31 12.92 13.11
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)470 --918 --475
HCM Lane V/C Ratio 0.032 --0.026 --0.066
HCM Ctrl Dly (s/v)12.9 --9 --13.1
HCM Lane LOS B --A --B
HCM 95th %tile Q(veh)0.1 --0.1 --0.2
HCM 7th TWSC 2040 Total Traffic AM
8: Mikan Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 11
Intersection
Int Delay, s/veh 13.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 36 486 66 44 444 36 82 13 26 36 22 120
Future Vol, veh/h 36 486 66 44 444 36 82 13 26 36 22 120
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 45 --100 --100 --100 --
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 39 528 72 48 483 39 89 14 28 39 24 130
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 522 0 0 600 0 0 1233 1260 564 1211 1276 502
Stage 1 ------642 642 -598 598 -
Stage 2 ------590 617 -614 678 -
Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 -
Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 1045 --977 --154 170 525 159 167 569
Stage 1 ------462 469 -489 491 -
Stage 2 ------494 481 -479 452 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1045 --977 --93 156 525 126 153 569
Mov Cap-2 Maneuver ------93 156 -126 153 -
Stage 1 ------445 451 -465 467 -
Stage 2 ------343 458 -423 435 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.53 0.75 118.03 24.87
HCM LOS F C
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2
Capacity (veh/h)93 294 1045 --977 --126 400
HCM Lane V/C Ratio 0.961 0.144 0.037 --0.049 --0.31 0.386
HCM Ctrl Dly (s/v)165 19.3 8.6 --8.9 --45.8 19.5
HCM Lane LOS F C A --A --E C
HCM 95th %tile Q(veh)5.6 0.5 0.1 --0.2 --1.2 1.8
HCM 7th TWSC 2040 Total Traffic AM
9: Access 6 & University Blvd Tamana Fields
Synchro 12 Report
Page 12
Intersection
Int Delay, s/veh 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 526 22 44 510 14 27
Future Vol, veh/h 526 22 44 510 14 27
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length --100 -0 -
Veh in Median Storage, #0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 572 24 48 554 15 29
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 596 0 1234 584
Stage 1 ----584 -
Stage 2 ----650 -
Critical Hdwy --4.12 -6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy --2.218 -3.518 3.318
Pot Cap-1 Maneuver --981 -195 512
Stage 1 ----558 -
Stage 2 ----520 -
Platoon blocked, %---
Mov Cap-1 Maneuver --981 -186 512
Mov Cap-2 Maneuver ----186 -
Stage 1 ----530 -
Stage 2 ----520 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 0.7 18.07
HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)320 --981 -
HCM Lane V/C Ratio 0.139 --0.049 -
HCM Ctrl Dly (s/v)18.1 --8.9 -
HCM Lane LOS C --A -
HCM 95th %tile Q(veh)0.5 --0.2 -
HCM 7th TWSC 2040 Total Traffic AM
10: 5th West & University Blvd Tamana Fields
Synchro 12 Report
Page 13
Intersection
Int Delay, s/veh 17.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 79 488 40 5 371 0 77 11 2 5 8 311
Future Vol, veh/h 79 488 40 5 371 0 77 11 2 5 8 311
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 75 -75 95 --100 -----
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 86 530 43 5 403 0 84 12 2 5 9 338
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 403 0 0 574 0 0 1121 1116 530 1122 1160 403
Stage 1 ------702 702 -414 414 -
Stage 2 ------418 414 -708 746 -
Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 -
Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 1155 --999 --184 208 549 183 196 647
Stage 1 ------429 440 -615 593 -
Stage 2 ------612 593 -425 421 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1155 --999 --~ 77 191 549 158 180 647
Mov Cap-2 Maneuver ------~ 77 191 -158 180 -
Stage 1 ------397 408 -612 590 -
Stage 2 ------287 590 -381 389 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 1.09 0.11 194.2 20.2
HCM LOS F C
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)77 212 1155 --999 --582
HCM Lane V/C Ratio 1.085 0.067 0.074 --0.005 --0.605
HCM Ctrl Dly (s/v)223.1 23.2 8.4 --8.6 --20.2
HCM Lane LOS F C A --A --C
HCM 95th %tile Q(veh)6 0.2 0.2 --0 --4
Notes
~: Volume exceeds capacity $: Delay exceeds 300s
+: Computation Not Defined *: All major volume in platoon
HCM 7th TWSC 2040 Total Traffic AM
11: Yellowstone Highway & Access 1 Tamana Fields
Synchro 12 Report
Page 14
Intersection
Int Delay, s/veh 1.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 24 63 557 33 48 301
Future Vol, veh/h 24 63 557 33 48 301
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized -None -None -None
Storage Length 0 ---100 -
Veh in Median Storage, #0 -0 --0
Grade, %0 -0 --0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 26 68 605 36 52 327
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 891 321 0 0 641 0
Stage 1 623 -----
Stage 2 268 -----
Critical Hdwy 6.84 6.94 --4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 --2.22 -
Pot Cap-1 Maneuver 282 675 --939 -
Stage 1 497 -----
Stage 2 753 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 266 675 --939 -
Mov Cap-2 Maneuver 266 -----
Stage 1 469 -----
Stage 2 753 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 14.48 0 1.25
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)--474 939 -
HCM Lane V/C Ratio --0.199 0.056 -
HCM Ctrl Dly (s/v)--14.5 9.1 -
HCM Lane LOS --B A -
HCM 95th %tile Q(veh)--0.7 0.2 -
HCM 7th TWSC 2040 Total Traffic AM
12: Mikan Drive & Access 5 Tamana Fields
Synchro 12 Report
Page 15
Intersection
Int Delay, s/veh 0
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 54 0 0 0 0 67 0 0 0 110 0 22
Future Vol, veh/h 54 0 0 0 0 67 0 0 0 110 0 22
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized --None --None --None --None
Storage Length ------------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 59 0 0 0 0 73 0 0 0 120 0 24
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 251 251 12 239 263 0 24 0 0 0 0 0
Stage 1 251 251 -0 0 -------
Stage 2 0 0 -239 263 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 --4.12 --
Critical Hdwy Stg 1 6.12 5.52 -6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 -6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 --2.218 --
Pot Cap-1 Maneuver 702 652 1069 715 642 -1591 -----
Stage 1 753 699 ----------
Stage 2 ---764 691 -------
Platoon blocked, %----
Mov Cap-1 Maneuver -652 1069 715 642 -1591 -----
Mov Cap-2 Maneuver -652 -715 642 -------
Stage 1 753 699 ----------
Stage 2 ---764 691 -------
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0
HCM LOS --
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h)1591 -------
HCM Lane V/C Ratio --------
HCM Ctrl Dly (s/v)0 -------
HCM Lane LOS A -------
HCM 95th %tile Q(veh)0 -------
HCM Signalized Intersection Capacity Analysis 2040 Total Traffic PM
1: US-20 SB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 1
Movement EBT EBR WBT SBL SBR
Lane Configurations
Traffic Volume (vph)405 126 482 312 97
Future Volume (vph)405 126 482 312 97
Ideal Flow (vphpl)1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.0
Lane Util. Factor 0.95 1.00 0.95 1.00 1.00
Frt 1.00 0.85 1.00 1.00 0.85
Flt Protected 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)3539 1583 3539 1770 1583
Flt Permitted 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)3539 1583 3539 1770 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)440 137 524 339 105
RTOR Reduction (vph)0 83 0 0 0
Lane Group Flow (vph)440 54 524 339 105
Turn Type NA Prot NA Prot Free
Protected Phases 4 4 8 1
Permitted Phases Free
Actuated Green, G (s)11.0 11.0 11.0 7.7 27.7
Effective Green, g (s)11.0 11.0 11.0 7.7 27.7
Actuated g/C Ratio 0.40 0.40 0.40 0.28 1.00
Clearance Time (s)4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1405 628 1405 492 1583
v/s Ratio Prot 0.12 0.03 c0.15 c0.19
v/s Ratio Perm 0.07
v/c Ratio 0.31 0.09 0.37 0.69 0.07
Uniform Delay, d1 5.7 5.2 5.9 8.9 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.1 0.2 4.0 0.1
Delay (s)5.9 5.3 6.1 12.9 0.1
Level of Service A A A B A
Approach Delay (s/veh)5.7 6.1
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)7.0 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.50
Actuated Cycle Length (s) 27.7 Sum of lost time (s)9.0
Intersection Capacity Utilization 37.7%ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis 2040 Total Traffic PM
2: US-20 NB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 3
Movement WBT WBR2 NBL2 NBR SEL2 SEL
Lane Configurations
Traffic Volume (vph)1262 298 123 935 71 589
Future Volume (vph)1262 298 123 935 71 589
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.0 4.5 4.5 4.5 4.5
Lane Util. Factor 0.95 1.00 1.00 0.88 1.00 0.97
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (prot)3539 1583 1770 2787 1770 3433
Flt Permitted 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (perm)3539 1583 1770 2787 1770 3433
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)1372 324 134 1016 77 640
RTOR Reduction (vph)0 0 28 215 42 0
Lane Group Flow (vph)1372 324 106 801 35 640
Turn Type NA Free Prot Prot Perm Prot
Protected Phases 5 5 4
Permitted Phases 8 Free 4
Actuated Green, G (s)18.3 39.8 12.5 12.5 18.3 18.3
Effective Green, g (s)18.3 39.8 12.5 12.5 18.3 18.3
Actuated g/C Ratio 0.46 1.00 0.31 0.31 0.46 0.46
Clearance Time (s)4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1627 1583 555 875 813 1578
v/s Ratio Prot 0.06 c0.29 0.19
v/s Ratio Perm c0.39 0.20 0.02
v/c Ratio 0.84 0.20 0.19 0.92 0.04 0.41
Uniform Delay, d1 9.5 0.0 10.0 13.1 5.9 7.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 4.2 0.3 0.2 14.0 0.0 0.2
Delay (s)13.7 0.3 10.1 27.1 5.9 7.3
Level of Service B A B C A A
Approach Delay (s/veh)11.1 7.2
Approach LOS B A
Intersection Summary
HCM 2000 Control Delay (s/veh)14.8 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.87
Actuated Cycle Length (s) 39.8 Sum of lost time (s)9.0
Intersection Capacity Utilization 69.3%ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
HCM 7th TWSC 2040 Total Traffic PM
3: Golden Beauty Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 5
Intersection
Int Delay, s/veh 99.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 30 1453 44 43 1462 63 25 1 59 27 0 73
Future Vol, veh/h 30 1453 44 43 1462 63 25 1 59 27 0 73
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 130 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 33 1579 48 47 1589 68 27 1 64 29 0 79
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1658 0 0 1627 0 0 2557 3420 814 2572 3409 829
Stage 1 ------1668 1668 -1717 1717 -
Stage 2 ------888 1751 -855 1692 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 385 --395 --~ 13 7 321 ~ 13 7 314
Stage 1 ------100 152 -93 143 -
Stage 2 ------305 138 -319 147 -
Platoon blocked, %----
Mov Cap-1 Maneuver 385 --395 --~ 8 6 321 ~ 7 6 314
Mov Cap-2 Maneuver ------~ 8 6 -~ 7 6 -
Stage 1 ------92 139 -82 126 -
Stage 2 ------201 122 -232 135 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.3 0.42 $ 1596.92 $ 1893.51
HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)24 385 --395 --24
HCM Lane V/C Ratio 3.815 0.085 --0.118 --4.484
HCM Ctrl Dly (s/v)$ 1596.9 15.2 --15.3 --$ 1893.5
HCM Lane LOS F C --C --F
HCM 95th %tile Q(veh)11.5 0.3 --0.4 --13.6
Notes
~: Volume exceeds capacity $: Delay exceeds 300s
+: Computation Not Defined *: All major volume in platoon
HCM Signalized Intersection Capacity Analysis 2040 Total Traffic PM
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)570 808 99 99 712 72 133 367 134 144 334 508
Future Volume (vph)570 808 99 99 712 72 133 367 134 144 334 508
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 0.95 1.00 0.95
Frt 1.00 0.98 1.00 0.99 1.00 0.96 1.00 0.91
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1610 3325 1770 3491 1770 3397 1770 3219
Flt Permitted 0.95 1.00 0.95 1.00 0.22 1.00 0.27 1.00
Satd. Flow (perm)1610 3325 1770 3491 414 3397 503 3219
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)620 878 108 108 774 78 145 399 146 157 363 552
RTOR Reduction (vph)0 10 0 0 9 0 0 47 0 0 347 0
Lane Group Flow (vph)527 1069 0 108 843 0 145 498 0 157 568 0
Turn Type Split NA Split NA pm+pt NA pm+pt NA
Protected Phases 4 4 8 8 5 2 1 6
Permitted Phases 2 6
Actuated Green, G (s)20.5 20.5 18.0 18.0 23.0 18.0 23.0 18.0
Effective Green, g (s)20.5 20.5 18.0 18.0 23.0 18.0 23.0 18.0
Actuated g/C Ratio 0.26 0.26 0.23 0.23 0.29 0.23 0.29 0.23
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)415 857 400 790 205 769 225 728
v/s Ratio Prot c0.33 0.32 0.06 c0.24 c0.04 0.15 0.04 c0.18
v/s Ratio Perm 0.16 0.16
v/c Ratio 1.27 1.25 0.27 1.07 0.71 0.65 0.70 0.78
Uniform Delay, d1 29.5 29.5 25.3 30.8 23.3 27.9 23.0 28.9
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 139.2 120.9 0.4 51.3 10.6 4.2 9.1 8.1
Delay (s)168.7 150.4 25.7 82.1 33.9 32.1 32.1 37.0
Level of Service F F C F C C C D
Approach Delay (s/veh)156.4 75.7 32.4 36.3
Approach LOS F E C D
Intersection Summary
HCM 2000 Control Delay (s/veh)89.0 HCM 2000 Level of Service F
HCM 2000 Volume to Capacity ratio 1.02
Actuated Cycle Length (s) 79.5 Sum of lost time (s)18.0
Intersection Capacity Utilization 98.0%ICU Level of Service F
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2040 Total Traffic PM
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)570 808 99 99 712 72 133 367 134 144 334 508
Future Volume (veh/h)570 808 99 99 712 72 133 367 134 144 334 508
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 535 997 108 108 774 78 145 399 146 157 363 552
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 459 855 93 403 738 74 203 579 209 273 402 359
Arrive On Green 0.26 0.26 0.26 0.23 0.23 0.23 0.06 0.23 0.23 0.06 0.23 0.23
Sat Flow, veh/h 1781 3317 359 1781 3260 328 1781 2557 924 1781 1777 1585
Grp Volume(v), veh/h 535 562 543 108 422 430 145 276 269 157 363 552
Grp Sat Flow(s),veh/h/ln 1781 1870 1806 1781 1777 1811 1781 1777 1704 1781 1777 1585
Q Serve(g_s), s 20.5 20.5 20.5 4.0 18.0 18.0 5.0 11.3 11.5 5.0 15.8 18.0
Cycle Q Clear(g_c), s 20.5 20.5 20.5 4.0 18.0 18.0 5.0 11.3 11.5 5.0 15.8 18.0
Prop In Lane 1.00 0.20 1.00 0.18 1.00 0.54 1.00 1.00
Lane Grp Cap(c), veh/h 459 482 466 403 402 410 203 402 386 273 402 359
V/C Ratio(X)1.16 1.17 1.17 0.27 1.05 1.05 0.72 0.69 0.70 0.58 0.90 1.54
Avail Cap(c_a), veh/h 459 482 466 403 402 410 203 402 386 273 402 359
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 29.5 29.5 29.5 25.3 30.8 30.8 23.9 28.2 28.3 23.9 29.9 30.8
Incr Delay (d2), s/veh 95.6 95.0 95.9 0.4 58.1 57.9 11.4 9.2 10.0 3.0 26.0 255.7
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 20.1 21.1 20.4 1.6 13.5 13.8 2.5 5.4 5.4 2.3 9.1 31.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 125.1 124.5 125.4 25.7 88.9 88.6 35.3 37.3 38.3 26.9 55.9 286.5
LnGrp LOS F F F C F F D D D C E F
Approach Vol, veh/h 1640 960 690 1072
Approach Delay, s/veh 125.0 81.7 37.3 170.4
Approach LOS F F D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 9.5 22.5 25.0 9.5 22.5 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 18.0 20.5 5.0 18.0 18.0
Max Q Clear Time (g_c+I1), s 7.0 13.5 22.5 7.0 20.0 20.0
Green Ext Time (p_c), s 0.0 1.2 0.0 0.0 0.0 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 112.7
HCM 7th LOS F
Notes
User approved volume balancing among the lanes for turning movement.
