HomeMy WebLinkAboutLEMAY AVENUE CRAFT BREWERY & SELF-STORAGE FACILITY - PDP - PDP150009 - REPORTS - TRAFFIC STUDYLEMAY AVENUE MICROBREWERY & SELF-STORAGE
TRANSPORTATION IMPACT STUDY
FORT COLLINS, COLORADO
OCTOBER 2015
Prepared for:
JR Engineering
2900 South College Avenue, Suite 3D
Fort Collins, CO 80525
Prepared by:
DELICH ASSOCIATES
2272 Glen Haven Drive
Loveland, CO 80538
Phone: 970-669-2061
FAX: 970-669-5034
~_,,/;1/._' _
Project #1512
DELICH Lemay Avenue Microbrewery & Self-Storage TIS, October 2015
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TABLE OF CONTENTS
I. INTRODUCTION ........................................................................................................ 1
II. EXISTING CONDITIONS .......................................................................................... 2
Land Use ......................................................................................................................... 2
Roads .............................................................................................................................. 2
Existing Traffic ................................................................................................................. 5
Existing Operation ........................................................................................................... 5
Pedestrians Facilities ...................................................................................................... 9
Bicycle Facilities .............................................................................................................. 9
Transit Facilities .............................................................................................................. 9
III. PROPOSED DEVELOPMENT ............................................................................... 10
Trip Generation ............................................................................................................. 10
Trip Distribution ............................................................................................................. 10
Background Traffic Projections ..................................................................................... 10
Trip Assignment ............................................................................................................ 15
Signal Warrants ............................................................................................................. 15
Geometry ...................................................................................................................... 15
Operation Analysis ........................................................................................................ 19
Vine/Lemay Adequate Public Facitlies .......................................................................... 21
Pedestrian Level of Service ........................................................................................... 23
Bicycle Level of Service ................................................................................................ 23
Transit Level of Service ................................................................................................. 23
IV. CONCLUSIONS/RECOMMENDATIONS .............................................................. 24
LIST OF TABLES
1. Current Peak Hour Operation .................................................................................... 8
2. Trip Generation ....................................................................................................... 12
3. Short Range (2020) Background Peak Hour Operation .......................................... 20
4. Short Range (2020) Total Peak Hour Operation ..................................................... 22
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LIST OF FIGURES
1. Site Location ............................................................................................................. 3
2. Existing Intersection Geometry.................................................................................. 4
3. Recent Peak Hour Traffic .......................................................................................... 6
4. Balanced/Adjusted Recent Peak Hour Traffic ........................................................... 7
5. Site Plan .................................................................................................................. 11
6. Trip Distribution ....................................................................................................... 13
7. Short Range (2020) Background Peak Hour Traffic ................................................ 14
8. Site Generated Peak Hour Traffic ........................................................................... 16
9. Short Range (2020) Total Peak Hour Traffic ........................................................... 17
10. Short Range (2020) Geometry ................................................................................ 18
APPENDICES
A. Base Assumptions Packet
B. Recent Peak Hour Traffic
C. Current Peak Hour Operation/Level of Service Descriptions/Fort Collins LOS
Standards
D. Signal Warrant
E. Short Range (2020) Background Peak Hour Operation
F. Short Range (2020) Total Peak Hour Operation
G. Pedestrian/Bicycle Level of Service
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I. INTRODUCTION
This intermediate transportation impact study (TIS) addresses the capacity,
geometric, and control requirements at and near the proposed Lemay Avenue
Microbrewery & Self-Storage. The proposed Lemay Avenue Microbrewery & Self-Storage
is located in the southwest quadrant of the Lemay/Buckingham intersection in Fort Collins,
Colorado.
During the course of the analysis, numerous contacts were made with the project
civil engineer/planner (JR Engineering) and the Fort Collins Traffic Engineering staff. This
study generally conforms to the format set forth in the Fort Collins transportation impact
study guidelines contained in the “Larimer County Urban Area Street Standards”
(LCUASS). Appendix A contains the Transportation Impact Study Base Assumptions
form and related attachments for the Lemay Avenue Microbrewery & Self-Storage. 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;
Conduct level of service evaluation of pedestrian, bicycle, and transit modes of
transportation.
This TIS is a revision of the “Lemay Avenue Microbrewery & Self-Storage
Transportation Impact Study” dated July 2015. This revision addresses City staff
comments contained in the Round 1 Letter dated July 27, 2015 and discussions with
City staff regarding the Lemay/Buckingham intersection.
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II. EXISTING CONDITIONS
The location of Lemay Avenue Microbrewery & Self-Storage is shown in Figure 1.
It is important that a thorough understanding of the existing conditions be presented.
Land Use
Land uses in the area are primarily commercial and residential. There are
residential uses to the northeast and southeast (future) of the site. There are commercial
uses to the south and west of the site. The center of Fort Collins lies to the southwest of
the proposed Lemay Avenue Microbrewery & Self-Storage site. Land adjacent to the site
is flat (<2% grade) from a traffic operations perspective.
Roads
The primary streets near Lemay Avenue Microbrewery & Self-Storage site are
Lemay Avenue, Lincoln Avenue, Buckingham Street, and Vine Drive. The existing
geometry at the key intersections is shown in Figure 2.
Lemay Avenue is to the east of (adjacent to) the proposed Lemay Avenue
Microbrewery & Self-Storage site. It is a north-south street classified as a four-lane
arterial according to the Fort Collins Master Street Plan. North of Lincoln Avenue, the
four-lane arterial classification assumes that Lemay Avenue will have a grade
separation over Vine Drive. The segment of Lemay Avenue, adjacent to this site, is
classified as a local street. It is not known when the Lemay Avenue grade separation
will occur. Until that happens, Lemay Avenue does/will carry volumes commensurate
with that of an arterial street. Currently, Lemay Avenue has a four-lane cross section,
south of Lincoln and a two-lane cross section, north of Lincoln. At the Lemay/Lincoln
intersection, Lemay Avenue has a northbound and a southbound left-turn lane, a
through lane in each direction, and a northbound right-turn lane. While not marked with
a right-turn arrow, the bike lane on the west side of Lemay Avenue widens to a 12 foot
lane (approximately 105 feet long). This lane appears to be a shared motor vehicle/
bicycle lane. It functions as a southbound right-turn lane. At the Lemay/Buckingham
intersection, Lemay Avenue has all northbound and southbound movements combined
into single lanes. At the Lemay/Vine intersection, Lemay Avenue has all northbound
and southbound movements combined into single lanes. The Lemay/Lincoln and
Lemay/Vine intersections have signal control. The Lemay/Buckingham intersection has
stop sign control on Buckingham Street. The posted speed limit in this area of Lemay
Avenue is 35 mph, south of Lincoln Avenue, 30 mph from Lincoln to Vine Drive, and 35
mph, north of Vine Drive.
Lincoln Avenue is to the south of the proposed Lemay Avenue Microbrewery &
Self-Storage site. It is an east-west street classified as a two-lane arterial according to
the Fort Collins Master Street plan. Currently, Lincoln Avenue has a two-lane cross
Mulberry
Lincoln
Vine
Lemay
College
Buckingham
SCALE: 1"=2000'
SITE LOCATION Figure 1
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EXISTING INTERSECTION GEOMETRY Figure 2
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Lincoln
Buckingham
Vine
Lemay
- Denotes Lane
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section. At the Lemay/Lincoln intersection, Lincoln Avenue has an eastbound and a
westbound left-turn lane, a through lane in each direction, and an eastbound and a
westbound right-turn lane. The posted speed limit in this area of Lincoln Avenue is 35
mph.
Buckingham Street is to the north of the proposed Lemay Avenue Microbrewery
& Self-Storage site. It is an east-west street classified as a two-lane collector according
to the Fort Collins Master Street plan. Currently, Buckingham Street has a two-lane
cross section. At the Lemay/Buckingham intersection, Buckingham Street has all
eastbound and westbound movements combined into single lanes. The east and west
legs of Buckingham Street are offset by approximately 18 feet at the Lemay/
Buckingham intersection. West of Lemay Avenue, Buckingham Street is approximately
32 feet wide. East of Lemay Avenue, Buckingham Street is approximately 18 feet wide.
The posted speed limit in this area on Buckingham Street is 30 mph, west of Lemay
Avenue and 25 mph, east of Lemay Avenue.
Vine Drive is to the north of the proposed Lemay Avenue Microbrewery & Self-
Storage site. It is an east-west street classified a two-lane collector according to the
Fort Collins Master Street plan. Currently, Vine Drive has a two-lane cross section. At
the Lemay/Vine intersection, Vine Drive has an eastbound and a westbound left-turn
lane and a through/right-turn lane in each direction. The posted speed limit in this area
of Vine Drive is 35 mph, west of Lemay Avenue and 45 mph, east of Lemay Avenue.
Existing Traffic
Figure 3 shows recent peak hour traffic counts at the Lemay/Lincoln, Lemay/
Buckingham, and Lemay/Vine intersections. The traffic counts at the Lemay/Lincoln
intersection were obtained in April 2014 by the City of Fort Collins. The traffic counts at
the Lemay/Vine intersection were obtained in May 2014 by the City of Fort Collins. The
traffic counts at the Lemay/Buckingham intersection were obtained in April 2015. Raw
traffic count data are provided in Appendix B. Since the counts were done on different
days, the counts were adjusted/balanced. The adjusted/balanced recent peak hour
traffic is shown in Figure 4. The Lemay/Vine intersection counts were not adjusted,
since they are the basis of the Adequate Public Facilities analysis.
Existing Operation
The Lemay/Lincoln, Lemay/Buckingham, and Lemay/Vine intersections were
evaluated using techniques provided in the 2010 Highway Capacity Manual and 2000
Highway Capacity Manual (for Lemay/Vine intersection). Calculation forms are
provided in Appendix C. Using the morning and afternoon peak hour traffic shown in
Figure 4, the peak hour operation and the calculated delay for levels of service E & F
are shown in Table 1. The key intersections will meet the City of Fort Collins Motor
Vehicle LOS Standard during in the morning and afternoon peak hours, except the
AM/PM
RECENT PEAK HOUR TRAFFIC Figure 3
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35/54
294/684
29/117
23/36
543/450
48/75
6/13
119/194
74/100
88/115
172/155
43/53
42/40
355/888
6/17
12/15
691/584
1/1
4/2
1/6
27/87
0/2
2/4
2/3
Lincoln
Buckingham
Vine
Lemay
122/202
339/674
75/57
69/44
546/482
142/90
30/78
173/188
83/183
87/228
133/233
49/136
AM/PM
BALANCED/ADJUSTED
RECENT PEAK HOUR TRAFFIC Figure 4
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35/54
294/684
29/117
23/36
543/450
48/75
6/13
119/194
74/100
88/115
172/155
43/53
43/40
365/893
6/17
12/15
706/578
1/1
4/2
1/6
28/86
0/2
2/4
2/3
Buckingham
Vine
Lincoln
Lemay
122/202
330/671
75/57
68/48
543/534
130/100
29/77
173/188
83/183
85/227
133/233
49/136
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TABLE 1
Current Peak Hour Operation
Intersection Movement Level of Service
AM PM
Lemay/Lincoln
(signal)
EB LT D D
EB T E (57.1 secs) D
EB RT A D
EB APPROACH D D
WB LT D D
WB T D E (56.4 secs)
WB RT A D
WB APPROACH D D
NB LT A A
NB T B B
NB RT A A
NB APPROACH B B
SB LT A B
SB T B A
SB RT A A
SB APPROACH B A
OVERALL C C
Lemay/Buckingham
(stop sign)
EB LT/T/RT C C
WB LT/T/RT D F (69.2 secs)*
NB LT/T/RT A A
SB LT/T/RT A B
Lemay/Vine
(signal)
EB LT C D
EB T/RT D D
EB APPROACH D D
WB LT D E (55.7 secs)
WB T/RT D D
WB APPROACH D D
SB LT/T/RT A A
NB LT/T/RT A A
OVERALL B C
* Does not meet the LOS standard
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Lemay/Buckingham intersection in the afternoon peak hour. At the Lemay/Buckingham
intersection, the calculated delay in the afternoon peak hour westbound approach was
commensurate with level of service F. This does not meet the LOS standard. At the
Lemay/Vine intersection, the calculated delay for the afternoon peak hour eastbound left
turns was commensurate with level of service E. This meets the LOS standard. A
description of level of service for signalized and unsignalized intersections from the
2010 Highway Capacity Manual is provided in Appendix C. Table 4-3 (revised per staff
comments regarding type of intersection) showing the Fort Collins Motor Vehicle LOS
Standards (Intersections) are also provided in Appendix C. This site is in an area
termed “all other areas” on the Fort Collins Structure Plan. In areas termed “all other
areas,” acceptable overall operation at signalized intersections during the peak hours is
defined as level of service D or better. At signalized intersections, acceptable operation
of any leg and any movement is level of service E. At arterial/arterial and arterial/
collector or local stop sign controlled intersections, acceptable operation is considered to
be at level of service E for any approach leg. At collector/local stop sign controlled
intersections, acceptable operation is considered to be at level of service C for any
approach leg.
Pedestrian Facilities
There are sidewalks along Lincoln Avenue adjacent to developed properties.
There are sidewalks along the west side of Lemay Avenue, between Lincoln Avenue
and Vine Drive. There are sidewalks along the east side of Lemay Avenue, south of
Lincoln Avenue. There is sidewalk/curb/gutter on the south side of Buckingham Street
along the frontage of the property to the west of this site. It is expected that as
properties in this area are developed or redeveloped, sidewalks will be installed as part
of the street/property infrastructure.
Bicycle Facilities
Bicycle lanes exist along Lincoln Avenue, Lemay Avenue, Buckingham Street,
and Vine Drive within the study area. The bike lane on the south side of Buckingham
Street, adjacent to the property to the west of the site, is 10-11 feet wide. This segment
appears to have on-street parking.
Transit Facilities
Currently, this area of Fort Collins is served by Transfort routes 5 and 14.
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III. PROPOSED DEVELOPMENT
Lemay Avenue Microbrewery & Self-Storage is a proposed commercial
development. Figure 5 shows a site plan of Lemay Avenue Microbrewery & Self-
Storage. Lemay Avenue Microbrewery & Self-Storage is proposed as an approximately
8,200 square foot microbrewery with taproom and approximately 104,575 square feet in
a self-storage facility. Primary access to Lemay Avenue Microbrewery & Self-Storage
will be via a full-movement access to/from Buckingham Street. The short range
analysis (Year 2020) includes development of the Lemay Avenue Microbrewery & Self-
Storage site and an appropriate increase in background traffic, due to normal growth,
and other approved or expected developments in the area.
Trip Generation
Trip generation is important in considering the impact of a development such as this
upon the existing and proposed street system. A compilation of trip generation information
contained in Trip Generation, 9
th
Edition, ITE was used to estimate trips that would be
generated by the self-storage portion of this site. For the self-storage, Land Use Code
151 – Mini-warehouse was used. Since “microbrewery” is not a land use category
contained in the cited reference, a combination of trip generation sources was used. The
Microbrewery will have a taproom at 2,285 square feet and a brew house at 5,052
square feet. For the taproom, Land Use Code 925 - Drinking Place was used from the
cited reference. For the brew house portion of the Microbrewery, it assumed that a
maximum of 6 employees would work in the brew house based upon the information
from research (3 trips per day per employee & all ingress in AM and egress in PM).
This employee trip generation was compared to Land Use Code 110 - Light Industrial.
