HomeMy WebLinkAboutBLOOM FILING SIX - PDP230017 - SUBMITTAL DOCUMENTS - ROUND 2 - Traffic Study DELICH Bloom, Filing 1 TIS, May 2024 ASSOCIATES
TABLE OF CONTENTS
I. INTRODUCTION ........................................................................................................ 1
II. EXISTING CONDITIONS .......................................................................................... 2
Land Use ......................................................................................................................... 2
Roads .............................................................................................................................. 2
Existing Traffic ................................................................................................................. 5
Existing Operation ........................................................................................................... 5
Pedestrians Facilities ...................................................................................................... 5
Bicycle Facilities .............................................................................................................. 9
Transit Facilities .............................................................................................................. 9
III. PROPOSED DEVELOPMENT ............................................................................... 10
Trip Generation ............................................................................................................. 10
Trip Distribution ............................................................................................................. 10
Background Traffic Projections ..................................................................................... 10
Traffic Assignment......................................................................................................... 16
Total Traffic ................................................................................................................... 16
Signal Warrants ............................................................................................................. 16
Geometry ...................................................................................................................... 16
Operations Analysis ...................................................................................................... 22
Queuing Analysis .......................................................................................................... 22
Pedestrian Level of Service ........................................................................................... 29
Bicycle Level of Service ................................................................................................ 30
Transit Level of Service ................................................................................................. 30
IV. CONCLUSIONS/RECOMMENDATIONS .............................................................. 31
LIST OF TABLES
1. Current Peak Hour Operation .................................................................................... 8
2. Trip Generation ....................................................................................................... 12
3. Short Range (2028) Background Peak Hour Operation .......................................... 23
4. Long Range (2045) Background Peak Hour Operation ........................................... 24
5. Short Range (2028) Total Peak Hour Operation ..................................................... 25
6. Long Range (2045) Total Peak Hour Operation ...................................................... 26
DELICH Bloom, Filing 1 TIS, May 2024 ASSOCIATES
LIST OF FIGURES
1. Site Location ............................................................................................................. 3
2. Existing Intersection Geometry.................................................................................. 4
3. Recent Peak Hour Traffic ......................................................................................... 6
4. Averaged/Balanced and Synthesized Recent Peak Hour Traffic .............................. 7
5. Site Plan .................................................................................................................. 11
6. Trip Distribution ....................................................................................................... 13
7. Short Range (2028) Background Peak Hour Traffic ................................................ 14
8. Long Range (2045) Background Peak Hour Traffic................................................. 15
9. Site Generated Peak Hour Traffic ........................................................................... 17
10. Short Range (2028) Total Peak Hour Traffic ........................................................... 18
11. Long Range (2045) Total Peak Hour Traffic ............................................................ 19
12. Short Range (2028) Geometry ................................................................................ 20
13. Long Range (2045) Geometry ................................................................................. 21
14. Queuing Plan .......................................................................................................... 27
APPENDICES
A. Study Limits/Base Assumptions Form
B. Recent Peak Hour Traffic Counts
C. Current Peak Hour Operation/Level of Service Descriptions
D. Short Range (2028) Background Peak Hour Operation
E. Long Range (2045) Background Peak Hour Operation
F. Short Range (2028) Total Peak Hour Operation
G. Long Range (2045) Total Peak Hour Operation
H. Pedestrian/Bicycle Level of Service
DELICH Bloom, Filing 1 TIS, May 2024 ASSOCIATES Page 1
I. INTRODUCTION
This Transportation Impact Study (TIS) addresses the capacity, geometric, and
control requirements for the proposed Bloom, Filing 1 development. The proposed Bloom,
Filing 1 development is located north of Mulberry Street and the North Frontage Road,
and west of Greenfields Court in Fort Collins, Colorado. This TIS addresses both the short
range (2028) and the long range (2045) futures.
During the course of this analysis, numerous contacts were made with City staff,
the project developer (TDC Development), and the project planning consultant
(Planscapes Design Group). Since this land is within the City of Fort Collins, the traffic
impact study guidelines for Fort Collins, as contained in the “Larimer County Urban Area
Street Standards” (LCUASS) were used. The study involved the following steps:
- Collect physical, traffic, and development data;
- Perform trip generation, trip distribution, and trip assignment;
- Determine peak hour traffic volumes;
- Conduct capacity and operational level of service analyses on key intersections;
- Analyze signal warrants and geometric requirements.
The following intersections, as agreed to in the scoping discussions, were
addressed in this traffic study: Mulberry/Greenfields, Greenfields/N. Frontage Road, and
N. Frontage Road/Site Access intersections. Appendix A contains the Transportation
Impact Study Base Assumptions form and related attachments for the Bloom, Filing 1
development.
This TIS addresses staff comments related to the “Bloom, Filing 1 Transportation
Impact Study,” dated December 2023, and discussions with City staff and CDOT staff
related to the direct access to/from Mulberry Street )SH14) and the N. Frontage Road.
DELICH Bloom, Filing 1 TIS, May 2024 ASSOCIATES Page 2
II. EXISTING CONDITIONS
The location of the Bloom, Filing 1 site is shown in Figure 1. It is important that a
thorough understanding of the existing conditions be presented.
Land Use
The project site is currently vacant. The land surrounding the site consists of
primarily commercial and residential uses. There are commercial uses to the west and
east of the site. There are residential uses and developing residential uses to the north,
northwest, and south of the site. The center of Fort Collins lies to the west of the Bloom,
Filing 1 site.
Roads
The primary streets near the Bloom, Filing 1 site are Mulberry Street, Greenfields
Court, and the N. Frontage Road. The existing geometry and control at the Mulberry/
Greenfields, Greenfields/N. Frontage Road, Mulberry/RT Access, and N. Frontage Road/
RT Access intersections is shown in Figure 2.
Mulberry Street is to the south of the Bloom, Filing 1 site. It is an east-west street
designated as a six-lane arterial street on the Fort Collins Master Street Plan. Currently,
Mulberry Street has a four-lane cross section, with grass center median, and an existing
posted speed of 45 mph. At the Mulberry/Greenfields intersection, Mulberry Street has
eastbound and westbound left-turn lanes, two through lanes in each direction, and
eastbound and westbound right-turn lanes. There are also short eastbound and
westbound right-turn acceleration lanes. The Mulberry/Greenfields intersection has
signal control. At the Mulberry/RT Access intersection, Mulberry Street has two
westbound through lanes and a westbound right-turn lane. There is also a short
westbound right-turn acceleration lane. The Mulberry/RT Access intersection has stop
sign control on the RT Access. This RT Access is to be closed with this development
proposal. This is consistent with the SH14 Access Control Plan.
Greenfields Court is a north-south street designated as a two-lane arterial street,
north of Mulberry Street, on the Fort Collins Master Street Plan. Greenfields Court is
designated as a collector street, south of Mulberry Street. At the Mulberry/Greenfields
intersection, Greenfields Court has northbound and southbound left-turn lanes and
combined northbound and southbound through/right-turn lanes. Currently, Greenfields
Court is under construction to build a roundabout at the Greenfields/N. Frontage Road
intersection. At the time of the traffic counts, the Greenfields/N. Frontage Road
intersection had stop sign control on Greenfields Court.
The N. Frontage Road is to the south of (adjacent to) the Bloom, Filing 1 site. The
N. Frontage Road is designated as a collector street on the Fort Collins Master Street
Plan. At the time of the traffic counts, the Greenfields/N. Frontage Road intersection had
N RAILROAD
Mulberry
25
N. Frontage Rd.
S
u
m
m
it
V
i
e
w
Gr
e
e
n
f
i
e
l
d
s
SCALE: 1"=2000'
SITE LOCATION Figure 1
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ASSOCIATES Bloom, Filing 1 TIS, May 2024
Page 3
EXISTING INTERSECTION GEOMETRY Figure 2
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ASSOCIATES Bloom, Filing 1 TIS, May 2024
Page 4
Gr
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n
f
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l
d
s
- Denotes Lane
- Right-turn Acceleration Lane
Mulberry
N. Frontage Rd.
ST
O
P
ST
O
P
STOP
DELICH Bloom, Filing 1 TIS, May 2024 ASSOCIATES Page 5
stop sign control on Greenfields Court. At the N. Frontage Road/RT Access intersection,
there is stop sign control on the N. Frontage Road. The N. Frontage Road is posted at
35 mph.
Existing Traffic
Recent peak hour traffic volumes at the Mulberry/Greenfields, Greenfields/N.
Frontage Road, Mulberry/RT Access, and N. Frontage Road/RT Access intersections are
shown in Figure 3. The counts at the Mulberry/Greenfields intersection were obtained in
June 2022 by the City of Fort Collins. The counts at the Greenfields/N. Frontage Road
intersection were obtained from the “Bloom Master Traffic Impact Study,” dated January
2022. At the time of this TIS, the Greenfields/N. Frontage Road intersection was under
construction, rebuilding the intersection with a roundabout. This construction also had
the N. Frontage Road closed between Greenfields Court and just east of the RT Access
intersection. Therefore, recent traffic counts could not be obtained. In order to synthesize
traffic counts at the Mulberry/RT Access and N. Frontage Road/RT Access intersections,
the link volumes on the N. Frontage Road were reviewed and a rough trip generation for
the land uses along the N. Frontage Road was calculated. The averaged/balanced and
synthesized recent peak hour traffic are shown in Figure 4.
Existing Operation
The Mulberry/Greenfields, Greenfields/N. Frontage Road, Mulberry/RT Access,
and N. Frontage Road/RT Access intersections were evaluated, and the peak hour
operation is displayed in Table 1. Calculation forms are provided in Appendix C. The key
intersections currently meet the Fort Collins operational criteria with existing control,
signal timing, and geometry. The existing signal timing was used at the
Mulberry/Greenfields intersection. The intersections were evaluated using techniques
provided in the Highway Capacity Manual, 6th Edition. A description of level of service for
signalized and unsignalized intersections from the Highway Capacity Manual, 6th Edition
and a table showing the Fort Collins Motor Vehicle LOS Standards (Intersections) are
also provided in Appendix C. At signalized intersections, acceptable operation is
considered to be at level of service D overall and level of service E for any approach leg or
movement. Acceptable operation is considered to be at level of service D overall and level
of service F for any approach leg at unsignalized intersections.
Pedestrian Facilities
There are no sidewalks in the area of the Bloom, Filing 1 site. There are some
developing pedestrian facilities south of Mulberry Street. Pedestrian facilities will be built
with the reconstruction and extension of Greenfields Court with the Bloom, Filing 2, 3,
and 4 projects.
RECENT PEAK HOUR TRAFFIC Figure 3
DELICH
ASSOCIATES Bloom, Filing 1 TIS, May 2024
Page 6
99
/
1
1
6
11
/
1
4
62
/
4
2
27/23
986/1824
89/74
63/66
1595/1309
7/941
/
6
9
8/
1
4
9/
1
9
15/33
10/13
53/77
12/7
3/
5
24
/
3
6
Mulberry
N . F ront age R d.
Gr
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n
f
i
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l
d
s
AM/PM
AVERAGED/BALANCED AND SYNTHESIZED
RECENT PEAK HOUR TRAFFIC Figure 4
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ASSOCIATES Bloom, Filing 1 TIS, May 2024
Page 7
AM/PM
99
/
1
1
6
10
/
1
3
62
/
4
2
24/22
986/1824
89/74
63/66
1595/1309
6/945
/
7
2
8/
1
4
10
/
2
0
N. Frontage Rd.
Mulberry
Gr
e
e
n
f
i
e
l
d
s
4/8
2/8
12/19
4/2
22
/
9
14
/
8
1668/1428
1099/1920
36/17
16
/
2
7
14/32
10/13
49/74
12/7
4/
5
36
/
3
9
DELICH Bloom, Filing 1 TIS, May 2024 ASSOCIATES Page 8
TABLE 1
Current Peak Hour Operation
Intersection Movement Level of Service
AM PM
Mulberry/Greenfields
(signal)
EB LT A A
EB T A B
EB RT A A
EB APPROACH A B
WB LT A B
WB T B A
WB RT A A
WB APPROACH B A
NB LT D E
NB T/RT D D
NB APPROACH D E
SB LT D D
SB T/RT D D
SB APPROACH D D
OVERALL B B
Greenfields/N. Frontage Road
(stop sign)
NB LT/RT A A
WB LT/T A A
OVERALL A A
Mulberry/RT Access
(RT-in/RT-out) SB RT B B
N. Frontage Road/RT Access
(stop sign)
EB T/RT A A
WB LT/T A A
NB LT/RT A A
OVERALL A A
DELICH Bloom, Filing 1 TIS, May 2024 ASSOCIATES Page 9
Bicycle Facilities
Bicycles use the wide shoulders on Mulberry Street. There are bicycle lanes along
Greenfields Court, south of Mulberry Street. Bicycle facilities will be included with the
reconstruction and extension of Greenfields Court with the Bloom, Filing 2, 3, and 4
projects.
Transit Facilities
Currently, this area of Fort Collins is served by Transfort Route 14 service on the
S. Frontage Road, Greenfields Court, and the N. Frontage Road.
DELICH Bloom, Filing 1 TIS, May 2024 ASSOCIATES Page 10
III. PROPOSED DEVELOPMENT
The proposed Bloom, Filing 1 will consist of a fast-food restaurant, a one window
drive-thru coffee shop with no indoor seating, an automated car wash, and an
approximately 4,500 square foot paint/hardware store. Figure 5 shows a site plan of the
proposed Bloom, Filing 1 site. The short range analysis (Year 2028) includes
development of the proposed Bloom, Filing 1 site and an appropriate increase in
background traffic due to normal growth and other potential developments in the area.
The long range analysis year is considered to be 2045. Access to the Bloom, Filing 1
site will be via one proposed full-movement access to/from the N. Frontage Road.
Trip Generation
Trip generation is important in considering the impact of a development on the
existing and proposed street system. Trip Generation, 11th Edition, ITE was used to
determine the trips that would be generated by the Bloom, Filing 1 development. A trip
is defined as a one-way vehicle movement from origin to destination. Table 2 shows the
expected trip generation from the site on a daily and peak hour basis. The trip generation
for full development of Bloom, Filing 1 site resulted in 3,992 daily trip ends, 405 morning
peak hour trip ends, and 323 afternoon peak hour trip ends. Pass-by rates for the peak
hours were applied according to the Trip Generation Handbook, 3rd Edition, ITE.
Trip Distribution
Trip distribution for the Bloom, Filing 1 site was estimated using knowledge of the
existing and planned street system, existing traffic patterns, development trends, and
engineering judgment. Figure 6 shows the trip distribution for the short range (2028) and
long range (2045) analysis futures. The trip distribution was agreed to by City of Fort
Collins staff in the scoping discussions.
Background Traffic Projections
Background traffic projections for the short range (2028) and long range (2045)
future horizons were developed by factoring the volumes on Mulberry Street by
approximately two percent per year. In addition to this, site traffic from Bloom, Filing 2,
3, and 4 were added to the traffic forecasts in the short range (2028) future. Site traffic
from the Bloom Master TIS was used for the long range (2045) traffic projections. Figures
7 and 8 respectively show the short range (2028) and long range (2045) background peak
hour traffic at the Mulberry/Greenfields and Greenfields/N. Frontage Road intersections.
SCALE: 1"=100'
SITE PLAN Figure 5
DELICH
ASSOCIATES Bloom, Filing 1 TIS, May 2024
Page 11
DETENTION
18
18 18
21
9
6
70
6
'
C
A
R
S
T
A
C
K
I
N
G
62
8
'
C
A
R
S
T
A
C
K
I
N
G
135' TO ORDER POINT
NO PARKINGNO PARKINGNO PARKING STOPSTOP
RETAIL
±4,500 SF
T
67,867 Square Feet
17
DELICH Bloom, Filing 1 TIS, May 2024 ASSOCIATES Page 12
TABLE 2
Trip Generation
Code Use Size AWDTE AM Peak Hour PM Peak Hour
Rate Trips Rate In Rate Out Rate In Rate Out
934
Fast Food
Restaurant with
Drive-Thru
5.853
KSF 467.48 2736 22.75 133 21.86 128 17.18 100 15.85 93
937
Coffee/Donut
Shop with Drive-
Thru
0.7
KSF 533.57 374 43.80 31 42.08 29 19.495 13 19.495 14
816 Hardware/Paint
Store
4.5
KSF 8.07 36 0.50 2 0.42 2 1.37 6 1.61 7
948 Automated Car
Wash
1
Tunnel Est. 686 Est. 27 Est. 27 38.75 39 38.75 39
Total 3992 206 199 164 159
TRIP DISTRIBUTION Figure 6
DELICH
ASSOCIATES Bloom, Filing 1 TIS, May 2024
Page 13
5%
30%
5%
45%
10
%
5%
Mulberry
N. Frontage Rd.
Gr
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f
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d
s
DETENTION
STOPSTOP
RETAIL
±4,500 SF
67,867 Square Feet
AM/PM
SHORT RANGE (2028) BACKGROUND
PEAK HOUR TRAFFIC Figure 7
DELICH
ASSOCIATES Bloom, Filing 1 TIS, May 2024
Page 14
10
2
/
1
2
0
10
/
1
3
64
/
4
3
41/75
1121/2063
92/76
65/68
1807/1486
103/22622
5
/
1
9
3
8/
1
4
73
/
7
9
40
/
2
2
77
/
2
5
2
37
/
4
0
0/0
10/13
30/60
50/76
12/7
0/00/
0
22
6
/
1
5
0
0/
0
Gr
e
e
n
f
i
e
l
d
s
Mulberry
N . F ront age R d.