HCM 7th TWSC 2040 Total Traffic PM
5: Access 2 & University Blvd Tamana Fields
Synchro 12 Report
Page 8
Intersection
Int Delay, s/veh 19.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 115 850 119 48 775 11 47 0 48 7 0 62
Future Vol, veh/h 115 850 119 48 775 11 47 0 48 7 0 62
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 100 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 125 924 129 52 842 12 51 0 52 8 0 67
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 854 0 0 1053 0 0 1764 2197 527 1665 2256 427
Stage 1 ------1239 1239 -953 953 -
Stage 2 ------526 959 -712 1303 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 781 --657 --53 44 496 63 41 576
Stage 1 ------186 246 -278 336 -
Stage 2 ------503 334 -389 229 -
Platoon blocked, %----
Mov Cap-1 Maneuver 781 --657 --~ 36 34 496 44 31 576
Mov Cap-2 Maneuver ------~ 36 34 -44 31 -
Stage 1 ------156 206 -256 309 -
Stage 2 ------409 307 -293 192 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 1.11 0.63 $ 392.62 24.55
HCM LOS F C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)68 781 --657 --258
HCM Lane V/C Ratio 1.508 0.16 --0.079 --0.291
HCM Ctrl Dly (s/v)$ 392.6 10.5 --11 --24.6
HCM Lane LOS F B --B --C
HCM 95th %tile Q(veh)8.8 0.6 --0.3 --1.2
Notes
~: Volume exceeds capacity $: Delay exceeds 300s
+: Computation Not Defined *: All major volume in platoon
HCM 7th TWSC 2040 Total Traffic PM
6: Tamana Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 9
Intersection
Int Delay, s/veh 51.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 69 765 73 36 722 80 36 0 36 65 0 77
Future Vol, veh/h 69 765 73 36 722 80 36 0 36 65 0 77
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 100 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 75 832 79 39 785 87 39 0 39 71 0 84
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 872 0 0 911 0 0 1884 1971 871 1888 1967 828
Stage 1 ------1021 1021 -907 907 -
Stage 2 ------863 950 -982 1061 -
Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 -
Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 774 --748 --54 62 350 ~ 54 63 371
Stage 1 ------285 314 -330 355 -
Stage 2 ------349 339 -300 301 -
Platoon blocked, %----
Mov Cap-1 Maneuver 774 --748 --~ 36 53 350 ~ 41 54 371
Mov Cap-2 Maneuver ------~ 36 53 -~ 41 54 -
Stage 1 ------257 283 -313 336 -
Stage 2 ------256 321 -241 271 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.77 0.43 286.89 $ 561.77
HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)65 774 --748 --79
HCM Lane V/C Ratio 1.207 0.097 --0.052 --1.96
HCM Ctrl Dly (s/v)286.9 10.2 --10.1 --$ 561.8
HCM Lane LOS F B --B --F
HCM 95th %tile Q(veh)6.3 0.3 --0.2 --13.7
Notes
~: Volume exceeds capacity $: Delay exceeds 300s
+: Computation Not Defined *: All major volume in platoon
HCM 7th TWSC 2040 Total Traffic PM
7: Access 4 & University Blvd Tamana Fields
Synchro 12 Report
Page 10
Intersection
Int Delay, s/veh 0.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 594 72 36 799 42 0 0 35 0 0 40
Future Vol, veh/h 0 594 72 36 799 42 0 0 35 0 0 40
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length ---100 -100 -----0
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 646 78 39 868 46 0 0 38 0 0 43
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All -0 0 724 0 0 1632 1677 685 --868
Stage 1 ------685 685 ----
Stage 2 ------947 992 ----
Critical Hdwy ---4.12 --7.12 6.52 6.22 --6.22
Critical Hdwy Stg 1 ------6.12 5.52 ----
Critical Hdwy Stg 2 ------6.12 5.52 ----
Follow-up Hdwy ---2.218 --3.518 4.018 3.318 --3.318
Pot Cap-1 Maneuver 0 --879 --81 95 448 0 0 352
Stage 1 0 -----438 448 -0 0 -
Stage 2 0 -----314 324 -0 0 -
Platoon blocked, %----
Mov Cap-1 Maneuver ---879 --68 91 448 --352
Mov Cap-2 Maneuver ------68 91 ----
Stage 1 ------438 448 ----
Stage 2 ------263 309 ----
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0 0.38 13.78 16.68
HCM LOS B C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)448 --879 --352
HCM Lane V/C Ratio 0.085 --0.045 --0.124
HCM Ctrl Dly (s/v)13.8 --9.3 --16.7
HCM Lane LOS B --A --C
HCM 95th %tile Q(veh)0.3 --0.1 --0.4
HCM 7th TWSC 2040 Total Traffic PM
8: Mikan Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 11
Intersection
Int Delay, s/veh 1004.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 147 575 108 72 593 44 213 35 71 43 36 71
Future Vol, veh/h 147 575 108 72 593 44 213 35 71 43 36 71
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 45 --100 --100 --100 --
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 160 625 117 78 645 48 232 38 77 47 39 77
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 692 0 0 742 0 0 1824 1852 684 1789 1887 668
Stage 1 ------1003 1003 -825 825 -
Stage 2 ------821 849 -964 1062 -
Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 -
Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 903 --865 --~ 59 74 449 63 70 458
Stage 1 ------292 320 -367 387 -
Stage 2 ------369 377 -307 300 -
Platoon blocked, %----
Mov Cap-1 Maneuver 903 --865 --~ 12 55 449 ~ 15 53 458
Mov Cap-2 Maneuver ------~ 12 55 -~ 15 53 -
Stage 1 ------240 263 -333 352 -
Stage 2 ------248 343 -179 247 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 1.74 0.97 $ 6074.7 $ 516.02
HCM LOS F F
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2
Capacity (veh/h)12 134 903 --865 --15 128
HCM Lane V/C Ratio 19.715 0.858 0.177 --0.09 --3.157 0.911
HCM Ctrl Dly (s/v)$ 9044.8 106.6 9.8 --9.6 --$ 1495.5 122.4
HCM Lane LOS F F A --A --F F
HCM 95th %tile Q(veh)30.3 5.5 0.6 --0.3 --6.6 5.9
Notes
~: Volume exceeds capacity $: Delay exceeds 300s
+: Computation Not Defined *: All major volume in platoon
HCM 7th TWSC 2040 Total Traffic PM
9: Access 6 & University Blvd Tamana Fields
Synchro 12 Report
Page 12
Intersection
Int Delay, s/veh 3.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 653 36 73 674 35 71
Future Vol, veh/h 653 36 73 674 35 71
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length --100 -0 -
Veh in Median Storage, #0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 710 39 79 733 38 77
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 749 0 1621 729
Stage 1 ----729 -
Stage 2 ----891 -
Critical Hdwy --4.12 -6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy --2.218 -3.518 3.318
Pot Cap-1 Maneuver --860 -113 423
Stage 1 ----477 -
Stage 2 ----401 -
Platoon blocked, %---
Mov Cap-1 Maneuver --860 -103 423
Mov Cap-2 Maneuver ----103 -
Stage 1 ----433 -
Stage 2 ----401 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 0.94 41.7
HCM LOS E
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)209 --860 -
HCM Lane V/C Ratio 0.552 --0.092 -
HCM Ctrl Dly (s/v)41.7 --9.6 -
HCM Lane LOS E --A -
HCM 95th %tile Q(veh)3 --0.3 -
HCM 7th TWSC 2040 Total Traffic PM
10: 5th West & University Blvd Tamana Fields
Synchro 12 Report
Page 13
Intersection
Int Delay, s/veh 393
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 308 607 94 7 645 21 93 4 3 12 14 223
Future Vol, veh/h 308 607 94 7 645 21 93 4 3 12 14 223
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 75 -75 95 --100 -----
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 335 660 102 8 701 23 101 4 3 13 15 242
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 724 0 0 762 0 0 2053 2068 660 2059 2159 713
Stage 1 ------1329 1329 -728 728 -
Stage 2 ------724 739 -1332 1432 -
Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 -
Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 879 --850 --~ 41 54 463 40 48 432
Stage 1 ------191 224 -415 429 -
Stage 2 ------417 424 -190 200 -
Platoon blocked, %----
Mov Cap-1 Maneuver 879 --850 --~ 7 33 463 23 29 432
Mov Cap-2 Maneuver ------~ 7 33 -23 29 -
Stage 1 ------118 139 -411 425 -
Stage 2 ------175 420 -113 124 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 3.54 0.1 $ 7017.89 $ 372.28
HCM LOS F F
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)7 55 879 --850 --163
HCM Lane V/C Ratio 15.333 0.138 0.381 --0.009 --1.661
HCM Ctrl Dly (s/v)$ 7540.1 80.3 11.6 --9.3 --$ 372.3
HCM Lane LOS F F B --A --F
HCM 95th %tile Q(veh)14.4 0.4 1.8 --0 --18.8
Notes
~: Volume exceeds capacity $: Delay exceeds 300s
+: Computation Not Defined *: All major volume in platoon
HCM 7th TWSC 2040 Total Traffic PM
11: Yellowstone Highway & Access 1 Tamana Fields
Synchro 12 Report
Page 14
Intersection
Int Delay, s/veh 3.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 47 140 531 45 68 529
Future Vol, veh/h 47 140 531 45 68 529
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized -None -None -None
Storage Length 0 ---100 -
Veh in Median Storage, #0 -0 --0
Grade, %0 -0 --0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 51 152 577 49 74 575
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1037 313 0 0 626 0
Stage 1 602 -----
Stage 2 435 -----
Critical Hdwy 6.84 6.94 --4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 --2.22 -
Pot Cap-1 Maneuver 227 683 --951 -
Stage 1 510 -----
Stage 2 620 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 209 683 --951 -
Mov Cap-2 Maneuver 209 -----
Stage 1 470 -----
Stage 2 620 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 20.31 0 1.04
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)--435 951 -
HCM Lane V/C Ratio --0.467 0.078 -
HCM Ctrl Dly (s/v)--20.3 9.1 -
HCM Lane LOS --C A -
HCM 95th %tile Q(veh)--2.4 0.3 -
HCM 7th TWSC 2040 Total Traffic PM
12: Mikan Drive & Access 5 Tamana Fields
Synchro 12 Report
Page 15
Intersection
Int Delay, s/veh 0
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 142 0 0 0 0 177 0 0 0 181 0 36
Future Vol, veh/h 142 0 0 0 0 177 0 0 0 181 0 36
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized --None --None --None --None
Storage Length ------------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 154 0 0 0 0 192 0 0 0 197 0 39
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 413 413 20 393 433 0 39 0 0 0 0 0
Stage 1 413 413 -0 0 -------
Stage 2 0 0 -393 433 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 --4.12 --
Critical Hdwy Stg 1 6.12 5.52 -6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 -6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 --2.218 --
Pot Cap-1 Maneuver 549 529 1058 566 516 -1571 -----
Stage 1 616 594 ----------
Stage 2 ---631 582 -------
Platoon blocked, %----
Mov Cap-1 Maneuver -529 1058 566 516 -1571 -----
Mov Cap-2 Maneuver -529 -566 516 -------
Stage 1 616 594 ----------
Stage 2 ---631 582 -------
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0
HCM LOS --
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h)1571 -------
HCM Lane V/C Ratio --------
HCM Ctrl Dly (s/v)0 -------
HCM Lane LOS A -------
HCM 95th %tile Q(veh)0 -------
FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
83
2040 Total Traffic Mitigated Analysis