Since the trip generation was comparable, an average of the two was used. Table 2
shows the daily and peak hour trip generation for Lemay Avenue Microbrewery & Self-
Storage. Full development of Lemay Avenue Microbrewery & Self-Storage resulted in
471 daily weekday trip ends, 20 morning peak hour trip ends, and 59 afternoon peak
hour trip ends.
Trip Distribution
Trip distribution for the Lemay Avenue Microbrewery & Self-Storage was based on
existing/future travel patterns, land uses in the area, consideration of trip attractions/
productions in the area, and engineering judgment. Figure 6 shows the trip distribution
for the short range (2020) analysis future. The trip distribution was agreed to by City of
Fort Collins staff in the scoping emails.
Background Traffic Projections
Figure 7 shows the short range (2020) background peak hour traffic projections.
These forecasts assume that the current street network exists in this area. Background
traffic projections for the short range were obtained by reviewing the North Front Range
SCALE: 1"=100'
SITE PLAN Figure 5
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TABLE 2
Trip Generation
Code Use Size AWDTE AM Peak Hour PM Peak Hour
Rate Trips Rate In Rate Out Rate In Rate Out
Self-Storage
151 Mini-warehouse 104.9 KSF 2.50 262 0.08 8 0.06 6 0.13 13 0.13 14
Microbrewery
N/A Brew House 6 Employees N/A 18 N/A 6 N/A 0 N/A 0 N/A 6
110 Light Industrial 5.052 KSF 6.97 35 0.81 4 0.11 1 0.12 1 0.85 4
Average 27 5 1 1 5
925 Drinking Place 2.285 KSF N/A 182 N/A N/A N/A N/A 7.48 17 3.86 9
Total 471 13 7 31 28
Lincoln
Vine
Lemay
Buckingham
5% NOM
45%
30%
10%
5%
5%
SCALE: 1"=600'
TRIP DISTRIBUTION Figure 6
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AM/PM
SHORT RANGE (2020) BACKGROUND
PEAK HOUR TRAFFIC Figure 7
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43/84
323/762
60/214
31/45
606/509
58/109
13/25
156/300
99/119
119/135
265/221
129/112
46/42
428/1104
6/17
15/17
854/715
1/1
5/3
1/6
30/90
0/2
2/4
2/3
Buckingham
Vine
Lincoln
Lemay
234/301
369/837
87/111
95/86
710/605
153/156
43/165
208/309
128/240
128/273
201/328
122/204
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Regional Transportation Plan, engineering judgment, and various traffic studies
prepared for this area of Fort Collins. Based upon these sources, it was determined
that the traffic volumes would increase by approximately 1.0 percent per year. The
Waterfield, Woodward Governor, and Capstone developments were added to the
background traffic. The Lemay/Vine intersection traffic was increased due to approved
projects in the area that are yet to be built or built out. This data was provided by Fort
Collins City staff.
Trip Assignment
Trip assignment is how the generated and distributed trips are expected to be
loaded on the street system. The assigned trips are the resultant of the trip distribution
process. Using the trip distribution shown in Figure 6, Figure 8 shows the assignment
of the site generated peak hour vehicle traffic. The site generated vehicle traffic was
combined with the background traffic to determine the total forecasted vehicle traffic at
the key intersections. Figure 9 shows the short range (2020) total peak hour vehicle
traffic at the key intersections.
Signal Warrants
As a matter of policy, traffic signals are not installed at any location unless warrants
are met according to the Manual on Uniform Traffic Control Devices. For the streets in the
vicinity of the Lemay Avenue Microbrewery & Self-Storage development, 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 street system. It is acknowledged that peak
hour signal warrants should not be applied, but since the peak hour forecasts are readily
available in a traffic impact study, it is reasonable to use them to get an idea whether other
signal warrants may be met. If peak hour signal warrants will not be met at a given
intersection, it is reasonable to conclude that it is not likely that other signal warrants would
be met. If peak hour signal warrants are met, it merely indicates that further evaluation
should occur in the future as the development occurs. However, a judgment can be made
that some intersections will likely meet other signal warrants.
Using the short range (2020) total peak hour traffic (Figure 9), the Lemay/
Buckingham stop sign controlled intersection will not meet the peak hour warrant with the
eastbound right-turn lane on Buckingham Street.. The short range (2020) total peak hour
warrant is provided in Appendix D.
Geometry
Figure 10 shows a schematic of the short range (2020) geometry. The eastbound
right-turn volumes, at the Lemay/Buckingham intersection, indicate the need for a right-
turn lane. The eastbound right-turn lane may not be required when Lemay Avenue reverts
AM/PM
SITE GENERATED
PEAK HOUR TRAFFIC Figure 8
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0/1
0/1
1/2
0/1
Buckingham
Vine
9/22
4/9
2/8
5/20
Site Access
8/19
2/3
0/2
5/18
Lincoln
6/14
1/3
3/13
1/2
1/3
1/2
Lemay
AM/PM
SHORT RANGE (2020) TOTAL
PEAK HOUR TRAFFIC Figure 9
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43/85
323/763
60/214
31/45
607/511
58/109
13/25
156/300
99/119
119/135
265/221
129/112
54/61
428/1104
6/17
16/20
854/715
1/1
5/5
1/6
35/108
0/2
2/4
2/3
Buckingham
Vine
63/63
9/22
36/99
4/9
2/8
5/20
Site Access
Lincoln
Lemay
234/301
375/851
87/111
96/89
713/618
154/158
44/168
208/309
128/240
129/275
201/328
122/204
SHORT RANGE (2020) GEOMETRY Figure 10
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Lincoln
Buckingham
Vine
Lemay
- Proposed Lane
- Existing Lane
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to a local street classification. Therefore, it is recommended that the south curb of
Buckingham Street (adjacent to this site) not be widened to provide a right-turn lane.
Rather, the on-street parking lane and the bike lane be used (and striped) to provide for
the right-turning motor vehicle traffic and the bike traffic. This will require temporary
elimination of the on-street parking adjacent to this site. The eastbound left-turn and
through movements will be in the same lane, which will approximately align with the
existing east leg of Buckingham Street. This will require widening on the north side of the
west leg of Buckingham Street. Design details will be prepared by the project civil
engineer.
Since Lemay Avenue does/will carry traffic volumes commensurate with that of an
arterial street, Figure 10 shows that a northbound and a southbound left-turn lane is
required at the Lemay/Buckingham intersection. These left-turn lanes are required with
the current traffic volumes. It is doubtful that these left-turn lanes will be required when
this segment of Lemay Avenue reverts to the local street classification. That said,
implementation of these left-turn lanes would require widening Lemay Avenue, south and
north of the subject intersection. This may require additional right-of-way to accomplish
the widening. As noted in the “Operation Analysis” section, the addition of the northbound
and southbound left-turn lanes results in a calculated reduction in delay on the minor street
legs at the Lemay/Buckingham intersection. The project civil engineer, with agreement
from City staff, prepared design drawings for the left-turn lanes on Lemay Avenue
approaching Buckingham Street. These left-turn lanes provide for storage of the
forecasted peak hour traffic plus the bay taper and transitions. The traffic volume on this
segment of Lemay Avenue may approach/exceed the upper end of the range for a two-
lane arterial street. However, since this segment of Lemay Avenue will revert to a local
street in the future, it is likely that it will not be widened.
Operation Analysis
Operation analyses were performed at the key intersections. The operation
analyses were conducted for the short range analysis, reflecting a year 2020 condition.
In the intersection operation tables, the calculated delay for each movement/leg is
provided when the level of service falls in the LOS E/F categories.
Using the short range (2020) background peak hour traffic volumes, the key
intersections operate as indicated in Table 3. The background traffic analyses at the
Lemay/Buckingham intersection were run with the existing geometry on Buckingham
Street and Lemay Avenue. It was also run with the geometry shown in Figure 10.
Calculation forms for these analyses are provided in Appendix E. The key intersections
operate acceptably with existing control and geometry in the morning and afternoon
peak hours, except for the Lemay/Vine and Lemay/Buckingham intersections in the
afternoon peak hour. At the Lemay/Vine intersection, the calculated delay for the
afternoon peak hour westbound left-turn will be commensurate with level of service F.
At the Lemay/Buckingham intersection, the calculated delay for the afternoon peak hour
westbound approach is commensurate with level of service F with and without the
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TABLE 3
Short Range (2020) Background Peak Hour Operation
Intersection Movement Level of Service
AM PM
Lemay/Lincoln
(signal)
EB LT D D
EB T E (65.3 secs) D
EB RT D D
EB APPROACH E (61.0 secs) D
WB LT D D
WB T D E (57.3 secs)
WB RT D D
WB APPROACH D D
NB LT C B
NB T B D
NB RT B B
NB APPROACH B D
SB LT B D
SB T B A
SB RT A A
SB APPROACH B B
OVERALL C D
Lemay/Buckingham
(stop sign)
EB LT/T/RT C E (45.9 secs)
WB LT/T/RT E (46.1 secs) F (169.6 secs)†
NB LT/T/RT B (10.3 secs) A (9.7 secs)
SB LT/T/RT A (8.3 secs) B (11.5 secs)
Lemay/Buckingham
(stop sign)
(With NB & SB LT-lanes and EB
RT-lane)
EB LT/T E (45.7 secs) F (131.1 secs)
EB RT C C
EB APPROACH C D
WB LT/T/RT E (44.3 secs) F (135.5 secs)†
NB LT B (10.3 secs) A (9.7 secs)
SB LT A (8.3 secs) B (11.5 secs)
Lemay/Vine
(signal)
EB LT D C
EB T/RT D D
EB APPROACH D D
WB LT E (60.8 secs) F (176.4 secs)†
WB T/RT D D
WB APPROACH D E (72.5 secs)
SB LT/T/RT B D
NB LT/T/RT B C
OVERALL C D
† Does not meet the LOS standard.
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northbound and southbound left-turn lanes on Lemay Avenue and the eastbound right-turn
lane on Buckingham Street. In an urban environment along arterial streets, this level of
delay is normal during the peak hours. The addition of the northbound and southbound
left-turn lanes on Lemay Avenue results in a calculated reduction in delay on the minor
street legs at this intersection. The calculated delay on the west leg of Buckingham Street
is further reduced with the eastbound right-turn lane. The calculated delay on the west leg
of Buckingham Street is further reduced with the eastbound right-turn lane. However,
there is no change in the calculated delay to the northbound and southbound legs on
Lemay Avenue. This is counter-intuitive. The analyses show zero delay to the through
movements even though there is delay shown for the left-turn movements. It is
acknowledged that the through traffic on Lemay Avenue would be delayed without the left-
turn lanes whenever a left-turning vehicle is present. However, this is not reflected in the
calculated delay for the Lemay Avenue legs as shown in Table 3.
Using the traffic volumes shown in Figure 9, the key intersections operate in the
short range (2020) total condition as indicated in Table 4. Calculation forms for these
analyses are provided in Appendix F. The key intersections operate similar to the
background operation with existing control and geometry in the morning and afternoon
peak hours. At the Lemay/Vine intersection, the calculated delay for the afternoon peak
hour westbound left-turn will be commensurate with level of service F. This project will
not add traffic to the westbound approach at the Lemay/Vine intersection. This project
does not have a significant negative impact at the Lemay/Vine intersection since the
project traffic causes less than a two percent increase in the intersection delay. At the
Lemay/Buckingham intersection, the analyses were conducted with and without the
eastbound right-turn lane on Buckingham Street and the northbound and southbound left-
turn lanes on Lemay Avenue. The calculated delay for the eastbound and westbound
approaches during the afternoon peak hour is commensurate with level of service F
without the additional lanes. In an urban environment along arterial streets, this level of
delay is normal during the peak hours. With the eastbound right-turn lane on Buckingham
Street, the eastbound approach operates acceptably. The addition of the northbound and
southbound left-turn lanes on Lemay Avenue results in a calculated reduction in delay on
the minor street legs at this intersection. The calculated delay on the west leg of
Buckingham Street is further reduced with the eastbound right-turn lane. The calculated
delay on the west leg of Buckingham Street is further reduced with the eastbound right-
turn lane. However, there is no change in the calculated delay to the northbound and
southbound legs on Lemay Avenue. This is counter-intuitive. The analyses show zero
delay to the through movements even though there is delay shown for the left-turn
movements. It is acknowledged that the through traffic on Lemay Avenue would be
delayed without the left-turn lanes whenever a left-turning vehicle is present. However,
this is not reflected in the calculated delay for the Lemay Avenue legs as shown in Table 4.
Vine/Lemay Adequate Public Facilities
Proposed developments in Northeast Fort Collins are required to address the
operation at the Vine/Lemay intersection. This intersection has operational and geometric
constraints that may create an adequate public facilities (APF) issue. Succinctly, if this
DELICH Lemay Avenue Microbrewery & Self-Storage TIS, October 2015
ASSOCIATES Page 22
TABLE 4
Short Range (2020) Total Peak Hour Operation
Intersection Movement Level of Service
AM PM
Lemay/Lincoln
(signal)
EB LT D D
EB T E (65.3 secs) D
EB RT D D
EB APPROACH E (61.0 secs) D
WB LT D D
WB T D E (57.3 secs)
WB RT D D
WB APPROACH D D
NB LT C B
NB T B D
NB RT B B
NB APPROACH B D
SB LT B E (62.1 secs)
SB T B A
SB RT A A
SB APPROACH B B
OVERALL C D
Lemay/Buckingham
(stop sign)
EB LT/T/RT C F (79.4 secs)‡
WB LT/T/RT E (49.1 secs) F (237.9 secs)‡
NB LT/T/RT B (10.4 secs) A (9.9 secs)
SB LT/T/RT A (8.3 secs) B (11.5 secs)
Lemay/Buckingham
(stop sign)
(With NB & SB LT-lanes and EB
RT-lane)
EB LT/T E (47.1 secs) F (168.8 secs)
EB RT C C
EB APPROACH C D
WB LT/T/RT E (46.5 secs) F (156.5 secs)‡
NB LT B (10.4 secs) A (9.9 secs)
SB LT A (8.3 secs) B (11.5 secs)
Buckingham/Site Access
(stop sign)
NB LT/RT A A
WB LT/T A A
Lemay/Vine
(signal)
EB LT D C
EB T/RT D D
EB APPROACH D D
WB LT E (61.3 secs) F (176.4 secs)‡
WB T/RT D D
WB APPROACH D E (72.5 secs)
SB LT/T/RT B D
NB LT/T/RT B C
OVERALL C D
‡ Does not meet the LOS standard.
DELICH Lemay Avenue Microbrewery & Self-Storage TIS, October 2015
ASSOCIATES Page 23
may add traffic such that the overall intersection delay is not increased by more than 2
percent over the base condition. The intersection falls under the operational criteria of “All
other areas.” In this area, acceptable operation at signalized intersections during the peak
hours is defined as level of service D or better for the overall intersection.
City of Fort Collins Traffic Operations staff has developed the base condition. The
base condition is described as the current traffic (2012) plus traffic from those
development projects that have a commitment at this intersection. Figure 7 shows the
base condition peak hour traffic. Table 3 shows the operation at the Vine/Lemay
intersection with the base condition traffic and using the 2000 Highway Capacity Manual
techniques. In the morning and afternoon peak hours, this intersection meets the
overall level of service criteria. Therefore, under the base condition, there is not an APF
issue at this intersection.
Figure 9 shows the base condition plus the site traffic at the Vine/Lemay
intersection. Table 4 shows the base condition plus site traffic operation at the
Vine/Lemay intersection. In the morning and afternoon peak hours, this intersection
continues to meet the overall level of service criteria. Therefore, there is not an APF
issue at this intersection.