LONG RANGE (2045) BACKGROUND
PEAK HOUR TRAFFIC Figure 8
DELICH
ASSOCIATES Bloom, Filing 1 TIS, May 2024
Page 15
11
0
/
1
3
0
15
/
1
5
70
/
5
0
170/335
1410/2555
100/80
70/75
2370/1735
295/58040
0
/
4
7
5
10
/
1
5
18
0
/
4
0
0
45
/
3
0
40
0
/
8
6
0
35
/
4
0
5/5
10/15
35/65
55/80
15/10
15/2510
/
2
0
50
0
/
7
4
5
5/
5
Gr
e
e
n
f
i
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l
d
s
Mulberry
N . F ront age R d.
AM/PM
Rounded to Nearest
5 Vehicles
DELICH Bloom, Filing 1 TIS, May 2024 ASSOCIATES Page 16
Traffic Assignment
Trip assignment is the product of both the trip generation and trip distribution
processes. Figure 9 shows the site generated peak hour traffic at the Mulberry/
Greenfields, Greenfields/N. Frontage Road, and N. Frontage Road/Site Access
intersections.
Total Traffic
The traffic volumes generated by the proposed Bloom, Filing 1 development were
added to the background traffic volumes to produce the total traffic volume forecasts for
the short range (2028) and long range (2045) futures. Figures 10 and 11 show the
respective short range (2028) and long range (2045) total peak hour traffic at the
Mulberry/Greenfields, Greenfields/N. Frontage Road, and N. Frontage Road/Site Access
intersections.
Signal Warrants
As a matter of policy, traffic signals are not installed at any location until such time
that signal installation warrants are met according to the Manual on Uniform Traffic
Control Devices. The Mulberry/Greenfields intersection is currently signalized. The
Greenfields/N. Frontage Road intersection will have roundabout control in the near future.
For the streets in the vicinity of the Bloom, Filing 1 site, four hour and/or eight hour signal
warrants are applicable. These warrants require much data and are applied when the traffic
is actually on the area road system. There will be no additional signalized intersections.
Geometry
Figures 12 and 13 respectively show schematics of the short range (2028) and long
range (2045) geometry. The “Bloom Master Traffic Impact Study (BMTIS),” dated January
2022, shows that Mulberry Street will have three through lanes in each direction by the
short range year of 2023. However, it is unclear when Mulberry Street will be expanded
to a six-lane facility. Therefore, Mulberry Street is shown with its existing geometry for
the short range (2028) future. With Bloom, Filing 2, 3, and 4, the southbound approach at
the Mulberry/Greenfields intersection shows dual left-turn lanes, one through lane, and a
right-turn lane. A westbound right-turn deceleration lane will be required at the N.
Frontage Road/Site Access intersection. According to the State Highway Access Code,
the right-turn deceleration lane for the N. Frontage Road should include bay taper and
storage. The westbound right turns entering the site will not be stopped. Therefore, storage
is not necessary. It is recommended that the bay taper begin at/near the east property line
of the site and extend for 120 feet (taper ratio = 10:1) to the west. The remainder
(approximately 125 feet) will be the 12-foot lane to the site access driveway. In the long
range (2045) future, Mulberry Street was assumed to have three through lanes in each
AM/PM
SITE GENERATED
PEAK HOUR TRAFFIC Figure 9
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ASSOCIATES Bloom, Filing 1 TIS, May 2024
Page 17
16
7
/
1
3
5
-3
/
-
4
12/13
4/4
165/132
4/5
-6
/
-
3
17
/
1
3
N. Frontage Rd.5/5
188/153
18
1
/
1
4
9
5/
4
Si
e
A
c
c
e
s
s
74
/
7
3
5/
5
5/
6
62/59
-31/-31
-51/-22
Gr
e
e
n
f
i
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l
d
s
Mulberry
80
/
5
1
97/66
AM/PM
SHORT RANGE (2028) TOTAL
PEAK HOUR TRAFFIC Figure 10
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ASSOCIATES Bloom, Filing 1 TIS, May 2024
Page 18
N. Frontage Rd.
Si
e
A
c
c
e
s
s
Gr
e
e
n
f
i
e
l
d
s
Mulberry
26/21
5/5
6/16
188/153
18
1
/
1
4
9
5/
4
10
2
/
1
2
0
15
/
1
9
64
/
4
3
105/134
1090/2032
92/76
65/68
1756/1464
200/29229
9
/
2
6
6
13
/
1
9
15
3
/
1
3
0
20
7
/
1
5
7
74
/
2
4
8
37
/
4
0
12/13
14/17
195/192
50/76
16/12
0/00/
0
22
0
/
1
4
7
17
/
1
3
LONG RANGE (2045) TOTAL
PEAK HOUR TRAFFIC Figure 11
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ASSOCIATES Bloom, Filing 1 TIS, May 2024
Page 19
N. Frontage Rd.
Si
e
A
c
c
e
s
s
Gr
e
e
n
f
i
e
l
d
s
Mulberry
30/15
5/5
10/20
190/155
18
0
/
1
5
0
5/
5
11
0
/
1
3
0
20
/
2
0
70
/
5
0
230/395
1380/2525
100/80
70/75
2320/1715
395/64547
5
/
5
5
0
15
/
2
0
26
0
/
4
5
0
21
0
/
1
6
5
39
5
/
8
5
5
35
/
4
0
15/20
15/20
200/195
55/80
20/15
15/2510
/
2
0
49
5
/
7
4
0
25
/
2
0
AM/PM
Rounded to Nearest
5 Vehicles
SHORT RANGE (2028) GEOMETRY Figure 12
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ASSOCIATES Bloom, Filing 1 TIS, May 2024
Page 20
- Denotes Lane
- Right-turn Acceleration Lane
STOP
N. Frontage Rd.
Si
e
A
c
c
e
s
s
Mulberry
Gr
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n
f
i
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l
d
s
LONG RANGE (2045) GEOMETRY Figure 13
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ASSOCIATES Bloom, Filing 1 TIS, May 2024
Page 21
- Denotes Lane
- Right-turn Acceleration Lane
STOP
N. Frontage Rd.
Si
e
A
c
c
e
s
s
Mulberry
Gr
e
e
n
f
i
e
l
d
s
DELICH Bloom, Filing 1 TIS, May 2024 ASSOCIATES Page 22
direction. In addition to this, dual eastbound left-turn lanes are warranted at the Mulberry/
Greenfields intersection. These dual eastbound left-turn lanes were not shown in the
BMTIS, even though the volumes and operation indicate otherwise. This will require two
receiving lanes on Greenfields Court.
Operation Analysis
Operation analyses were performed at the Mulberry/Greenfields, Greenfields/N.
Frontage Road, and N. Frontage Road/Site Access intersections. The operations
analyses were conducted for the short range future, reflecting a year 2028 condition, and
the long range future, reflecting a year 2045 condition.
Table 3 shows the short range (2028) background peak hour operation at the
Mulberry/Greenfields and Greenfields/N. Frontage Road intersections. The key
intersections meet the Fort Collins level of service standards in the peak hours.
Calculation forms for these analyses are provided in Appendix D.
Table 4 shows the long range (2045) background peak hour operation at the
Mulberry/Greenfields and Greenfields/N. Frontage Road intersections. The key
intersections meet the Fort Collins level of service standards in the peak hours.
Calculation forms for these analyses are provided in Appendix E.
Using the traffic volumes shown in Figure 10, Table 5 shows the short range (2028)
total peak hour operation at the Mulberry/Greenfields, Greenfields/N. Frontage Road, and
N. Frontage Road/Site Access intersections. Calculation forms for these analyses are
provided in Appendix F. The key intersections meet the Fort Collins level of service
standards in the peak hours with the recommended control and geometry.
Using the traffic volumes shown in Figure 11, Table 6 shows the long range (2045)
total peak hour operation at the Mulberry/Greenfields, Greenfields/N. Frontage Road, and
N. Frontage Road/Site Access intersections. Calculation forms for these analyses are
provided in Appendix G. The key intersections meet the Fort Collins level of service
standards in the peak hours with the recommended control and geometry.
Queuing Analysis
Figure 14 shows the queuing plan for the fast-food restaurant, coffee shop, and
the car wash. The highest trip generation occurs in the morning peak hour for the fast-
food restaurant and coffee shop. The highest trip generation occurs in the afternoon peak
hour for the car wash. These hours were used in the following analyses.
According to the site plan for the fast-food restaurant, the single lane drive-thru
aisle from the service window is approximately 90 feet long and can accommodate four
vehicles at a spacing of 23.5 feet per vehicle (front bumper to front bumper). The outside
DELICH Bloom, Filing 1 TIS, May 2024 ASSOCIATES Page 23
TABLE 3
Short Range (2028) Background Peak Hour Operation
Intersection Movement Level of Service
AM PM
Mulberry/Greenfields
(signal)
EB LT C B
EB T B C
EB RT A A
EB APPROACH B C
WB LT A C
WB T C B
WB RT A A
WB APPROACH C B
NB LT D D
NB T/RT D E
NB APPROACH D D
SB LT D D
SB T D D
SB RT A A
SB APPROACH D D
OVERALL C C
Greenfields/N. Frontage Road
(roundabout)
EB APPROACH A A
WB APPROACH A A
NB APPROACH A A
SB APPROACH A A
OVERALL A A
DELICH Bloom, Filing 1 TIS, May 2024 ASSOCIATES Page 24
TABLE 4
Long Range (2045) Background Peak Hour Operation
Intersection Movement Level of Service
AM PM
Mulberry/Greenfields
(signal)
EB LT E D
EB T B C
EB RT A B
EB APPROACH C C
WB LT D E
WB T C C
WB RT B B
WB APPROACH C C
NB LT D D
NB T/RT D E
NB APPROACH D D
SB LT D D
SB T D D
SB RT A A
SB APPROACH D D
OVERALL C C
Greenfields/N. Frontage Road
(roundabout)
EB APPROACH A A
WB APPROACH A B
NB LT/T A B
NB RT A A
NB APPROACH A B
SB APPROACH A B
OVERALL A B
DELICH Bloom, Filing 1 TIS, May 2024 ASSOCIATES Page 25
TABLE 5
Short Range (2028) Total Peak Hour Operation
Intersection Movement Level of Service
AM PM
Mulberry/Greenfields
(signal)
EB LT D B
EB T B C
EB RT A A
EB APPROACH B C
WB LT B C
WB T C B
WB RT A A
WB APPROACH C B
NB LT D D
NB T/RT E E
NB APPROACH D D
SB LT D D
SB T D D
SB RT A A
SB APPROACH D D
OVERALL C C
Greenfields/N. Frontage Road
(roundabout)
EB APPROACH A A
WB APPROACH A A
NB APPROACH A A
SB APPROACH A A
OVERALL A A
N. Frontage Road/Site Access
(stop sign)
SB LT/RT A A
EB LT A A
OVERALL A A
DELICH Bloom, Filing 1 TIS, May 2024 ASSOCIATES Page 26
TABLE 6
Long Range (2045) Total Peak Hour Operation
Intersection Movement Level of Service
AM PM
Mulberry/Greenfields
(signal)
EB LT D E
EB T B C
EB RT B B
EB APPROACH C D
WB LT D E
WB T D C
WB RT B C
WB APPROACH D C
NB LT D E
NB T/RT D E
NB APPROACH D E
SB LT D D
SB T D D
SB RT A A
SB APPROACH D D
OVERALL C D
Greenfields/N. Frontage Road
(roundabout)
EB APPROACH A B
WB APPROACH A B
NB LT/T A C
NB RT A A
NB APPROACH A C
SB APPROACH B C
OVERALL A C
N. Frontage Road/Site Access
(stop sign)
SB LT/RT A A
EB LT A A
OVERALL A A
SCALE: 1"=60'
QUEUING PLAN Figure 14
DELICH
ASSOCIATES Bloom, Filing 1 TIS, May 2024
Page 27
18
18 18
21
9
6
70
6
'
C
A
R
S
T
A
C
K
I
N
G
62
8
'
C
A
R
S
T
A
C
K
I
N
G
135' TO ORDER POINT
NO
PARKING
NO
PARKING
NO
PARKING STOPSTOP
RETAIL
±4,500 SF
T
17
DELICH Bloom, Filing 1 TIS, May 2024 ASSOCIATES Page 28
lane of the double drive-thru aisle is approximately 490 feet long and can accommodate
21 vehicles total. The inside lane of the double drive-thru aisle is approximately 440 feet
long and can accommodate 19 vehicles total. A total of 44 vehicles can be in the queue
without impacting the main parking lot. Service time data indicates that the average
service time at the window is 47.4 seconds (use 50.0 seconds). Observations indicate
that 60 percent of typical fast-food restaurants is drive-thru during the peak hours. To be
conservative, it was assumed that 75 percent of the trips would use the drive-thru (100
vehicles). In order to determine if the available 44 vehicle length queue is adequate, a
queuing analysis, as described in Chapter 8 of Transportation and Land Development,
ITE, 1988, was conducted. The results of the queuing analysis indicated that the 95th
percentile longest queue, during the morning peak hour, would need to accommodate 15
vehicles (14.43 vehicles) at one time. Since the available length can accommodate 44
vehicles with no impact external to the drive-thru lanes, it is concluded that the drive-thru
lane will accommodate the 95th percentile queue.
According to the site plan for the coffee shop, the single lane drive-thru aisle from
the service window is approximately 70 feet long and can accommodate three vehicles
at a spacing of 23.5 feet per vehicle (front bumper to front bumper). The outside lane of
the double drive-thru aisle is approximately 240 feet long and can accommodate 10
vehicles total. The inside lane of the double drive-thru aisle is approximately 220 feet
long and can accommodate nine vehicles total. Two additional vehicles can line up
behind the double drive-thru aisle. A total of 24 vehicles can be in the queue without
spilling out of the coffee shop parcel. The service time with respect to the queuing
analysis is the time spent at the service window. Based upon information obtained from
typical drive-thru coffee shops, service time data in the morning peak hour indicates that
the average service time at the window is 79.4.0 seconds (use 80.0 seconds). In order
to determine if the available 24 vehicle length queue is adequate, a queuing analysis, as
described in Chapter 8 of Transportation and Land Development, ITE, 1988, was
conducted. The results of the queuing analysis indicated that the 95th percentile longest
queue, during the morning peak hour, would need to accommodate 12 vehicles (11.41
vehicles) at one time. Since the available length can accommodate 10 vehicles with no
impact to the site, it is concluded that the drive-thru lane will accommodate the 95th
percentile queue.
The highest trip generation for the car wash occurs in the afternoon peak hour.
Therefore, the queuing analysis was performed for only the afternoon peak hour.
According to the site plan schematic, there will be a single drive aisle from the car wash
tunnel entrance, back approximately 145 feet. Beyond this single drive aisle, vehicles will
form three lanes. Each of these three drive aisles will be approximately 200 feet long.
Therefore, there is approximately 745 feet of vehicle queuing length available for the car
wash. This total queuing length can accommodate 33 vehicles at a length of 23.5 feet
per full-size vehicle (front bumper to front bumper). Based upon other tunnel car washes,
the service time through the tunnel is between two and five minutes, depending upon the
tunnel belt speed. To be conservative, an average service time of four minutes was used
for analysis purposes. In addition to this, a vehicle can be loaded into the car wash tunnel
every 20 feet. With a car wash tunnel of approximately 120 feet, it is calculated that five
vehicles can be in the car wash tunnel at any given time. However, to be conservative, it
DELICH Bloom, Filing 1 TIS, May 2024 ASSOCIATES Page 29
was assumed that three vehicles can be in the tunnel. With three vehicles able to be
serviced in the tunnel, the service time for each car wash becomes 80 seconds (4
minutes/3 vehicles) for the queuing analysis. In order to determine if the available 33
vehicle length queue (≈745 feet) is adequate, a queuing analysis, as described in Chapter
8 of Transportation and Land Development, ITE, 1988, was conducted. The results of
the queuing analysis indicated that the longest queue (95th percentile), during the
afternoon peak hour would need to accommodate 18.93 vehicles (say 19 vehicles) at one
time. Since the available queuing length can accommodate 33 vehicles, it is concluded
that the 95th percentile back of the queue will not extend beyond the queuing lanes.