HCM Signalized Intersection Capacity Analysis 2040 Total Traffic AM Mitigations
1: US-20 SB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 1
Movement EBT EBR WBT SBL SBR
Lane Configurations
Traffic Volume (vph)435 110 677 208 178
Future Volume (vph)435 110 677 208 178
Ideal Flow (vphpl)1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.0
Lane Util. Factor 0.95 1.00 0.95 1.00 1.00
Frt 1.00 0.85 1.00 1.00 0.85
Flt Protected 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)3539 1583 3539 1770 1583
Flt Permitted 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)3539 1583 3539 1770 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)473 120 736 226 193
RTOR Reduction (vph)0 66 0 0 0
Lane Group Flow (vph)473 54 736 226 193
Turn Type NA Prot NA Prot Free
Protected Phases 4 4 8 1
Permitted Phases Free
Actuated Green, G (s)12.8 12.8 12.8 6.5 28.3
Effective Green, g (s)12.8 12.8 12.8 6.5 28.3
Actuated g/C Ratio 0.45 0.45 0.45 0.23 1.00
Clearance Time (s)4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1600 715 1600 406 1583
v/s Ratio Prot 0.13 0.03 c0.21 c0.13
v/s Ratio Perm 0.12
v/c Ratio 0.30 0.08 0.46 0.56 0.12
Uniform Delay, d1 4.9 4.4 5.4 9.6 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.0 0.2 1.7 0.2
Delay (s)5.0 4.4 5.6 11.3 0.2
Level of Service A A A B A
Approach Delay (s/veh)4.9 5.6
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)5.5 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.49
Actuated Cycle Length (s) 28.3 Sum of lost time (s)9.0
Intersection Capacity Utilization 37.3%ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis 2040 Total Traffic AM Mitigations
2: US-20 NB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 3
Movement WBT WBR2 NBL2 NBR SEL2 SEL
Lane Configurations
Traffic Volume (vph)1188 210 169 712 62 574
Future Volume (vph)1188 210 169 712 62 574
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.0 4.5 4.5 4.5 4.5
Lane Util. Factor 0.95 1.00 1.00 0.88 1.00 0.97
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (prot)3539 1583 1770 2787 1770 3433
Flt Permitted 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (perm)3539 1583 1770 2787 1770 3433
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)1291 228 184 774 67 624
RTOR Reduction (vph)0 0 29 232 36 0
Lane Group Flow (vph)1291 228 155 542 31 624
Turn Type NA Free Prot Prot Perm Prot
Protected Phases 5 5 4
Permitted Phases 8 Free 4
Actuated Green, G (s)17.5 37.4 10.9 10.9 17.5 17.5
Effective Green, g (s)17.5 37.4 10.9 10.9 17.5 17.5
Actuated g/C Ratio 0.47 1.00 0.29 0.29 0.47 0.47
Clearance Time (s)4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1655 1583 515 812 828 1606
v/s Ratio Prot 0.09 c0.19 0.18
v/s Ratio Perm c0.36 0.14 0.02
v/c Ratio 0.78 0.14 0.30 0.67 0.04 0.39
Uniform Delay, d1 8.3 0.0 10.3 11.7 5.4 6.5
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.5 0.2 0.3 2.1 0.0 0.2
Delay (s)10.8 0.2 10.6 13.7 5.4 6.6
Level of Service B A B B A A
Approach Delay (s/veh)9.2 6.5
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)9.8 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.74
Actuated Cycle Length (s) 37.4 Sum of lost time (s)9.0
Intersection Capacity Utilization 69.4%ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
HCM 7th TWSC 2040 Total Traffic AM Mitigations
3: Golden Beauty Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 5
Intersection
Int Delay, s/veh 1.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 32 1189 67 44 1333 33 0 0 91 0 0 59
Future Vol, veh/h 32 1189 67 44 1333 33 0 0 91 0 0 59
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 130 --100 ----0 --0
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 35 1292 73 48 1449 36 0 0 99 0 0 64
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1485 0 0 1365 0 0 --683 --742
Stage 1 ------------
Stage 2 ------------
Critical Hdwy 4.14 --4.14 ----6.94 --6.94
Critical Hdwy Stg 1 ------------
Critical Hdwy Stg 2 ------------
Follow-up Hdwy 2.22 --2.22 ----3.32 --3.32
Pot Cap-1 Maneuver 449 --499 --0 0 392 0 0 358
Stage 1 ------0 0 -0 0 -
Stage 2 ------0 0 -0 0 -
Platoon blocked, %----
Mov Cap-1 Maneuver 449 --499 ----392 --358
Mov Cap-2 Maneuver ------------
Stage 1 ------------
Stage 2 ------------
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.34 0.4 17.26 17.24
HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)392 449 --499 --358
HCM Lane V/C Ratio 0.252 0.077 --0.096 --0.179
HCM Ctrl Dly (s/v)17.3 13.7 --13 --17.2
HCM Lane LOS C B --B --C
HCM 95th %tile Q(veh)1 0.3 --0.3 --0.6
HCM Signalized Intersection Capacity Analysis 2040 Total Traffic AM Mitigations
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)521 565 72 71 578 28 184 329 106 82 160 584
Future Volume (vph)521 565 72 71 578 28 184 329 106 82 160 584
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 0.97 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Frt 1.00 0.98 1.00 0.99 1.00 0.96 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot)3433 3479 1770 3515 1770 3410 1770 3539 1583
Flt Permitted 0.95 1.00 0.39 1.00 0.60 1.00 0.40 1.00 1.00
Satd. Flow (perm)3433 3479 724 3515 1115 3410 754 3539 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)566 614 78 77 628 30 200 358 115 89 174 635
RTOR Reduction (vph)0 10 0 0 5 0 0 37 0 0 0 51
Lane Group Flow (vph)566 682 0 77 653 0 200 436 0 89 174 584
Turn Type Prot NA pm+pt NA pm+pt NA pm+pt NA pm+ov
Protected Phases 7 4 3 8 5 2 1 6 7
Permitted Phases 8 2 6 6
Actuated Green, G (s)17.1 29.7 24.6 18.6 27.6 22.1 24.6 20.6 37.7
Effective Green, g (s)17.1 29.7 24.6 18.6 27.6 22.1 24.6 20.6 37.7
Actuated g/C Ratio 0.21 0.37 0.31 0.23 0.35 0.28 0.31 0.26 0.47
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)735 1294 301 819 430 944 283 913 837
v/s Ratio Prot c0.16 0.20 0.02 c0.19 c0.03 0.13 0.02 0.05 c0.15
v/s Ratio Perm 0.06 0.13 0.08 0.22
v/c Ratio 0.77 0.53 0.26 0.80 0.47 0.46 0.31 0.19 0.70
Uniform Delay, d1 29.5 19.6 20.0 28.8 19.5 23.9 20.2 23.1 16.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 5.0 0.4 0.5 5.4 0.8 1.6 0.6 0.5 2.6
Delay (s)34.5 20.0 20.4 34.3 20.3 25.5 20.8 23.6 19.1
Level of Service C B C C C C C C B
Approach Delay (s/veh)26.5 32.8 24.0 20.2
Approach LOS C C C C
Intersection Summary
HCM 2000 Control Delay (s/veh)25.7 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.77
Actuated Cycle Length (s) 79.8 Sum of lost time (s)18.0
Intersection Capacity Utilization 74.5%ICU Level of Service D
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2040 Total Traffic AM Mitigations
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)521 565 72 71 578 28 184 329 106 82 160 584
Future Volume (veh/h)521 565 72 71 578 28 184 329 106 82 160 584
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 566 614 78 77 628 30 200 358 115 89 174 635
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 684 1105 140 363 754 36 384 750 237 354 941 733
Arrive On Green 0.20 0.35 0.35 0.07 0.22 0.22 0.07 0.28 0.28 0.06 0.26 0.26
Sat Flow, veh/h 3456 3172 402 1781 3453 165 1781 2655 841 1781 3554 1585
Grp Volume(v), veh/h 566 343 349 77 323 335 200 238 235 89 174 635
Grp Sat Flow(s),veh/h/ln 1728 1777 1798 1781 1777 1841 1781 1777 1719 1781 1777 1585
Q Serve(g_s), s 11.6 11.5 11.5 2.4 12.8 12.8 5.5 8.2 8.4 2.6 2.8 19.5
Cycle Q Clear(g_c), s 11.6 11.5 11.5 2.4 12.8 12.8 5.5 8.2 8.4 2.6 2.8 19.5
Prop In Lane 1.00 0.22 1.00 0.09 1.00 0.49 1.00 1.00
Lane Grp Cap(c), veh/h 684 619 626 363 388 402 384 502 486 354 941 733
V/C Ratio(X)0.83 0.55 0.56 0.21 0.83 0.83 0.52 0.47 0.48 0.25 0.18 0.87
Avail Cap(c_a), veh/h 868 619 626 677 446 462 384 502 486 376 941 733
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 28.3 19.4 19.4 19.6 27.5 27.5 18.5 21.9 22.0 18.2 20.9 17.8
Incr Delay (d2), s/veh 5.4 1.1 1.1 0.3 11.3 11.1 1.3 3.2 3.4 0.4 0.4 13.1
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.9 4.3 4.4 0.9 6.1 6.3 2.4 3.5 3.5 1.0 1.1 10.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 33.7 20.5 20.5 19.9 38.8 38.6 19.8 25.1 25.4 18.6 21.4 30.8
LnGrp LOS C C C B D D B C C B C C
Approach Vol, veh/h 1258 735 673 898
Approach Delay, s/veh 26.4 36.7 23.6 27.8
Approach LOS C D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.7 25.3 9.5 30.2 10.0 24.0 19.1 20.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 19.9 18.0 19.0 5.5 19.5 18.5 18.5
Max Q Clear Time (g_c+I1), s 4.6 10.4 4.4 13.5 7.5 21.5 13.6 14.8
Green Ext Time (p_c), s 0.0 1.8 0.1 1.9 0.0 0.0 1.0 1.3
Intersection Summary
HCM 7th Control Delay, s/veh 28.4
HCM 7th LOS C
HCM 7th TWSC 2040 Total Traffic AM Mitigations
5: Access 2 & University Blvd Tamana Fields
Synchro 12 Report
Page 8
Intersection
Int Delay, s/veh 2.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 51 606 80 30 558 16 29 0 21 12 0 91
Future Vol, veh/h 51 606 80 30 558 16 29 0 21 12 0 91
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 100 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 55 659 87 33 607 17 32 0 23 13 0 99
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 624 0 0 746 0 0 1182 1502 373 1121 1537 312
Stage 1 ------813 813 -680 680 -
Stage 2 ------368 689 -440 857 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 953 --858 --145 121 625 161 115 684
Stage 1 ------338 390 -407 449 -
Stage 2 ------624 445 -566 372 -
Platoon blocked, %----
Mov Cap-1 Maneuver 953 --858 --113 109 625 141 104 684
Mov Cap-2 Maneuver ------113 109 -141 104 -
Stage 1 ------319 367 -391 432 -
Stage 2 ------513 428 -513 351 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.62 0.46 35.4 15
HCM LOS E B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)172 953 --858 --472
HCM Lane V/C Ratio 0.317 0.058 --0.038 --0.237
HCM Ctrl Dly (s/v)35.4 9 --9.4 --15
HCM Lane LOS E A --A --B
HCM 95th %tile Q(veh)1.3 0.2 --0.1 --0.9
HCM 7th TWSC 2040 Total Traffic AM Mitigations
6: Tamana Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 9
Intersection
Int Delay, s/veh 2.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 35 576 44 22 560 36 14 0 14 29 0 30
Future Vol, veh/h 35 576 44 22 560 36 14 0 14 29 0 30
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 100 -0 100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 38 626 48 24 609 39 15 0 15 32 0 33
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 648 0 0 674 0 0 1359 1398 626 1378 1426 628
Stage 1 ------702 702 -676 676 -
Stage 2 ------657 696 -702 750 -
Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 -
Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 938 --917 --126 141 484 122 135 483
Stage 1 ------429 440 -443 453 -
Stage 2 ------454 443 -429 419 -
Platoon blocked, %----
Mov Cap-1 Maneuver 938 --917 --110 132 484 110 126 483
Mov Cap-2 Maneuver ------110 132 -110 126 -
Stage 1 ------411 423 -431 441 -