Pedestrian Level of Service
Appendix G shows a map of the area that is within 1320 feet of the Lemay
Avenue Microbrewery & Self-Storage development. There are two pedestrian
destinations within 1320 feet of the Lemay Avenue Microbrewery & Self-Storage
development. These are: 1) the residential area to the northeast of this site and 2)
future residential to the southeast (if approved). The Lemay Avenue Microbrewery &
Self-Storage site is located within an area termed as “transit corridor,” which sets the
level of service threshold at LOS B for directness and security and LOS C for all other
measured categories. Pedestrian level of service is achieved. The Pedestrian LOS
Worksheet is provided in Appendix G.
Bicycle Level of Service
Appendix G shows a map of the area that is within 1320 feet of the Lemay
Avenue Microbrewery & Self-Storage development. There is one bicycle destination
within 1320 feet of the Lemay Avenue Microbrewery & Self-Storage development, the
commercial to the south. The Bicycle LOS Worksheet is provided in Appendix G. The
minimum level of service for this site is C. This site is connected to bike lanes on
Lemay Avenue and Buckingham Street. Therefore, it is concluded that level of service
A can be achieved.
Transit Level of Service
This area of Fort Collins is served by Transfort Routes 5 and 14.
DELICH Lemay Avenue Microbrewery & Self-Storage TIS, October 2015
ASSOCIATES Page 24
IV. CONCLUSIONS/RECOMMENDATIONS
This study assessed the impacts of the Lemay Avenue Microbrewery & Self-
Storage development on the short range (2020) street system in the vicinity of the
proposed development. As a result of this analysis, the following is concluded:
• The development of the Lemay Avenue Microbrewery & Self-Storage site is
feasible from a traffic engineering standpoint. At full development, the Lemay
Avenue Microbrewery & Self-Storage site will generate approximately 471 daily
weekday trip ends, 20 morning peak hour trip ends, and 59 afternoon peak hour
trip ends.
• Current operation at the two signalized intersections is acceptable with existing
control and geometry. At the Lemay/Buckingham intersection, the calculated delay
in the afternoon peak hour westbound approach was commensurate with level of
service F. This does not meet the LOS standard.
• Figure 10 shows a schematic of the short range (2020) geometry. The eastbound
right-turn volumes, at the Lemay/Buckingham intersection, indicate the need for a
right-turn lane. The eastbound right-turn lane may not be required when Lemay
Avenue reverts to a local street classification. Since Lemay Avenue will carry traffic
volumes commensurate with that of an arterial street, northbound and southbound
left-turn lanes are required at the Lemay/Buckingham intersection with the current
traffic volumes. The project civil engineer, with agreement from City staff, prepared
design drawings for the left-turn lanes on Lemay Avenue approaching Buckingham
Street. These left-turn lanes provide for storage of the forecasted peak hour traffic
plus the bay taper and transitions.
• In the short range (2020) future, given development of the Lemay Avenue
Microbrewery & Self-Storage and an increase in background traffic, the
Lincoln/Lemay, Lemay/Buckingham, Buckingham/Site Access, and Lemay/Vine
intersections will meet the City of Fort Collins Motor Vehicle LOS Standard, except
for the Lemay/Vine and Lemay/Buckingham intersections in the afternoon peak
hour. At the Lemay/Vine intersection, the calculated delay for the afternoon peak
hour westbound left-turn will be commensurate with level of service F. However,
this project does not have a significant negative impact at the Lemay/Vine
intersection since the project traffic causes less than a two percent increase in
the intersection delay. At the Lemay/Buckingham intersection, the calculated
delay for the eastbound and westbound approaches during the afternoon peak hour
is commensurate with level of service F without the additional lanes. With the
eastbound right-turn lane on Buckingham Street and the left-turn lanes on Lemay
Avenue, the eastbound approach operates acceptably. However, the westbound
leg will experience delays commensurate with level of service F in the afternoon
peak hour. In an urban environment along arterial streets, this level of delay is
normal during the peak hours at stop sign controlled intersections. In the afternoon
DELICH Lemay Avenue Microbrewery & Self-Storage TIS, October 2015
ASSOCIATES Page 25
peak hour as reflected in Table 3 and Table 4, the geometric improvements will
cause a reduction in delay at the Lemay/Buckingham intersection. Therefore, this
project will mitigate the site generated traffic.
• Acceptable level of service is achieved for pedestrian, bicycle, and transit modes
based upon the measures in the multi-modal transportation guidelines.
APPENDIX A
Mulberry
Lincoln
Vine
Lemay
College
Buckingham
SCALE: 1"=2000'
SITE LOCATION Figure 1
DELICH
ASSOCIATES
Lemay Avenue Microbrewery & Self-Storage TIS, April 2015
Page 3
SCALE: 1"=100'
SITE PLAN Figure 5
DELICH
ASSOCIATES
Lemay Avenue Self Storage TIS, April 2015
Page 7
DELICH Lemay Avenue Microbrewery & Self-Storage TIS, April 2015
ASSOCIATES Page 9
TABLE 2
Trip Generation
Code Use Size AWDTE AM Peak Hour PM Peak Hour
Rate Trips Rate In Rate Out Rate In Rate Out
Self-Storage
151 Mini-warehouse 104.575
KSF 2.50 261 0.08 8 0.06 6 0.13 13 0.13 14
Microbrewery
N/A Brew House 6 Employees N/A 18 N/A 6 N/A 0 N/A 0 N/A 6
110 Light Industrial 6.0 KSF 6.97 42 0.81 5 0.11 1 0.12 1 0.85 5
Average 30 6 1 1 6
925 Drinking Place 2.2 KSF N/A 175 N/A N/A N/A N/A 7.48 16 3.86 9
Total 466 14 7 30 29
Lincoln
Vine
Lemay
Buckingham
5% NOM
45%
30%
10%
5%
5%
SCALE: 1"=600'
TRIP DISTRIBUTION Figure 5
DELICH
ASSOCIATES
Lemay Avenue Microbrewery & Self-Storage TIS, April 2015
Page 3
APPENDIX B
DELICH ASSOCIATES
2272 GLEN HAVEN DRIVE
LOVELAND, CO 80538
Phone: (970) 669-2061
TABULAR SUMMARY OF VEHICLE COUNTS
Date: 4/15/2014 Observer: City of Fort Collins
Day: Tuesday Jurisdiction: Fort Collins
R = right turn Intersection: Lemay/Lincoln
S = straight
L = left turn
Time Northbound: Lemay Southbound: Lemay Total Eastbound: Lincoln Westbound: Lincoln 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 30 82 17 129 43 169 10 222 351 11 44 22 77 8 21 14 43 120 471
7:45 38 91 36 165 42 152 28 222 387 10 59 23 92 6 38 25 69 161 548
8:00 28 70 15 113 30 103 15 148 261 8 36 19 63 19 35 30 84 147 408
8:15 26 96 7 129 27 122 16 165 294 1 34 19 54 16 39 18 73 127 421
7:30-8:30 122 339 75 536 142 546 69 757 1293 30 173 83 286 49 133 87 269 555 1848
PHF 0.8 0.88 0.52 0.81 0.83 0.81 0.62 0.85 0.68 0.73 0.9 0.78 0.64 0.85 0.73 0.8 0.84
4:30 46 165 7 218 24 127 7 158 376 11 39 41 91 31 52 56 139 230 606
4:45 45 180 12 237 25 113 15 153 390 20 46 39 105 35 51 34 120 225 615
5:00 48 154 22 224 19 126 12 157 381 29 43 41 113 37 64 74 175 288 669
5:15 63 175 16 254 22 116 10 148 402 18 60 62 140 33 66 64 163 303 705
4:30-5:30 202 674 57 933 90 482 44 616 1549 78 188 183 449 136 233 228 597 1046 2595
PHF 0.8 0.94 0.65 0.92 0.9 0.95 0.73 0.97 0.67 0.78 0.74 0.8 0.92 0.88 0.77 0.85 0.92
DELICH ASSOCIATES
2272 GLEN HAVEN DRIVE
LOVELAND, CO 80538
Phone: (970) 669-2061
TABULAR SUMMARY OF VEHICLE COUNTS
Date: 4/16/2015 Observer: Andy
Day: Thursday Jurisdiction: Fort Collins
R = right turn Intersection: Lemay/Buckingham
S = straight
L = left turn
Time Northbound: Lemay Southbound: Lemay Total Eastbound: Buckingham Westbound: Buckingham 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 16 82 2 100 0 197 6 203 303 1 0 6 7 0 0 0 0 7 310
7:45 15 96 3 114 0 178 2 180 294 1 1 12 14 1 1 0 2 16 310
8:00 5 93 0 98 1 156 4 161 259 1 0 6 7 1 1 0 2 9 268
8:15 6 84 1 91 0 160 0 160 251 1 0 3 4 0 0 0 0 4 255
7:30-8:30 42 355 6 403 1 691 12 704 1107 4 1 27 32 2 2 0 4 36 1143
PHF 0.66 0.92 0.5 0.88 0.25 0.88 0.5 0.87 1 0.25 0.56 0.57 0.5 0.5 n/a 0.5 0.92
4:30 11 236 2 249 0 182 3 185 434 1 2 23 26 1 0 0 1 27 461
4:45 8 190 2 200 1 117 6 124 324 0 3 15 18 1 1 1 3 21 345
5:00 10 234 7 251 0 169 4 173 424 0 0 27 27 1 1 0 2 29 453
5:15 11 228 6 245 0 116 2 118 363 1 1 22 24 0 2 1 3 27 390
4:30-5:30 40 888 17 945 1 584 15 600 1545 2 6 87 95 3 4 2 9 104 1649
PHF 0.91 0.94 0.61 0.94 0.25 0.8 0.63 0.81 0.5 0.5 0.81 0.88 0.75 0.5 0.5 0.75 0.89
DELICH ASSOCIATES
2272 GLEN HAVEN DRIVE
LOVELAND, CO 80538
Phone: (970) 669-2061
TABULAR SUMMARY OF VEHICLE COUNTS
Date: 5-15-2014 Observer: City of Fort Collins
Day: Thursday Jurisdiction: Fort Collins
R = right turn Intersection: Lemay/Vine
S = straight
L = left turn
Time Northbound: Lemay Southbound: Lemay Total Eastbound: Vine Westbound: Vine 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 8 86 7 101 14 143 4 161 262 2 30 22 54 8 45 23 76 130 392
7:45 9 72 9 90 17 164 5 186 276 2 32 27 61 14 57 19 90 151 427
8:00 7 62 10 79 6 122 7 135 214 1 29 12 42 12 41 26 79 121 335
8:15 14 74 3 91 11 114 7 132 223 1 28 13 42 9 29 20 58 100 323
7:30-8:30 38 294 29 361 48 543 23 614 975 6 119 74 199 43 172 88 303 502 1477
PHF 0.68 0.85 0.73 0.89 0.71 0.83 0.82 0.83 0.75 0.93 0.69 0.82 0.77 0.75 0.85 0.84 0.86
4:30 14 167 26 207 16 121 8 145 352 3 56 29 88 17 31 46 94 182 534
4:45 17 130 23 170 23 104 16 143 313 2 37 20 59 11 35 25 71 130 443
5:00 8 185 36 229 25 113 6 144 373 6 41 25 72 10 50 29 89 161 534
5:15 15 202 32 249 11 112 6 129 378 2 60 26 88 15 39 15 69 157 535
4:30-5:30 54 684 117 855 75 450 36 561 1416 13 194 100 307 53 155 115 323 630 2046
PHF 0.79 0.85 0.81 0.86 0.75 0.93 0.56 0.97 0.54 0.81 0.86 0.87 0.78 0.78 0.63 0.86 0.96
APPENDIX C
HCM 2010 Signalized Intersection Summary Recent AM
1: Lemay & Lincoln 2010 HCM
City of Fort Collins Signal Timing Synchro 9 Light Report
Recent AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 29 173 83 49 133 85 122 330 75 130 543 68
Number 7 4 14 3 8 18 1 6 16 5 2 12
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 0.99 1.00 0.99 1.00 1.00 1.00 1.00 0.98
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
Adj Sat Flow, veh/h/ln 1937 1937 1937 1937 1937 1863 1937 1937 1937 1863 1863 1863
Adj Flow Rate, veh/h 34 204 0 58 156 0 144 388 33 153 639 26
Adj No. of Lanes 111111111111
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85
Percent Heavy Veh, % 222222222222
Cap, veh/h 219 261 222 191 288 235 502 1190 1009 668 1151 955
Arrive On Green 0.03 0.13 0.00 0.05 0.15 0.00 0.06 0.61 0.61 0.06 0.62 0.62
Sat Flow, veh/h 1845 1937 1647 1845 1937 1583 1845 1937 1643 1774 1863 1546
Grp Volume(v), veh/h 34 204 0 58 156 0 144 388 33 153 639 26
Grp Sat Flow(s),veh/h/ln 1845 1937 1647 1845 1937 1583 1845 1937 1643 1774 1863 1546
Q Serve(g_s), s 1.7 11.2 0.0 2.9 8.2 0.0 3.1 10.6 0.9 3.4 21.9 0.7
Cycle Q Clear(g_c), s 1.7 11.2 0.0 2.9 8.2 0.0 3.1 10.6 0.9 3.4 21.9 0.7
Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 219 261 222 191 288 235 502 1190 1009 668 1151 955
V/C Ratio(X) 0.16 0.78 0.00 0.30 0.54 0.00 0.29 0.33 0.03 0.23 0.56 0.03
Avail Cap(c_a), veh/h 293 299 254 240 299 245 550 1190 1009 741 1151 955
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 39.1 46.0 0.0 38.3 43.4 0.0 9.1 10.2 8.3 7.0 12.2 8.2
Incr Delay (d2), s/veh 0.3 11.1 0.0 0.9 1.8 0.0 0.3 0.7 0.1 0.2 1.9 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.9 6.8 0.0 1.5 4.5 0.0 1.6 5.8 0.4 1.6 11.8 0.3
LnGrp Delay(d),s/veh 39.4 57.1 0.0 39.2 45.2 0.0 9.4 11.0 8.4 7.2 14.2 8.2
LnGrp LOS D E D D ABAABA
Approach Vol, veh/h 238 214 565 818
Approach Delay, s/veh 54.5 43.6 10.4 12.7
Approach LOS D D B B
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.1 73.0 8.1 19.8 9.5 72.6 6.6 21.3
Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0
Max Green Setting (Gmax), s 8.0 59.0 7.0 16.0 10.0 57.0 7.0 16.0
Max Q Clear Time (g_c+I1), s 5.1 23.9 4.9 13.2 5.4 12.6 3.7 10.2
Green Ext Time (p_c), s 0.1 4.3 0.0 0.3 0.2 4.3 0.0 0.6
Intersection Summary
HCM 2010 Ctrl Delay 21.0
HCM 2010 LOS C
Notes
User approved pedestrian interval to be less than phase max green.