Pedestrian Level of Service
Appendix H shows a map of the area that is within 1320 feet of the Bloom, Filing 1
site. The Bloom, Filing 1 site is located within an area termed as “activity center/corridor,”
which sets the level of service threshold at LOS B for all measured factors, except for
street crossings at LOS C. There are four destination areas within 1320 feet of the
proposed Bloom, Filing 1 site: 1) the commercial uses to the west of the site, 2) the
residential area to the north of the site, 3) the commercial uses to the south and southeast
of the site, and 4) the residential area to the south of the site. There are no sidewalks in
the area of the Bloom, Filing 1 site. There are some developing pedestrian facilities south
of Mulberry Street. Pedestrian facilities will be built with the reconstruction and extension
of Greenfields Court with the Bloom, Filing 2, 3, and 4 projects. Sidewalks will be built
throughout and adjacent to the development that will connect to nearby sidewalks along
built with the Bloom, Filing 2, 3, and 4 projects. However, there will still be areas within
the pedestrian influence area that lack sidewalks.
• Directness – The distance ratio to all pedestrian destinations is less than 1.2 (LOS
A), except destination 2. The directness for destination 2 is hindered by the ditch
to the north.
• Continuity – The continuity to all pedestrian destinations will not be acceptable,
due to the lack of sidewalks in this area.
• Street Crossings – The street crossings will be acceptable at LOS B for
destination areas 1 and 2. For destination areas 3 and 4, the LOS will be E
crossing Mulberry Street at the Mulberry/Greenfields signalized intersection.
There is no crosswalk striping and there is no pedestrian indicator on the signal
poles.
• Visual Interest and Amenity – The visual interest and amenity will be acceptable
at LOS B for destination areas 1 and 2. For destination areas 3 and 4, this area
lacks pedestrian facilities (LOS D range).
• Security – The security is acceptable at LOS B for destination area 2. For
destination areas 1, 3, and 4, the LOS will be C.
Given the location of the Bloom, Filing 1 site, it is doubtful that there will be any/many
pedestrian trips to this site.
DELICH Bloom, Filing 1 TIS, May 2024 ASSOCIATES Page 30
Bicycle Level of Service
Appendix H shows a map of the area that is within 1320 feet of the Bloom, Filing
1 site. Based upon Fort Collins bicycle LOS criteria, there is one destination area within
1320 feet of the Bloom, Filing 1 site: 1) the commercial uses to the south and southeast
of the site. A bicycle lane will be on the N. Frontage Road adjacent to the site. However,
the bicycle level of service will not be acceptable due to the lack of bicycle lanes on the N.
Frontage Road. The bicycle LOS Worksheet is provided in Appendix H. Bicycles use the
wide shoulders on Mulberry Street. There are bicycle lanes along Greenfields Court,
south of Mulberry Street. Bicycle facilities will be included with the reconstruction and
extension of Greenfields Court with the Bloom, Filing 2, 3, and 4 projects.
Transit Level of Service
Currently, this area of Fort Collins is served by Transfort Route 14 service on the
S. Frontage Road, Greenfields Court, and the N. Frontage Road.
DELICH Bloom, Filing 1 TIS, May 2024 ASSOCIATES Page 31
IV. CONCLUSIONS/RECOMMENDATIONS
This study assessed the transportation impacts associated with the development
of the Bloom, Filing 1 in Fort Collins, Colorado. This study analyzed the transportation
impacts in the short range (2028) and long range (2045) futures. As a result of these
analyses, the following is concluded:
• Development of the Bloom, Filing 1 site is feasible from a traffic engineering
standpoint. The trip generation for full development of the Bloom, Filing 1 site
resulted in 3,992 daily trip ends, 405 morning peak hour trip ends, and 323 afternoon
peak hour trip ends.
• Current operation at the Mulberry/Greenfields, Greenfields/N. Frontage Road,
Mulberry/RT Access, and N. Frontage Road/RT Access intersections is acceptable
based upon City of Fort Collins evaluation criteria.
• The Mulberry/Greenfields intersection is currently signalized. The Greenfields/N.
Frontage Road intersection will have roundabout control in the near future. The
Mulberry/RT Access, N. Frontage Road/RT Access, and N. Frontage Road/Site
Access intersections will not warrant signalization.
• Figures 12 and 13 respectively show schematics of the short range (2028) and long
range (2045) geometry.
• With short range (2028) traffic and the Bloom, Filing 1 development, the key
intersections meet the Fort Collins level of service standards in the peak hours with
the recommended/existing control and geometry.
• With long range (2045) traffic and the key intersections will meet the Fort Collins
level of service standards in the peak hours using the recommended control and
geometry.
• The results of the queuing analysis indicated that the 95th percentile longest queue,
during the morning peak hour, can be accommodated for the fast-food restaurant
ad the coffee shop. For the car wash, the queuing analysis indicated that the 95th
percentile longest queue, during the afternoon peak hour, can be accommodated.
• The pedestrian level of service will not be acceptable for many pedestrian
categories. There are no sidewalks in the area of the Bloom, Filing 1 site. There
are some developing pedestrian facilities south of Mulberry Street. Pedestrian
facilities will be built with the reconstruction and extension of Greenfields Court
with the Bloom, Filing 2, 3, and 4 projects. Sidewalks will be built throughout and
adjacent to the development that will connect to nearby sidewalks along built with
the Bloom, Filing 2, 3, and 4 projects. However, there will still be areas within the
pedestrian influence area that lack sidewalks. Transfort Route 16 provides service
on Harmony Road. Given the location of the Bloom, Filing 1 site, it is doubtful that
there will be any/many pedestrian trips to this site.
DELICH Bloom, Filing 1 TIS, May 2024 ASSOCIATES Page 32
• The bicycle level of service will not be acceptable due to the lack of bicycle lanes on
the N. Frontage Road. Bicycles use the wide shoulders on Mulberry Street. There
are bicycle lanes along Greenfields Court, south of Mulberry Street. Bicycle
facilities will be included with the reconstruction and extension of Greenfields Court
with the Bloom, Filing 2, 3, and 4 projects.
• Currently, this area of Fort Collins is served by Transfort Route 14 service on the
S. Frontage Road, Greenfields Court, and the N. Frontage Road.
APPENDIX A
Page 4-34 Larimer County Urban Area Street Standards – Repealed and Reenacted April 1, 2007
Adopted by Larimer County, City of Loveland, City of Fort Collins
Attachment “A”
Transportation Impact Study
Base Assumptions
Project Information
Project Name Bloom, Filing 1
Project Location Adjacent to the north frontage road of Mulberry Street, west of Greenfields
TIS Assumptions
Type of Study Full: Yes Intermediate:
MTIS: Memo:
Study Area Boundaries North: N. Frontage Rd. South: N. Frontage Rd.
East: Greenfields West: Site
Study Years Short Range: 2028 Long Range: 2045
Future Traffic Growth Rate 2% per year
Study Intersections 1. All access drives 5.
2. Greenfields/N. Frontage 6.
3. Mulberry/Greenfields 7.
4. 8.
Time Period for Study AM: 7:00-9:00 PM: 4:00-6:00 Sat Noon: N/A
Trip Generation Rates (see
attached)Per ITE
Trip Adjustment Factors Passby: Per ITE Captive Market: N/A
Trip Distribution (see attached) North 10% South 5% East 30% West 55%
Mode Split Assumptions N/A
Committed Roadway Improvements City Provide
Other Traffic Studies Bloom, Filing 2, 3, 4 (short range)
Bloom full build (long range)
Areas Requiring Special Study
Date: __October 4, 2023________________________________________
Traffic Engineer: __Delich Associates__________________________________________
Local Entity Engineer: __________________________________________________________
Mulberry Access from Frontage Rd
SSteven Gilchrist 10/18/2023
Coordination with CDOT will be required as an Access Permit will likely be
needed for this location onto the SH 14 (Mulberry) Frontage Road.
35%50%
Notes: See changes to trip distribution, additional intersections, and CDOT note.
Peakview (TIS provided)
N RAILROAD
Mulberry
25
N. Frontage Rd.
S
u
m
m
it
V
i
e
w
Gr
e
e
n
f
i
e
l
d
s
SCALE: 1"=2000'
SITE LOCATION Figure 1
DELICH
ASSOCIATES Bloom, Filing 1 TIS, October 2023
Page 3
SCALE: 1"=100'
SITE PLAN Figure 5
DELICH
ASSOCIATES Bloom, Filing 1 TIS, October 2023
Page 10
Page 4-34 Larimer County Urban Area Street Standards – Repealed and Reenacted April 1, 2007
Adopted by Larimer County, City of Loveland, City of Fort Collins
TABLE 2
Trip Generation
Code Use Size AWDTE AM Peak Hour PM Peak Hour
Rate Trips Rate In Rate Out Rate In Rate Out
934
Fast Food
Restaurant with
Drive-Thru
6.2
KSF 467.48 2898 22.75 141 21.86 136 17.18 106 15.85 99
937
Coffee/Donut
Shop with Drive-
Thru
2.36
KSF 533.57 1260 43.80 103 42.08 100 19.495 46 19.495 46
816 Hardware/Paint
Store
4.5
KSF 8.07 36 0.50 2 0.42 2 1.37 6 1.61 7
948 Automated Car
Wash
1
Tunnel Est. 686 Est. 27 Est. 27 38.75 39 38.75 39
822 Strip Retail Plaza
(<40 KSF)
4.5
KSF 54.45 246 1.42 6 0.94 5 3.295 15 3.295 15
Total 5126 279 270 212 206
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APPENDIX B
DELICH ASSOCIATES
2272 GLEN HAVEN DRIVE
LOVELAND, CO 80538
Phone: (970) 669-2061
TABULAR SUMMARY OF VEHICLE COUNTS
Date: 6/14/2022 Observer: Fort Collins
Day: Tuesday Jurisdiction: Fort Collins
R = right turn Intersection: Mulberry/Greenfields
S = straight
L = left turn
Time Northbound: Greenfields Southbound: Greenfields Total Eastbound: Mulberry Westbound: Mulberry Total Total
Begins L S R Total L S R Total north/south L S R Total L S R Total east/west All
7:30 29 2 14 45 8 2 2 12 57 6 270 24 300 18 446 4 468 768 825
7:45 32 1 25 58 7 2 2 11 69 8 252 24 284 16 496 0 512 796 865
8:00 15 3 12 30 13 1 3 17 47 8 259 21 288 18 318 2 338 626 673
8:15 23 5 11 39 13 3 2 18 57 5 205 20 230 11 335 1 347 577 634
7:30-8:30 99 11 62 172 41 8 9 58 230 27 986 89 1102 63 1595 7 1665 2767 2997
PHF 0.77 0.55 0.62 0.74 0.79 0.67 0.75 0.81 0.84 0.91 0.93 0.92 0.88 0.8 0.44 0.81 0.87
4:30 32 6 17 55 18 3 11 32 87 5 460 23 488 14 326 2 342 830 917
4:45 31 2 8 41 19 3 1 23 64 7 424 17 448 12 326 2 340 788 852
5:00 22 4 11 37 18 7 4 29 66 6 450 20 476 20 304 5 329 805 871
5:15 31 2 6 39 14 1 3 18 57 5 490 14 509 20 353 0 373 882 939
4:30-5:30 116 14 42 172 69 14 19 102 274 23 1824 74 1921 66 1309 9 1384 3305 3579
PHF 0.91 0.58 0.62 0.78 0.91 0.5 0.43 0.8 0.82 0.93 0.8 0.94 0.83 0.93 0.45 0.93 0.95
DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE
LOVELAND, CO 80538
Phone: (970) 669-2061
TABULAR SUMMARY OF VEHICLE COUNTS
Date: 3/9/2021 Observer:IDAX
Day: Wednesday Jurisdiction: Fort Collins
R = right turn Intersection: N. Frontage Road/Greenfields
S = straight
L = left turn
Time Northbound: Greenfields Southbound: Total Eastbound: N. Frontage Rd. Westbound: N. Frontage Rd.Total Total
Begins L S R Total L S R Total north/south L S R Total L S R Total east/west All
7:00 0 5 5 0 5 2 3 5 6 2 8 13 18
7:15 1 8 9 0 9 0 1 1 10 1 11 12 21
7:30 1 12 13 0 13 2 1 3 7 1 8 11 24
7:45 2 5 7 0 7 5 5 10 11 2 13 23 30 #
8:00 1 7 8 0 8 1 3 4 17 2 19 23 31 #
8:15 0 8 8 0 8 0 6 6 11 4 15 21 29 #
8:30 0 4 4 0 4 4 1 5 14 4 18 23 27 #
8:45 1 6 7 0 7 3 3 6 13 2 15 21 28 #
7:45-8:45 3 0 24 27 0 0 0 0 27 0 10 15 25 53 12 0 65 90 117
PHF 0.38 n/a 0.75 0.84 n/a n/a n/a n/a 0.84 n/a 0.5 0.63 0.63 0.78 0.75 n/a 0.86 0.98 0.94
4:00 1 9 10 0 10 5 4 9 18 5 23 32 42
4:15 5 3 8 0 8 5 3 8 20 4 24 32 40
4:30 2 9 11 0 11 3 17 20 24 2 26 46 57
4:45 2 8 10 0 10 3 5 8 10 3 13 21 31 #
5:00 0 11 11 0 11 2 6 8 17 1 18 26 37 #
5:15 1 8 9 0 9 5 5 10 26 1 27 37 46 #
5:30 1 7 8 0 8 2 3 5 20 2 22 27 35 #
5:45 0 7 7 0 7 1 1 2 10 0 10 12 19 #
4:30-5:30 5 0 36 41 0 0 0 0 41 0 13 33 46 77 7 0 84 130 171
PHF 0.63 n/a 0.82 0.93 n/a n/a n/a n/a 0.93 n/a 0.65 0.49 0.58 0.74 0.58 n/a 0.78 0.71 0.75
APPENDIX C
HCM 6th Signalized Intersection Summary Recent AM
152: Greenfields & Mulberry (State 14)
Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report
recent am.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 24 986 89 63 1595 6 99 10 62 45 8 10
Future Volume (veh/h) 24 986 89 63 1595 6 99 10 62 45 8 10
Initial Q (Qb), veh 000000000000
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 1826 1870 1870 1841 1870 1796 1945 1796 1796 1945 1796
Adj Flow Rate, veh/h 28 1133 63 72 1833 1 114 11 2 52 9 1
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87
Percent Heavy Veh, %252242222222
Cap, veh/h 223 2460 1123 405 2520 1141 218 189 34 216 202 22
Arrive On Green 0.03 0.71 0.71 0.04 0.72 0.72 0.12 0.12 0.12 0.12 0.12 0.12
Sat Flow, veh/h 1781 3469 1584 1781 3497 1584 1349 1602 291 1345 1720 191
Grp Volume(v), veh/h 28 1133 63 72 1833 1 114 0 13 52 0 10
Grp Sat Flow(s),veh/h/ln 1781 1735 1584 1781 1749 1584 1349 0 1893 1345 0 1911
Q Serve(g_s), s 0.5 15.5 1.3 1.2 33.9 0.0 9.0 0.0 0.7 3.9 0.0 0.5
Cycle Q Clear(g_c), s 0.5 15.5 1.3 1.2 33.9 0.0 9.5 0.0 0.7 4.6 0.0 0.5
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.15 1.00 0.10
Lane Grp Cap(c), veh/h 223 2460 1123 405 2520 1141 218 0 223 216 0 225
V/C Ratio(X) 0.13 0.46 0.06 0.18 0.73 0.00 0.52 0.00 0.06 0.24 0.00 0.04
Avail Cap(c_a), veh/h 283 2460 1123 445 2520 1141 292 0 327 290 0 330
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 9.2 6.9 4.8 4.9 9.0 4.3 47.3 0.0 43.1 45.2 0.0 43.0
Incr Delay (d2), s/veh 0.2 0.6 0.1 0.2 1.9 0.0 6.9 0.0 0.4 2.1 0.0 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 4.3 0.3 0.3 9.4 0.0 3.5 0.0 0.3 1.4 0.0 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 9.5 7.5 4.9 5.1 10.9 4.3 54.2 0.0 43.5 47.2 0.0 43.3
LnGrp LOS AAAABADADDAD
Approach Vol, veh/h 1224 1906 127 62
Approach Delay, s/veh 7.4 10.7 53.1 46.6
Approach LOS A B D D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 18.0 8.6 83.5 18.0 7.3 84.7
Change Period (Y+Rc), s 6.0 5.0 6.5 6.0 5.0 6.5
Max Green Setting (Gmax), s 18.0 6.0 68.5 18.0 6.0 68.5
Max Q Clear Time (g_c+I1), s 6.6 3.2 17.5 11.5 2.5 35.9
Green Ext Time (p_c), s 0.3 0.0 5.3 0.5 0.0 10.5
Intersection Summary
HCM 6th Ctrl Delay 11.8
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.