Stage 2 ------412 432 -398 402 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.48 0.32 29.22 35.26
HCM LOS D E
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)179 938 --917 --182
HCM Lane V/C Ratio 0.17 0.041 --0.026 --0.353
HCM Ctrl Dly (s/v)29.2 9 --9 --35.3
HCM Lane LOS D A --A --E
HCM 95th %tile Q(veh)0.6 0.1 --0.1 --1.5
HCM 7th TWSC 2040 Total Traffic AM Mitigations
7: University Blvd & Access 4 Tamana Fields
Synchro 12 Report
Page 10
Intersection
Int Delay, s/veh 0.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 575 44 22 589 35 0 0 14 0 0 29
Future Vol, veh/h 0 575 44 22 589 35 0 0 14 0 0 29
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length --100 100 -100 -----0
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 625 48 24 640 38 0 0 15 0 0 32
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All -0 0 673 0 0 1313 1351 625 --640
Stage 1 ------625 625 ----
Stage 2 ------688 726 ----
Critical Hdwy ---4.12 --7.12 6.52 6.22 --6.22
Critical Hdwy Stg 1 ------6.12 5.52 ----
Critical Hdwy Stg 2 ------6.12 5.52 ----
Follow-up Hdwy ---2.218 --3.518 4.018 3.318 --3.318
Pot Cap-1 Maneuver 0 --918 --135 150 485 0 0 475
Stage 1 0 -----473 477 -0 0 -
Stage 2 0 -----436 429 -0 0 -
Platoon blocked, %----
Mov Cap-1 Maneuver ---918 --123 146 485 --475
Mov Cap-2 Maneuver ------123 146 ----
Stage 1 ------473 477 ----
Stage 2 ------397 418 ----
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0 0.31 12.67 13.11
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)485 --918 --475
HCM Lane V/C Ratio 0.031 --0.026 --0.066
HCM Ctrl Dly (s/v)12.7 --9 --13.1
HCM Lane LOS B --A --B
HCM 95th %tile Q(veh)0.1 --0.1 --0.2
HCM Signalized Intersection Capacity Analysis 2040 Total Traffic AM Mitigations
8: Mikan Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)36 486 66 44 444 36 82 13 26 36 22 120
Future Volume (vph)36 486 66 44 444 36 82 13 26 36 22 120
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 0.99 1.00 0.90 1.00 0.87
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1770 1863 1583 1770 1842 1770 1676 1770 1627
Flt Permitted 0.27 1.00 1.00 0.22 1.00 0.66 1.00 0.73 1.00
Satd. Flow (perm)497 1863 1583 408 1842 1228 1676 1359 1627
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)39 528 72 48 483 39 89 14 28 39 24 130
RTOR Reduction (vph)0 0 46 0 5 0 0 18 0 0 85 0
Lane Group Flow (vph)39 528 26 48 517 0 89 24 0 39 69 0
Turn Type pm+pt NA Perm pm+pt NA Perm NA Perm NA
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 4 8 2 6
Actuated Green, G (s)21.2 19.5 19.5 23.0 20.4 18.7 18.7 18.7 18.7
Effective Green, g (s)21.2 19.5 19.5 23.0 20.4 18.7 18.7 18.7 18.7
Actuated g/C Ratio 0.39 0.36 0.36 0.42 0.38 0.34 0.34 0.34 0.34
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)233 669 568 238 692 422 577 468 560
v/s Ratio Prot 0.01 c0.28 c0.01 0.28 0.01 0.04
v/s Ratio Perm 0.06 0.02 0.08 c0.07 0.03
v/c Ratio 0.17 0.79 0.05 0.20 0.75 0.21 0.04 0.08 0.12
Uniform Delay, d1 11.0 15.6 11.3 10.4 14.7 12.6 11.8 12.0 12.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.3 6.2 0.0 0.4 4.4 1.1 0.1 0.3 0.4
Delay (s)11.3 21.7 11.4 10.8 19.1 13.7 12.0 12.4 12.6
Level of Service B C B B B B B B B
Approach Delay (s/veh)19.9 18.4 13.2 12.6
Approach LOS B B B B
Intersection Summary
HCM 2000 Control Delay (s/veh)17.9 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.49
Actuated Cycle Length (s) 54.3 Sum of lost time (s)13.5
Intersection Capacity Utilization 57.8%ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2040 Total Traffic AM Mitigations
8: Mikan Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)36 486 66 44 444 36 82 13 26 36 22 120
Future Volume (veh/h)36 486 66 44 444 36 82 13 26 36 22 120
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 39 528 72 48 483 39 89 14 28 39 24 130
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 292 635 538 291 591 48 487 195 390 595 89 480
Arrive On Green 0.04 0.34 0.34 0.05 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35
Sat Flow, veh/h 1781 1870 1585 1781 1708 138 1233 557 1113 1365 253 1371
Grp Volume(v), veh/h 39 528 72 48 0 522 89 0 42 39 0 154
Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 0 1846 1233 0 1670 1365 0 1624
Q Serve(g_s), s 0.7 13.4 1.6 0.9 0.0 13.3 2.9 0.0 0.9 1.0 0.0 3.5
Cycle Q Clear(g_c), s 0.7 13.4 1.6 0.9 0.0 13.3 6.4 0.0 0.9 1.9 0.0 3.5
Prop In Lane 1.00 1.00 1.00 0.07 1.00 0.67 1.00 0.84
Lane Grp Cap(c), veh/h 292 635 538 291 0 639 487 0 584 595 0 568
V/C Ratio(X)0.13 0.83 0.13 0.16 0.00 0.82 0.18 0.00 0.07 0.07 0.00 0.27
Avail Cap(c_a), veh/h 391 854 724 378 0 843 487 0 584 595 0 568
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 11.8 15.6 11.8 11.8 0.0 15.3 14.3 0.0 11.1 11.8 0.0 12.0
Incr Delay (d2), s/veh 0.2 5.3 0.1 0.3 0.0 4.8 0.8 0.0 0.2 0.2 0.0 1.2
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 5.2 0.5 0.3 0.0 5.1 0.8 0.0 0.3 0.3 0.0 1.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 12.0 20.9 11.9 12.0 0.0 20.1 15.1 0.0 11.4 12.0 0.0 13.2
LnGrp LOS B C B B C B B B B
Approach Vol, veh/h 639 570 131 193
Approach Delay, s/veh 19.3 19.4 13.9 12.9
Approach LOS B B B B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 22.5 7.0 22.0 22.5 6.6 22.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 5.0 23.5 18.0 5.0 23.5
Max Q Clear Time (g_c+I1), s 8.4 2.9 15.4 5.5 2.7 15.3
Green Ext Time (p_c), s 0.3 0.0 2.1 0.8 0.0 1.9
Intersection Summary
HCM 7th Control Delay, s/veh 18.1
HCM 7th LOS B
HCM 7th TWSC 2040 Total Traffic AM Mitigations
9: Access 6 & University Blvd Tamana Fields
Synchro 12 Report
Page 13
Intersection
Int Delay, s/veh 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 526 22 44 510 14 27
Future Vol, veh/h 526 22 44 510 14 27
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length -100 100 -0 -
Veh in Median Storage, #0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 572 24 48 554 15 29
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 596 0 1222 572
Stage 1 ----572 -
Stage 2 ----650 -
Critical Hdwy --4.12 -6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy --2.218 -3.518 3.318
Pot Cap-1 Maneuver --981 -198 520
Stage 1 ----565 -
Stage 2 ----520 -
Platoon blocked, %---
Mov Cap-1 Maneuver --981 -189 520
Mov Cap-2 Maneuver ----189 -
Stage 1 ----537 -
Stage 2 ----520 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 0.7 17.83
HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)325 --981 -
HCM Lane V/C Ratio 0.137 --0.049 -
HCM Ctrl Dly (s/v)17.8 --8.9 -
HCM Lane LOS C --A -
HCM 95th %tile Q(veh)0.5 --0.2 -
HCM Signalized Intersection Capacity Analysis 2040 Total Traffic AM Mitigations
10: 5th West & University Blvd Tamana Fields
Synchro 12 Report
Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)79 488 40 5 371 0 77 11 2 5 8 311
Future Volume (vph)79 488 40 5 371 0 77 11 2 5 8 311
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.98 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1770 1863 1583 1770 1863 1770 1823 1770 1591
Flt Permitted 0.38 1.00 1.00 0.36 1.00 0.38 1.00 0.75 1.00
Satd. Flow (perm)711 1863 1583 663 1863 706 1823 1394 1591
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)86 530 43 5 403 0 84 12 2 5 9 338
RTOR Reduction (vph)0 0 24 0 0 0 0 2 0 0 254 0
Lane Group Flow (vph)86 530 19 5 403 0 84 12 0 5 93 0
Turn Type pm+pt NA Perm pm+pt NA Perm NA Perm NA
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 4 8 2 6
Actuated Green, G (s)21.6 19.0 19.0 17.8 17.1 10.9 10.9 10.9 10.9
Effective Green, g (s)21.6 19.0 19.0 17.8 17.1 10.9 10.9 10.9 10.9
Actuated g/C Ratio 0.49 0.43 0.43 0.40 0.39 0.25 0.25 0.25 0.25
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)410 802 682 285 722 174 450 344 393
v/s Ratio Prot c0.01 c0.28 0.00 0.22 0.01 0.06
v/s Ratio Perm 0.09 0.01 0.01 c0.12 0.00
v/c Ratio 0.21 0.66 0.03 0.02 0.56 0.48 0.03 0.01 0.24
Uniform Delay, d1 6.4 10.0 7.2 8.1 10.5 14.2 12.6 12.5 13.3
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.3 2.1 0.0 0.0 0.9 2.1 0.0 0.0 0.3
Delay (s)6.6 12.0 7.2 8.1 11.5 16.3 12.6 12.6 13.6
Level of Service A B A A B B B B B
Approach Delay (s/veh)11.0 11.4 15.8 13.6
Approach LOS B B B B
Intersection Summary
HCM 2000 Control Delay (s/veh)12.0 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.60
Actuated Cycle Length (s) 44.1 Sum of lost time (s)13.5
Intersection Capacity Utilization 68.8%ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2040 Total Traffic AM Mitigations
10: 5th West & University Blvd Tamana Fields
Synchro 12 Report
Page 15
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)79 488 40 5 371 0 77 11 2 5 8 311
Future Volume (veh/h)79 488 40 5 371 0 77 11 2 5 8 311
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 86 530 43 5 403 0 84 12 2 5 9 338
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 396 669 567 269 541 0 301 496 83 607 13 492
Arrive On Green 0.08 0.36 0.36 0.01 0.29 0.00 0.32 0.32 0.32 0.32 0.32 0.32
Sat Flow, veh/h 1781 1870 1585 1781 1870 0 1034 1563 260 1400 41 1550
Grp Volume(v), veh/h 86 530 43 5 403 0 84 0 14 5 0 347
Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 0 1034 0 1823 1400 0 1591
Q Serve(g_s), s 1.3 10.8 0.8 0.1 8.3 0.0 3.3 0.0 0.2 0.1 0.0 8.1
Cycle Q Clear(g_c), s 1.3 10.8 0.8 0.1 8.3 0.0 11.3 0.0 0.2 0.3 0.0 8.1
Prop In Lane 1.00 1.00 1.00 0.00 1.00 0.14 1.00 0.97
Lane Grp Cap(c), veh/h 396 669 567 269 541 0 301 0 579 607 0 505
V/C Ratio(X)0.22 0.79 0.08 0.02 0.75 0.00 0.28 0.00 0.02 0.01 0.00 0.69
Avail Cap(c_a), veh/h 485 1036 878 467 1023 0 412 0 774 756 0 675
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 9.7 12.2 9.0 11.3 13.7 0.0 17.6 0.0 10.0 10.1 0.0 12.6
Incr Delay (d2), s/veh 0.3 2.3 0.1 0.0 2.1 0.0 0.5 0.0 0.0 0.0 0.0 1.8
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.4 3.4 0.2 0.0 2.8 0.0 0.7 0.0 0.1 0.0 0.0 2.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 10.0 14.6 9.1 11.3 15.7 0.0 18.1 0.0 10.0 10.1 0.0 14.5
LnGrp LOS A B A B B B A B B
Approach Vol, veh/h 659 408 98 352
Approach Delay, s/veh 13.6 15.7 16.9 14.4
Approach LOS B B B B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 18.0 4.8 19.7 18.0 7.7 16.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 5.0 23.5 18.0 5.3 23.2
Max Q Clear Time (g_c+I1), s 13.3 2.1 12.8 10.1 3.3 10.3
Green Ext Time (p_c), s 0.1 0.0 2.4 1.4 0.0 1.8
Intersection Summary
HCM 7th Control Delay, s/veh 14.6
HCM 7th LOS B
HCM 7th TWSC 2040 Total Traffic AM Mitigations
11: Yellowstone Highway & Access 1 Tamana Fields
Synchro 12 Report
Page 16
Intersection
Int Delay, s/veh 1.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 24 63 557 33 48 301
Future Vol, veh/h 24 63 557 33 48 301
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized -None -None -None
Storage Length 0 ---100 -
Veh in Median Storage, #0 -0 --0
Grade, %0 -0 --0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 26 68 605 36 52 327