Timing Report, Sorted By Phase Recent AM
1: Lemay & Lincoln 2010 HCM
City of Fort Collins Signal Timing Synchro 9 Light Report
Recent AM.syn
Phase Number 12345678
Movement NBL SBTL WBL EBTL SBL NBTL EBL WBTL
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize
Recall Mode None C-Max None None None C-Max None None
Maximum Split (s) 12 65 11 22 14 63 11 22
Maximum Split (%) 10.9% 59.1% 10.0% 20.0% 12.7% 57.3% 10.0% 20.0%
Minimum Split (s) 11 30 11 29 11 30 11 25
Yellow Time (s) 3 3.5 3 3.5 3434
All-Red Time (s) 1 2.5 1 2.5 1212
Minimum Initial (s) 47474747
Vehicle Extension (s) 33333333
Minimum Gap (s) 33333333
Time Before Reduce (s) 00000000
Time To Reduce (s) 00000000
Walk Time (s) 7777
Flash Dont Walk (s) 17 13 17 12
Dual Entry No Yes No Yes No Yes No Yes
Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes
Start Time (s) 20 32 97 108 20 34 97 108
End Time (s) 32 97 108 20 34 97 108 20
Yield/Force Off (s) 28 91 104 14 30 91 104 14
Yield/Force Off 170(s) 28 74 104 1 30 74 104 2
Local Start Time (s) 39 51 6 17 39 53 6 17
Local Yield (s) 47 0 13 33 49 0 13 33
Local Yield 170(s) 47 93 13 20 49 93 13 21
Intersection Summary
Cycle Length 110
Control Type Actuated-Coordinated
Natural Cycle 85
Offset: 91 (83%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow
Splits and Phases: 1: Lemay & Lincoln
HCM 2010 Signalized Intersection Summary Recent PM
1: Lemay & Lincoln 2010 HCM
City of Fort Collins Signal Timing Synchro 9 Light Report
Recent PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 77 188 183 136 233 227 202 671 57 100 534 48
Number 7 4 14 3 8 18 1 6 16 5 2 12
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 0.99 0.97 0.99 0.98 1.00 0.99 1.00 0.97
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
Adj Sat Flow, veh/h/ln 1937 1937 1937 1937 1937 1863 1937 1937 1937 1863 1863 1863
Adj Flow Rate, veh/h 84 204 20 148 253 30 220 729 14 109 580 3
Adj No. of Lanes 111111111111
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 222222222222
Cap, veh/h 210 299 248 248 313 250 681 1156 977 399 1078 891
Arrive On Green 0.06 0.15 0.15 0.07 0.16 0.16 0.07 0.60 0.60 0.10 1.00 1.00
Sat Flow, veh/h 1845 1937 1604 1845 1937 1544 1845 1937 1638 1774 1863 1539
Grp Volume(v), veh/h 84 204 20 148 253 30 220 729 14 109 580 3
Grp Sat Flow(s),veh/h/ln 1845 1937 1604 1845 1937 1544 1845 1937 1638 1774 1863 1539
Q Serve(g_s), s 4.5 11.9 1.3 8.0 15.1 2.0 5.6 29.2 0.4 3.0 0.0 0.0
Cycle Q Clear(g_c), s 4.5 11.9 1.3 8.0 15.1 2.0 5.6 29.2 0.4 3.0 0.0 0.0
Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 210 299 248 248 313 250 681 1156 977 399 1078 891
V/C Ratio(X) 0.40 0.68 0.08 0.60 0.81 0.12 0.32 0.63 0.01 0.27 0.54 0.00
Avail Cap(c_a), veh/h 223 420 348 248 428 341 681 1156 977 430 1078 891
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 39.8 48.0 43.4 40.5 48.5 43.0 8.1 15.7 9.8 11.8 0.0 0.0
Incr Delay (d2), s/veh 1.2 2.7 0.1 3.9 7.9 0.2 0.3 2.6 0.0 0.4 1.9 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 2.4 6.6 0.6 0.9 8.8 0.9 2.9 16.4 0.2 1.5 0.6 0.0
LnGrp Delay(d),s/veh 41.0 50.7 43.6 44.3 56.4 43.2 8.4 18.3 9.9 12.2 1.9 0.0
LnGrp LOS DDDDEDABABAA
Approach Vol, veh/h 308 431 963 692
Approach Delay, s/veh 47.6 51.3 15.9 3.5
Approach LOS D D B A
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.0 74.5 11.0 23.5 8.9 76.6 10.1 24.4
Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 * 6
Max Green Setting (Gmax), s 7.0 61.0 7.0 25.0 7.0 61.0 7.0 * 26
Max Q Clear Time (g_c+I1), s 7.6 2.0 10.0 13.9 5.0 31.2 6.5 17.1
Green Ext Time (p_c), s 0.0 5.8 0.0 1.3 0.0 5.6 0.0 1.1
Intersection Summary
HCM 2010 Ctrl Delay 22.8
HCM 2010 LOS C
Notes
* HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier.
Timing Report, Sorted By Phase Recent PM
1: Lemay & Lincoln 2010 HCM
City of Fort Collins Signal Timing Synchro 9 Light Report
Recent PM.syn
Phase Number 12345678
Movement NBL SBTL WBL EBTL SBL NBTL EBL WBTL
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize
Recall Mode None C-Max None None None C-Max None None
Maximum Split (s) 11 67 11 31 11 67 11 31
Maximum Split (%) 9.2% 55.8% 9.2% 25.8% 9.2% 55.8% 9.2% 25.8%
Minimum Split (s) 11 30 11 29 11 30 11 24.5
Yellow Time (s) 3 3.5 3 3.5 3434
All-Red Time (s) 1 2.5 1 2.5 1 2 1 1.5
Minimum Initial (s) 47474747
Vehicle Extension (s) 33333333
Minimum Gap (s) 33333333
Time Before Reduce (s) 00000000
Time To Reduce (s) 00000000
Walk Time (s) 7777
Flash Dont Walk (s) 17 13 17 12
Dual Entry No Yes No Yes No Yes No Yes
Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes
Start Time (s) 92 103 50 61 92 103 50 61
End Time (s) 103 50 61 92 103 50 61 92
Yield/Force Off (s) 99 44 57 86 99 44 57 86.5
Yield/Force Off 170(s) 99 27 57 73 99 27 57 74.5
Local Start Time (s) 48 59 6 17 48 59 6 17
Local Yield (s) 55 0 13 42 55 0 13 42.5
Local Yield 170(s) 55 103 13 29 55 103 13 30.5
Intersection Summary
Cycle Length 120
Control Type Actuated-Coordinated
Natural Cycle 85
Offset: 44 (37%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow
Splits and Phases: 1: Lemay & Lincoln
HCM 2010 TWSC Recent AM
3: Lemay & Buckingham
City of Fort Collins Signal Timing Synchro 9 Light Report
Recent AM.syn
Intersection
Int Delay, s/veh 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Vol, veh/h 4 1 28 2 2 0 43 365 6 1 706 12
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 4 1 30 2 2 0 47 397 7 1 767 13
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1271 1273 774 1285 1276 400 780 0 0 403 0 0
Stage 1 776 776 - 493 493 - - - - - - -
Stage 2 495 497 - 792 783 - - - - - - -
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 145 167 398 142 167 650 837 - - 1156 - -
Stage 1 390 407 - 558 547 - - - - - - -
Stage 2 556 545 - 382 404 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 135 155 398 123 155 650 837 - - 1156 - -
Mov Cap-2 Maneuver 135 155 - 123 155 - - - - - - -
Stage 1 362 406 - 518 508 - - - - - - -
Stage 2 514 506 - 351 403 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 18.1 32.1 1 0
HCM LOS C D
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) 837 - - 310 137 1156 - -
HCM Lane V/C Ratio 0.056 - - 0.116 0.032 0.001 - -
HCM Control Delay (s) 9.6 0 - 18.1 32.1 8.1 0 -
HCM Lane LOS A A - C D A A -
HCM 95th %tile Q(veh) 0.2 - - 0.4 0.1 0 - -
Lanes and Geometrics Recent AM
3: Lemay & Buckingham
City of Fort Collins Signal Timing Synchro 9 Light Report
Recent AM.syn
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.884 0.998 0.998
Flt Protected 0.994 0.976 0.995
Satd. Flow (prot) 0 1637 0 0 1818 0 0 1850 0 0 1859 0
Flt Permitted 0.994 0.976 0.995
Satd. Flow (perm) 0 1637 0 0 1818 0 0 1850 0 0 1859 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 605 715 1281 1365
Travel Time (s) 13.8 16.3 29.1 31.0
Intersection Summary
Area Type: Other
HCM 2010 TWSC Recent PM
3: Lemay & Buckingham
City of Fort Collins Signal Timing Synchro 9 Light Report
Recent PM.syn
Intersection
Int Delay, s/veh 1.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Vol, veh/h 2 6 86 3 4 2 40 893 17 1 578 15
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 2 7 97 3 4 2 45 1003 19 1 649 17
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1766 1772 658 1815 1772 1013 666 0 0 1022 0 0
Stage 1 660 660 - 1103 1103 - - - - - - -
Stage 2 1106 1112 - 712 669 - - - - - - -
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 65 83 464 60 83 290 923 - - 679 - -
Stage 1 452 460 - 256 287 - - - - - - -
Stage 2 255 284 - 423 456 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 56 73 464 40 73 290 923 - - 679 - -
Mov Cap-2 Maneuver 56 73 - 40 73 - - - - - - -
Stage 1 401 459 - 227 255 - - - - - - -
Stage 2 220 252 - 329 455 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 22.5 69.2 0.4 0
HCM LOS C F
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) 923 - - 310 66 679 - -
HCM Lane V/C Ratio 0.049 - - 0.341 0.153 0.002 - -
HCM Control Delay (s) 9.1 0 - 22.5 69.2 10.3 0 -
HCM Lane LOS A A - C F B A -
HCM 95th %tile Q(veh) 0.2 - - 1.5 0.5 0 - -
Lanes and Geometrics Recent PM
3: Lemay & Buckingham
City of Fort Collins Signal Timing Synchro 9 Light Report
Recent PM.syn
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.876 0.970 0.998 0.997
Flt Protected 0.999 0.984 0.998
Satd. Flow (prot) 0 1630 0 0 1778 0 0 1855 0 0 1857 0
Flt Permitted 0.999 0.984 0.998
Satd. Flow (perm) 0 1630 0 0 1778 0 0 1855 0 0 1857 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 590 866 1312 1334
Travel Time (s) 13.4 19.7 29.8 30.3
Intersection Summary
Area Type: Other
HCM Signalized Intersection Capacity Analysis Recent AM
4: Lemay & Vine 2000 HCM
City of Fort Collins Signal Timing Synchro 9 Light Report
Recent AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 6 119 74 43 172 88 35 294 29 48 543 23
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width 12 16 12 12 16 8 12 13 12 12 14 12
Total Lost time (s) 4.5 4.5 4.5 4.5 4.0 3.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.94 1.00 0.95 0.99 0.99
Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1770 1954 1770 1950 1890 1967
Flt Permitted 0.28 1.00 0.43 1.00 0.90 0.94
Satd. Flow (perm) 531 1954 803 1950 1700 1855
Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86
Adj. Flow (vph) 7 138 86 50 200 102 41 342 34 56 631 27
RTOR Reduction (vph) 0 20 0 0 16 0030010
Lane Group Flow (vph) 7 204 0 50 286 0 0 414 0 0 713 0
Confl. Peds. (#/hr) 22
Confl. Bikes (#/hr) 2 4 9
Heavy Vehicles (%) 2% 5% 2% 2% 5% 2% 2% 2% 2% 2% 2% 2%
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 4862
Permitted Phases 4862
Actuated Green, G (s) 24.0 24.0 24.0 24.0 75.5 76.0
Effective Green, g (s) 25.0 25.0 25.0 25.0 76.5 77.0
Actuated g/C Ratio 0.23 0.23 0.23 0.23 0.70 0.70
Clearance Time (s) 5.5 5.5 5.5 5.5 5.0 4.5
Vehicle Extension (s) 6.0 6.0 6.0 6.0 6.0 6.0
Lane Grp Cap (vph) 120 444 182 443 1182 1298
v/s Ratio Prot 0.10 c0.15
v/s Ratio Perm 0.01 0.06 0.24 c0.38
v/c Ratio 0.06 0.46 0.27 0.65 0.35 0.55
Uniform Delay, d1 33.3 36.7 35.0 38.5 6.7 8.0
Progression Factor 1.00 1.00 1.00 1.00 0.80 1.00
Incremental Delay, d2 0.6 2.1 2.3 5.2 0.8 1.7
Delay (s) 33.9 38.8 37.3 43.7 6.2 9.7
Level of Service C D D D A A
Approach Delay (s) 38.6 42.8 6.2 9.7
Approach LOS D D A A
Intersection Summary
HCM 2000 Control Delay 19.6 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.58
Actuated Cycle Length (s) 110.0 Sum of lost time (s) 8.5
Intersection Capacity Utilization 71.9% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
Timing Report, Sorted By Phase Recent AM
4: Lemay & Vine 2000 HCM
City of Fort Collins Signal Timing Synchro 9 Light Report
Recent AM.syn
Phase Number 2468
Movement SBTL EBTL NBTL WBTL
Lead/Lag
Lead-Lag Optimize
Recall Mode C-Min None C-Min None
Maximum Split (s) 81 29 81 29
Maximum Split (%) 73.6% 26.4% 73.6% 26.4%
Minimum Split (s) 21.5 22.5 22 22.5
Yellow Time (s) 3.5 4 3.5 4.5
All-Red Time (s) 1 1.5 1.5 1
Minimum Initial (s) 7777
Vehicle Extension (s) 6666
Minimum Gap (s) 3333
Time Before Reduce (s) 0000
Time To Reduce (s) 0000
Walk Time (s) 7777
Flash Dont Walk (s) 10 10 10 10
Dual Entry Yes Yes Yes Yes
Inhibit Max Yes Yes Yes Yes
Start Time (s) 76 47 76 47
End Time (s) 47 76 47 76
Yield/Force Off (s) 42.5 70.5 42 70.5
Yield/Force Off 170(s) 32.5 60.5 32 60.5
Local Start Time (s) 29 0 29 0
Local Yield (s) 105.5 23.5 105 23.5
Local Yield 170(s) 95.5 13.5 95 13.5
Intersection Summary
Cycle Length 110
Control Type Actuated-Coordinated
Natural Cycle 60
Offset: 47 (43%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red
Splits and Phases: 4: Lemay & Vine
HCM Signalized Intersection Capacity Analysis Recent PM
4: Lemay & Vine 2000 HCM
City of Fort Collins Signal Timing Synchro 9 Light Report
Recent PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 13 194 100 53 155 115 54 684 117 75 450 36
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width 12 16 12 12 16 8 12 13 12 12 14 12
Total Lost time (s) 4.5 4.5 4.5 4.5 4.0 3.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 0.99 1.00 0.99 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.95 1.00 0.94 0.98 0.99
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.99
Satd. Flow (prot) 1770 1950 1770 1921 1877 1953
Flt Permitted 0.29 1.00 0.25 1.00 0.93 0.80
Satd. Flow (perm) 549 1950 459 1921 1758 1573
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Adj. Flow (vph) 14 202 104 55 161 120 56 712 122 78 469 38
RTOR Reduction (vph) 0 16 0 0 24 0040020
Lane Group Flow (vph) 14 290 0 55 257 0 0 886 0 0 583 0
Confl. Peds. (#/hr) 2 2
Confl. Bikes (#/hr) 2435
Heavy Vehicles (%) 2% 5% 2% 2% 5% 2% 2% 2% 2% 2% 2% 2%
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 4862
Permitted Phases 4862
Actuated Green, G (s) 24.9 24.9 24.9 24.9 84.6 85.1
Effective Green, g (s) 25.9 25.9 25.9 25.9 85.6 86.1
Actuated g/C Ratio 0.22 0.22 0.22 0.22 0.71 0.72
Clearance Time (s) 5.5 5.5 5.5 5.5 5.0 4.5
Vehicle Extension (s) 6.0 6.0 6.0 6.0 6.0 6.0
Lane Grp Cap (vph) 118 420 99 414 1254 1128
v/s Ratio Prot c0.15 0.13
v/s Ratio Perm 0.03 0.12 c0.50 0.37
v/c Ratio 0.12 0.69 0.56 0.62 0.71 0.52
Uniform Delay, d1 37.9 43.3 41.9 42.6 9.9 7.6
Progression Factor 1.00 1.00 1.00 1.00 0.54 1.00
Incremental Delay, d2 1.3 7.0 13.8 4.9 2.7 1.7
Delay (s) 39.1 50.4 55.7 47.5 8.1 9.3
Level of Service D D E D A A
Approach Delay (s) 49.9 48.9 8.1 9.3
Approach LOS D D A A
Intersection Summary
HCM 2000 Control Delay 21.1 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.70
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.5
Intersection Capacity Utilization 85.6% ICU Level of Service E
Analysis Period (min) 15
c Critical Lane Group
Timing Report, Sorted By Phase Recent PM
4: Lemay & Vine 2000 HCM
City of Fort Collins Signal Timing Synchro 9 Light Report
Recent PM.syn
Phase Number 2468
Movement SBTL EBTL NBTL WBTL
Lead/Lag
Lead-Lag Optimize
Recall Mode C-Min None C-Min None
Maximum Split (s) 85 35 85 35
Maximum Split (%) 70.8% 29.2% 70.8% 29.2%
Minimum Split (s) 21.5 22.5 22 22.5
Yellow Time (s) 3.5 4 3.5 4.5
All-Red Time (s) 1 1.5 1.5 1
Minimum Initial (s) 7777
Vehicle Extension (s) 6666
Minimum Gap (s) 3333
Time Before Reduce (s) 0000
Time To Reduce (s) 0000
Walk Time (s) 7777
Flash Dont Walk (s) 10 10 10 10
Dual Entry Yes Yes Yes Yes
Inhibit Max Yes Yes Yes Yes
Start Time (s) 48 13 48 13
End Time (s) 13 48 13 48
Yield/Force Off (s) 8.5 42.5 8 42.5
Yield/Force Off 170(s) 118.5 32.5 118 32.5
Local Start Time (s) 35 0 35 0
Local Yield (s) 115.5 29.5 115 29.5
Local Yield 170(s) 105.5 19.5 105 19.5
Intersection Summary
Cycle Length 120
Control Type Actuated-Coordinated
Natural Cycle 60
Offset: 13 (11%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red
Splits and Phases: 4: Lemay & Vine
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 4-3
Fort Collins (GMA and City Limits)
Motor Vehicle LOS Standards (Intersections)
Intersection type
Land Use (from structure plan)
Commercial
corridors
Other corridors within:
Mixed use
districts
Low density
mixed use
residential
All other
areas
Signalized intersections
(overall)
D E* D D
Any Leg E E D E
Any Movement E E D E
Stop sign control
(arterial/arterial,
arterial/collector or local-
any approach leg)
N/A F** F** E
Stop sign control
(collector/local--any
approach leg)
N/A C C C
* mitigating measures required
** considered normal in an urban environment
APPENDIX D
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
100
200
300
400
500
600
EB AM LT/T 6 VPH
AM 1359 VPH
1 LANE & 1 LANE
2 OR MORE LANES & 1 LANE
2 OR MORE LANES & 2 OR MORE LANES
*100
*150
PM 1918 VPH
1900
EB PM LT/T 11 VPH
MINOR STREET APPROACH - VPH
MAJOR STREET - TOTAL OF BOTH APPROACH -
VEHICLES PER HOUR (VPH)
*Note: 150 vph applies as the lower threshold volume for a minor-street
approach with two or more lanes and 100 vph applies as the lower
threshold volume for a minor-street approach with one lane.