Timing Report, Sorted By Phase Recent AM
152: Greenfields & Mulberry (State 14)
Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report
recent am.syn
Phase Number 234678
Movement SBTL WBL EBTL NBTL EBL WBTL
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize
Recall Mode None None C-Max None None C-Max
Maximum Split (s) 24 11 75 24 11 75
Maximum Split (%) 21.8% 10.0% 68.2% 21.8% 10.0% 68.2%
Minimum Split (s) 44 11 44.5 44 11 38.5
Yellow Time (s)355355
All-Red Time (s) 3 0 1.5 3 0 1.5
Minimum Initial (s) 7 4 15 7 4 15
Vehicle Extension (s)633633
Minimum Gap (s)333333
Time Before Reduce (s)000000
Time To Reduce (s)000000
Walk Time (s) 6 6 6 6
Flash Dont Walk (s) 32 26 30 20
Dual Entry Yes No Yes Yes No Yes
Inhibit Max Yes Yes Yes Yes Yes Yes
Start Time (s) 42.5 66.5 77.5 42.5 66.5 77.5
End Time (s) 66.5 77.5 42.5 66.5 77.5 42.5
Yield/Force Off (s) 60.5 72.5 36 60.5 72.5 36
Yield/Force Off 170(s) 28.5 72.5 10 30.5 72.5 16
Local Start Time (s) 6.5 30.5 41.5 6.5 30.5 41.5
Local Yield (s) 24.5 36.5 0 24.5 36.5 0
Local Yield 170(s) 102.5 36.5 84 104.5 36.5 90
Intersection Summary
Cycle Length 110
Control Type Actuated-Coordinated
Natural Cycle 130
Offset: 36 (33%), Referenced to phase 4:EBTL and 8:WBTL, Start of Yellow
Splits and Phases: 152: Greenfields & Mulberry (State 14)
Queues Recent AM
152: Greenfields & Mulberry (State 14)
Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report
recent am.syn
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 28 1133 102 72 1833 7 114 82 52 20
v/c Ratio 0.15 0.49 0.10 0.20 0.77 0.01 0.61 0.24 0.29 0.06
Control Delay 5.4 10.8 1.8 4.9 15.8 0.0 57.0 13.6 44.8 25.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 5.4 10.8 1.8 4.9 15.8 0.0 57.0 13.6 44.8 25.1
Queue Length 50th (ft) 4 213 0 11 489 0 74 7 32 5
Queue Length 95th (ft) 11 251 17 22 558 0 130 46 68 26
Internal Link Dist (ft) 933 1016 960 378
Turn Bay Length (ft) 185 200 160 250 160 160
Base Capacity (vph) 191 2295 1068 367 2388 1113 207 376 196 343
Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.15 0.49 0.10 0.20 0.77 0.01 0.55 0.22 0.27 0.06
Intersection Summary
HCM 6th Signalized Intersection Summary Recent PM
152: Greenfields & Mulberry (State 14)
Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report
recent pm.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 22 1824 74 66 1309 9 116 13 42 72 14 20
Future Volume (veh/h) 22 1824 74 66 1309 9 116 13 42 72 14 20
Initial Q (Qb), veh 000000000000
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 1899 1870 1870 1826 1870 1796 1945 1796 1796 1945 1796
Adj Flow Rate, veh/h 23 1920 54 69 1378 1 122 14 5 76 15 2
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, %252252222222
Cap, veh/h 322 2580 1134 215 2523 1153 218 172 61 216 211 28
Arrive On Green 0.03 0.72 0.72 0.04 0.73 0.73 0.13 0.13 0.13 0.13 0.13 0.13
Sat Flow, veh/h 1781 3608 1585 1781 3469 1585 1340 1368 489 1338 1681 224
Grp Volume(v), veh/h 23 1920 54 69 1378 1 122 0 19 76 0 17
Grp Sat Flow(s),veh/h/ln 1781 1804 1585 1781 1735 1585 1340 0 1857 1338 0 1905
Q Serve(g_s), s 0.4 38.9 1.2 1.2 21.6 0.0 10.6 0.0 1.1 6.4 0.0 0.9
Cycle Q Clear(g_c), s 0.4 38.9 1.2 1.2 21.6 0.0 11.5 0.0 1.1 7.5 0.0 0.9
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.26 1.00 0.12
Lane Grp Cap(c), veh/h 322 2580 1134 215 2523 1153 218 0 233 216 0 239
V/C Ratio(X) 0.07 0.74 0.05 0.32 0.55 0.00 0.56 0.00 0.08 0.35 0.00 0.07
Avail Cap(c_a), veh/h 379 2580 1134 250 2523 1153 284 0 325 282 0 333
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 5.9 10.4 5.0 13.0 7.4 4.5 51.4 0.0 46.3 49.6 0.0 46.3
Incr Delay (d2), s/veh 0.1 2.0 0.1 0.9 0.9 0.0 7.9 0.0 0.5 3.5 0.0 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 12.0 0.3 0.7 6.1 0.0 4.1 0.0 0.5 2.4 0.0 0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 5.9 12.4 5.1 13.8 8.3 4.5 59.3 0.0 46.9 53.2 0.0 46.7
LnGrp LOS ABABAAEADDAD
Approach Vol, veh/h 1997 1448 141 93
Approach Delay, s/veh 12.1 8.5 57.6 52.0
Approach LOS B A E D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 20.1 8.6 91.3 20.1 7.1 92.8
Change Period (Y+Rc), s 6.0 5.0 6.5 6.0 5.0 6.5
Max Green Setting (Gmax), s 20.0 6.0 76.5 20.0 6.0 76.5
Max Q Clear Time (g_c+I1), s 9.5 3.2 40.9 13.5 2.4 23.6
Green Ext Time (p_c), s 0.4 0.0 12.0 0.5 0.0 6.8
Intersection Summary
HCM 6th Ctrl Delay 13.5
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.
Timing Report, Sorted By Phase Recent PM
152: Greenfields & Mulberry (State 14)
Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report
recent pm.syn
Phase Number 234678
Movement SBTL WBL EBTL NBTL EBL WBTL
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize
Recall Mode None None C-Max None None C-Max
Maximum Split (s) 26 11 83 26 11 83
Maximum Split (%) 21.7% 9.2% 69.2% 21.7% 9.2% 69.2%
Minimum Split (s) 45 11 39.5 43 11 37
Yellow Time (s)355355
All-Red Time (s) 3 0 1.5 3 0 1.5
Minimum Initial (s) 7 4 15 7 4 15
Vehicle Extension (s)633633
Minimum Gap (s)333333
Time Before Reduce (s)000000
Time To Reduce (s)000000
Walk Time (s) 7 7 7 7
Flash Dont Walk (s) 32 26 30 20
Dual Entry Yes No Yes Yes No Yes
Inhibit Max No No Yes No No Yes
Start Time (s) 104.5 10.5 21.5 104.5 10.5 21.5
End Time (s) 10.5 21.5 104.5 10.5 21.5 104.5
Yield/Force Off (s) 4.5 16.5 98 4.5 16.5 98
Yield/Force Off 170(s) 92.5 16.5 72 94.5 16.5 78
Local Start Time (s) 6.5 32.5 43.5 6.5 32.5 43.5
Local Yield (s) 26.5 38.5 0 26.5 38.5 0
Local Yield 170(s) 114.5 38.5 94 116.5 38.5 100
Intersection Summary
Cycle Length 120
Control Type Actuated-Coordinated
Natural Cycle 130
Offset: 98 (82%), Referenced to phase 4:EBTL and 8:WBTL, Start of Yellow
Splits and Phases: 152: Greenfields & Mulberry (State 14)
Queues Recent PM
152: Greenfields & Mulberry (State 14)
Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report
recent pm.syn
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 23 1920 78 69 1378 9 122 58 76 36
v/c Ratio 0.08 0.79 0.07 0.42 0.57 0.01 0.65 0.17 0.42 0.11
Control Delay 4.4 17.7 2.2 19.2 11.3 0.0 63.9 18.1 52.0 24.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 4.4 17.7 2.2 19.2 11.3 0.0 63.9 18.1 52.0 24.1
Queue Length 50th (ft) 4 557 1 12 305 0 88 9 53 10
Queue Length 95th (ft) 10 673 18 50 373 0 155 47 103 40
Internal Link Dist (ft) 904 1016 960 405
Turn Bay Length (ft) 185 200 160 250 160 160
Base Capacity (vph) 293 2420 1101 166 2406 1129 207 363 203 354
Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.08 0.79 0.07 0.42 0.57 0.01 0.59 0.16 0.37 0.10
Intersection Summary
HCM 6th TWSC Recent AM
1: Greenfields & N. Frontage Road
Scenario 1 City of Fort Collins Signal Timing 12/11/2023 Synchro 11 Light Report
recent am.syn
Intersection
Int Delay, s/veh 5.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 10 14 49 12 4 36
Future Vol, veh/h 10 14 49 12 4 36
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 85 85 85 85 85 85
Heavy Vehicles, % 2 22222
Mvmt Flow 12 16 58 14 5 42
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 28 0 150 20
Stage 1 - - - - 20 -
Stage 2 - - - - 130 -
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 - - 1585 - 842 1058
Stage 1 - - - - 1003 -
Stage 2 - - - - 896 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1585 - 811 1058
Mov Cap-2 Maneuver - - - - 811 -
Stage 1 - - - - 1003 -
Stage 2 - - - - 863 -
Approach EB WB NB
HCM Control Delay, s 0 5.9 8.7
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 1027 - - 1585 -
HCM Lane V/C Ratio 0.046 - - 0.036 -
HCM Control Delay (s) 8.7 - - 7.4 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0.1 -
HCM 6th TWSC Recent PM
1: Greenfields & N. Frontage Road
Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report
recent pm.syn
Intersection
Int Delay, s/veh 5.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 13 32 74 7 5 39
Future Vol, veh/h 13 32 74 7 5 39
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 14 36 82 8 6 43
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 50 0 204 32
Stage 1 - - - - 32 -
Stage 2 - - - - 172 -
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 - - 1557 - 784 1042
Stage 1 - - - - 991 -
Stage 2 - - - - 858 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1557 - 742 1042
Mov Cap-2 Maneuver - - - - 742 -
Stage 1 - - - - 991 -
Stage 2 - - - - 813 -
Approach EB WB NB
HCM Control Delay, s 0 6.8 8.8
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 996 - - 1557 -
HCM Lane V/C Ratio 0.049 - - 0.053 -
HCM Control Delay (s) 8.8 - - 7.4 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.2 - - 0.2 -
HCM 6th TWSC Recent AM
5: Mulberry (State 14) & RT Access
Scenario 1 City of Fort Collins Signal Timing 12/19/2023 Synchro 11 Light Report
recent am.syn
Intersection
Int Delay, s/veh 0.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 1099 1668 36 0 16
Future Vol, veh/h 0 1099 1668 36 0 16
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - 150 - 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 85 85 85 85 85 85
Heavy Vehicles, % 2 22222
Mvmt Flow 0 1293 1962 42 0 19
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 981
Stage 1 ------
Stage 2 ------
Critical Hdwy -----5.1
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.32
Pot Cap-1 Maneuver 0 - - - 0 411
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver -----411
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB SB
HCM Control Delay, s 0 0 14.2
HCM LOS B
Minor Lane/Major Mvmt EBT WBT WBRSBLn1
Capacity (veh/h) - - - 411
HCM Lane V/C Ratio - - - 0.046
HCM Control Delay (s) - - - 14.2
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 0.1
HCM 6th TWSC Recent PM
5: Mulberry (State 14) & RT Access
Scenario 1 City of Fort Collins Signal Timing 12/19/2023 Synchro 11 Light Report
recent pm.syn
Intersection
Int Delay, s/veh 0.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 1920 1428 17 0 27
Future Vol, veh/h 0 1920 1428 17 0 27
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - 140 - 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 93 93 93 93 93 93
Heavy Vehicles, % 2 22222
Mvmt Flow 0 2065 1535 18 0 29
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 768
Stage 1 ------
Stage 2 ------
Critical Hdwy -----5.1
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.32
Pot Cap-1 Maneuver 0 - - - 0 510
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver -----510
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB SB
HCM Control Delay, s 0 0 12.5
HCM LOS B
Minor Lane/Major Mvmt EBT WBT WBRSBLn1
Capacity (veh/h) - - - 510
HCM Lane V/C Ratio - - - 0.057
HCM Control Delay (s) - - - 12.5
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 0.2
HCM 6th TWSC Recent AM
7: RT Access & N. Frontage Road
Scenario 1 City of Fort Collins Signal Timing 12/11/2023 Synchro 11 Light Report
recent am.syn
Intersection
Int Delay, s/veh 6.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 2 4 12 4 0 22 0 14 0 0 0
Future Vol, veh/h 0 2 4 12 4 0 22 0 14 0 0 0
Conflicting Peds, #/hr 0 00000000000
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 85 85 85 85 85 85 85 85 85 85 85 85
Heavy Vehicles, % 2 22222222222
Mvmt Flow 0 2 5 14 5 0 26 0 16 0 0 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 64 69 1 65 61 81001600
Stage 1 1 1 - 60 60 -------
Stage 2 63 68 - 5 1 -------
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 930 822 1084 929 830 1074 1622 - - 1602 - -
Stage 1 1022 895 - 951 845 -------
Stage 2 948 838 - 1017 895 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 914 809 1084 911 817 1074 1622 - - 1602 - -
Mov Cap-2 Maneuver 914 809 - 911 817 -------
Stage 1 1006 895 - 936 831 -------
Stage 2 928 825 - 1010 895 -------
Approach EB WB NB SB
HCM Control Delay, s 8.7 9.2 4.4 0
HCM LOS A A
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) 1622 - - 974 886 1602 - -
HCM Lane V/C Ratio 0.016 - - 0.007 0.021 - - -
HCM Control Delay (s) 7.3 0 - 8.7 9.2 0 - -
HCM Lane LOS A A - A A A - -
HCM 95th %tile Q(veh) 0 - - 0 0.1 0 - -
HCM 6th TWSC Recent PM
7: RT Access & N. Frontage Road
Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report
recent pm.syn
Intersection
Int Delay, s/veh 7.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 8 8 19 20908000
Future Vol, veh/h 0 8 8 19 20908000
Conflicting Peds, #/hr 0 00000000000
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 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 2 22222222222
Mvmt Flow 0 9 9 21 2 0 10 09000
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 27 30 1 35 26 5100900
Stage 1 1 1 - 25 25 -------
Stage 2 26 29 - 10 1 -------
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 983 863 1084 971 867 1078 1622 - - 1611 - -
Stage 1 1022 895 - 993 874 -------
Stage 2 992 871 - 1011 895 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 976 858 1084 951 862 1078 1622 - - 1611 - -
Mov Cap-2 Maneuver 976 858 - 951 862 -------
Stage 1 1016 895 - 987 869 -------
Stage 2 984 866 - 993 895 -------
Approach EB WB NB SB
HCM Control Delay, s 8.8 8.9 3.8 0
HCM LOS A A
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) 1622 - - 958 942 1611 - -
HCM Lane V/C Ratio 0.006 - - 0.019 0.025 - - -
HCM Control Delay (s) 7.2 0 - 8.8 8.9 0 - -
HCM Lane LOS A A - A A A - -
HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0 - -
UNSIGNALIZED INTERSECTIONS
Level-of-Service Average Total Delay
sec/veh
A < 10
B > 10 and < 15
C > 15 and < 25
D > 25 and < 35
E > 35 and < 50
F > 50
SIGNALIZED INTERSECTIONS
Level-of-Service Average Total Delay
sec/veh
A < 10
B > 10 and < 20
C > 20 and < 35
D > 35 and < 55
E > 55 and < 80
F > 80
Table 4-2
Fort Collins (GMA and City Limits)
Motor Vehicle LOS Standards (Intersections)
Overall Any
Approach Leg
Any
Movement
Signalized D1 E E2
Unsignalized E3 F4
Arterial/Arterial
Collector/Collector
Unsignalized D3 F4
Arterial/Collector
Arterial/Local
Collector/Local
Local/Local
Roundabout E3,5 E5,4 E5
1 In mixed use district including downtown as defined by structure plan, overall LOS E is acceptable
2 Applicable with at least 5% of total entering volume
3 Use weighed average to identify overall delay
4 Mitigation may be required
5 Apply unsignalized delay value thresholds to determine LOS
APPENDIX D
HCM 6th Signalized Intersection Summary Short Bkgrd AM
152: Greenfields & Mulberry (State 14)
Scenario 1 City of Fort Collins Signal Timing 05/06/2024 Synchro 11 Light Report
sb am.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 41 1121 92 65 1807 103 102 10 64 225 8 73
Future Volume (veh/h) 41 1121 92 65 1807 103 102 10 64 225 8 73
Initial Q (Qb), veh 000000000000
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 1826 1870 1870 1841 1870 1796 1945 1796 1796 1945 1796
Adj Flow Rate, veh/h 47 1289 51 75 2077 65 117 11 12 259 9 0
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87
Percent Heavy Veh, %252242222222
Cap, veh/h 156 2149 981 313 2187 990 258 42 46 352 166
Arrive On Green 0.04 0.62 0.62 0.05 0.63 0.63 0.07 0.05 0.05 0.11 0.09 0.00
Sat Flow, veh/h 1781 3469 1584 1781 3497 1584 1710 850 928 3317 1945 1522
Grp Volume(v), veh/h 47 1289 51 75 2077 65 117 0 23 259 9 0
Grp Sat Flow(s),veh/h/ln 1781 1735 1584 1781 1749 1584 1710 0 1778 1659 1945 1522
Q Serve(g_s), s 0.9 22.5 1.3 1.5 54.8 1.6 6.5 0.0 1.2 7.6 0.4 0.0
Cycle Q Clear(g_c), s 0.9 22.5 1.3 1.5 54.8 1.6 6.5 0.0 1.2 7.6 0.4 0.0
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.52 1.00 1.00
Lane Grp Cap(c), veh/h 156 2149 981 313 2187 990 258 0 88 352 166
V/C Ratio(X) 0.30 0.60 0.05 0.24 0.95 0.07 0.45 0.00 0.26 0.74 0.05
Avail Cap(c_a), veh/h 211 2149 981 358 2187 990 258 0 89 365 175
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 24.0 11.5 7.5 9.0 17.3 7.3 41.6 0.0 45.8 43.3 42.0 0.0
Incr Delay (d2), s/veh 1.1 1.2 0.1 0.4 10.6 0.1 1.2 0.0 5.6 7.3 0.5 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.7 7.1 0.4 0.4 19.6 0.5 2.8 0.0 0.7 3.5 0.2 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.0 12.8 7.6 9.4 27.9 7.4 42.9 0.0 51.4 50.7 42.5 0.0
LnGrp LOS C B A A C A D A D D D
Approach Vol, veh/h 1387 2217 140 268
Approach Delay, s/veh 13.0 26.6 44.3 50.4
Approach LOS B C D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.0 14.5 7.5 68.0 13.6 10.9 6.9 68.5
Change Period (Y+Rc), s 4.0 7.0 4.0 7.0 4.0 7.0 4.0 7.0
Max Green Setting (Gmax), s 6.0 8.0 6.0 58.0 10.0 4.0 6.0 58.0
Max Q Clear Time (g_c+I1), s 8.5 2.4 3.5 24.5 9.6 3.2 2.9 56.8
Green Ext Time (p_c), s 0.0 0.0 0.0 6.2 0.0 0.0 0.0 1.0
Intersection Summary
HCM 6th Ctrl Delay 24.1
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.
Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay.
Timing Report, Sorted By Phase Short Bkgrd AM
152: Greenfields & Mulberry (State 14)
Scenario 1 City of Fort Collins Signal Timing 05/06/2024 Synchro 11 Light Report
sb am.syn
Phase Number 12345678
Movement NBL SBT WBL EBTL SBL NBTL EBL WBTL
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize
Recall Mode None None None C-Max None None None C-Max
Maximum Split (s) 10 15 10 65 14 11 10 65
Maximum Split (%) 10.0% 15.0% 10.0% 65.0% 14.0% 11.0% 10.0% 65.0%
Minimum Split (s) 10 11 10 44.5 10 11 10 38.5
Yellow Time (s)34353435
All-Red Time (s)13121312
Minimum Initial (s) 4 4 4 15 4 4 4 15
Vehicle Extension (s)36333633
Minimum Gap (s)33333333
Time Before Reduce (s)00000000
Time To Reduce (s)00000000
Walk Time (s) 6 6
Flash Dont Walk (s) 26 20
Dual Entry No Yes No Yes No Yes No Yes
Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes
Start Time (s) 7 17 32 42 7 21 32 42
End Time (s) 17 32 42 7 21 32 42 7
Yield/Force Off (s) 13 25 38 0 17 25 38 0
Yield/Force Off 170(s) 13 25 38 74 17 25 38 80
Local Start Time (s) 7 17 32 42 7 21 32 42
Local Yield (s) 13 25 38 0 17 25 38 0
Local Yield 170(s) 13 25 38 74 17 25 38 80
Intersection Summary
Cycle Length 100
Control Type Actuated-Coordinated
Natural Cycle 90
Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Yellow
Splits and Phases: 152: Greenfields & Mulberry (State 14)
Queues Short Bkgrd AM
152: Greenfields & Mulberry (State 14)
Scenario 1 City of Fort Collins Signal Timing 05/06/2024 Synchro 11 Light Report
sb am.syn
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 47 1289 106 75 2077 118 117 85 259 9 84
v/c Ratio 0.23 0.59 0.10 0.25 0.92 0.11 0.54 0.52 0.79 0.05 0.35
Control Delay 6.9 13.5 1.2 6.1 25.6 1.6 44.8 26.3 61.9 42.4 6.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 6.9 13.5 1.2 6.1 25.6 1.6 44.8 26.3 61.9 42.4 6.2
Queue Length 50th (ft) 7 264 0 12 ~686 0 63 7 84 5 0
Queue Length 95th (ft) 16 313 13 23 #824 17 112 51 #137 20 12
Internal Link Dist (ft) 415 1016 960 378
Turn Bay Length (ft) 300 200 300 250 160 300 300
Base Capacity (vph) 203 2172 1027 306 2262 1077 218 162 327 189 242
Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.23 0.59 0.10 0.25 0.92 0.11 0.54 0.52 0.79 0.05 0.35
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM 6th Signalized Intersection Summary Short Bkgrd PM
152: Greenfields & Mulberry (State 14)
Scenario 1 City of Fort Collins Signal Timing 05/06/2024 Synchro 11 Light Report
sb pm.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 75 2063 76 68 1486 226 120 13 43 193 14 79
Future Volume (veh/h) 75 2063 76 68 1486 226 120 13 43 193 14 79
Initial Q (Qb), veh 000000000000
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 1826 1870 1870 1841 1870 1796 1945 1796 1796 1945 1796
Adj Flow Rate, veh/h 79 2172 40 72 1564 158 126 14 5 203 15 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, %252242222222
Cap, veh/h 252 2313 1056 158 2329 1055 235 62 22 290 134
Arrive On Green 0.04 0.67 0.67 0.04 0.67 0.67 0.06 0.05 0.05 0.09 0.07 0.00
Sat Flow, veh/h 1781 3469 1584 1781 3497 1584 1710 1368 489 3317 1945 1522
Grp Volume(v), veh/h 79 2172 40 72 1564 158 126 0 19 203 15 0
Grp Sat Flow(s),veh/h/ln 1781 1735 1584 1781 1749 1584 1710 0 1857 1659 1945 1522
Q Serve(g_s), s 1.5 61.4 0.9 1.4 29.7 4.1 7.0 0.0 1.1 6.5 0.8 0.0
Cycle Q Clear(g_c), s 1.5 61.4 0.9 1.4 29.7 4.1 7.0 0.0 1.1 6.5 0.8 0.0
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.26 1.00 1.00
Lane Grp Cap(c), veh/h 252 2313 1056 158 2329 1055 235 0 84 290 134
V/C Ratio(X) 0.31 0.94 0.04 0.45 0.67 0.15 0.54 0.00 0.23 0.70 0.11
Avail Cap(c_a), veh/h 274 2313 1056 182 2329 1055 235 0 84 332 159
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 10.5 16.3 6.3 27.7 11.1 6.8 47.2 0.0 50.7 48.8 48.0 0.0
Incr Delay (d2), s/veh 0.7 9.0 0.1 2.0 1.6 0.3 2.4 0.0 4.9 5.4 1.3 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.5 20.8 0.3 1.3 9.3 1.2 3.5 0.0 0.6 2.9 0.4 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.2 25.4 6.3 29.8 12.7 7.1 49.6 0.0 55.5 54.2 49.4 0.0
LnGrp LOS B C A C B A D A E D D
Approach Vol, veh/h 2291 1794 145 218
Approach Delay, s/veh 24.5 12.9 50.3 53.9
Approach LOS C B D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.0 12.6 8.6 78.8 12.6 10.0 8.6 78.8
Change Period (Y+Rc), s 4.0 6.0 5.0 6.5 4.0 6.0 5.0 6.5
Max Green Setting (Gmax), s 6.0 8.0 5.0 69.5 10.0 4.0 5.0 69.5
Max Q Clear Time (g_c+I1), s 9.0 2.8 3.4 63.4 8.5 3.1 3.5 31.7
Green Ext Time (p_c), s 0.0 0.0 0.0 4.7 0.1 0.0 0.0 9.1
Intersection Summary
HCM 6th Ctrl Delay 22.1
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.
Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay.
Timing Report, Sorted By Phase Short Bkgrd PM
152: Greenfields & Mulberry (State 14)
Scenario 1 City of Fort Collins Signal Timing 05/06/2024 Synchro 11 Light Report
sb pm.syn
Phase Number 12345678
Movement NBL SBT WBL EBTL SBL NBTL EBL WBTL
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize
Recall Mode None None None C-Max None None None C-Max
Maximum Split (s) 10 14 10 76 14 10 10 76
Maximum Split (%) 9.1% 12.7% 9.1% 69.1% 12.7% 9.1% 9.1% 69.1%
Minimum Split (s) 10 10 10 44.5 10 10 10 38.5
Yellow Time (s)33553355
All-Red Time (s) 1 3 0 1.5 1 3 0 1.5
Minimum Initial (s) 4 4 4 15 4 4 4 15
Vehicle Extension (s)36333633
Minimum Gap (s)33333333
Time Before Reduce (s)00000000
Time To Reduce (s)00000000
Walk Time (s) 6 6
Flash Dont Walk (s) 26 20
Dual Entry No Yes No Yes No Yes No Yes
Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes
Start Time (s) 6.5 16.5 30.5 40.5 6.5 20.5 30.5 40.5
End Time (s) 16.5 30.5 40.5 6.5 20.5 30.5 40.5 6.5
Yield/Force Off (s) 12.5 24.5 35.5 0 16.5 24.5 35.5 0
Yield/Force Off 170(s) 12.5 24.5 35.5 84 16.5 24.5 35.5 90
Local Start Time (s) 6.5 16.5 30.5 40.5 6.5 20.5 30.5 40.5
Local Yield (s) 12.5 24.5 35.5 0 16.5 24.5 35.5 0
Local Yield 170(s) 12.5 24.5 35.5 84 16.5 24.5 35.5 90
Intersection Summary
Cycle Length 110
Control Type Actuated-Coordinated
Natural Cycle 90
Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Yellow
Splits and Phases: 152: Greenfields & Mulberry (State 14)
Queues Short Bkgrd PM
152: Greenfields & Mulberry (State 14)
Scenario 1 City of Fort Collins Signal Timing 05/06/2024 Synchro 11 Light Report
sb pm.syn
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 79 2172 80 72 1564 238 126 59 203 15 83
v/c Ratio 0.34 0.93 0.07 0.43 0.66 0.21 0.68 0.45 0.70 0.09 0.37
Control Delay 7.9 26.2 0.6 17.4 13.3 1.4 61.5 32.2 61.2 48.1 7.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 7.9 26.2 0.6 17.4 13.3 1.4 61.5 32.2 61.2 48.1 7.5
Queue Length 50th (ft) 13 722 0 11 348 0 79 10 72 10 0
Queue Length 95th (ft) 25 #967 7 46 428 27 #151 52 #114 31 19
Internal Link Dist (ft) 412 1016 960 378
Turn Bay Length (ft) 300 200 300 250 300 300 300
Base Capacity (vph) 230 2334 1089 167 2356 1151 184 130 297 172 226
Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.34 0.93 0.07 0.43 0.66 0.21 0.68 0.45 0.68 0.09 0.37
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM 6th Roundabout Short Bkgrd AM
1: Greenfields & N. Frontage Road
Scenario 1 City of Fort Collins Signal Timing 05/03/2024 Synchro 11 Light Report
sb am.syn
Intersection
Intersection Delay, s/veh 4.4
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1111
Conflicting Circle Lanes 1111
Adj Approach Flow, veh/h 47 73 182 266
Demand Flow Rate, veh/h 48 74 186 271
Vehicles Circulating, veh/h 331 141 12 122
Vehicles Exiting, veh/h 62 57 367 93
Ped Vol Crossing Leg, #/h 0000
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 4.2 3.6 3.8 5.0
Approach LOS AAAA
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 48 74 186 271
Cap Entry Lane, veh/h 985 1195 1363 1218
Entry HV Adj Factor 0.974 0.983 0.979 0.980
Flow Entry, veh/h 47 73 182 266
Cap Entry, veh/h 959 1174 1335 1195
V/C Ratio 0.049 0.062 0.136 0.222
Control Delay, s/veh 4.2 3.6 3.8 5.0
LOS AAAA
95th %tile Queue, veh 0001
HCM 2010 Roundabout Short Bkgrd PM
1: Greenfields & N. Frontage Road
Scenario 1 City of Fort Collins Signal Timing 05/03/2024 Synchro 11 Light Report
sb pm.syn
Intersection
Intersection Delay, s/veh 6.1
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1111
Conflicting Circle Lanes 1111
Adj Approach Flow, veh/h 86 97 369 176
Demand Flow Rate, veh/h 87 99 377 180
Vehicles Circulating, veh/h 271 329 15 126
Vehicles Exiting, veh/h 35 63 343 302
Follow-Up Headway, s 3.186 3.186 3.186 3.186
Ped Vol Crossing Leg, #/h 0000
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 5.2 5.8 6.7 5.4
Approach LOS AAAA
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Critical Headway, s 5.193 5.193 5.193 5.193
Entry Flow, veh/h 87 99 377 180
Cap Entry Lane, veh/h 862 813 1113 996
Entry HV Adj Factor 0.985 0.978 0.979 0.980
Flow Entry, veh/h 86 97 369 176
Cap Entry, veh/h 849 795 1090 977
V/C Ratio 0.101 0.122 0.339 0.181
Control Delay, s/veh 5.2 5.8 6.7 5.4
LOS AAAA
95th %tile Queue, veh 0021
APPENDIX E
HCM 6th Signalized Intersection Summary Long Bkgrd AM
152: Greenfields & Mulberry (State 14)
Scenario 1 City of Fort Collins Signal Timing 05/06/2024 Synchro 11 Light Report
lb am.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 170 1410 100 70 2370 295 110 15 70 400 10 180
Future Volume (veh/h) 170 1410 100 70 2370 295 110 15 70 400 10 180
Initial Q (Qb), veh 000000000000
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 1826 1870 1870 1841 1870 1796 1945 1796 1796 1945 1796
Adj Flow Rate, veh/h 179 1484 24 74 2495 171 116 16 11 421 11 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, %252242222222
Cap, veh/h 207 2782 884 112 2820 889 258 53 37 512 260
Arrive On Green 0.06 0.56 0.56 0.06 0.56 0.56 0.07 0.05 0.05 0.15 0.13 0.00
Sat Flow, veh/h 3456 4985 1584 1781 5025 1584 1710 1074 738 3317 1945 1522
Grp Volume(v), veh/h 179 1484 24 74 2495 171 116 0 27 421 11 0
Grp Sat Flow(s),veh/h/ln 1728 1662 1584 1781 1675 1584 1710 0 1812 1659 1945 1522
Q Serve(g_s), s 5.1 18.7 0.7 4.1 43.3 5.3 6.4 0.0 1.4 12.3 0.5 0.0
Cycle Q Clear(g_c), s 5.1 18.7 0.7 4.1 43.3 5.3 6.4 0.0 1.4 12.3 0.5 0.0
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.41 1.00 1.00
Lane Grp Cap(c), veh/h 207 2782 884 112 2820 889 258 0 90 512 260
V/C Ratio(X) 0.86 0.53 0.03 0.66 0.88 0.19 0.45 0.00 0.30 0.82 0.04
Avail Cap(c_a), veh/h 207 2782 884 160 2820 889 258 0 91 531 272
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 46.6 13.9 9.9 45.8 19.1 10.8 41.6 0.0 45.9 41.0 37.7 0.0
Incr Delay (d2), s/veh 29.2 0.7 0.1 6.4 4.5 0.5 1.2 0.0 6.7 9.8 0.2 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.9 6.0 0.2 1.9 14.7 1.7 2.8 0.0 0.8 5.7 0.3 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 75.8 14.6 10.0 52.2 23.6 11.3 42.8 0.0 52.5 50.7 38.0 0.0
LnGrp LOS E B A D C B D A D D D
Approach Vol, veh/h 1687 2740 143 432
Approach Delay, s/veh 21.1 23.6 44.6 50.4
Approach LOS CCDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.0 18.4 10.3 61.3 18.4 9.9 10.0 61.6
Change Period (Y+Rc), s 4.0 6.0 5.0 6.5 4.0 6.0 5.0 6.5
Max Green Setting (Gmax), s 6.0 13.0 8.0 51.5 15.0 4.0 5.0 54.5
Max Q Clear Time (g_c+I1), s 8.4 2.5 6.1 20.7 14.3 3.4 7.1 45.3
Green Ext Time (p_c), s 0.0 0.0 0.0 7.1 0.1 0.0 0.0 7.3
Intersection Summary
HCM 6th Ctrl Delay 25.7
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.
Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay.
Timing Report, Sorted By Phase Long Bkgrd AM
152: Greenfields & Mulberry (State 14)
Scenario 1 City of Fort Collins Signal Timing 05/06/2024 Synchro 11 Light Report
lb am.syn
Phase Number 12345678
Movement NBL SBT WBL EBT SBL NBTL EBL WBT
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize
Recall Mode None None None C-Max None None None C-Max
Maximum Split (s) 10 19 13 58 19 10 10 61
Maximum Split (%) 10.0% 19.0% 13.0% 58.0% 19.0% 10.0% 10.0% 61.0%
Minimum Split (s) 10 10 10 44.5 10 10 10 38.5
Yellow Time (s)33553355
All-Red Time (s) 1 3 0 1.5 1 3 0 1.5
Minimum Initial (s) 4 4 4 15 4 4 4 15
Vehicle Extension (s)36333633
Minimum Gap (s)33333333
Time Before Reduce (s)00000000
Time To Reduce (s)00000000
Walk Time (s) 6 6
Flash Dont Walk (s) 26 20
Dual Entry No Yes No Yes No Yes No Yes
Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes
Start Time (s) 6.5 16.5 35.5 48.5 6.5 25.5 35.5 45.5
End Time (s) 16.5 35.5 48.5 6.5 25.5 35.5 45.5 6.5
Yield/Force Off (s) 12.5 29.5 43.5 0 21.5 29.5 40.5 0
Yield/Force Off 170(s) 12.5 29.5 43.5 74 21.5 29.5 40.5 80
Local Start Time (s) 6.5 16.5 35.5 48.5 6.5 25.5 35.5 45.5
Local Yield (s) 12.5 29.5 43.5 0 21.5 29.5 40.5 0
Local Yield 170(s) 12.5 29.5 43.5 74 21.5 29.5 40.5 80
Intersection Summary
Cycle Length 100
Control Type Actuated-Coordinated
Natural Cycle 90
Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow
Splits and Phases: 152: Greenfields & Mulberry (State 14)
Queues Long Bkgrd AM
152: Greenfields & Mulberry (State 14)
Scenario 1 City of Fort Collins Signal Timing 05/06/2024 Synchro 11 Light Report
lb am.syn
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 179 1484 105 74 2495 311 116 90 421 11 189
v/c Ratio 0.78 0.54 0.11 0.49 0.90 0.31 0.60 0.55 0.83 0.04 0.63
Control Delay 70.2 15.6 0.4 54.8 25.3 2.3 46.7 28.6 55.8 37.7 23.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 70.2 15.6 0.4 54.8 25.3 2.3 46.7 28.6 55.8 37.7 23.7
Queue Length 50th (ft) 59 224 0 46 489 2 59 10 137 6 31
Queue Length 95th (ft) #121 268 3 92 572 39 109 #62 #222 23 104
Internal Link Dist (ft) 415 1016 960 378
Turn Bay Length (ft) 300 200 300 250 160 300 300
Base Capacity (vph) 230 2766 944 159 2777 1015 193 163 509 295 309
Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.78 0.54 0.11 0.47 0.90 0.31 0.60 0.55 0.83 0.04 0.61
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM 6th Signalized Intersection Summary Long Bkgrd PM
152: Greenfields & Mulberry (State 14)
Scenario 1 City of Fort Collins Signal Timing 05/06/2024 Synchro 11 Light Report
lb pm.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 335 2555 80 75 1735 580 130 15 50 475 15 400
Future Volume (veh/h) 335 2555 80 75 1735 580 130 15 50 475 15 400
Initial Q (Qb), veh 000000000000
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 1826 1870 1870 1841 1870 1796 1945 1796 1796 1945 1796
Adj Flow Rate, veh/h 342 2607 13 77 1770 272 133 15 5 485 15 0
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98
Percent Heavy Veh, %252242222222
Cap, veh/h 436 2791 887 113 2500 788 235 63 21 571 299
Arrive On Green 0.13 0.56 0.56 0.06 0.50 0.50 0.06 0.05 0.05 0.17 0.15 0.00
Sat Flow, veh/h 3456 4985 1584 1781 5025 1583 1710 1396 465 3317 1945 1522
Grp Volume(v), veh/h 342 2607 13 77 1770 272 133 0 20 485 15 0
Grp Sat Flow(s),veh/h/ln 1728 1662 1584 1781 1675 1583 1710 0 1861 1659 1945 1522
Q Serve(g_s), s 10.6 53.1 0.4 4.7 30.1 11.5 7.0 0.0 1.1 15.6 0.7 0.0
Cycle Q Clear(g_c), s 10.6 53.1 0.4 4.7 30.1 11.5 7.0 0.0 1.1 15.6 0.7 0.0
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.25 1.00 1.00
Lane Grp Cap(c), veh/h 436 2791 887 113 2500 788 235 0 84 571 299
V/C Ratio(X) 0.78 0.93 0.01 0.68 0.71 0.35 0.57 0.00 0.24 0.85 0.05
Avail Cap(c_a), veh/h 503 2791 887 113 2500 788 235 0 85 603 318
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 46.6 22.3 10.7 50.4 21.4 16.8 47.4 0.0 50.7 44.2 39.7 0.0
Incr Delay (d2), s/veh 7.0 7.3 0.0 15.1 1.7 1.2 3.1 0.0 5.2 10.7 0.3 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.7 19.1 0.1 2.5 10.7 4.0 3.7 0.0 0.7 7.3 0.4 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.6 29.6 10.8 65.5 23.2 18.0 50.5 0.0 55.8 54.8 40.0 0.0
LnGrp LOS D C B E C B D A E D D
Approach Vol, veh/h 2962 2119 153 500
Approach Delay, s/veh 32.3 24.0 51.2 54.4
Approach LOS CCDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.0 21.9 11.0 67.1 21.9 10.0 17.9 60.2
Change Period (Y+Rc), s 4.0 6.0 5.0 6.5 4.0 6.0 5.0 6.5
Max Green Setting (Gmax), s 6.0 17.0 6.0 59.5 19.0 4.0 15.0 50.5
Max Q Clear Time (g_c+I1), s 9.0 2.7 6.7 55.1 17.6 3.1 12.6 32.1
Green Ext Time (p_c), s 0.0 0.0 0.0 3.8 0.3 0.0 0.3 8.8
Intersection Summary
HCM 6th Ctrl Delay 31.7
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.
Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay.
Timing Report, Sorted By Phase Long Bkgrd PM
152: Greenfields & Mulberry (State 14)
Scenario 1 City of Fort Collins Signal Timing 05/06/2024 Synchro 11 Light Report
lb pm.syn
Phase Number 12345678
Movement NBL SBT WBL EBT SBL NBTL EBL WBT
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize
Recall Mode None None None C-Max None None None C-Max
Maximum Split (s) 10 23 11 66 23 10 20 57
Maximum Split (%) 9.1% 20.9% 10.0% 60.0% 20.9% 9.1% 18.2% 51.8%
Minimum Split (s) 10 10 10 44.5 10 10 10 38.5
Yellow Time (s)33553355
All-Red Time (s) 1 3 0 1.5 1 3 0 1.5
Minimum Initial (s) 4 4 4 15 4 4 4 15
Vehicle Extension (s)36333633
Minimum Gap (s)33333333
Time Before Reduce (s)00000000
Time To Reduce (s)00000000
Walk Time (s) 6 6
Flash Dont Walk (s) 26 20
Dual Entry No Yes No Yes No Yes No Yes
Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes
Start Time (s) 6.5 16.5 39.5 50.5 6.5 29.5 39.5 59.5
End Time (s) 16.5 39.5 50.5 6.5 29.5 39.5 59.5 6.5
Yield/Force Off (s) 12.5 33.5 45.5 0 25.5 33.5 54.5 0
Yield/Force Off 170(s) 12.5 33.5 45.5 84 25.5 33.5 54.5 90
Local Start Time (s) 6.5 16.5 39.5 50.5 6.5 29.5 39.5 59.5
Local Yield (s) 12.5 33.5 45.5 0 25.5 33.5 54.5 0
Local Yield 170(s) 12.5 33.5 45.5 84 25.5 33.5 54.5 90
Intersection Summary
Cycle Length 110
Control Type Actuated-Coordinated
Natural Cycle 100
Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow
Splits and Phases: 152: Greenfields & Mulberry (State 14)
Queues Long Bkgrd PM
152: Greenfields & Mulberry (State 14)
Scenario 1 City of Fort Collins Signal Timing 05/06/2024 Synchro 11 Light Report
lb pm.syn
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 342 2607 82 77 1770 592 133 66 485 15 408
v/c Ratio 0.72 0.93 0.09 0.69 0.75 0.56 0.76 0.47 0.82 0.04 1.06
Control Delay 54.5 29.4 0.2 80.7 26.1 3.7 64.5 31.5 55.3 39.3 85.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 54.5 29.4 0.2 80.7 26.1 3.7 64.5 31.5 55.3 39.3 85.9
Queue Length 50th (ft) 119 611 0 54 366 0 75 10 174 9 ~193
Queue Length 95th (ft) 169 #765 0 #129 427 59 #149 55 #267 28 #388
Internal Link Dist (ft) 415 1016 960 378
Turn Bay Length (ft) 300 200 300 250 160 300 300
Base Capacity (vph) 499 2816 951 112 2368 1062 175 139 594 345 386
Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.69 0.93 0.09 0.69 0.75 0.56 0.76 0.47 0.82 0.04 1.06
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM 6th Roundabout Long Bkgrd AM
1: Greenfields & N. Frontage Road
Scenario 1 City of Fort Collins Signal Timing 05/03/2024 Synchro 11 Light Report
lb am.syn
Intersection
Intersection Delay, s/veh 6.6
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1121
Conflicting Circle Lanes 1111
Adj Approach Flow, veh/h 53 90 505 542
Demand Flow Rate, veh/h 54 91 515 553
Vehicles Circulating, veh/h 607 482 27 123
Vehicles Exiting, veh/h 69 60 634 450
Ped Vol Crossing Leg, #/h 0000
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 5.7 5.4 5.5 7.8
Approach LOS AAAA
Lane Left Left Left Right Left
Designated Moves LTR LTR LT R LTR
Assumed Moves LTR LTR LT R LTR
RT Channelized
Lane Util 1.000 1.000 0.926 0.074 1.000
Follow-Up Headway, s 2.609 2.609 2.535 2.535 2.609
Critical Headway, s 4.976 4.976 4.544 4.544 4.976
Entry Flow, veh/h 54 91 477 38 553
Cap Entry Lane, veh/h 743 844 1386 1386 1217
Entry HV Adj Factor 0.977 0.986 0.980 0.974 0.981
Flow Entry, veh/h 53 90 468 37 542
Cap Entry, veh/h 726 832 1358 1349 1194
V/C Ratio 0.073 0.108 0.344 0.027 0.454
Control Delay, s/veh 5.7 5.4 5.8 2.9 7.8
LOS A A A A A
95th %tile Queue, veh 0 0 2 0 2
HCM 6th Roundabout Long Bkgrd PM
1: Greenfields & N. Frontage Road
Scenario 1 City of Fort Collins Signal Timing 05/03/2024 Synchro 11 Light Report
lb pm.syn
Intersection
Intersection Delay, s/veh 12.0
Intersection LOS B
Approach EB WB NB SB
Entry Lanes 1121
Conflicting Circle Lanes 1111
Adj Approach Flow, veh/h 89 121 979 810
Demand Flow Rate, veh/h 90 124 999 826
Vehicles Circulating, veh/h 907 961 42 130
Vehicles Exiting, veh/h 49 80 955 955
Ped Vol Crossing Leg, #/h 0000
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 8.8 10.6 11.8 12.7
Approach LOS ABBB
Lane Left Left Left Right Left
Designated Moves LTR LTR LT R LTR
Assumed Moves LTR LTR LT R LTR
RT Channelized
Lane Util 1.000 1.000 0.957 0.043 1.000
Follow-Up Headway, s 2.609 2.609 2.535 2.535 2.609
Critical Headway, s 4.976 4.976 4.544 4.544 4.976
Entry Flow, veh/h 90 124 956 43 826
Cap Entry Lane, veh/h 547 518 1367 1367 1209
Entry HV Adj Factor 0.985 0.974 0.980 0.977 0.981
Flow Entry, veh/h 89 121 937 42 810
Cap Entry, veh/h 539 504 1340 1335 1186
V/C Ratio 0.164 0.239 0.699 0.031 0.683
Control Delay, s/veh 8.8 10.6 12.2 2.9 12.7
LOS A B B A B
95th %tile Queue, veh 1 1 6 0 6
APPENDIX F
HCM 6th Signalized Intersection Summary Short Total AM
152: Greenfields & Mulberry (State 14)
Scenario 1 City of Fort Collins Signal Timing 05/14/2024 Synchro 11 Light Report
st am.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 105 1090 92 65 1756 200 102 15 64 299 13 153
Future Volume (veh/h) 105 1090 92 65 1756 200 102 15 64 299 13 153
Initial Q (Qb), veh 000000000000
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 1826 1870 1870 1841 1870 1796 1945 1796 1796 1945 1796
Adj Flow Rate, veh/h 121 1253 32 75 2018 143 117 17 12 344 15 0
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87
Percent Heavy Veh, %252242222222
Cap, veh/h 170 2144 979 313 2128 964 235 48 34 436 220
Arrive On Green 0.05 0.62 0.62 0.04 0.61 0.61 0.06 0.05 0.05 0.13 0.11 0.00
Sat Flow, veh/h 1781 3469 1584 1781 3497 1584 1710 1061 749 3317 1945 1522
Grp Volume(v), veh/h 121 1253 32 75 2018 143 117 0 29 344 15 0
Grp Sat Flow(s),veh/h/ln 1781 1735 1584 1781 1749 1584 1710 0 1810 1659 1945 1522
Q Serve(g_s), s 2.7 23.8 0.9 1.7 58.8 4.3 7.0 0.0 1.7 11.1 0.8 0.0
Cycle Q Clear(g_c), s 2.7 23.8 0.9 1.7 58.8 4.3 7.0 0.0 1.7 11.1 0.8 0.0
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.41 1.00 1.00
Lane Grp Cap(c), veh/h 170 2144 979 313 2128 964 235 0 82 436 220
V/C Ratio(X) 0.71 0.58 0.03 0.24 0.95 0.15 0.50 0.00 0.35 0.79 0.07
Avail Cap(c_a), veh/h 192 2144 979 352 2128 964 235 0 82 513 265
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 26.7 12.6 8.2 9.9 19.9 9.3 46.9 0.0 51.0 46.3 43.6 0.0
Incr Delay (d2), s/veh 10.0 1.2 0.1 0.4 10.7 0.3 1.6 0.0 9.2 6.9 0.5 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.2 7.9 0.3 0.6 22.2 1.3 3.2 0.0 1.0 5.0 0.4 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.8 13.7 8.3 10.3 30.6 9.6 48.5 0.0 60.2 53.2 44.1 0.0
LnGrp LOS D B A B C A D A E D D
Approach Vol, veh/h 1406 2236 146 359
Approach Delay, s/veh 15.6 28.6 50.8 52.8
Approach LOS B C D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.0 18.4 7.6 74.0 17.5 11.0 8.6 72.9
Change Period (Y+Rc), s 4.0 7.0 4.0 7.0 4.0 7.0 4.0 7.0
Max Green Setting (Gmax), s 6.0 14.0 6.0 62.0 16.0 4.0 6.0 62.0
Max Q Clear Time (g_c+I1), s 9.0 2.8 3.7 25.8 13.1 3.7 4.7 60.8
Green Ext Time (p_c), s 0.0 0.0 0.0 5.9 0.4 0.0 0.0 1.0
Intersection Summary
HCM 6th Ctrl Delay 27.1
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.
Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay.
Timing Report, Sorted By Phase Short Total AM
152: Greenfields & Mulberry (State 14)
Scenario 1 City of Fort Collins Signal Timing 05/14/2024 Synchro 11 Light Report
st am.syn
Phase Number 12345678
Movement NBL SBT WBL EBTL SBL NBTL EBL WBTL
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize
Recall Mode None None None C-Max None None None C-Max
Maximum Split (s) 10 21 10 69 20 11 10 69
Maximum Split (%) 9.1% 19.1% 9.1% 62.7% 18.2% 10.0% 9.1% 62.7%
Minimum Split (s) 10 11 10 44.5 10 11 10 38.5
Yellow Time (s)34353435
All-Red Time (s)13121312
Minimum Initial (s) 4 4 4 15 4 4 4 15
Vehicle Extension (s)36333633
Minimum Gap (s)33333333
Time Before Reduce (s)00000000
Time To Reduce (s)00000000
Walk Time (s) 6 6
Flash Dont Walk (s) 26 20
Dual Entry No Yes No Yes No Yes No Yes
Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes
Start Time (s) 7 17 38 48 7 27 38 48
End Time (s) 17 38 48 7 27 38 48 7
Yield/Force Off (s) 13 31 44 0 23 31 44 0
Yield/Force Off 170(s) 13 31 44 84 23 31 44 90
Local Start Time (s) 7 17 38 48 7 27 38 48
Local Yield (s) 13 31 44 0 23 31 44 0
Local Yield 170(s) 13 31 44 84 23 31 44 90
Intersection Summary
Cycle Length 110
Control Type Actuated-Coordinated
Natural Cycle 100
Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Yellow
Splits and Phases: 152: Greenfields & Mulberry (State 14)
Queues Short Total AM
152: Greenfields & Mulberry (State 14)
Scenario 1 City of Fort Collins Signal Timing 05/14/2024 Synchro 11 Light Report
st am.syn
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 121 1253 106 75 2018 230 117 91 344 15 176
v/c Ratio 0.65 0.61 0.11 0.26 1.00 0.23 0.63 0.55 0.70 0.06 0.62
Control Delay 33.8 16.2 0.7 7.8 43.8 3.4 52.7 29.8 52.6 42.0 25.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 33.8 16.2 0.7 7.8 43.8 3.4 52.7 29.8 52.6 42.0 25.3
Queue Length 50th (ft) 30 295 0 15 ~749 14 67 12 121 9 33
Queue Length 95th (ft) #101 345 5 29 #875 45 115 #61 165 28 98
Internal Link Dist (ft) 415 1016 960 378
Turn Bay Length (ft) 300 200 300 250 160 300 300
Base Capacity (vph) 185 2066 994 287 2019 997 187 165 489 287 295
Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.65 0.61 0.11 0.26 1.00 0.23 0.63 0.55 0.70 0.05 0.60
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM 6th Signalized Intersection Summary Short Total PM
152: Greenfields & Mulberry (State 14)
Scenario 1 City of Fort Collins Signal Timing 05/14/2024 Synchro 11 Light Report
st pm.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 134 2032 76 68 1464 292 120 19 43 266 19 130
Future Volume (veh/h) 134 2032 76 68 1464 292 120 19 43 266 19 130
Initial Q (Qb), veh 000000000000
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 1826 1870 1870 1841 1870 1796 1945 1796 1796 1945 1796
Adj Flow Rate, veh/h 141 2139 20 72 1541 174 126 20 5 280 20 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, %252242222222
Cap, veh/h 259 2231 1018 152 2201 997 235 68 17 369 181
Arrive On Green 0.06 0.64 0.64 0.04 0.63 0.63 0.06 0.05 0.05 0.11 0.09 0.00
Sat Flow, veh/h 1781 3469 1584 1781 3497 1584 1710 1502 376 3317 1945 1522
Grp Volume(v), veh/h 141 2139 20 72 1541 174 126 0 25 280 20 0
Grp Sat Flow(s),veh/h/ln 1781 1735 1584 1781 1749 1584 1710 0 1878 1659 1945 1522
Q Serve(g_s), s 3.0 63.1 0.5 1.5 32.1 5.0 7.0 0.0 1.4 9.0 1.0 0.0
Cycle Q Clear(g_c), s 3.0 63.1 0.5 1.5 32.1 5.0 7.0 0.0 1.4 9.0 1.0 0.0
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.20 1.00 1.00
Lane Grp Cap(c), veh/h 259 2231 1018 152 2201 997 235 0 85 369 181
V/C Ratio(X) 0.54 0.96 0.02 0.47 0.70 0.17 0.54 0.00 0.29 0.76 0.11
Avail Cap(c_a), veh/h 340 2231 1018 175 2201 997 235 0 85 422 212
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 15.2 18.3 7.1 27.3 13.5 8.5 47.2 0.0 50.8 47.5 45.7 0.0
Incr Delay (d2), s/veh 1.8 11.6 0.0 2.3 1.9 0.4 2.4 0.0 6.8 6.8 1.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.5 22.9 0.1 1.2 10.6 1.5 3.5 0.0 0.8 4.1 0.6 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.0 29.8 7.1 29.6 15.4 8.9 49.6 0.0 57.6 54.3 46.7 0.0
LnGrp LOS B C A C B A D A E D D
Approach Vol, veh/h 2300 1787 151 300
Approach Delay, s/veh 28.9 15.3 50.9 53.8
Approach LOS C B D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.0 15.2 8.6 76.2 15.2 10.0 10.1 74.7
Change Period (Y+Rc), s 4.0 6.0 5.0 6.5 4.0 6.0 5.0 6.5
Max Green Setting (Gmax), s 6.0 11.0 5.0 66.5 13.0 4.0 10.0 61.5
Max Q Clear Time (g_c+I1), s 9.0 3.0 3.5 65.1 11.0 3.4 5.0 34.1
Green Ext Time (p_c), s 0.0 0.0 0.0 1.2 0.2 0.0 0.1 8.4
Intersection Summary
HCM 6th Ctrl Delay 25.9
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.
Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay.
Timing Report, Sorted By Phase Short Total PM
152: Greenfields & Mulberry (State 14)
Scenario 1 City of Fort Collins Signal Timing 05/14/2024 Synchro 11 Light Report
st pm.syn
Phase Number 12345678
Movement NBL SBT WBL EBTL SBL NBTL EBL WBTL
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize
Recall Mode None None None C-Max None None None C-Max
Maximum Split (s) 10 17 10 73 17 10 15 68
Maximum Split (%) 9.1% 15.5% 9.1% 66.4% 15.5% 9.1% 13.6% 61.8%
Minimum Split (s) 10 10 10 44.5 10 10 10 38.5
Yellow Time (s)33553355
All-Red Time (s) 1 3 0 1.5 1 3 0 1.5
Minimum Initial (s) 4 4 4 15 4 4 4 15
Vehicle Extension (s)36333633
Minimum Gap (s)33333333
Time Before Reduce (s)00000000
Time To Reduce (s)00000000
Walk Time (s) 6 6
Flash Dont Walk (s) 26 20
Dual Entry No Yes No Yes No Yes No Yes
Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes
Start Time (s) 6.5 16.5 33.5 43.5 6.5 23.5 33.5 48.5
End Time (s) 16.5 33.5 43.5 6.5 23.5 33.5 48.5 6.5
Yield/Force Off (s) 12.5 27.5 38.5 0 19.5 27.5 43.5 0
Yield/Force Off 170(s) 12.5 27.5 38.5 84 19.5 27.5 43.5 90
Local Start Time (s) 6.5 16.5 33.5 43.5 6.5 23.5 33.5 48.5
Local Yield (s) 12.5 27.5 38.5 0 19.5 27.5 43.5 0
Local Yield 170(s) 12.5 27.5 38.5 84 19.5 27.5 43.5 90
Intersection Summary
Cycle Length 110
Control Type Actuated-Coordinated
Natural Cycle 100
Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Yellow
Splits and Phases: 152: Greenfields & Mulberry (State 14)
Queues Short Total PM
152: Greenfields & Mulberry (State 14)
Scenario 1 City of Fort Collins Signal Timing 05/14/2024 Synchro 11 Light Report
st pm.syn
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 141 2139 80 72 1541 307 126 65 280 20 137
v/c Ratio 0.59 0.98 0.08 0.43 0.76 0.29 0.72 0.48 0.67 0.09 0.54
Control Delay 22.7 35.6 0.1 18.1 20.4 2.0 63.5 34.5 54.3 45.3 18.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 22.7 35.6 0.1 18.1 20.4 2.0 63.5 34.5 54.3 45.3 18.8
Queue Length 50th (ft) 28 ~784 0 13 407 0 76 14 99 13 8
Queue Length 95th (ft) 93 #978 0 45 517 37 #146 59 #154 37 69
Internal Link Dist (ft) 412 1016 960 378
Turn Bay Length (ft) 300 200 300 250 300 300 300
Base Capacity (vph) 264 2187 1043 168 2036 1055 175 135 419 230 260
Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.53 0.98 0.08 0.43 0.76 0.29 0.72 0.48 0.67 0.09 0.53
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM 6th Roundabout Short Total AM
1: Greenfields & N. Frontage Road
Scenario 1 City of Fort Collins Signal Timing 05/14/2024 Synchro 11 Light Report
st am.syn
Intersection
Intersection Delay, s/veh 5.9
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1111
Conflicting Circle Lanes 1111
Adj Approach Flow, veh/h 259 78 375 278
Demand Flow Rate, veh/h 264 79 383 283
Vehicles Circulating, veh/h 323 352 30 328
Vehicles Exiting, veh/h 288 61 557 103
Ped Vol Crossing Leg, #/h 0000
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 6.4 4.6 5.3 6.6
Approach LOS AAAA
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 264 79 383 283
Cap Entry Lane, veh/h 993 964 1338 988
Entry HV Adj Factor 0.980 0.983 0.980 0.982
Flow Entry, veh/h 259 78 375 278
Cap Entry, veh/h 973 947 1311 970
V/C Ratio 0.266 0.082 0.286 0.287
Control Delay, s/veh 6.4 4.6 5.3 6.6
LOS AAAA
95th %tile Queue, veh 1011
HCM 6th Roundabout Short Total PM
1: Greenfields & N. Frontage Road
Scenario 1 City of Fort Collins Signal Timing 05/14/2024 Synchro 11 Light Report
st pm.syn
Intersection
Intersection Delay, s/veh 6.1
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1111
Conflicting Circle Lanes 1111
Adj Approach Flow, veh/h 261 103 524 188
Demand Flow Rate, veh/h 266 105 535 191
Vehicles Circulating, veh/h 267 502 35 294
Vehicles Exiting, veh/h 218 68 498 313
Ped Vol Crossing Leg, #/h 0000
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 5.9 5.7 6.6 5.3
Approach LOS AAAA
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 266 105 535 191
Cap Entry Lane, veh/h 1051 827 1331 1022
Entry HV Adj Factor 0.980 0.978 0.980 0.982
Flow Entry, veh/h 261 103 524 188
Cap Entry, veh/h 1030 809 1304 1004
V/C Ratio 0.253 0.127 0.402 0.187
Control Delay, s/veh 5.9 5.7 6.6 5.3
LOS AAAA
95th %tile Queue, veh 1021
HCM 6th TWSC Short Total AM
8: N. Frontage Road & Site Access
Scenario 1 City of Fort Collins Signal Timing 05/14/2024 Synchro 11 Light Report
st am.syn
Intersection
Int Delay, s/veh 4.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 5 6 26 188 181 5
Future Vol, veh/h 5 6 26 188 181 5
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - 0 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 85 85 85 85 85 85
Heavy Vehicles, % 2 22222
Mvmt Flow 6 7 31 221 213 6
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 252 0 - 0 50 31
Stage 1 - - - - 31 -
Stage 2 - - - - 19 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1313 - - - 959 1043
Stage 1 - - - - 992 -
Stage 2 - - - - 1004 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1313 - - - 954 1043
Mov Cap-2 Maneuver - - - - 954 -
Stage 1 - - - - 987 -
Stage 2 - - - - 1004 -
Approach EB WB SB
HCM Control Delay, s 3.5 0 9.9
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1313 - - - 956
HCM Lane V/C Ratio 0.004 - - - 0.229
HCM Control Delay (s) 7.8 0 - - 9.9
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0 - - - 0.9
HCM 6th TWSC Short Total PM
8: N. Frontage Road & Site Access
Scenario 1 City of Fort Collins Signal Timing 05/14/2024 Synchro 11 Light Report
st pm.syn
Intersection
Int Delay, s/veh 4.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 5 16 21 153 149 4
Future Vol, veh/h 5 16 21 153 149 4
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - 0 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 85 85 85 85 85 85
Heavy Vehicles, % 2 22222
Mvmt Flow 6 19 25 180 175 5
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 205 0 - 0 56 25
Stage 1 - - - - 25 -
Stage 2 - - - - 31 -
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 1366 - - - 952 1051
Stage 1 - - - - 998 -
Stage 2 - - - - 992 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1366 - - - 948 1051
Mov Cap-2 Maneuver - - - - 948 -
Stage 1 - - - - 994 -
Stage 2 - - - - 992 -
Approach EB WB SB
HCM Control Delay, s 1.8 0 9.7
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1366 - - - 950
HCM Lane V/C Ratio 0.004 - - - 0.189
HCM Control Delay (s) 7.6 0 - - 9.7
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0 - - - 0.7
APPENDIX G
HCM 6th Signalized Intersection Summary Long Total AM
152: Greenfields & Mulberry (State 14)
Scenario 1 City of Fort Collins Signal Timing 05/14/2024 Synchro 11 Light Report
lt am.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 230 1380 100 70 2320 395 110 20 70 475 15 260
Future Volume (veh/h) 230 1380 100 70 2320 395 110 20 70 475 15 260
Initial Q (Qb), veh 000000000000
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 1826 1870 1870 1841 1870 1796 1945 1796 1796 1945 1796
Adj Flow Rate, veh/h 242 1453 20 74 2442 229 116 21 11 500 16 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, %252242222222
Cap, veh/h 339 2668 848 112 2514 792 258 60 31 587 305
Arrive On Green 0.10 0.54 0.54 0.06 0.50 0.50 0.07 0.05 0.05 0.18 0.16 0.00
Sat Flow, veh/h 3456 4985 1584 1781 5025 1583 1710 1202 630 3317 1945 1522
Grp Volume(v), veh/h 242 1453 20 74 2442 229 116 0 32 500 16 0
Grp Sat Flow(s),veh/h/ln 1728 1662 1584 1781 1675 1583 1710 0 1832 1659 1945 1522
Q Serve(g_s), s 6.8 19.1 0.6 4.1 47.2 8.4 6.4 0.0 1.7 14.6 0.7 0.0
Cycle Q Clear(g_c), s 6.8 19.1 0.6 4.1 47.2 8.4 6.4 0.0 1.7 14.6 0.7 0.0
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.34 1.00 1.00
Lane Grp Cap(c), veh/h 339 2668 848 112 2514 792 258 0 91 587 305
V/C Ratio(X) 0.71 0.54 0.02 0.66 0.97 0.29 0.45 0.00 0.35 0.85 0.05
Avail Cap(c_a), veh/h 346 2668 848 160 2514 792 258 0 92 597 311
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 43.7 15.2 10.9 45.8 24.3 14.6 41.6 0.0 46.0 39.9 35.9 0.0
Incr Delay (d2), s/veh 6.7 0.8 0.1 6.4 12.4 0.9 1.2 0.0 8.2 11.2 0.3 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.1 6.3 0.2 1.9 18.5 2.8 2.8 0.0 1.0 6.9 0.4 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 50.4 16.0 11.0 52.2 36.6 15.5 42.8 0.0 54.2 51.1 36.1 0.0
LnGrp LOS D B B D D B D A D D D
Approach Vol, veh/h 1715 2745 148 516
Approach Delay, s/veh 20.8 35.3 45.3 50.6
Approach LOS CDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.0 20.7 10.3 59.0 20.7 10.0 13.8 55.5
Change Period (Y+Rc), s 4.0 6.0 5.0 6.5 4.0 6.0 5.0 6.5
Max Green Setting (Gmax), s 6.0 15.0 8.0 49.5 17.0 4.0 9.0 48.5
Max Q Clear Time (g_c+I1), s 8.4 2.7 6.1 21.1 16.6 3.7 8.8 49.2
Green Ext Time (p_c), s 0.0 0.0 0.0 6.8 0.1 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 32.3
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.
Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay.
Timing Report, Sorted By Phase Long Total AM
152: Greenfields & Mulberry (State 14)
Scenario 1 City of Fort Collins Signal Timing 05/14/2024 Synchro 11 Light Report
lt am.syn
Phase Number 12345678
Movement NBL SBT WBL EBT SBL NBTL EBL WBT
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize
Recall Mode None None None C-Max None None None C-Max
Maximum Split (s) 10 21 13 56 21 10 14 55
Maximum Split (%) 10.0% 21.0% 13.0% 56.0% 21.0% 10.0% 14.0% 55.0%
Minimum Split (s) 10 10 10 44.5 10 10 10 38.5
Yellow Time (s)33553355
All-Red Time (s) 1 3 0 1.5 1 3 0 1.5
Minimum Initial (s) 4 4 4 15 4 4 4 15
Vehicle Extension (s)36333633
Minimum Gap (s)33333333
Time Before Reduce (s)00000000
Time To Reduce (s)00000000
Walk Time (s) 6 6
Flash Dont Walk (s) 26 20
Dual Entry No Yes No Yes No Yes No Yes
Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes
Start Time (s) 6.5 16.5 37.5 50.5 6.5 27.5 37.5 51.5
End Time (s) 16.5 37.5 50.5 6.5 27.5 37.5 51.5 6.5
Yield/Force Off (s) 12.5 31.5 45.5 0 23.5 31.5 46.5 0
Yield/Force Off 170(s) 12.5 31.5 45.5 74 23.5 31.5 46.5 80
Local Start Time (s) 6.5 16.5 37.5 50.5 6.5 27.5 37.5 51.5
Local Yield (s) 12.5 31.5 45.5 0 23.5 31.5 46.5 0
Local Yield 170(s) 12.5 31.5 45.5 74 23.5 31.5 46.5 80
Intersection Summary
Cycle Length 100
Control Type Actuated-Coordinated
Natural Cycle 90
Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow
Splits and Phases: 152: Greenfields & Mulberry (State 14)
Queues Long Total AM
152: Greenfields & Mulberry (State 14)
Scenario 1 City of Fort Collins Signal Timing 05/14/2024 Synchro 11 Light Report
lt am.syn
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 242 1453 105 74 2442 416 116 95 500 16 274
v/c Ratio 0.71 0.54 0.11 0.49 0.97 0.42 0.60 0.58 0.89 0.05 0.78
Control Delay 55.7 16.8 0.5 54.8 36.4 4.0 45.5 31.2 60.1 36.2 31.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 55.7 16.8 0.5 54.8 36.4 4.0 45.5 31.2 60.1 36.2 31.1
Queue Length 50th (ft) 78 227 0 46 542 17 58 13 163 9 57
Queue Length 95th (ft) #126 273 3 92 #685 68 105 #72 #262 28 #177
Internal Link Dist (ft) 415 1016 960 378
Turn Bay Length (ft) 300 200 300 250 160 300 300
Base Capacity (vph) 343 2680 920 159 2527 981 193 163 560 337 367
Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.71 0.54 0.11 0.47 0.97 0.42 0.60 0.58 0.89 0.05 0.75
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM 6th Signalized Intersection Summary Long Total PM
152: Greenfields & Mulberry (State 14)
Scenario 1 City of Fort Collins Signal Timing 05/14/2024 Synchro 11 Light Report
lt pm.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 395 2525 80 75 1715 645 130 20 50 550 20 450
Future Volume (veh/h) 395 2525 80 75 1715 645 130 20 50 550 20 450
Initial Q (Qb), veh 000000000000
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 1826 1870 1870 1841 1870 1796 1945 1796 1796 1945 1796
Adj Flow Rate, veh/h 403 2577 11 77 1750 313 133 20 5 561 20 0
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98
Percent Heavy Veh, %252242222222
Cap, veh/h 481 2749 874 112 2388 752 230 62 16 658 337
Arrive On Green 0.14 0.55 0.55 0.06 0.48 0.48 0.07 0.04 0.04 0.20 0.17 0.00
Sat Flow, veh/h 3456 4985 1584 1781 5025 1583 1710 1502 376 3317 1945 1522
Grp Volume(v), veh/h 403 2577 11 77 1750 313 133 0 25 561 20 0
Grp Sat Flow(s),veh/h/ln 1728 1662 1584 1781 1675 1583 1710 0 1878 1659 1945 1522
Q Serve(g_s), s 13.6 57.6 0.4 5.1 33.7 15.5 8.0 0.0 1.6 19.6 1.0 0.0
Cycle Q Clear(g_c), s 13.6 57.6 0.4 5.1 33.7 15.5 8.0 0.0 1.6 19.6 1.0 0.0
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.20 1.00 1.00
Lane Grp Cap(c), veh/h 481 2749 874 112 2388 752 230 0 78 658 337
V/C Ratio(X) 0.84 0.94 0.01 0.69 0.73 0.42 0.58 0.00 0.32 0.85 0.06
Avail Cap(c_a), veh/h 490 2749 874 119 2388 752 230 0 94 774 421
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 0.00 1.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 50.3 25.0 12.2 55.1 25.4 20.6 51.8 0.0 55.9 46.4 41.4 0.0
Incr Delay (d2), s/veh 12.0 7.7 0.0 14.4 2.0 1.7 3.6 0.0 8.3 8.0 0.3 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 6.4 21.4 0.1 2.6 12.5 5.6 4.1 0.0 0.9 8.9 0.5 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 62.3 32.7 12.2 69.5 27.4 22.3 55.4 0.0 64.2 54.5 41.7 0.0
LnGrp LOS E C B E C C E A E D D
Approach Vol, veh/h 2991 2140 158 581
Approach Delay, s/veh 36.6 28.2 56.8 54.0
Approach LOS D C E D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.0 25.8 11.5 71.7 26.8 10.0 20.7 62.5
Change Period (Y+Rc), s 4.0 6.0 5.0 6.5 4.0 6.0 5.0 6.5
Max Green Setting (Gmax), s 7.0 25.0 7.0 59.5 27.0 5.0 16.0 50.5
Max Q Clear Time (g_c+I1), s 10.0 3.0 7.1 59.6 21.6 3.6 15.6 35.7
Green Ext Time (p_c), s 0.0 0.1 0.0 0.0 1.2 0.0 0.1 7.9
Intersection Summary
HCM 6th Ctrl Delay 35.8
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.
Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay.
Timing Report, Sorted By Phase Long Total PM
152: Greenfields & Mulberry (State 14)
Scenario 1 City of Fort Collins Signal Timing 05/14/2024 Synchro 11 Light Report
lt pm.syn
Phase Number 12345678
Movement NBL SBT WBL EBT SBL NBTL EBL WBT
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize
Recall Mode None None None C-Max None None None C-Max
Maximum Split (s) 11 31 12 66 31 11 21 57
Maximum Split (%) 9.2% 25.8% 10.0% 55.0% 25.8% 9.2% 17.5% 47.5%
Minimum Split (s) 10 10 10 44.5 10 10 10 38.5
Yellow Time (s)33553355
All-Red Time (s) 1 3 0 1.5 1 3 0 1.5
Minimum Initial (s) 4 4 4 15 4 4 4 15
Vehicle Extension (s)36333633
Minimum Gap (s)33333333
Time Before Reduce (s)00000000
Time To Reduce (s)00000000
Walk Time (s) 6 6
Flash Dont Walk (s) 26 20
Dual Entry No Yes No Yes No Yes No Yes
Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes
Start Time (s) 6.5 17.5 48.5 60.5 6.5 37.5 48.5 69.5
End Time (s) 17.5 48.5 60.5 6.5 37.5 48.5 69.5 6.5
Yield/Force Off (s) 13.5 42.5 55.5 0 33.5 42.5 64.5 0
Yield/Force Off 170(s) 13.5 42.5 55.5 94 33.5 42.5 64.5 100
Local Start Time (s) 6.5 17.5 48.5 60.5 6.5 37.5 48.5 69.5
Local Yield (s) 13.5 42.5 55.5 0 33.5 42.5 64.5 0
Local Yield 170(s) 13.5 42.5 55.5 94 33.5 42.5 64.5 100
Intersection Summary
Cycle Length 120
Control Type Actuated-Coordinated
Natural Cycle 110
Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow
Splits and Phases: 152: Greenfields & Mulberry (State 14)
Queues Long Total PM
152: Greenfields & Mulberry (State 14)
Scenario 1 City of Fort Collins Signal Timing 05/14/2024 Synchro 11 Light Report
lt pm.syn
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 403 2577 82 77 1750 658 133 71 561 20 459
v/c Ratio 0.84 1.00 0.09 0.66 0.81 0.65 0.78 0.45 0.76 0.04 1.00
Control Delay 66.7 45.9 0.2 80.5 33.8 6.5 67.1 31.5 50.1 37.6 69.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 66.7 45.9 0.2 80.5 33.8 6.5 67.1 31.5 50.1 37.6 69.9
Queue Length 50th (ft) 158 ~786 0 59 428 30 76 15 212 12 ~224
Queue Length 95th (ft) #235 #877 1 #131 493 132 #128 64 #281 34 #448
Internal Link Dist (ft) 415 1016 960 378
Turn Bay Length (ft) 300 200 300 250 160 300 300
Base Capacity (vph) 486 2589 880 118 2149 1019 170 158 748 457 457
Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.83 1.00 0.09 0.65 0.81 0.65 0.78 0.45 0.75 0.04 1.00
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM 6th Roundabout Long Total AM
1: Greenfields & N. Frontage Road
Scenario 1 City of Fort Collins Signal Timing 05/14/2024 Synchro 11 Light Report
lt am.syn
Intersection
Intersection Delay, s/veh 8.8
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1121
Conflicting Circle Lanes 1111
Adj Approach Flow, veh/h 243 95 674 558
Demand Flow Rate, veh/h 247 96 687 569
Vehicles Circulating, veh/h 601 665 43 305
Vehicles Exiting, veh/h 273 65 805 456
Ped Vol Crossing Leg, #/h 0000
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 9.0 6.7 7.2 11.0
Approach LOS AAAB
Lane Left Left Left Right Left
Designated Moves LTR LTR LT R LTR
Assumed Moves LTR LTR LT R LTR
RT Channelized
Lane Util 1.000 1.000 0.945 0.055 1.000
Follow-Up Headway, s 2.609 2.609 2.535 2.535 2.609
Critical Headway, s 4.976 4.976 4.544 4.544 4.976
Entry Flow, veh/h 247 96 649 38 569
Cap Entry Lane, veh/h 748 700 1366 1366 1011
Entry HV Adj Factor 0.983 0.985 0.981 0.974 0.980
Flow Entry, veh/h 243 95 637 37 558
Cap Entry, veh/h 734 690 1340 1330 991
V/C Ratio 0.330 0.137 0.475 0.028 0.563
Control Delay, s/veh 9.0 6.7 7.5 2.9 11.0
LOS A A A A B
95th %tile Queue, veh 1 0 3 0 4
HCM 6th Roundabout Long Total PM
1: Greenfields & N. Frontage Road
Scenario 1 City of Fort Collins Signal Timing 05/14/2024 Synchro 11 Light Report
lt pm.syn
Intersection
Intersection Delay, s/veh 17.7
Intersection LOS C
Approach EB WB NB SB
Entry Lanes 1121
Conflicting Circle Lanes 1111
Adj Approach Flow, veh/h 247 126 1116 821
Demand Flow Rate, veh/h 251 129 1138 837
Vehicles Circulating, veh/h 902 1116 63 279
Vehicles Exiting, veh/h 214 85 1090 966
Ped Vol Crossing Leg, #/h 0000
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 14.4 13.2 17.0 20.4
Approach LOS B B C C
Lane Left Left Left Right Left
Designated Moves LTR LTR LT R LTR
Assumed Moves LTR LTR LT R LTR
RT Channelized
Lane Util 1.000 1.000 0.962 0.038 1.000
Follow-Up Headway, s 2.609 2.609 2.535 2.535 2.609
Critical Headway, s 4.976 4.976 4.544 4.544 4.976
Entry Flow, veh/h 251 129 1095 43 837
Cap Entry Lane, veh/h 550 442 1341 1341 1038
Entry HV Adj Factor 0.982 0.974 0.981 0.977 0.981
Flow Entry, veh/h 247 126 1074 42 821
Cap Entry, veh/h 540 431 1315 1310 1019
V/C Ratio 0.456 0.292 0.817 0.032 0.806
Control Delay, s/veh 14.4 13.2 17.6 3.0 20.4
LOS B B C A C
95th %tile Queue, veh 2 1 10 0 9
HCM 6th TWSC Long Total AM
11: N. Frontage Road & Site Access
Scenario 1 City of Fort Collins Signal Timing 05/14/2024 Synchro 11 Light Report
lt am.syn
Intersection
Int Delay, s/veh 4.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 5 10 30 190 180 5
Future Vol, veh/h 5 10 30 190 180 5
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - 200 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 6 11 33 211 200 6
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 244 0 - 0 56 33
Stage 1 - - - - 33 -
Stage 2 - - - - 23 -
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 1322 - - - 952 1041
Stage 1 - - - - 989 -
Stage 2 - - - - 1000 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1322 - - - 947 1041
Mov Cap-2 Maneuver - - - - 947 -
Stage 1 - - - - 984 -
Stage 2 - - - - 1000 -
Approach EB WB SB
HCM Control Delay, s 2.6 0 9.8
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1322 - - - 949
HCM Lane V/C Ratio 0.004 - - - 0.217
HCM Control Delay (s) 7.7 0 - - 9.8
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0 - - - 0.8
HCM 6th TWSC Long Total PM
11: N. Frontage Road & Site Access
Scenario 1 City of Fort Collins Signal Timing 05/14/2024 Synchro 11 Light Report
lt pm.syn
Intersection
Int Delay, s/veh 4.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 5 20 15 155 150 5
Future Vol, veh/h 5 20 15 155 150 5
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - 200 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 6 22 17 172 167 6
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 189 0 - 0 51 17
Stage 1 - - - - 17 -
Stage 2 - - - - 34 -
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 1385 - - - 958 1062
Stage 1 - - - - 1006 -
Stage 2 - - - - 988 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1385 - - - 954 1062
Mov Cap-2 Maneuver - - - - 954 -
Stage 1 - - - - 1002 -
Stage 2 - - - - 988 -
Approach EB WB SB
HCM Control Delay, s 1.5 0 9.6
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1385 - - - 957
HCM Lane V/C Ratio 0.004 - - - 0.18
HCM Control Delay (s) 7.6 0 - - 9.6
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0 - - - 0.7
APPENDIX H
Mulberry
S
u
m
m
it
V
i
e
w
Gr
e
e
n
f
i
e
l
d
s
N. Frontage Rd.
SCALE: 1"=500'
PEDESTRIAN INFLUENCE AREA
DELICH
ASSOCIATES Bloom, Filing 1 TIS, December 2023
Pedestrian LOS Worksheet
Project Location Classification:
Description of
Applicable Destination
Area Within 1320’
Destination
Area
Classification
Level of Service (minimum based on project location classification)
Directness Continuity Street
Crossings
Visual
Interest &
Amenities
Security
Commercial uses west
of the site Commercial
Minimum B B C B B
1 Actual A E B B D
Proposed A E B B D
Residential area north
of the site Residential
Minimum B B C B B
2 Actual - - - - -
Proposed D D B B B
Commercial uses south
and southeast of the
site
Commercial
Minimum B B C B B
3 Actual A E E D D
Proposed A E E D D
Residential area south
of the site Residential
Minimum B B C B B
4 Actual A E E D D
Proposed A E E D D
Minimum
5 Actual
Proposed
Minimum
6 Actual
Proposed
Minimum
7 Actual
Proposed
Minimum
8 Actual
Proposed
Minimum
9 Actual
Proposed
Minimum
10 Actual
Proposed
Mulberry
S
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it
V
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w
Gr
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s
N. Frontage Rd.
SCALE: 1"=500'
BICYCLE INFLUENCE AREA
DELICH
ASSOCIATES Bloom, Filing 1 TIS, December 2023
Bicycle LOS Worksheet
Level of Service – Connectivity
Minimum Actual Proposed
Base Connectivity:
Specific connections to priority sites:
Description of
Applicable Destination
Area Within 1320’
Destination
Area
Classification
Commercial uses south
and southeast of the
site
Commercial B E E 1
2
3
4
5
6
7
8