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 891 321 0 0 641 0
Stage 1 623 -----
Stage 2 268 -----
Critical Hdwy 6.84 6.94 --4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 --2.22 -
Pot Cap-1 Maneuver 282 675 --939 -
Stage 1 497 -----
Stage 2 753 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 266 675 --939 -
Mov Cap-2 Maneuver 266 -----
Stage 1 469 -----
Stage 2 753 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 14.48 0 1.25
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)--474 939 -
HCM Lane V/C Ratio --0.199 0.056 -
HCM Ctrl Dly (s/v)--14.5 9.1 -
HCM Lane LOS --B A -
HCM 95th %tile Q(veh)--0.7 0.2 -
HCM 7th TWSC 2040 Total Traffic AM Mitigations
12: Mikan Drive & Access 5 Tamana Fields
Synchro 12 Report
Page 17
Intersection
Int Delay, s/veh 0
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 54 0 0 0 0 67 0 0 0 110 0 22
Future Vol, veh/h 54 0 0 0 0 67 0 0 0 110 0 22
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized --None --None --None --None
Storage Length ------------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 59 0 0 0 0 73 0 0 0 120 0 24
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 251 251 12 239 263 0 24 0 0 0 0 0
Stage 1 251 251 -0 0 -------
Stage 2 0 0 -239 263 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 --4.12 --
Critical Hdwy Stg 1 6.12 5.52 -6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 -6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 --2.218 --
Pot Cap-1 Maneuver 702 652 1069 715 642 -1591 -----
Stage 1 753 699 ----------
Stage 2 ---764 691 -------
Platoon blocked, %----
Mov Cap-1 Maneuver -652 1069 715 642 -1591 -----
Mov Cap-2 Maneuver -652 -715 642 -------
Stage 1 753 699 ----------
Stage 2 ---764 691 -------
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0
HCM LOS --
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h)1591 -------
HCM Lane V/C Ratio --------
HCM Ctrl Dly (s/v)0 -------
HCM Lane LOS A -------
HCM 95th %tile Q(veh)0 -------
HCM Signalized Intersection Capacity Analysis 2040 Total Traffic PM Mitigations
1: US-20 SB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 1
Movement EBT EBR WBT SBL SBR
Lane Configurations
Traffic Volume (vph)405 126 482 312 97
Future Volume (vph)405 126 482 312 97
Ideal Flow (vphpl)1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.0
Lane Util. Factor 0.95 1.00 0.95 1.00 1.00
Frt 1.00 0.85 1.00 1.00 0.85
Flt Protected 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)3539 1583 3539 1770 1583
Flt Permitted 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)3539 1583 3539 1770 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)440 137 524 339 105
RTOR Reduction (vph)0 83 0 0 0
Lane Group Flow (vph)440 54 524 339 105
Turn Type NA Prot NA Prot Free
Protected Phases 4 4 8 1
Permitted Phases Free
Actuated Green, G (s)11.0 11.0 11.0 7.7 27.7
Effective Green, g (s)11.0 11.0 11.0 7.7 27.7
Actuated g/C Ratio 0.40 0.40 0.40 0.28 1.00
Clearance Time (s)4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1405 628 1405 492 1583
v/s Ratio Prot 0.12 0.03 c0.15 c0.19
v/s Ratio Perm 0.07
v/c Ratio 0.31 0.09 0.37 0.69 0.07
Uniform Delay, d1 5.7 5.2 5.9 8.9 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.1 0.2 4.0 0.1
Delay (s)5.9 5.3 6.1 12.9 0.1
Level of Service A A A B A
Approach Delay (s/veh)5.7 6.1
Approach LOS A A
Intersection Summary
HCM 2000 Control Delay (s/veh)7.0 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.50
Actuated Cycle Length (s) 27.7 Sum of lost time (s)9.0
Intersection Capacity Utilization 37.7%ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis 2040 Total Traffic PM Mitigations
2: US-20 NB Ramp & University Blvd Tamana Fields
Synchro 12 Report
Page 3
Movement WBT WBR2 NBL2 NBR SEL2 SEL
Lane Configurations
Traffic Volume (vph)1262 298 123 935 71 589
Future Volume (vph)1262 298 123 935 71 589
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.0 4.5 4.5 4.5 4.5
Lane Util. Factor 0.95 1.00 1.00 0.88 1.00 0.97
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (prot)3539 1583 1770 2787 1770 3433
Flt Permitted 1.00 1.00 0.95 1.00 0.95 0.95
Satd. Flow (perm)3539 1583 1770 2787 1770 3433
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)1372 324 134 1016 77 640
RTOR Reduction (vph)0 0 28 215 42 0
Lane Group Flow (vph)1372 324 106 801 35 640
Turn Type NA Free Prot Prot Perm Prot
Protected Phases 5 5 4
Permitted Phases 8 Free 4
Actuated Green, G (s)18.3 39.8 12.5 12.5 18.3 18.3
Effective Green, g (s)18.3 39.8 12.5 12.5 18.3 18.3
Actuated g/C Ratio 0.46 1.00 0.31 0.31 0.46 0.46
Clearance Time (s)4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)1627 1583 555 875 813 1578
v/s Ratio Prot 0.06 c0.29 0.19
v/s Ratio Perm c0.39 0.20 0.02
v/c Ratio 0.84 0.20 0.19 0.92 0.04 0.41
Uniform Delay, d1 9.5 0.0 10.0 13.1 5.9 7.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 4.2 0.3 0.2 14.0 0.0 0.2
Delay (s)13.7 0.3 10.1 27.1 5.9 7.3
Level of Service B A B C A A
Approach Delay (s/veh)11.1 7.2
Approach LOS B A
Intersection Summary
HCM 2000 Control Delay (s/veh)14.8 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.87
Actuated Cycle Length (s) 39.8 Sum of lost time (s)9.0
Intersection Capacity Utilization 69.3%ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
HCM 7th TWSC 2040 Total Traffic PM Mitigations
3: Golden Beauty Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 5
Intersection
Int Delay, s/veh 1.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 30 1453 44 43 1462 63 0 0 85 0 0 100
Future Vol, veh/h 30 1453 44 43 1462 63 0 0 85 0 0 100
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 130 --100 ----0 --0
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 33 1579 48 47 1589 68 0 0 92 0 0 109
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1658 0 0 1627 0 0 --814 --829
Stage 1 ------------
Stage 2 ------------
Critical Hdwy 4.14 --4.14 ----6.94 --6.94
Critical Hdwy Stg 1 ------------
Critical Hdwy Stg 2 ------------
Follow-up Hdwy 2.22 --2.22 ----3.32 --3.32
Pot Cap-1 Maneuver 385 --395 --0 0 321 0 0 314
Stage 1 ------0 0 -0 0 -
Stage 2 ------0 0 -0 0 -
Platoon blocked, %----
Mov Cap-1 Maneuver 385 --395 ----321 --314
Mov Cap-2 Maneuver ------------
Stage 1 ------------
Stage 2 ------------
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.3 0.42 20.67 22.43
HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)321 385 --395 --314
HCM Lane V/C Ratio 0.288 0.085 --0.118 --0.346
HCM Ctrl Dly (s/v)20.7 15.2 --15.3 --22.4
HCM Lane LOS C C --C --C
HCM 95th %tile Q(veh)1.2 0.3 --0.4 --1.5
HCM Signalized Intersection Capacity Analysis 2040 Total Traffic PM Mitigations
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)570 808 99 99 712 72 133 367 134 144 334 508
Future Volume (vph)570 808 99 99 712 72 133 367 134 144 334 508
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 0.97 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Frt 1.00 0.98 1.00 0.99 1.00 0.96 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot)3433 3481 1770 3491 1770 3397 1770 3539 1583
Flt Permitted 0.95 1.00 0.26 1.00 0.43 1.00 0.25 1.00 1.00
Satd. Flow (perm)3433 3481 489 3491 806 3397 458 3539 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)620 878 108 108 774 78 145 399 146 157 363 552
RTOR Reduction (vph)0 9 0 0 8 0 0 42 0 0 0 44
Lane Group Flow (vph)620 977 0 108 844 0 145 503 0 157 363 508
Turn Type Prot NA pm+pt NA pm+pt NA pm+pt NA pm+ov
Protected Phases 7 4 3 8 5 2 1 6 7
Permitted Phases 8 2 6 6
Actuated Green, G (s)19.3 38.0 32.1 25.4 23.6 18.5 23.6 18.5 37.8
Effective Green, g (s)19.3 38.0 32.1 25.4 23.6 18.5 23.6 18.5 37.8
Actuated g/C Ratio 0.22 0.44 0.37 0.29 0.27 0.21 0.27 0.21 0.44
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)767 1532 281 1027 277 728 202 758 775
v/s Ratio Prot c0.18 0.28 0.03 c0.24 0.03 0.15 c0.05 0.10 c0.15
v/s Ratio Perm 0.11 0.11 c0.17 0.17
v/c Ratio 0.81 0.64 0.38 0.82 0.52 0.69 0.78 0.48 0.66
Uniform Delay, d1 31.7 18.8 18.2 28.3 25.2 31.3 26.8 29.7 19.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 6.3 0.9 0.9 5.4 1.8 5.3 17.0 2.2 2.0
Delay (s)38.0 19.7 19.0 33.7 27.0 36.6 43.8 31.8 21.1
Level of Service D B B C C D D C C
Approach Delay (s/veh)26.8 32.1 34.5 28.1
Approach LOS C C C C
Intersection Summary
HCM 2000 Control Delay (s/veh)29.5 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.81
Actuated Cycle Length (s) 86.3 Sum of lost time (s)18.0
Intersection Capacity Utilization 75.6%ICU Level of Service D
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2040 Total Traffic PM Mitigations
4: Yellowstone Highway & University Blvd Tamana Fields
Synchro 12 Report
Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)570 808 99 99 712 72 133 367 134 144 334 508
Future Volume (veh/h)570 808 99 99 712 72 133 367 134 144 334 508
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 620 878 108 108 774 78 145 399 146 157 363 552
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 727 1337 164 325 907 91 285 580 210 271 806 693
Arrive On Green 0.21 0.42 0.42 0.07 0.28 0.28 0.06 0.23 0.23 0.06 0.23 0.23
Sat Flow, veh/h 3456 3185 392 1781 3260 328 1781 2557 924 1781 3554 1585
Grp Volume(v), veh/h 620 490 496 108 422 430 145 276 269 157 363 552
Grp Sat Flow(s),veh/h/ln 1728 1777 1800 1781 1777 1811 1781 1777 1704 1781 1777 1585
Q Serve(g_s), s 14.0 17.9 17.9 3.4 18.2 18.2 5.1 11.5 11.8 5.1 7.1 18.4
Cycle Q Clear(g_c), s 14.0 17.9 17.9 3.4 18.2 18.2 5.1 11.5 11.8 5.1 7.1 18.4
Prop In Lane 1.00 0.22 1.00 0.18 1.00 0.54 1.00 1.00
Lane Grp Cap(c), veh/h 727 746 755 325 494 504 285 403 386 271 806 693
V/C Ratio(X)0.85 0.66 0.66 0.33 0.85 0.85 0.51 0.68 0.70 0.58 0.45 0.80
Avail Cap(c_a), veh/h 881 746 755 597 565 576 285 403 386 271 806 693
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 30.8 18.9 18.9 18.7 27.7 27.7 22.7 28.7 28.8 24.4 27.0 19.7
Incr Delay (d2), s/veh 6.9 2.1 2.1 0.6 11.0 10.8 1.5 9.1 10.0 3.1 1.8 9.2
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 6.1 6.9 6.9 1.3 8.5 8.7 2.1 5.5 5.5 2.4 3.0 9.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 37.8 21.0 20.9 19.3 38.7 38.5 24.2 37.8 38.8 27.5 28.8 29.0
LnGrp LOS D C C B D D C D D C C C
Approach Vol, veh/h 1606 960 690 1072
Approach Delay, s/veh 27.4 36.4 35.4 28.7
Approach LOS C D D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.6 22.9 10.1 38.6 9.6 22.9 21.6 27.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 18.4 18.0 28.5 5.1 18.4 20.7 25.8
Max Q Clear Time (g_c+I1), s 7.1 13.8 5.4 19.9 7.1 20.4 16.0 20.2
Green Ext Time (p_c), s 0.0 1.3 0.2 3.7 0.0 0.0 1.1 2.3
Intersection Summary
HCM 7th Control Delay, s/veh 31.0
HCM 7th LOS C
HCM 7th TWSC 2040 Total Traffic PM Mitigations
5: Access 2 & University Blvd Tamana Fields