SHORT RANGE TOTAL PEAK HOUR WARRANT AT LEMAY/BUCKINGHAM
MUTCD, 2003 EDITION, PAGE 4C-7
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
100
200
300
400
500
600
EB AM LT/T 6 VPH
AM 1359 VPH
1 LANE & 1 LANE
2 OR MORE LANES & 1 LANE
2 OR MORE LANES & 2 OR MORE LANES
*100
*150
PM 1918 VPH
1900
EB PM LT/T 11 VPH
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
100
200
300
400
500
600
EB AM LT/T 6 VPH
AM 1359 VPH
1 LANE & 1 LANE
2 OR MORE LANES & 1 LANE
2 OR MORE LANES & 2 OR MORE LANES
*100
*150
PM 1918 VPH
1900
EB PM LT/T 11 VPH
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
APPENDIX E
HCM 2010 Signalized Intersection Summary Short Bkgrd AM
1: Lemay & Lincoln 2010 HCM
City of Fort Collins Signal Timing Synchro 8 Light Report
sb am.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 43 208 128 122 201 128 234 369 87 153 710 95
Number 7 4 14 3 8 18 1 6 16 5 2 12
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 0.99 0.99 1.00 0.99 1.00 1.00 1.00 0.98
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
Adj Sat Flow, veh/h/ln 1937 1937 1937 1937 1937 1863 1937 1937 1937 1863 1863 1863
Adj Flow Rate, veh/h 51 245 2 144 236 4 275 434 43 180 835 37
Adj No. of Lanes 111111111111
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85
Percent Heavy Veh, % 222222222222
Cap, veh/h 210 294 246 217 344 278 405 1127 956 599 1046 867
Arrive On Green 0.04 0.15 0.15 0.07 0.18 0.18 0.09 0.58 0.58 0.09 0.75 0.75
Sat Flow, veh/h 1845 1937 1625 1845 1937 1565 1845 1937 1642 1774 1863 1545
Grp Volume(v), veh/h 51 245 2 144 236 4 275 434 43 180 835 37
Grp Sat Flow(s),veh/h/ln 1845 1937 1625 1845 1937 1565 1845 1937 1642 1774 1863 1545
Q Serve(g_s), s 2.8 14.7 0.1 7.8 13.7 0.3 7.1 14.5 1.3 5.1 33.8 0.8
Cycle Q Clear(g_c), s 2.8 14.7 0.1 7.8 13.7 0.3 7.1 14.5 1.3 5.1 33.8 0.8
Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 210 294 246 217 344 278 405 1127 956 599 1046 867
V/C Ratio(X) 0.24 0.83 0.01 0.66 0.69 0.01 0.68 0.39 0.05 0.30 0.80 0.04
Avail Cap(c_a), veh/h 257 323 271 217 344 278 459 1127 956 599 1046 867
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 40.7 49.4 43.2 39.4 46.2 40.7 17.0 13.5 10.8 9.8 11.0 6.8
Incr Delay (d2), s/veh 0.6 15.8 0.0 7.5 5.6 0.0 3.4 1.0 0.1 0.3 6.4 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.4 9.2 0.1 4.4 7.9 0.1 4.9 8.0 0.6 2.5 18.9 0.3
LnGrp Delay(d),s/veh 41.3 65.3 43.3 46.9 51.8 40.7 20.4 14.5 10.9 10.0 17.3 6.9
LnGrp LOS D E DDDDCBBBBA
Approach Vol, veh/h 298 384 752 1052
Approach Delay, s/veh 61.0 49.9 16.5 15.7
Approach LOS E D B B
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.5 72.4 11.0 23.2 11.0 74.8 7.9 26.3
Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0
Max Green Setting (Gmax), s 13.0 61.0 7.0 19.0 7.0 67.0 7.0 19.0
Max Q Clear Time (g_c+I1), s 9.1 35.8 9.8 16.7 7.1 16.5 4.8 15.7
Green Ext Time (p_c), s 0.3 5.7 0.0 0.2 0.0 6.1 0.0 0.6
Intersection Summary
HCM 2010 Ctrl Delay 26.7
HCM 2010 LOS C
Notes
User approved pedestrian interval to be less than phase max green.
Timing Report, Sorted By Phase Short Bkgrd AM
1: Lemay & Lincoln 2010 HCM
City of Fort Collins Signal Timing Synchro 8 Light Report
sb am.syn
Phase Number 12345678
Movement NBL SBTL WBL EBTL SBL NBTL EBL WBTL
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize Yes Yes
Recall Mode None C-Max None None None C-Max None None
Maximum Split (s) 17 67 11 25 11 73 11 25
Maximum Split (%) 14.2% 55.8% 9.2% 20.8% 9.2% 60.8% 9.2% 20.8%
Minimum Split (s) 11 30 11 29 11 30 11 25
Yellow Time (s) 3 3.5 3 3.5 3434
All-Red Time (s) 1 2.5 1 2.5 1212
Minimum Initial (s) 47474747
Vehicle Extension (s) 33333333
Minimum Gap (s) 33333333
Time Before Reduce (s) 00000000
Time To Reduce (s) 00000000
Walk Time (s) 7777
Flash Dont Walk (s) 17 13 17 12
Dual Entry No Yes No Yes No Yes No Yes
Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes
Start Time (s) 42 59 6 17 42 53 6 17
End Time (s) 59 6 17 42 53 6 17 42
Yield/Force Off (s) 55 0 13 36 49 0 13 36
Yield/Force Off 170(s) 55 103 13 23 49 103 13 24
Local Start Time (s) 42 59 6 17 42 53 6 17
Local Yield (s) 55 0 13 36 49 0 13 36
Local Yield 170(s) 55 103 13 23 49 103 13 24
Intersection Summary
Cycle Length 120
Control Type Actuated-Coordinated
Natural Cycle 105
Offset: 0 (0%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow
Splits and Phases: 1: Lemay & Lincoln
HCM 2010 Signalized Intersection Summary Short Bkgrd PM
1: Lemay & Lincoln 2010 HCM
City of Fort Collins Signal Timing Synchro 8 Light Report
sb pm.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 165 309 240 204 328 273 301 837 111 156 605 86
Number 7 4 14 3 8 18 1 6 16 5 2 12
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.99 1.00 0.97
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
Adj Sat Flow, veh/h/ln 1937 1937 1937 1937 1937 1863 1937 1937 1937 1863 1863 1863
Adj Flow Rate, veh/h 179 336 77 222 357 136 327 910 63 170 658 34
Adj No. of Lanes 111111111111
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 222222222222
Cap, veh/h 266 436 364 277 420 337 549 952 805 202 916 755
Arrive On Green 0.09 0.23 0.23 0.08 0.22 0.22 0.07 0.49 0.49 0.13 0.98 0.98
Sat Flow, veh/h 1845 1937 1617 1845 1937 1554 1845 1937 1637 1774 1863 1536
Grp Volume(v), veh/h 179 336 77 222 357 136 327 910 63 170 658 34
Grp Sat Flow(s),veh/h/ln 1845 1937 1617 1845 1937 1554 1845 1937 1637 1774 1863 1536
Q Serve(g_s), s 8.9 19.5 4.6 10.0 21.2 9.0 8.0 54.0 2.4 5.8 2.4 0.0
Cycle Q Clear(g_c), s 8.9 19.5 4.6 10.0 21.2 9.0 8.0 54.0 2.4 5.8 2.4 0.0
Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 266 436 364 277 420 337 549 952 805 202 916 755
V/C Ratio(X) 0.67 0.77 0.21 0.80 0.85 0.40 0.60 0.96 0.08 0.84 0.72 0.05
Avail Cap(c_a), veh/h 266 500 418 277 484 389 549 952 805 202 916 755
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 34.1 43.6 37.8 37.5 45.1 40.3 15.4 29.2 16.1 25.2 0.5 0.5
Incr Delay (d2), s/veh 6.5 6.3 0.3 15.6 12.1 0.8 1.7 20.2 0.2 26.0 4.8 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 5.0 11.2 2.1 3.5 12.8 3.9 3.1 34.2 1.1 4.2 1.6 0.0
LnGrp Delay(d),s/veh 40.6 49.9 38.1 53.0 57.3 41.1 17.1 49.4 16.3 51.2 5.4 0.6
LnGrp LOS DDDDEDBDBDAA
Approach Vol, veh/h 592 715 1300 862
Approach Delay, s/veh 45.6 52.9 39.7 14.2
Approach LOS D D D B
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.0 64.0 13.0 32.0 11.0 64.0 14.0 31.0
Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0
Max Green Setting (Gmax), s 7.0 54.0 9.0 30.0 7.0 54.0 10.0 29.0
Max Q Clear Time (g_c+I1), s 10.0 4.4 12.0 21.5 7.8 56.0 10.9 23.2
Green Ext Time (p_c), s 0.0 8.6 0.0 2.2 0.0 0.0 0.0 1.8
Intersection Summary
HCM 2010 Ctrl Delay 37.1
HCM 2010 LOS D
Timing Report, Sorted By Phase Short Bkgrd PM
1: Lemay & Lincoln 2010 HCM
City of Fort Collins Signal Timing Synchro 8 Light Report
sb pm.syn
Phase Number 12345678
Movement NBL SBTL WBL EBTL SBL NBTL EBL WBTL
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize
Recall Mode None C-Max None None None C-Max None None
Maximum Split (s) 11 60 13 36 11 60 14 35
Maximum Split (%) 9.2% 50.0% 10.8% 30.0% 9.2% 50.0% 11.7% 29.2%
Minimum Split (s) 11 30 11 29 11 30 11 25
Yellow Time (s) 3 3.5 3 3.5 3434
All-Red Time (s) 1 2.5 1 2.5 1212
Minimum Initial (s) 47474747
Vehicle Extension (s) 33333333
Minimum Gap (s) 33333333
Time Before Reduce (s) 00000000
Time To Reduce (s) 00000000
Walk Time (s) 7777
Flash Dont Walk (s) 17 13 17 12
Dual Entry No Yes No Yes No Yes No Yes
Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes
Start Time (s) 99 110 50 63 99 110 50 64
End Time (s) 110 50 63 99 110 50 64 99
Yield/Force Off (s) 106 44 59 93 106 44 60 93
Yield/Force Off 170(s) 106 27 59 80 106 27 60 81
Local Start Time (s) 55 66 6 19 55 66 6 20
Local Yield (s) 62 0 15 49 62 0 16 49
Local Yield 170(s) 62 103 15 36 62 103 16 37
Intersection Summary
Cycle Length 120
Control Type Actuated-Coordinated
Natural Cycle 95
Offset: 44 (37%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow
Splits and Phases: 1: Lemay & Lincoln
HCM 2010 TWSC Short Bkgrd AM
3: Lemay & Buckingham
City of Fort Collins Signal Timing Synchro 8 Light Report
sb am.syn
Intersection
Int Delay, s/veh 1.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Vol, veh/h 5 1 30 2 2 0 46 428 6 1 854 15
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 5 1 33 2 2 0 50 465 7 1 928 16
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1509 1511 936 1523 1515 468 945 0 0 472 0 0
Stage 1 939 939 - 568 568 - - - - - - -
Stage 2 570 572 - 955 947 - - - - - - -
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 99 120 321 97 119 595 726 - - 1090 - -
Stage 1 317 343 - 508 506 - - - - - - -
Stage 2 506 504 - 310 340 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 90 109 321 80 108 595 726 - - 1090 - -
Mov Cap-2 Maneuver 90 109 - 80 108 - - - - - - -
Stage 1 288 342 - 461 459 - - - - - - -
Stage 2 457 457 - 277 339 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 24 46.1 1 0
HCM LOS C E
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) 726 - - 228 92 1090 - -
HCM Lane V/C Ratio 0.069 - - 0.172 0.047 0.001 - -
HCM Control Delay (s) 10.3 0 - 24 46.1 8.3 0 -
HCM Lane LOS B A - C E A A -
HCM 95th %tile Q(veh) 0.2 - - 0.6 0.1 0 - -
Lanes and Geometrics Short Bkgrd AM
3: Lemay & Buckingham
City of Fort Collins Signal Timing Synchro 8 Light Report
sb am.syn
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.886 0.998 0.998
Flt Protected 0.994 0.976 0.995
Satd. Flow (prot) 0 1640 0 0 1818 0 0 1850 0 0 1859 0
Flt Permitted 0.994 0.976 0.995
Satd. Flow (perm) 0 1640 0 0 1818 0 0 1850 0 0 1859 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 192 715 1281 1365
Travel Time (s) 4.4 16.3 29.1 31.0
Intersection Summary
Area Type: Other
HCM 2010 TWSC Short Bkgrd PM
3: Lemay & Buckingham
City of Fort Collins Signal Timing Synchro 8 Light Report
sb pm.syn
Intersection
Int Delay, s/veh 3.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Vol, veh/h 3 6 90 3 4 2 42 1104 17 1 715 17
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 3 7 101 3 4 2 47 1240 19 1 803 19
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 2163 2169 813 2213 2169 1250 822 0 0 1260 0 0
Stage 1 815 815 - 1344 1344 - - - - - - -
Stage 2 1348 1354 - 869 825 - - - - - - -
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 34 47 378 31 47 211 807 - - 552 - -
Stage 1 371 391 - 187 220 - - - - - - -
Stage 2 186 218 - 347 387 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 26 38 378 17 38 211 807 - - 552 - -
Mov Cap-2 Maneuver 26 38 - 17 38 - - - - - - -
Stage 1 299 390 - 151 177 - - - - - - -
Stage 2 144 175 - 249 386 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 45.9 169.6 0.4 0
HCM LOS E F
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) 807 - - 194 31 552 - -
HCM Lane V/C Ratio 0.058 - - 0.573 0.326 0.002 - -
HCM Control Delay (s) 9.7 0 - 45.9 169.6 11.5 0 -
HCM Lane LOS A A - E F B A -
HCM 95th %tile Q(veh) 0.2 - - 3.1 1 0 - -
Lanes and Geometrics Short Bkgrd PM
3: Lemay & Buckingham
City of Fort Collins Signal Timing Synchro 8 Light Report
sb pm.syn
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.877 0.970 0.998 0.997
Flt Protected 0.999 0.984 0.998
Satd. Flow (prot) 0 1632 0 0 1778 0 0 1855 0 0 1857 0
Flt Permitted 0.999 0.984 0.998
Satd. Flow (perm) 0 1632 0 0 1778 0 0 1855 0 0 1857 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 187 866 1312 1334
Travel Time (s) 4.3 19.7 29.8 30.3
Intersection Summary
Area Type: Other
HCM 2010 TWSC Short Bkgrd AM
3: Lemay & Buckingham 2010 HCM
City of Fort Collins Signal Timing Synchro 8 Light Report
sb am lt lane at buckingham.syn
Intersection
Int Delay, s/veh 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Vol, veh/h 5 1 30 2 2 0 46 428 6 1 854 15
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - 100 - - - 150 - - 150 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 5 1 33 2 2 0 50 465 7 1 928 16
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1509 1511 936 1507 1515 468 945 0 0 472 0 0
Stage 1 939 939 - 568 568 - - - - - - -
Stage 2 570 572 - 939 947 - - - - - - -
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 99 120 321 99 119 595 726 - - 1090 - -
Stage 1 317 343 - 508 506 - - - - - - -
Stage 2 506 504 - 317 340 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 92 112 321 84 111 595 726 - - 1090 - -
Mov Cap-2 Maneuver 92 112 - 84 111 - - - - - - -
Stage 1 295 343 - 473 471 - - - - - - -
Stage 2 469 469 - 284 340 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 22.2 44.3 1 0
HCM LOS C E
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR
Capacity (veh/h) 726 - - 95 321 96 1090 - -
HCM Lane V/C Ratio 0.069 - - 0.069 0.102 0.045 0.001 - -
HCM Control Delay (s) 10.3 - - 45.7 17.5 44.3 8.3 - -
HCM Lane LOS B - - E C E A - -
HCM 95th %tile Q(veh) 0.2 - - 0.2 0.3 0.1 0 - -
Lanes and Geometrics Short Bkgrd AM
3: Lemay & Buckingham 2010 HCM
City of Fort Collins Signal Timing Synchro 8 Light Report
sb am lt lane at buckingham.syn
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 100 0 0 150 0 150 0
Storage Lanes 0 1 0 0 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.850 0.998 0.997
Flt Protected 0.960 0.976 0.950 0.950
Satd. Flow (prot) 0 1788 1583 0 1818 0 1770 1859 0 1770 1857 0
Flt Permitted 0.960 0.976 0.950 0.950
Satd. Flow (perm) 0 1788 1583 0 1818 0 1770 1859 0 1770 1857 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 192 715 1281 1365
Travel Time (s) 4.4 16.3 29.1 31.0
Intersection Summary
Area Type: Other
HCM 2010 TWSC Short Bkgrd PM
3: Lemay & Buckingham 2010 HCM
City of Fort Collins Signal Timing Synchro 8 Light Report
sb pm lt lane at buckingham.syn
Intersection
Int Delay, s/veh 2.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Vol, veh/h 3 6 90 3 4 2 42 1104 17 1 715 17
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - 100 - - - 150 - - 150 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 3 7 101 3 4 2 47 1240 19 1 803 19
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 2163 2169 813 2163 2169 1250 822 0 0 1260 0 0
Stage 1 815 815 - 1344 1344 - - - - - - -
Stage 2 1348 1354 - 819 825 - - - - - - -
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 34 47 378 34 47 211 807 - - 552 - -
Stage 1 371 391 - 187 220 - - - - - - -
Stage 2 186 218 - 369 387 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 30 44 378 21 44 211 807 - - 552 - -
Mov Cap-2 Maneuver 30 44 - 21 44 - - - - - - -
Stage 1 349 390 - 176 207 - - - - - - -
Stage 2 170 205 - 265 386 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 28.3 135.5 0.4 0
HCM LOS D F
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR
Capacity (veh/h) 807 - - 38 378 37 552 - -
HCM Lane V/C Ratio 0.058 - - 0.266 0.268 0.273 0.002 - -
HCM Control Delay (s) 9.7 - - 131.1 18 135.5 11.5 - -
HCM Lane LOS A - - F C F B - -
HCM 95th %tile Q(veh) 0.2 - - 0.9 1.1 0.9 0 - -
Lanes and Geometrics Short Bkgrd PM
3: Lemay & Buckingham 2010 HCM
City of Fort Collins Signal Timing Synchro 8 Light Report
sb pm lt lane at buckingham.syn
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 100 0 0 150 0 150 0
Storage Lanes 0 1 0 0 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.850 0.970 0.998 0.997
Flt Protected 0.985 0.984 0.950 0.950
Satd. Flow (prot) 0 1835 1583 0 1778 0 1770 1859 0 1770 1857 0
Flt Permitted 0.985 0.984 0.950 0.950
Satd. Flow (perm) 0 1835 1583 0 1778 0 1770 1859 0 1770 1857 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 187 866 1312 1334
Travel Time (s) 4.3 19.7 29.8 30.3
Intersection Summary
Area Type: Other
HCM Signalized Intersection Capacity Analysis Short Bkgrd AM
4: Lemay & Vine 2000 HCM
City of Fort Collins Signal Timing Synchro 8 Light Report
sb am.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 13 156 99 129 265 119 43 323 60 58 606 31
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width 12 16 12 12 16 8 12 13 12 12 14 12
Total Lost time (s) 4.5 4.5 4.5 4.5 4.0 3.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.94 1.00 0.95 0.98 0.99
Flt Protected 0.95 1.00 0.95 1.00 0.99 1.00
Satd. Flow (prot) 1770 1953 1770 1959 1871 1964
Flt Permitted 0.15 1.00 0.37 1.00 0.87 0.92
Satd. Flow (perm) 281 1953 685 1959 1634 1818
Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86
Adj. Flow (vph) 15 181 115 150 308 138 50 376 70 67 705 36
RTOR Reduction (vph) 0 19 0 0 13 0050010
Lane Group Flow (vph) 15 277 0 150 433 0 0 491 0 0 807 0
Confl. Peds. (#/hr) 22
Confl. Bikes (#/hr) 2 4 9
Heavy Vehicles (%) 2% 5% 2% 2% 5% 2% 2% 2% 2% 2% 2% 2%
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 4862
Permitted Phases 4862
Actuated Green, G (s) 33.0 33.0 33.0 33.0 76.5 77.0
Effective Green, g (s) 34.0 34.0 34.0 34.0 77.5 78.0
Actuated g/C Ratio 0.28 0.28 0.28 0.28 0.65 0.65
Clearance Time (s) 5.5 5.5 5.5 5.5 5.0 4.5
Vehicle Extension (s) 6.0 6.0 6.0 6.0 6.0 6.0
Lane Grp Cap (vph) 79 553 194 555 1055 1181
v/s Ratio Prot 0.14 c0.22
v/s Ratio Perm 0.05 0.22 0.30 c0.44
v/c Ratio 0.19 0.50 0.77 0.78 0.47 0.68
Uniform Delay, d1 32.6 35.9 39.5 39.6 10.8 13.2
Progression Factor 1.00 1.00 1.00 1.00 1.59 1.00
Incremental Delay, d2 3.3 2.0 21.3 8.6 1.4 3.2
Delay (s) 35.9 37.9 60.8 48.2 18.5 16.4
Level of Service D D E D B B
Approach Delay (s) 37.8 51.4 18.5 16.4
Approach LOS D D B B
Intersection Summary
HCM 2000 Control Delay 29.3 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.72
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.5
Intersection Capacity Utilization 84.5% ICU Level of Service E
Analysis Period (min) 15
c Critical Lane Group
Timing Report, Sorted By Phase Short Bkgrd AM
4: Lemay & Vine 2000 HCM
City of Fort Collins Signal Timing Synchro 8 Light Report
sb am.syn
Phase Number 2468
Movement SBTL EBTL NBTL WBTL
Lead/Lag
Lead-Lag Optimize
Recall Mode C-Min None C-Min None
Maximum Split (s) 83 37 83 37
Maximum Split (%) 69.2% 30.8% 69.2% 30.8%
Minimum Split (s) 21.5 22.5 22 22.5
Yellow Time (s) 3.5 4 3.5 4.5
All-Red Time (s) 1 1.5 1.5 1
Minimum Initial (s) 7777
Vehicle Extension (s) 6666
Minimum Gap (s) 3333
Time Before Reduce (s) 0000
Time To Reduce (s) 0000
Walk Time (s) 7777
Flash Dont Walk (s) 10 10 10 10
Dual Entry Yes Yes Yes Yes
Inhibit Max Yes Yes Yes Yes
Start Time (s) 37 0 37 0
End Time (s) 0 37 0 37
Yield/Force Off (s) 115.5 31.5 115 31.5
Yield/Force Off 170(s) 105.5 21.5 105 21.5
Local Start Time (s) 37 0 37 0
Local Yield (s) 115.5 31.5 115 31.5
Local Yield 170(s) 105.5 21.5 105 21.5
Intersection Summary
Cycle Length 120
Control Type Actuated-Coordinated
Natural Cycle 55
Offset: 0 (0%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red
Splits and Phases: 4: Lemay & Vine
HCM Signalized Intersection Capacity Analysis Short Bkgrd PM
4: Lemay & Vine 2000 HCM
City of Fort Collins Signal Timing Synchro 8 Light Report
sb pm.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 25 300 119 112 221 135 84 762 214 109 509 45
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width 12 16 12 12 16 8 12 13 12 12 14 12
Total Lost time (s) 4.5 4.5 4.5 4.5 4.0 3.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 0.99 1.00 0.99 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.96 1.00 0.94 0.97 0.99
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.99
Satd. Flow (prot) 1770 1967 1770 1937 1857 1949
Flt Permitted 0.28 1.00 0.19 1.00 0.89 0.67
Satd. Flow (perm) 512 1967 347 1937 1667 1310
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Adj. Flow (vph) 26 312 124 117 230 141 88 794 223 114 530 47
RTOR Reduction (vph) 0 12 0 0 18 0080020
Lane Group Flow (vph) 26 424 0 117 353 0 0 1097 0 0 689 0
Confl. Peds. (#/hr) 2 2
Confl. Bikes (#/hr) 2435
Heavy Vehicles (%) 2% 5% 2% 2% 5% 2% 2% 2% 2% 2% 2% 2%
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 4862
Permitted Phases 4862
Actuated Green, G (s) 34.5 34.5 34.5 34.5 75.0 75.5
Effective Green, g (s) 35.5 35.5 35.5 35.5 76.0 76.5
Actuated g/C Ratio 0.30 0.30 0.30 0.30 0.63 0.64
Clearance Time (s) 5.5 5.5 5.5 5.5 5.0 4.5
Vehicle Extension (s) 6.0 6.0 6.0 6.0 6.0 6.0
Lane Grp Cap (vph) 151 581 102 573 1055 835
v/s Ratio Prot 0.22 0.18
v/s Ratio Perm 0.05 c0.34 c0.66 0.53
v/c Ratio 0.17 0.73 1.15 0.62 1.04 0.82
Uniform Delay, d1 31.3 37.9 42.2 36.4 22.0 16.6
Progression Factor 1.00 1.00 1.00 1.00 0.64 1.00
Incremental Delay, d2 1.5 6.4 134.1 3.4 30.3 9.1
Delay (s) 32.9 44.3 176.4 39.8 44.4 25.7
Level of Service C D F D D C
Approach Delay (s) 43.7 72.5 44.4 25.7
Approach LOS D E D C
Intersection Summary
HCM 2000 Control Delay 44.6 HCM 2000 Level of Service D
HCM 2000 Volume to Capacity ratio 1.07
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.5
Intersection Capacity Utilization 106.1% ICU Level of Service G
Analysis Period (min) 15
c Critical Lane Group
Timing Report, Sorted By Phase Short Bkgrd PM
4: Lemay & Vine 2000 HCM
City of Fort Collins Signal Timing Synchro 8 Light Report
sb pm.syn
Phase Number 2468
Movement SBTL EBTL NBTL WBTL
Lead/Lag
Lead-Lag Optimize
Recall Mode C-Min None C-Min None
Maximum Split (s) 80 40 80 40
Maximum Split (%) 66.7% 33.3% 66.7% 33.3%
Minimum Split (s) 21.5 22.5 22 22.5
Yellow Time (s) 3.5 4 3.5 4.5
All-Red Time (s) 1 1.5 1.5 1
Minimum Initial (s) 7777
Vehicle Extension (s) 6666
Minimum Gap (s) 3333
Time Before Reduce (s) 0000
Time To Reduce (s) 0000
Walk Time (s) 7777
Flash Dont Walk (s) 10 10 10 10
Dual Entry Yes Yes Yes Yes
Inhibit Max Yes Yes Yes Yes
Start Time (s) 53 13 53 13
End Time (s) 13 53 13 53
Yield/Force Off (s) 8.5 47.5 8 47.5
Yield/Force Off 170(s) 118.5 37.5 118 37.5
Local Start Time (s) 40 0 40 0
Local Yield (s) 115.5 34.5 115 34.5
Local Yield 170(s) 105.5 24.5 105 24.5
Intersection Summary
Cycle Length 120
Control Type Actuated-Coordinated
Natural Cycle 80
Offset: 13 (11%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red
Splits and Phases: 4: Lemay & Vine
APPENDIX F
HCM 2010 Signalized Intersection Summary Short Total AM
1: Lemay & Lincoln 2010 HCM
City of Fort Collins Signal Timing Synchro 8 Light Report
st am.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 44 208 128 122 201 129 234 375 87 154 713 96
Number 7 4 14 3 8 18 1 6 16 5 2 12
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 0.99 0.99 1.00 0.99 1.00 1.00 1.00 0.98
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
Adj Sat Flow, veh/h/ln 1937 1937 1937 1937 1937 1863 1937 1937 1937 1863 1863 1863
Adj Flow Rate, veh/h 52 245 2 144 236 5 275 441 43 181 839 38
Adj No. of Lanes 111111111111
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85
Percent Heavy Veh, % 222222222222
Cap, veh/h 210 294 246 217 343 277 402 1127 956 594 1046 867
Arrive On Green 0.04 0.15 0.15 0.07 0.18 0.18 0.09 0.58 0.58 0.09 0.75 0.75
Sat Flow, veh/h 1845 1937 1625 1845 1937 1565 1845 1937 1642 1774 1863 1545
Grp Volume(v), veh/h 52 245 2 144 236 5 275 441 43 181 839 38
Grp Sat Flow(s),veh/h/ln 1845 1937 1625 1845 1937 1565 1845 1937 1642 1774 1863 1545
Q Serve(g_s), s 2.8 14.7 0.1 7.8 13.7 0.3 7.1 14.8 1.3 5.1 34.2 0.8
Cycle Q Clear(g_c), s 2.8 14.7 0.1 7.8 13.7 0.3 7.1 14.8 1.3 5.1 34.2 0.8
Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 210 294 246 217 343 277 402 1127 956 594 1046 867
V/C Ratio(X) 0.25 0.83 0.01 0.66 0.69 0.02 0.68 0.39 0.05 0.30 0.80 0.04
Avail Cap(c_a), veh/h 256 323 271 217 343 277 456 1127 956 594 1046 867
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 40.7 49.4 43.2 39.4 46.3 40.8 17.2 13.6 10.8 9.8 11.0 6.8
Incr Delay (d2), s/veh 0.6 15.8 0.0 7.5 5.7 0.0 3.6 1.0 0.1 0.3 6.5 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.5 9.2 0.1 4.4 7.9 0.1 5.0 8.2 0.6 2.5 19.0 0.3
LnGrp Delay(d),s/veh 41.3 65.3 43.3 46.9 52.0 40.8 20.8 14.6 10.9 10.1 17.5 6.9
LnGrp LOS D E DDDDCBBBBA
Approach Vol, veh/h 299 385 759 1058
Approach Delay, s/veh 61.0 50.0 16.6 15.9
Approach LOS E D B B
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.5 72.4 11.0 23.2 11.0 74.8 8.0 26.2
Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0
Max Green Setting (Gmax), s 13.0 61.0 7.0 19.0 7.0 67.0 7.0 19.0
Max Q Clear Time (g_c+I1), s 9.1 36.2 9.8 16.7 7.1 16.8 4.8 15.7
Green Ext Time (p_c), s 0.3 5.8 0.0 0.2 0.0 6.2 0.0 0.6
Intersection Summary
HCM 2010 Ctrl Delay 26.7
HCM 2010 LOS C
Notes
User approved pedestrian interval to be less than phase max green.