Synchro 12 Report
Page 8
Intersection
Int Delay, s/veh 19.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 115 850 119 48 775 11 47 0 48 7 0 62
Future Vol, veh/h 115 850 119 48 775 11 47 0 48 7 0 62
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 100 --100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 125 924 129 52 842 12 51 0 52 8 0 67
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 854 0 0 1053 0 0 1764 2197 527 1665 2256 427
Stage 1 ------1239 1239 -953 953 -
Stage 2 ------526 959 -712 1303 -
Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94
Critical Hdwy Stg 1 ------6.54 5.54 -6.54 5.54 -
Critical Hdwy Stg 2 ------6.54 5.54 -6.54 5.54 -
Follow-up Hdwy 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32
Pot Cap-1 Maneuver 781 --657 --53 44 496 63 41 576
Stage 1 ------186 246 -278 336 -
Stage 2 ------503 334 -389 229 -
Platoon blocked, %----
Mov Cap-1 Maneuver 781 --657 --~ 36 34 496 44 31 576
Mov Cap-2 Maneuver ------~ 36 34 -44 31 -
Stage 1 ------156 206 -256 309 -
Stage 2 ------409 307 -293 192 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 1.11 0.63 $ 392.62 24.55
HCM LOS F C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)68 781 --657 --258
HCM Lane V/C Ratio 1.508 0.16 --0.079 --0.291
HCM Ctrl Dly (s/v)$ 392.6 10.5 --11 --24.6
HCM Lane LOS F B --B --C
HCM 95th %tile Q(veh)8.8 0.6 --0.3 --1.2
Notes
~: Volume exceeds capacity $: Delay exceeds 300s
+: Computation Not Defined *: All major volume in platoon
HCM 7th TWSC 2040 Total Traffic PM Mitigations
6: Tamana Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 9
Intersection
Int Delay, s/veh 50.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 69 765 73 36 722 80 36 0 36 65 0 77
Future Vol, veh/h 69 765 73 36 722 80 36 0 36 65 0 77
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length 100 -0 100 --------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 75 832 79 39 785 87 39 0 39 71 0 84
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 872 0 0 911 0 0 1845 1932 832 1888 1967 828
Stage 1 ------982 982 -907 907 -
Stage 2 ------863 950 -982 1061 -
Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 -
Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 774 --748 --58 66 369 ~ 54 63 371
Stage 1 ------300 327 -330 355 -
Stage 2 ------349 339 -300 301 -
Platoon blocked, %----
Mov Cap-1 Maneuver 774 --748 --~ 38 57 369 ~ 41 54 371
Mov Cap-2 Maneuver ------~ 38 57 -~ 41 54 -
Stage 1 ------271 296 -313 336 -
Stage 2 ------256 321 -242 271 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.77 0.43 252.64 $ 556.41
HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)69 774 --748 --79
HCM Lane V/C Ratio 1.133 0.097 --0.052 --1.949
HCM Ctrl Dly (s/v)252.6 10.2 --10.1 --$ 556.4
HCM Lane LOS F B --B --F
HCM 95th %tile Q(veh)6 0.3 --0.2 --13.6
Notes
~: Volume exceeds capacity $: Delay exceeds 300s
+: Computation Not Defined *: All major volume in platoon
HCM 7th TWSC 2040 Total Traffic PM Mitigations
7: Access 4 & University Blvd Tamana Fields
Synchro 12 Report
Page 10
Intersection
Int Delay, s/veh 0.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 594 72 36 799 42 0 0 35 0 0 40
Future Vol, veh/h 0 594 72 36 799 42 0 0 35 0 0 40
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized --None --None --None --None
Storage Length --100 100 -100 -----0
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 646 78 39 868 46 0 0 38 0 0 43
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All -0 0 724 0 0 1592 1638 646 --868
Stage 1 ------646 646 ----
Stage 2 ------947 992 ----
Critical Hdwy ---4.12 --7.12 6.52 6.22 --6.22
Critical Hdwy Stg 1 ------6.12 5.52 ----
Critical Hdwy Stg 2 ------6.12 5.52 ----
Follow-up Hdwy ---2.218 --3.518 4.018 3.318 --3.318
Pot Cap-1 Maneuver 0 --879 --87 100 472 0 0 352
Stage 1 0 -----460 467 -0 0 -
Stage 2 0 -----314 324 -0 0 -
Platoon blocked, %----
Mov Cap-1 Maneuver ---879 --72 96 472 --352
Mov Cap-2 Maneuver ------72 96 ----
Stage 1 ------460 467 ----
Stage 2 ------263 309 ----
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0 0.38 13.3 16.68
HCM LOS B C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)472 --879 --352
HCM Lane V/C Ratio 0.081 --0.045 --0.124
HCM Ctrl Dly (s/v)13.3 --9.3 --16.7
HCM Lane LOS B --A --C
HCM 95th %tile Q(veh)0.3 --0.1 --0.4
HCM Signalized Intersection Capacity Analysis 2040 Total Traffic PM Mitigations
8: Mikan Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)147 575 108 72 593 44 213 35 71 43 36 71
Future Volume (vph)147 575 108 72 593 44 213 35 71 43 36 71
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 0.99 1.00 0.90 1.00 0.90
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1770 1863 1583 1770 1843 1770 1676 1770 1677
Flt Permitted 0.13 1.00 1.00 0.23 1.00 0.68 1.00 0.68 1.00
Satd. Flow (perm)242 1863 1583 426 1843 1271 1676 1272 1677
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)160 625 117 78 645 48 232 38 77 47 39 77
RTOR Reduction (vph)0 0 51 0 4 0 0 55 0 0 55 0
Lane Group Flow (vph)160 625 66 78 689 0 232 60 0 47 61 0
Turn Type pm+pt NA Perm pm+pt NA Perm NA Perm NA
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 4 8 2 6
Actuated Green, G (s)36.3 30.8 30.8 33.1 29.2 19.6 19.6 19.6 19.6
Effective Green, g (s)36.3 30.8 30.8 33.1 29.2 19.6 19.6 19.6 19.6
Actuated g/C Ratio 0.54 0.45 0.45 0.49 0.43 0.29 0.29 0.29 0.29
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)253 846 719 285 793 367 484 367 484
v/s Ratio Prot c0.05 0.34 0.02 c0.37 0.04 0.04
v/s Ratio Perm 0.29 0.04 0.12 c0.18 0.04
v/c Ratio 0.63 0.74 0.09 0.27 0.87 0.63 0.12 0.13 0.13
Uniform Delay, d1 12.2 15.2 10.5 10.8 17.6 21.0 17.8 17.8 17.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 5.1 3.4 0.1 0.5 10.0 8.0 0.5 0.7 0.5
Delay (s)17.3 18.6 10.6 11.3 27.5 29.0 18.3 18.5 18.3
Level of Service B B B B C C B B B
Approach Delay (s/veh)17.3 25.9 25.5 18.4
Approach LOS B C C B
Intersection Summary
HCM 2000 Control Delay (s/veh)21.7 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.76
Actuated Cycle Length (s) 67.8 Sum of lost time (s)13.5
Intersection Capacity Utilization 71.7%ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2040 Total Traffic PM Mitigations
8: Mikan Drive & University Blvd Tamana Fields
Synchro 12 Report
Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)147 575 108 72 593 44 213 35 71 43 36 71
Future Volume (veh/h)147 575 108 72 593 44 213 35 71 43 36 71
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 160 625 117 78 645 48 232 38 77 47 39 77
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 297 814 690 323 717 53 426 165 335 427 168 332
Arrive On Green 0.08 0.44 0.44 0.06 0.42 0.42 0.30 0.30 0.30 0.30 0.30 0.30
Sat Flow, veh/h 1781 1870 1585 1781 1719 128 1276 552 1118 1277 562 1109
Grp Volume(v), veh/h 160 625 117 78 0 693 232 0 115 47 0 116
Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 0 1847 1276 0 1669 1277 0 1671
Q Serve(g_s), s 3.3 18.5 2.9 1.6 0.0 22.8 10.9 0.0 3.4 1.9 0.0 3.4
Cycle Q Clear(g_c), s 3.3 18.5 2.9 1.6 0.0 22.8 14.3 0.0 3.4 5.3 0.0 3.4
Prop In Lane 1.00 1.00 1.00 0.07 1.00 0.67 1.00 0.66
Lane Grp Cap(c), veh/h 297 814 690 323 0 770 426 0 500 427 0 500
V/C Ratio(X)0.54 0.77 0.17 0.24 0.00 0.90 0.54 0.00 0.23 0.11 0.00 0.23
Avail Cap(c_a), veh/h 311 919 779 356 0 893 426 0 500 427 0 500
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 14.2 15.6 11.2 12.0 0.0 17.7 22.6 0.0 17.2 19.2 0.0 17.2
Incr Delay (d2), s/veh 1.7 3.5 0.1 0.4 0.0 10.9 4.9 0.0 1.1 0.5 0.0 1.1
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.1 7.0 0.9 0.5 0.0 10.1 3.6 0.0 1.4 0.6 0.0 1.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 15.8 19.1 11.3 12.3 0.0 28.6 27.5 0.0 18.2 19.7 0.0 18.3
LnGrp LOS B B B B C C B B B
Approach Vol, veh/h 902 771 347 163
Approach Delay, s/veh 17.5 27.0 24.4 18.7
Approach LOS B C C B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 24.0 8.3 32.9 24.0 9.5 31.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.5 5.0 32.0 19.5 5.5 31.5
Max Q Clear Time (g_c+I1), s 16.3 3.6 20.5 7.3 5.3 24.8
Green Ext Time (p_c), s 0.5 0.0 3.2 0.6 0.0 2.4
Intersection Summary
HCM 7th Control Delay, s/veh 22.0
HCM 7th LOS C
HCM 7th TWSC 2040 Total Traffic PM Mitigations
9: Access 6 & University Blvd Tamana Fields
Synchro 12 Report
Page 13
Intersection
Int Delay, s/veh 3.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 653 36 73 674 35 71
Future Vol, veh/h 653 36 73 674 35 71
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length -100 100 -0 -
Veh in Median Storage, #0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 710 39 79 733 38 77
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 749 0 1601 710
Stage 1 ----710 -
Stage 2 ----891 -
Critical Hdwy --4.12 -6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy --2.218 -3.518 3.318
Pot Cap-1 Maneuver --860 -116 434
Stage 1 ----487 -
Stage 2 ----401 -
Platoon blocked, %---
Mov Cap-1 Maneuver --860 -106 434
Mov Cap-2 Maneuver ----106 -
Stage 1 ----442 -
Stage 2 ----401 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 0.94 39.79
HCM LOS E
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)214 --860 -
HCM Lane V/C Ratio 0.538 --0.092 -
HCM Ctrl Dly (s/v)39.8 --9.6 -
HCM Lane LOS E --A -
HCM 95th %tile Q(veh)2.8 --0.3 -
HCM Signalized Intersection Capacity Analysis 2040 Total Traffic PM Mitigations
10: 5th West & University Blvd Tamana Fields
Synchro 12 Report
Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)308 607 94 7 645 21 93 4 3 12 14 223
Future Volume (vph)308 607 94 7 645 21 93 4 3 12 14 223
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.94 1.00 0.86
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1770 1863 1583 1770 1854 1770 1743 1770 1600
Flt Permitted 0.13 1.00 1.00 0.41 1.00 0.35 1.00 0.75 1.00
Satd. Flow (perm)237 1863 1583 771 1854 648 1743 1403 1600
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)335 660 102 8 701 23 101 4 3 13 15 242
RTOR Reduction (vph)0 0 27 0 1 0 0 2 0 0 196 0
Lane Group Flow (vph)335 660 75 8 723 0 101 5 0 13 61 0
Turn Type pm+pt NA Perm pm+pt NA Perm NA Perm NA
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 4 8 2 6
Actuated Green, G (s)56.1 50.7 50.7 38.7 37.8 15.1 15.1 15.1 15.1
Effective Green, g (s)56.1 50.7 50.7 38.7 37.8 15.1 15.1 15.1 15.1
Actuated g/C Ratio 0.70 0.63 0.63 0.48 0.47 0.19 0.19 0.19 0.19
Clearance Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)429 1177 1000 383 873 122 328 264 301
v/s Ratio Prot c0.13 0.35 0.00 0.39 0.00 0.04
v/s Ratio Perm c0.41 0.05 0.01 c0.16 0.01
v/c Ratio 0.78 0.56 0.08 0.02 0.83 0.83 0.01 0.05 0.20
Uniform Delay, d1 17.9 8.4 5.7 10.8 18.4 31.3 26.5 26.7 27.5
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 8.9 0.6 0.0 0.0 6.5 34.8 0.0 0.1 0.3
Delay (s)26.8 9.0 5.7 10.8 24.9 66.1 26.5 26.7 27.8