Timing Report, Sorted By Phase Short Total AM
1: Lemay & Lincoln 2010 HCM
City of Fort Collins Signal Timing Synchro 8 Light Report
st am.syn
Phase Number 12345678
Movement NBL SBTL WBL EBTL SBL NBTL EBL WBTL
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize Yes Yes
Recall Mode None C-Max None None None C-Max None None
Maximum Split (s) 17 67 11 25 11 73 11 25
Maximum Split (%) 14.2% 55.8% 9.2% 20.8% 9.2% 60.8% 9.2% 20.8%
Minimum Split (s) 11 30 11 29 11 30 11 25
Yellow Time (s) 3 3.5 3 3.5 3434
All-Red Time (s) 1 2.5 1 2.5 1212
Minimum Initial (s) 47474747
Vehicle Extension (s) 33333333
Minimum Gap (s) 33333333
Time Before Reduce (s) 00000000
Time To Reduce (s) 00000000
Walk Time (s) 7777
Flash Dont Walk (s) 17 13 17 12
Dual Entry No Yes No Yes No Yes No Yes
Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes
Start Time (s) 42 59 6 17 42 53 6 17
End Time (s) 59 6 17 42 53 6 17 42
Yield/Force Off (s) 55 0 13 36 49 0 13 36
Yield/Force Off 170(s) 55 103 13 23 49 103 13 24
Local Start Time (s) 42 59 6 17 42 53 6 17
Local Yield (s) 55 0 13 36 49 0 13 36
Local Yield 170(s) 55 103 13 23 49 103 13 24
Intersection Summary
Cycle Length 120
Control Type Actuated-Coordinated
Natural Cycle 105
Offset: 0 (0%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow
Splits and Phases: 1: Lemay & Lincoln
HCM 2010 Signalized Intersection Summary Short Total PM
1: Lemay & Lincoln 2010 HCM
City of Fort Collins Signal Timing Synchro 8 Light Report
st pm.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 168 309 240 204 328 275 301 851 111 158 618 89
Number 7 4 14 3 8 18 1 6 16 5 2 12
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.99 1.00 0.97
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
Adj Sat Flow, veh/h/ln 1937 1937 1937 1937 1937 1863 1937 1937 1937 1863 1863 1863
Adj Flow Rate, veh/h 183 336 77 222 357 138 327 925 63 172 672 38
Adj No. of Lanes 111111111111
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 222222222222
Cap, veh/h 266 436 364 277 420 337 542 952 805 194 916 755
Arrive On Green 0.09 0.23 0.23 0.08 0.22 0.22 0.07 0.49 0.49 0.13 0.98 0.98
Sat Flow, veh/h 1845 1937 1617 1845 1937 1554 1845 1937 1637 1774 1863 1536
Grp Volume(v), veh/h 183 336 77 222 357 138 327 925 63 172 672 38
Grp Sat Flow(s),veh/h/ln 1845 1937 1617 1845 1937 1554 1845 1937 1637 1774 1863 1536
Q Serve(g_s), s 9.1 19.5 4.6 10.0 21.2 9.2 8.0 55.7 2.4 6.2 2.6 0.1
Cycle Q Clear(g_c), s 9.1 19.5 4.6 10.0 21.2 9.2 8.0 55.7 2.4 6.2 2.6 0.1
Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 266 436 364 277 420 337 542 952 805 194 916 755
V/C Ratio(X) 0.69 0.77 0.21 0.80 0.85 0.41 0.60 0.97 0.08 0.89 0.73 0.05
Avail Cap(c_a), veh/h 266 500 418 277 484 389 542 952 805 194 916 755
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 34.2 43.6 37.8 37.5 45.1 40.4 15.4 29.7 16.1 26.5 0.5 0.5
Incr Delay (d2), s/veh 7.2 6.3 0.3 15.6 12.1 0.8 1.9 23.0 0.2 35.7 5.2 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 5.2 11.2 2.1 3.5 12.8 4.0 3.1 35.9 1.1 7.4 1.7 0.0
LnGrp Delay(d),s/veh 41.4 49.9 38.1 53.0 57.3 41.2 17.3 52.7 16.3 62.1 5.7 0.6
LnGrp LOS DDDDEDBDBEAA
Approach Vol, veh/h 596 717 1315 882
Approach Delay, s/veh 45.8 52.9 42.1 16.5
Approach LOS D D D B
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.0 64.0 13.0 32.0 11.0 64.0 14.0 31.0
Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0
Max Green Setting (Gmax), s 7.0 54.0 9.0 30.0 7.0 54.0 10.0 29.0
Max Q Clear Time (g_c+I1), s 10.0 4.6 12.0 21.5 8.2 57.7 11.1 23.2
Green Ext Time (p_c), s 0.0 8.9 0.0 2.2 0.0 0.0 0.0 1.8
Intersection Summary
HCM 2010 Ctrl Delay 38.5
HCM 2010 LOS D
Timing Report, Sorted By Phase Short Total PM
1: Lemay & Lincoln 2010 HCM
City of Fort Collins Signal Timing Synchro 8 Light Report
st pm.syn
Phase Number 12345678
Movement NBL SBTL WBL EBTL SBL NBTL EBL WBTL
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize
Recall Mode None C-Max None None None C-Max None None
Maximum Split (s) 11 60 13 36 11 60 14 35
Maximum Split (%) 9.2% 50.0% 10.8% 30.0% 9.2% 50.0% 11.7% 29.2%
Minimum Split (s) 11 30 11 29 11 30 11 25
Yellow Time (s) 3 3.5 3 3.5 3434
All-Red Time (s) 1 2.5 1 2.5 1212
Minimum Initial (s) 47474747
Vehicle Extension (s) 33333333
Minimum Gap (s) 33333333
Time Before Reduce (s) 00000000
Time To Reduce (s) 00000000
Walk Time (s) 7777
Flash Dont Walk (s) 17 13 17 12
Dual Entry No Yes No Yes No Yes No Yes
Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes
Start Time (s) 99 110 50 63 99 110 50 64
End Time (s) 110 50 63 99 110 50 64 99
Yield/Force Off (s) 106 44 59 93 106 44 60 93
Yield/Force Off 170(s) 106 27 59 80 106 27 60 81
Local Start Time (s) 55 66 6 19 55 66 6 20
Local Yield (s) 62 0 15 49 62 0 16 49
Local Yield 170(s) 62 103 15 36 62 103 16 37
Intersection Summary
Cycle Length 120
Control Type Actuated-Coordinated
Natural Cycle 105
Offset: 44 (37%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow
Splits and Phases: 1: Lemay & Lincoln
HCM 2010 TWSC Short Total AM
3: Lemay & Buckingham
City of Fort Collins Signal Timing Synchro 8 Light Report
st am.syn
Intersection
Int Delay, s/veh 1.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Vol, veh/h 5 1 35 2 2 0 54 428 6 1 854 17
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 5 1 38 2 2 0 59 465 7 1 928 18
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1527 1529 938 1545 1535 468 947 0 0 472 0 0
Stage 1 940 940 - 586 586 - - - - - - -
Stage 2 587 589 - 959 949 - - - - - - -
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 96 117 321 93 116 595 725 - - 1090 - -
Stage 1 316 342 - 496 497 - - - - - - -
Stage 2 496 495 - 309 339 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 86 104 321 74 103 595 725 - - 1090 - -
Mov Cap-2 Maneuver 86 104 - 74 103 - - - - - - -
Stage 1 281 341 - 441 442 - - - - - - -
Stage 2 439 441 - 271 338 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 24.2 49.1 1.2 0
HCM LOS C E
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) 725 - - 232 86 1090 - -
HCM Lane V/C Ratio 0.081 - - 0.192 0.051 0.001 - -
HCM Control Delay (s) 10.4 0 - 24.2 49.1 8.3 0 -
HCM Lane LOS B A - C E A A -
HCM 95th %tile Q(veh) 0.3 - - 0.7 0.2 0 - -
Lanes and Geometrics Short Total AM
3: Lemay & Buckingham
City of Fort Collins Signal Timing Synchro 8 Light Report
st am.syn
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.883 0.998 0.997
Flt Protected 0.994 0.976 0.994
Satd. Flow (prot) 0 1635 0 0 1818 0 0 1848 0 0 1857 0
Flt Permitted 0.994 0.976 0.994
Satd. Flow (perm) 0 1635 0 0 1818 0 0 1848 0 0 1857 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 384 715 1281 1365
Travel Time (s) 8.7 16.3 29.1 31.0
Intersection Summary
Area Type: Other
HCM 2010 TWSC Short Total PM
3: Lemay & Buckingham
City of Fort Collins Signal Timing Synchro 8 Light Report
st pm.syn
Intersection
Int Delay, s/veh 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Vol, veh/h 5 6 108 3 4 2 61 1104 17 1 715 19
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 6 7 121 3 4 2 69 1240 19 1 803 21
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 2206 2213 814 2267 2214 1250 825 0 0 1260 0 0
Stage 1 816 816 - 1387 1387 - - - - - - -
Stage 2 1390 1397 - 880 827 - - - - - - -
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 32 44 378 29 44 211 805 - - 552 - -
Stage 1 371 391 - 177 210 - - - - - - -
Stage 2 176 208 - 342 386 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 22 31 378 13 31 211 805 - - 552 - -
Mov Cap-2 Maneuver 22 31 - 13 31 - - - - - - -
Stage 1 264 390 - 126 150 - - - - - - -
Stage 2 120 148 - 228 385 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 79.4 237.9 0.5 0
HCM LOS F F
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) 805 - - 168 24 552 - -
HCM Lane V/C Ratio 0.085 - - 0.796 0.421 0.002 - -
HCM Control Delay (s) 9.9 0 - 79.4 237.9 11.5 0 -
HCM Lane LOS A A - F F B A -
HCM 95th %tile Q(veh) 0.3 - - 5.3 1.3 0 - -
Lanes and Geometrics Short Total PM
3: Lemay & Buckingham
City of Fort Collins Signal Timing Synchro 8 Light Report
st pm.syn
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.878 0.970 0.998 0.997
Flt Protected 0.998 0.984 0.997
Satd. Flow (prot) 0 1632 0 0 1778 0 0 1853 0 0 1857 0
Flt Permitted 0.998 0.984 0.997
Satd. Flow (perm) 0 1632 0 0 1778 0 0 1853 0 0 1857 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 373 866 1312 1334
Travel Time (s) 8.5 19.7 29.8 30.3
Intersection Summary
Area Type: Other
HCM 2010 TWSC Short Total AM
3: Lemay & Buckingham 2010 HCM
City of Fort Collins Signal Timing Synchro 8 Light Report
st am lt lane at buckingham.syn
Intersection
Int Delay, s/veh 1.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Vol, veh/h 5 1 35 2 2 0 54 428 6 1 854 17
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - 0 - - - 150 - - 150 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 5 1 38 2 2 0 59 465 7 1 928 18
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1527 1529 938 1526 1535 468 947 0 0 472 0 0
Stage 1 940 940 - 586 586 - - - - - - -
Stage 2 587 589 - 940 949 - - - - - - -
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 96 117 321 96 116 595 725 - - 1090 - -
Stage 1 316 342 - 496 497 - - - - - - -
Stage 2 496 495 - 316 339 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 89 107 321 79 106 595 725 - - 1090 - -
Mov Cap-2 Maneuver 89 107 - 79 106 - - - - - - -
Stage 1 290 342 - 456 457 - - - - - - -
Stage 2 453 455 - 277 339 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 22 46.5 1.2 0
HCM LOS C E
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR
Capacity (veh/h) 725 - - 92 321 91 1090 - -
HCM Lane V/C Ratio 0.081 - - 0.071 0.119 0.048 0.001 - -
HCM Control Delay (s) 10.4 - - 47.1 17.7 46.5 8.3 - -
HCM Lane LOS B - - E C E A - -
HCM 95th %tile Q(veh) 0.3 - - 0.2 0.4 0.1 0 - -
Lanes and Geometrics Short Total AM
3: Lemay & Buckingham 2010 HCM
City of Fort Collins Signal Timing Synchro 8 Light Report
st am lt lane at buckingham.syn
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 150 0 150 0
Storage Lanes 0 1 0 0 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.850 0.998 0.997
Flt Protected 0.960 0.976 0.950 0.950
Satd. Flow (prot) 0 1788 1583 0 1818 0 1770 1859 0 1770 1857 0
Flt Permitted 0.960 0.976 0.950 0.950
Satd. Flow (perm) 0 1788 1583 0 1818 0 1770 1859 0 1770 1857 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 384 715 1281 1365
Travel Time (s) 8.7 16.3 29.1 31.0
Intersection Summary
Area Type: Other
HCM 2010 TWSC Short Total PM
3: Lemay & Buckingham 2010 HCM
City of Fort Collins Signal Timing Synchro 8 Light Report
st pm lt lane at buckingham.syn
Intersection
Int Delay, s/veh 2.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Vol, veh/h 5 6 108 3 4 2 61 1104 17 1 715 19
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - 100 - - - 150 - - 150 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 6 7 121 3 4 2 69 1240 19 1 803 21
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 2206 2213 814 2207 2214 1250 825 0 0 1260 0 0
Stage 1 816 816 - 1387 1387 - - - - - - -
Stage 2 1390 1397 - 820 827 - - - - - - -
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 32 44 378 32 44 211 805 - - 552 - -
Stage 1 371 391 - 177 210 - - - - - - -
Stage 2 176 208 - 369 386 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 27 40 378 18 40 211 805 - - 552 - -
Mov Cap-2 Maneuver 27 40 - 18 40 - - - - - - -
Stage 1 339 390 - 162 192 - - - - - - -
Stage 2 155 190 - 246 385 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 32.8 156.5 0.5 0
HCM LOS D F
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR
Capacity (veh/h) 805 - - 33 378 33 552 - -
HCM Lane V/C Ratio 0.085 - - 0.375 0.321 0.306 0.002 - -
HCM Control Delay (s) 9.9 - - 168.8 19 156.5 11.5 - -
HCM Lane LOS A - - F C F B - -
HCM 95th %tile Q(veh) 0.3 - - 1.2 1.4 1 0 - -
Lanes and Geometrics Short Total PM
3: Lemay & Buckingham 2010 HCM
City of Fort Collins Signal Timing Synchro 8 Light Report
st pm lt lane at buckingham.syn
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 100 0 0 150 0 150 0
Storage Lanes 0 1 0 0 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.850 0.970 0.998 0.996
Flt Protected 0.977 0.984 0.950 0.950
Satd. Flow (prot) 0 1820 1583 0 1778 0 1770 1859 0 1770 1855 0
Flt Permitted 0.977 0.984 0.950 0.950
Satd. Flow (perm) 0 1820 1583 0 1778 0 1770 1859 0 1770 1855 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 373 866 1312 1334
Travel Time (s) 8.5 19.7 29.8 30.3
Intersection Summary
Area Type: Other
HCM 2010 TWSC Short Total AM
2: Site Access & Buckingham
City of Fort Collins Signal Timing Synchro 8 Light Report
st am.syn
Intersection
Int Delay, s/veh 1.1
Movement EBT EBR WBL WBT NBL NBR
Vol, veh/h 36 4 10 63 2 5
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 85 85 85 85 85 85
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 42 5 12 74 2 6
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 47 0 143 45
Stage 1 - - - - 45 -
Stage 2 - - - - 98 -
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 - - 1560 - 850 1025
Stage 1 - - - - 977 -
Stage 2 - - - - 926 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1560 - 843 1025
Mov Cap-2 Maneuver - - - - 843 -
Stage 1 - - - - 977 -
Stage 2 - - - - 919 -
Approach EB WB NB
HCM Control Delay, s 0 1 8.8
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 965 - - 1560 -
HCM Lane V/C Ratio 0.009 - - 0.008 -
HCM Control Delay (s) 8.8 - - 7.3 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0 - - 0 -
Lanes and Geometrics Short Total AM
2: Site Access & Buckingham
City of Fort Collins Signal Timing Synchro 8 Light Report
st am.syn
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 0 0 0 0
Storage Lanes 0 0 1 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.986 0.899
Flt Protected 0.993 0.988
Satd. Flow (prot) 1837 0 0 1850 1655 0
Flt Permitted 0.993 0.988
Satd. Flow (perm) 1837 0 0 1850 1655 0
Link Speed (mph) 30 30 30
Link Distance (ft) 244 384 270
Travel Time (s) 5.5 8.7 6.1
Intersection Summary
Area Type: Other
HCM 2010 TWSC Short Total PM
2: Site Access & Buckingham
City of Fort Collins Signal Timing Synchro 8 Light Report
st pm.syn
Intersection
Int Delay, s/veh 1.9
Movement EBT EBR WBL WBT NBL NBR
Vol, veh/h 99 9 21 63 9 20
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 110 10 23 70 10 22
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 120 0 232 115
Stage 1 - - - - 115 -
Stage 2 - - - - 117 -
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 - - 1468 - 756 937
Stage 1 - - - - 910 -
Stage 2 - - - - 908 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1468 - 744 937
Mov Cap-2 Maneuver - - - - 744 -
Stage 1 - - - - 910 -
Stage 2 - - - - 893 -
Approach EB WB NB
HCM Control Delay, s 0 1.9 9.3
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 867 - - 1468 -
HCM Lane V/C Ratio 0.037 - - 0.016 -
HCM Control Delay (s) 9.3 - - 7.5 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -
Lanes and Geometrics Short Total PM
2: Site Access & Buckingham
City of Fort Collins Signal Timing Synchro 8 Light Report
st pm.syn
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 0 0 0 0
Storage Lanes 0 0 1 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.989 0.907
Flt Protected 0.988 0.985
Satd. Flow (prot) 1842 0 0 1840 1664 0
Flt Permitted 0.988 0.985
Satd. Flow (perm) 1842 0 0 1840 1664 0
Link Speed (mph) 30 30 30
Link Distance (ft) 217 373 240
Travel Time (s) 4.9 8.5 5.5
Intersection Summary
Area Type: Other
HCM Signalized Intersection Capacity Analysis Short Total AM
4: Lemay & Vine 2000 HCM
City of Fort Collins Signal Timing Synchro 8 Light Report
st am.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 13 156 100 129 265 119 43 323 60 58 607 31
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width 12 16 12 12 16 8 12 13 12 12 14 12
Total Lost time (s) 4.5 4.5 4.5 4.5 4.0 3.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.94 1.00 0.95 0.98 0.99
Flt Protected 0.95 1.00 0.95 1.00 0.99 1.00
Satd. Flow (prot) 1770 1952 1770 1959 1871 1964
Flt Permitted 0.15 1.00 0.37 1.00 0.87 0.92
Satd. Flow (perm) 281 1952 682 1959 1633 1819
Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86
Adj. Flow (vph) 15 181 116 150 308 138 50 376 70 67 706 36
RTOR Reduction (vph) 0 19 0 0 13 0050010
Lane Group Flow (vph) 15 278 0 150 433 0 0 491 0 0 808 0
Confl. Peds. (#/hr) 22
Confl. Bikes (#/hr) 2 4 9
Heavy Vehicles (%) 2% 5% 2% 2% 5% 2% 2% 2% 2% 2% 2% 2%
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 4862
Permitted Phases 4862
Actuated Green, G (s) 33.0 33.0 33.0 33.0 76.5 77.0
Effective Green, g (s) 34.0 34.0 34.0 34.0 77.5 78.0
Actuated g/C Ratio 0.28 0.28 0.28 0.28 0.65 0.65
Clearance Time (s) 5.5 5.5 5.5 5.5 5.0 4.5
Vehicle Extension (s) 6.0 6.0 6.0 6.0 6.0 6.0
Lane Grp Cap (vph) 79 553 193 555 1054 1182
v/s Ratio Prot 0.14 c0.22
v/s Ratio Perm 0.05 0.22 0.30 c0.44
v/c Ratio 0.19 0.50 0.78 0.78 0.47 0.68
Uniform Delay, d1 32.6 35.9 39.5 39.6 10.8 13.2
Progression Factor 1.00 1.00 1.00 1.00 1.59 1.00
Incremental Delay, d2 3.3 2.0 21.8 8.6 1.4 3.2
Delay (s) 35.9 38.0 61.3 48.2 18.6 16.4
Level of Service D D E D B B
Approach Delay (s) 37.9 51.5 18.6 16.4
Approach LOS D D B B
Intersection Summary
HCM 2000 Control Delay 29.4 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.72
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.5
Intersection Capacity Utilization 84.5% ICU Level of Service E
Analysis Period (min) 15
c Critical Lane Group
Timing Report, Sorted By Phase Short Total AM
4: Lemay & Vine 2000 HCM
City of Fort Collins Signal Timing Synchro 8 Light Report
st am.syn
Phase Number 2468
Movement SBTL EBTL NBTL WBTL
Lead/Lag
Lead-Lag Optimize
Recall Mode C-Min None C-Min None
Maximum Split (s) 83 37 83 37
Maximum Split (%) 69.2% 30.8% 69.2% 30.8%
Minimum Split (s) 21.5 22.5 22 22.5
Yellow Time (s) 3.5 4 3.5 4.5
All-Red Time (s) 1 1.5 1.5 1
Minimum Initial (s) 7777
Vehicle Extension (s) 6666
Minimum Gap (s) 3333
Time Before Reduce (s) 0000
Time To Reduce (s) 0000
Walk Time (s) 7777
Flash Dont Walk (s) 10 10 10 10
Dual Entry Yes Yes Yes Yes
Inhibit Max Yes Yes Yes Yes
Start Time (s) 37 0 37 0
End Time (s) 0 37 0 37
Yield/Force Off (s) 115.5 31.5 115 31.5
Yield/Force Off 170(s) 105.5 21.5 105 21.5
Local Start Time (s) 37 0 37 0
Local Yield (s) 115.5 31.5 115 31.5
Local Yield 170(s) 105.5 21.5 105 21.5
Intersection Summary
Cycle Length 120
Control Type Actuated-Coordinated
Natural Cycle 55
Offset: 0 (0%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red
Splits and Phases: 4: Lemay & Vine
HCM Signalized Intersection Capacity Analysis Short Total PM
4: Lemay & Vine 2000 HCM
City of Fort Collins Signal Timing Synchro 8 Light Report
st pm.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 25 300 120 112 221 135 85 763 214 109 510 45
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width 12 16 12 12 16 8 12 13 12 12 14 12
Total Lost time (s) 4.5 4.5 4.5 4.5 4.0 3.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 0.99 1.00 0.99 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.96 1.00 0.94 0.97 0.99
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.99
Satd. Flow (prot) 1770 1966 1770 1937 1857 1949
Flt Permitted 0.28 1.00 0.19 1.00 0.89 0.67
Satd. Flow (perm) 512 1966 345 1937 1665 1310
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Adj. Flow (vph) 26 312 125 117 230 141 89 795 223 114 531 47
RTOR Reduction (vph) 0 12 0 0 18 0080020
Lane Group Flow (vph) 26 425 0 117 353 0 0 1099 0 0 690 0
Confl. Peds. (#/hr) 2 2
Confl. Bikes (#/hr) 2435
Heavy Vehicles (%) 2% 5% 2% 2% 5% 2% 2% 2% 2% 2% 2% 2%
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 4862
Permitted Phases 4862
Actuated Green, G (s) 34.5 34.5 34.5 34.5 75.0 75.5
Effective Green, g (s) 35.5 35.5 35.5 35.5 76.0 76.5
Actuated g/C Ratio 0.30 0.30 0.30 0.30 0.63 0.64
Clearance Time (s) 5.5 5.5 5.5 5.5 5.0 4.5
Vehicle Extension (s) 6.0 6.0 6.0 6.0 6.0 6.0
Lane Grp Cap (vph) 151 581 102 573 1054 835
v/s Ratio Prot 0.22 0.18
v/s Ratio Perm 0.05 c0.34 c0.66 0.53
v/c Ratio 0.17 0.73 1.15 0.62 1.04 0.83
Uniform Delay, d1 31.3 38.0 42.2 36.4 22.0 16.7
Progression Factor 1.00 1.00 1.00 1.00 0.64 1.00
Incremental Delay, d2 1.5 6.5 134.1 3.4 30.8 9.2
Delay (s) 32.9 44.4 176.4 39.8 44.9 25.8
Level of Service C D F D D C
Approach Delay (s) 43.8 72.5 44.9 25.8
Approach LOS D E D C
Intersection Summary
HCM 2000 Control Delay 44.8 HCM 2000 Level of Service D
HCM 2000 Volume to Capacity ratio 1.08
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.5
Intersection Capacity Utilization 106.4% ICU Level of Service G
Analysis Period (min) 15
c Critical Lane Group
Timing Report, Sorted By Phase Short Total PM
4: Lemay & Vine 2000 HCM
City of Fort Collins Signal Timing Synchro 8 Light Report
st pm.syn
Phase Number 2468
Movement SBTL EBTL NBTL WBTL
Lead/Lag
Lead-Lag Optimize
Recall Mode C-Min None C-Min None
Maximum Split (s) 80 40 80 40
Maximum Split (%) 66.7% 33.3% 66.7% 33.3%
Minimum Split (s) 21.5 22.5 22 22.5
Yellow Time (s) 3.5 4 3.5 4.5
All-Red Time (s) 1 1.5 1.5 1
Minimum Initial (s) 7777
Vehicle Extension (s) 6666
Minimum Gap (s) 3333
Time Before Reduce (s) 0000
Time To Reduce (s) 0000
Walk Time (s) 7777
Flash Dont Walk (s) 10 10 10 10
Dual Entry Yes Yes Yes Yes
Inhibit Max Yes Yes Yes Yes
Start Time (s) 53 13 53 13
End Time (s) 13 53 13 53
Yield/Force Off (s) 8.5 47.5 8 47.5
Yield/Force Off 170(s) 118.5 37.5 118 37.5
Local Start Time (s) 40 0 40 0
Local Yield (s) 115.5 34.5 115 34.5
Local Yield 170(s) 105.5 24.5 105 24.5
Intersection Summary
Cycle Length 120
Control Type Actuated-Coordinated
Natural Cycle 65
Offset: 13 (11%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red
Splits and Phases: 4: Lemay & Vine
APPENDIX G
Lincoln
Vine
Lemay
Buckingham
SCALE: 1"=600'
PEDESTRIAN INFLUENCE AREA
DELICH
ASSOCIATES
Lemay Avenue Microbrewery & Self-Storage TIS, May 2015
Pedestrian LOS Worksheet
Project Location Classification: Transit Corridor
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
Neighborhood to
northeast Residential
Minimum B C C C C
1 Actual A C B C C
Proposed A C B C C
Neighborhood to the
southeast Residential
Minimum B C C C C
2 Actual A B B B B
Proposed A B B B B
Minimum
3 Actual
Proposed
Minimum
4 Actual
Proposed
Minimum
5 Actual
Proposed
Minimum
6 Actual
Proposed
Minimum
7 Actual
Proposed
Minimum
8 Actual
Proposed
Minimum
9 Actual
Proposed
Minimum
10 Actual
Proposed
Lincoln
Vine
Lemay
Buckingham
SCALE: 1"=600'
BICYCLE INFLUENCE AREA
DELICH
ASSOCIATES
Lemay Avenue Microbrewery & Self-Storage TIS, May 2015
Bicycle LOS Worksheet
Level of Service – Connectivity
Minimum Actual Proposed
Base Connectivity: C B B
Specific connections to priority sites:
Description of
Applicable Destination
Area Within 1320’
Destination
Area
Classification
Commercial area to the
1 south of the site Commercial C A A
2
3
4
100
200
300
400
500
600
EB AM LT/T 6 VPH
AM 1359 VPH
1 LANE & 1 LANE
2 OR MORE LANES & 1 LANE
2 OR MORE LANES & 2 OR MORE LANES
*100
*150
PM 1918 VPH
1900
EB PM LT/T 11 VPH