Level of Service C A A B C E C C C
Approach Delay (s/veh)14.2 24.8 63.6 27.7
Approach LOS B C E C
Intersection Summary
HCM 2000 Control Delay (s/veh)21.7 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.82
Actuated Cycle Length (s) 80.2 Sum of lost time (s)13.5
Intersection Capacity Utilization 87.0%ICU Level of Service E
Analysis Period (min)15
c Critical Lane Group
HCM 7th Signalized Intersection Summary 2040 Total Traffic PM Mitigations
10: 5th West & University Blvd Tamana Fields
Synchro 12 Report
Page 15
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h)308 607 94 7 645 21 93 4 3 12 14 223
Future Volume (veh/h)308 607 94 7 645 21 93 4 3 12 14 223
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 335 660 102 8 701 23 101 4 3 13 15 242
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 381 1038 879 333 785 26 223 255 191 452 24 387
Arrive On Green 0.13 0.55 0.55 0.01 0.44 0.44 0.26 0.26 0.26 0.26 0.26 0.26
Sat Flow, veh/h 1781 1870 1585 1781 1801 59 1123 992 744 1409 93 1506
Grp Volume(v), veh/h 335 660 102 8 0 724 101 0 7 13 0 257
Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 0 1860 1123 0 1736 1409 0 1599
Q Serve(g_s), s 7.4 18.4 2.3 0.2 0.0 27.2 6.6 0.0 0.2 0.5 0.0 10.8
Cycle Q Clear(g_c), s 7.4 18.4 2.3 0.2 0.0 27.2 17.4 0.0 0.2 0.8 0.0 10.8
Prop In Lane 1.00 1.00 1.00 0.03 1.00 0.43 1.00 0.94
Lane Grp Cap(c), veh/h 381 1038 879 333 0 811 223 0 446 452 0 411
V/C Ratio(X)0.88 0.64 0.12 0.02 0.00 0.89 0.45 0.00 0.02 0.03 0.00 0.63
Avail Cap(c_a), veh/h 469 1257 1065 435 0 1043 239 0 470 472 0 433
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 15.8 11.6 8.0 12.2 0.0 19.7 32.6 0.0 21.0 21.3 0.0 24.9
Incr Delay (d2), s/veh 15.0 0.8 0.1 0.0 0.0 8.2 1.4 0.0 0.0 0.0 0.0 2.6
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.8 6.1 0.6 0.1 0.0 11.7 1.9 0.0 0.1 0.2 0.0 4.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 30.9 12.4 8.1 12.3 0.0 27.9 34.1 0.0 21.0 21.3 0.0 27.6
LnGrp LOS C B A B C C C C C
Approach Vol, veh/h 1097 732 108 270
Approach Delay, s/veh 17.6 27.7 33.2 27.3
Approach LOS B C C C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 23.9 5.3 46.5 23.9 14.3 37.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 20.5 5.1 50.9 20.5 13.5 42.5
Max Q Clear Time (g_c+I1), s 19.4 2.2 20.4 12.8 9.4 29.2
Green Ext Time (p_c), s 0.0 0.0 4.8 1.0 0.4 3.8
Intersection Summary
HCM 7th Control Delay, s/veh 22.9
HCM 7th LOS C
HCM 7th TWSC 2040 Total Traffic PM Mitigations
11: Yellowstone Highway & Access 1 Tamana Fields
Synchro 12 Report
Page 16
Intersection
Int Delay, s/veh 3.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 47 140 531 45 68 529
Future Vol, veh/h 47 140 531 45 68 529
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized -None -None -None
Storage Length 0 ---100 -
Veh in Median Storage, #0 -0 --0
Grade, %0 -0 --0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 51 152 577 49 74 575
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1037 313 0 0 626 0
Stage 1 602 -----
Stage 2 435 -----
Critical Hdwy 6.84 6.94 --4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 --2.22 -
Pot Cap-1 Maneuver 227 683 --951 -
Stage 1 510 -----
Stage 2 620 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 209 683 --951 -
Mov Cap-2 Maneuver 209 -----
Stage 1 470 -----
Stage 2 620 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 20.31 0 1.04
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)--435 951 -
HCM Lane V/C Ratio --0.467 0.078 -
HCM Ctrl Dly (s/v)--20.3 9.1 -
HCM Lane LOS --C A -
HCM 95th %tile Q(veh)--2.4 0.3 -
HCM 7th TWSC 2040 Total Traffic PM Mitigations
12: Mikan Drive & Access 5 Tamana Fields
Synchro 12 Report
Page 17
Intersection
Int Delay, s/veh 0
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 142 0 0 0 0 177 0 0 0 181 0 36
Future Vol, veh/h 142 0 0 0 0 177 0 0 0 181 0 36
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized --None --None --None --None
Storage Length ------------
Veh in Median Storage, #-0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 154 0 0 0 0 192 0 0 0 197 0 39
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 413 413 20 393 433 0 39 0 0 0 0 0
Stage 1 413 413 -0 0 -------
Stage 2 0 0 -393 433 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 --4.12 --
Critical Hdwy Stg 1 6.12 5.52 -6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 -6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 --2.218 --
Pot Cap-1 Maneuver 549 529 1058 566 516 -1571 -----
Stage 1 616 594 ----------
Stage 2 ---631 582 -------
Platoon blocked, %----
Mov Cap-1 Maneuver -529 1058 566 516 -1571 -----
Mov Cap-2 Maneuver -529 -566 516 -------
Stage 1 616 594 ----------
Stage 2 ---631 582 -------
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0
HCM LOS --
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h)1571 -------
HCM Lane V/C Ratio --------
HCM Ctrl Dly (s/v)0 -------
HCM Lane LOS A -------
HCM 95th %tile Q(veh)0 -------
FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
84
Queuing Analysis
FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
85
2040 Background Year Mitigated Analysis
Queuing and Blocking Report 2040 Background Year AM Mitigations
2040 Background Year AM Mitigations Tamana Fields
SimTraffic Report
Page 1
Intersection: 3: Golden Beauty Drive & University Blvd
Movement EB EB WB WB WB NB SB
Directions Served L TR L T TR R R
Maximum Queue (ft)53 16 70 2 9 93 65
Average Queue (ft)17 1 22 0 0 36 31
95th Queue (ft)43 9 54 1 5 68 56
Link Distance (ft)396 443 443 239 379
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)130 100
Storage Blk Time (%)0
Queuing Penalty (veh)0
Intersection: 4: Yellowstone Highway & University Blvd
Movement EB EB EB EB WB WB WB NB NB NB SB SB
Directions Served L L T TR L T TR L T TR L T
Maximum Queue (ft)209 254 234 162 88 177 196 177 175 136 49 110
Average Queue (ft)134 173 111 46 34 109 111 82 81 57 11 55
95th Queue (ft)211 242 197 109 68 162 167 142 140 110 36 97
Link Distance (ft)443 443 316 316 366 366 974
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)150 150 120 110 110
Storage Blk Time (%)1 15 2 0 6 4 2 0
Queuing Penalty (veh)3 30 12 0 4 5 3 0
Intersection: 4: Yellowstone Highway & University Blvd
Movement SB SB
Directions Served T R
Maximum Queue (ft)146 216
Average Queue (ft)22 119
95th Queue (ft)101 199
Link Distance (ft)974
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)100
Storage Blk Time (%)12
Queuing Penalty (veh)8
Queuing and Blocking Report 2040 Background Year AM Mitigations
2040 Background Year AM Mitigations Tamana Fields
SimTraffic Report
Page 2
Intersection: 5: Access 2 & University Blvd
Movement EB EB EB WB WB NB SB
Directions Served L T TR L TR LTR LTR
Maximum Queue (ft)46 26 13 22 2 64 84
Average Queue (ft)14 1 0 3 0 23 38
95th Queue (ft)35 20 9 15 2 54 66
Link Distance (ft)316 316 129 191 283
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)100 100
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 6: University Blvd & Tamana Drive
Movement EB WB SB
Directions Served L TR LR
Maximum Queue (ft)51 2 69
Average Queue (ft)14 0 31
95th Queue (ft)42 2 58
Link Distance (ft)292 299
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)100
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 7: University Blvd & Access 4
Movement SB
Directions Served R
Maximum Queue (ft)48
Average Queue (ft)14
95th Queue (ft)37
Link Distance (ft)242
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report 2040 Background Year AM Mitigations
2040 Background Year AM Mitigations Tamana Fields
SimTraffic Report
Page 3
Intersection: 8: University Blvd & Mikan Drive
Movement EB WB SB SB
Directions Served L TR L R
Maximum Queue (ft)43 5 66 74
Average Queue (ft)12 0 22 33
95th Queue (ft)36 3 50 59
Link Distance (ft)1251 896
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)45 100
Storage Blk Time (%)0 0
Queuing Penalty (veh)1 0
Intersection: 10: 5th West & University Blvd
Movement EB EB EB WB WB NB NB SB SB
Directions Served L T R L TR L TR L TR
Maximum Queue (ft)84 209 31 31 174 53 34 31 147
Average Queue (ft)29 103 6 4 85 18 8 3 63
95th Queue (ft)69 174 24 21 145 44 25 19 112
Link Distance (ft)1251 472 521 702
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)75 75 95 100 100
Storage Blk Time (%)0 11 5 1
Queuing Penalty (veh)1 7 0 0
Intersection: 11: Yellowstone Highway & Access 1
Movement WB SB
Directions Served LR L
Maximum Queue (ft)52 44
Average Queue (ft)22 10
95th Queue (ft)48 36
Link Distance (ft)262
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)100
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 76
Queuing and Blocking Report 2040 Background Year PM Mitigations
2040 Background Year PM Mitigations Tamana Fields
SimTraffic Report
Page 1
Intersection: 3: Golden Beauty Drive & University Blvd
Movement EB EB EB WB WB WB NB SB
Directions Served L T TR L T TR R R
Maximum Queue (ft)51 31 22 86 8 13 113 83
Average Queue (ft)16 2 1 29 0 0 41 40
95th Queue (ft)42 30 15 65 6 6 83 68
Link Distance (ft)404 404 443 443 239 379
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)130 100
Storage Blk Time (%)0 0
Queuing Penalty (veh)0 1
Intersection: 4: Yellowstone Highway & University Blvd
Movement EB EB EB EB WB WB WB NB NB NB SB SB
Directions Served L L T TR L T TR L T TR L T
Maximum Queue (ft)209 269 355 257 105 180 181 148 152 151 66 189
Average Queue (ft)144 191 158 73 45 106 113 70 79 63 22 105
95th Queue (ft)221 271 280 182 84 161 168 125 130 116 54 167
Link Distance (ft)443 443 316 316 366 366 974
Upstream Blk Time (%)0
Queuing Penalty (veh)0
Storage Bay Dist (ft)150 150 120 110 110
Storage Blk Time (%)2 18 8 0 6 3 2 9
Queuing Penalty (veh)6 50 48 0 5 3 2 3
Intersection: 4: Yellowstone Highway & University Blvd
Movement SB SB
Directions Served T R
Maximum Queue (ft)170 198
Average Queue (ft)52 94
95th Queue (ft)124 164
Link Distance (ft)974
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)100
Storage Blk Time (%)0 6
Queuing Penalty (veh)2 9
Queuing and Blocking Report 2040 Background Year PM Mitigations
2040 Background Year PM Mitigations Tamana Fields
SimTraffic Report
Page 2
Intersection: 5: Access 2 & University Blvd
Movement EB EB EB WB WB WB NB SB
Directions Served L T TR L T TR LTR LTR
Maximum Queue (ft)76 23 15 29 4 6 92 75
Average Queue (ft)26 1 0 4 0 0 37 34
95th Queue (ft)56 12 12 19 2 4 73 62
Link Distance (ft)316 316 129 129 191 283
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)100 100
Storage Blk Time (%)0
Queuing Penalty (veh)0
Intersection: 6: University Blvd & Tamana Drive
Movement EB WB SB
Directions Served L TR LR
Maximum Queue (ft)65 10 132
Average Queue (ft)24 0 55
95th Queue (ft)55 6 101
Link Distance (ft)302 299
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)100
Storage Blk Time (%)0
Queuing Penalty (veh)0
Intersection: 7: University Blvd & Access 4
Movement SB
Directions Served R
Maximum Queue (ft)49
Average Queue (ft)19
95th Queue (ft)43
Link Distance (ft)299
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report 2040 Background Year PM Mitigations
2040 Background Year PM Mitigations Tamana Fields
SimTraffic Report
Page 3
Intersection: 8: University Blvd & Mikan Drive
Movement EB EB WB SB SB
Directions Served L T TR L R
Maximum Queue (ft)90 37 17 76 66
Average Queue (ft)36 1 1 28 27
95th Queue (ft)70 22 9 60 50
Link Distance (ft)343 1251 896
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)45 100
Storage Blk Time (%)4 0 0
Queuing Penalty (veh)16 0 0
Intersection: 10: 5th West & University Blvd
Movement EB EB EB WB WB NB NB SB SB
Directions Served L T R L TR L TR L TR
Maximum Queue (ft)179 211 53 32 375 48 23 44 139
Average Queue (ft)91 100 6 5 204 12 4 8 61
95th Queue (ft)151 179 33 22 322 36 16 32 110
Link Distance (ft)1251 472 521 702
Upstream Blk Time (%)0
Queuing Penalty (veh)0
Storage Bay Dist (ft)75 75 95 100 100
Storage Blk Time (%)16 11 27 2
Queuing Penalty (veh)83 29 2 0
Intersection: 11: Yellowstone Highway & Access 1
Movement WB SB
Directions Served LR L
Maximum Queue (ft)63 37
Average Queue (ft)27 12
95th Queue (ft)54 36
Link Distance (ft)262
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)100
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 261
FOCUS CONSULTING |TAMANA FIELDS TRAFFIC IMPACT STUDY
86
2040 Total Traffic Mitigated Analysis
Queuing and Blocking Report 2040 Total Traffic AM Mitigations
2040 Total Traffic AM Mitigations Tamana Fields
SimTraffic Report
Page 1
Intersection: 3: Golden Beauty Drive & University Blvd
Movement EB EB EB WB WB NB SB
Directions Served L T TR L TR R R
Maximum Queue (ft)59 14 26 69 8 105 74
Average Queue (ft)15 0 1 25 0 38 32
95th Queue (ft)43 9 14 58 4 74 62
Link Distance (ft)445 445 443 237 379
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)130 100
Storage Blk Time (%)0
Queuing Penalty (veh)0
Intersection: 4: Yellowstone Highway & University Blvd
Movement EB EB EB EB WB WB WB NB NB NB SB SB
Directions Served L L T TR L T TR L T TR L T
Maximum Queue (ft)207 252 258 209 92 213 224 168 184 151 96 122
Average Queue (ft)127 162 122 68 36 132 140 83 94 75 45 59
95th Queue (ft)197 231 211 154 70 195 205 141 153 133 83 105
Link Distance (ft)443 443 316 316 366 366 974
Upstream Blk Time (%)0 0
Queuing Penalty (veh)0 0
Storage Bay Dist (ft)150 150 120 110 110
Storage Blk Time (%)1 11 4 0 14 4 4 0 1
Queuing Penalty (veh)2 30 21 0 10 7 8 0 1
Intersection: 4: Yellowstone Highway & University Blvd
Movement SB SB
Directions Served T R
Maximum Queue (ft)185 218
Average Queue (ft)28 125
95th Queue (ft)107 205
Link Distance (ft)974
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)100
Storage Blk Time (%)0 13
Queuing Penalty (veh)0 11
Queuing and Blocking Report 2040 Total Traffic AM Mitigations
2040 Total Traffic AM Mitigations Tamana Fields
SimTraffic Report
Page 2
Intersection: 5: Access 2 & University Blvd
Movement EB EB EB WB NB SB
Directions Served L T TR L LTR LTR
Maximum Queue (ft)46 9 18 49 90 114
Average Queue (ft)15 0 1 12 33 46
95th Queue (ft)38 5 8 36 73 86
Link Distance (ft)316 316 191 283
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)100 100
Storage Blk Time (%)0
Queuing Penalty (veh)0
Intersection: 6: Tamana Drive & University Blvd
Movement EB EB WB NB SB
Directions Served L R L LTR LTR
Maximum Queue (ft)52 4 32 38 72
Average Queue (ft)14 0 9 14 32
95th Queue (ft)42 3 30 34 58
Link Distance (ft)138 245 298
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)100 100
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 7: University Blvd & Access 4
Movement EB EB WB NB SB
Directions Served T R L LTR R
Maximum Queue (ft)9 2 38 33 48
Average Queue (ft)0 0 11 8 16
95th Queue (ft)9 2 35 26 37
Link Distance (ft)295 242 242
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)100 100
Storage Blk Time (%)0
Queuing Penalty (veh)0
Queuing and Blocking Report 2040 Total Traffic AM Mitigations
2040 Total Traffic AM Mitigations Tamana Fields
SimTraffic Report
Page 3
Intersection: 8: Mikan Drive & University Blvd
Movement EB EB EB WB WB NB NB SB SB
Directions Served L T R L TR L TR L TR
Maximum Queue (ft)109 258 136 75 201 82 48 58 91
Average Queue (ft)28 122 27 20 103 32 10 17 36
95th Queue (ft)75 215 85 56 170 66 32 44 73
Link Distance (ft)352 598 363 889
Upstream Blk Time (%)0
Queuing Penalty (veh)0
Storage Bay Dist (ft)45 100 100 100 100
Storage Blk Time (%)1 25 0 6 0 0
Queuing Penalty (veh)5 25 0 3 0 0
Intersection: 9: Access 6 & University Blvd
Movement WB NB
Directions Served L LR
Maximum Queue (ft)52 47
Average Queue (ft)14 17
95th Queue (ft)41 39
Link Distance (ft)514
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)100
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 10: 5th West & University Blvd
Movement EB EB EB WB WB NB NB SB SB
Directions Served L T R L TR L TR L TR
Maximum Queue (ft)96 196 56 29 199 97 23 32 149
Average Queue (ft)34 84 13 4 89 36 6 3 72
95th Queue (ft)68 156 43 20 155 77 20 19 122
Link Distance (ft)563 472 518 702
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)75 75 95 100 100
Storage Blk Time (%)0 6 5 1 2
Queuing Penalty (veh)2 8 0 0 0
Queuing and Blocking Report 2040 Total Traffic AM Mitigations
2040 Total Traffic AM Mitigations Tamana Fields
SimTraffic Report
Page 4
Intersection: 11: Yellowstone Highway & Access 1
Movement WB NB SB
Directions Served LR TR L
Maximum Queue (ft)76 6 53
Average Queue (ft)37 0 17
95th Queue (ft)61 4 46
Link Distance (ft)262 248
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)100
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 12: Mikan Drive & Access 5
Movement EB WB
Directions Served LTR LTR
Maximum Queue (ft)66 74
Average Queue (ft)30 33
95th Queue (ft)57 58
Link Distance (ft)255 242
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 134
Queuing and Blocking Report 2040 Total Traffic PM Mitigations
2040 Total Traffic PM Mitigations Tamana Fields
SimTraffic Report
Page 1
Intersection: 3: Golden Beauty Drive & University Blvd
Movement EB EB EB WB WB WB NB SB
Directions Served L T TR L T TR R R
Maximum Queue (ft)51 194 50 102 11 15 178 103
Average Queue (ft)16 13 3 33 0 1 61 46
95th Queue (ft)41 104 37 79 11 8 147 83
Link Distance (ft)375 375 443 443 239 379
Upstream Blk Time (%)0 2
Queuing Penalty (veh)0 0
Storage Bay Dist (ft)130 100
Storage Blk Time (%)1 1 0
Queuing Penalty (veh)0 8 0
Intersection: 4: Yellowstone Highway & University Blvd
Movement EB EB EB EB WB WB WB NB NB NB SB SB
Directions Served L L T TR L T TR L T TR L T
Maximum Queue (ft)209 270 427 355 149 243 248 174 203 223 188 204
Average Queue (ft)158 209 217 153 53 155 166 78 121 120 86 117
95th Queue (ft)232 286 369 292 107 219 230 142 184 198 151 184
Link Distance (ft)443 443 316 316 366 366 974
Upstream Blk Time (%)0 0 0 0
Queuing Penalty (veh)2 0 0 0
Storage Bay Dist (ft)150 150 120 110 110
Storage Blk Time (%)4 24 19 0 19 5 13 8 12
Queuing Penalty (veh)16 98 108 1 19 8 17 13 18
Intersection: 4: Yellowstone Highway & University Blvd
Movement SB SB
Directions Served T R
Maximum Queue (ft)251 213
Average Queue (ft)77 124
95th Queue (ft)171 200
Link Distance (ft)974
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)100
Storage Blk Time (%)1 14
Queuing Penalty (veh)7 23
Queuing and Blocking Report 2040 Total Traffic PM Mitigations
2040 Total Traffic PM Mitigations Tamana Fields
SimTraffic Report
Page 2
Intersection: 5: Access 2 & University Blvd
Movement EB EB EB WB WB WB NB SB
Directions Served L T TR L T TR LTR LTR
Maximum Queue (ft)90 16 21 59 10 12 196 116
Average Queue (ft)34 1 1 18 0 0 93 43
95th Queue (ft)69 10 12 46 8 8 190 94
Link Distance (ft)316 316 129 129 191 283
Upstream Blk Time (%)7
Queuing Penalty (veh)0
Storage Bay Dist (ft)100 100
Storage Blk Time (%)0
Queuing Penalty (veh)1
Intersection: 6: Tamana Drive & University Blvd
Movement EB EB EB B14 B14 WB WB NB SB
Directions Served L T R T T L TR LTR LTR
Maximum Queue (ft)69 15 18 8 9 58 25 150 293
Average Queue (ft)28 0 1 0 0 19 1 50 160
95th Queue (ft)60 15 12 8 9 47 11 120 322
Link Distance (ft)138 138 129 129 304 261 298
Upstream Blk Time (%)0 12
Queuing Penalty (veh)0 0
Storage Bay Dist (ft)100 100
Storage Blk Time (%)0
Queuing Penalty (veh)0
Intersection: 7: Access 4 & University Blvd
Movement EB EB WB NB SB
Directions Served T R L LTR R
Maximum Queue (ft)3 10 52 47 60
Average Queue (ft)0 1 18 15 19
95th Queue (ft)3 6 46 36 44
Link Distance (ft)304 264 299
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)100 100
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report 2040 Total Traffic PM Mitigations
2040 Total Traffic PM Mitigations Tamana Fields
SimTraffic Report
Page 3
Intersection: 8: Mikan Drive & University Blvd
Movement EB EB EB WB WB NB NB SB SB
Directions Served L T R L TR L TR L TR
Maximum Queue (ft)109 277 200 124 358 174 84 61 86
Average Queue (ft)77 153 41 44 184 93 29 21 35
95th Queue (ft)127 243 119 114 310 159 66 50 70
Link Distance (ft)342 596 392 889
Upstream Blk Time (%)0
Queuing Penalty (veh)0
Storage Bay Dist (ft)45 100 100 100 100
Storage Blk Time (%)19 30 0 0 21 9 0 0 0
Queuing Penalty (veh)129 75 0 0 15 10 0 0 0
Intersection: 9: Access 6 & University Blvd
Movement EB WB NB
Directions Served R L LR
Maximum Queue (ft)10 73 138
Average Queue (ft)0 26 47
95th Queue (ft)7 59 101
Link Distance (ft)321
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)100 100
Storage Blk Time (%)0
Queuing Penalty (veh)0
Intersection: 10: 5th West & University Blvd
Movement EB EB EB WB WB NB NB SB SB
Directions Served L T R L TR L TR L TR
Maximum Queue (ft)201 297 106 56 423 170 21 40 182
Average Queue (ft)118 108 21 6 219 62 3 8 88
95th Queue (ft)189 212 63 38 364 128 15 31 152
Link Distance (ft)565 472 518 702
Upstream Blk Time (%)0
Queuing Penalty (veh)0
Storage Bay Dist (ft)75 75 95 100 100
Storage Blk Time (%)29 10 0 28 5 6
Queuing Penalty (veh)200 40 0 2 0 1
Queuing and Blocking Report 2040 Total Traffic PM Mitigations
2040 Total Traffic PM Mitigations Tamana Fields
SimTraffic Report
Page 4
Intersection: 11: Yellowstone Highway & Access 1
Movement WB NB SB
Directions Served LR TR L
Maximum Queue (ft)163 13 68
Average Queue (ft)66 0 25
95th Queue (ft)118 7 57
Link Distance (ft)262 248
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)100
Storage Blk Time (%)0
Queuing Penalty (veh)0
Intersection: 12: Mikan Drive & Access 5
Movement EB WB SB
Directions Served LTR LTR LTR
Maximum Queue (ft)101 109 6
Average Queue (ft)49 53 0
95th Queue (ft)83 89 4
Link Distance (ft)240 219 392
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 813