HomeMy WebLinkAboutWATERFIELD THIRD FILING - PDP - PDP130037 - REPORTS - TRAFFIC STUDY (5)DELICH Waterfield TIS, December 2013
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TABLE OF CONTENTS
I. INTRODUCTION ........................................................................................................ 1
II. EXISTING CONDITIONS .......................................................................................... 2
Land Use ......................................................................................................................... 2
Streets ............................................................................................................................. 2
Existing Traffic ................................................................................................................. 5
Existing Operation ........................................................................................................... 5
Pederstrian Facilities ....................................................................................................... 9
Bicycle Facilities .............................................................................................................. 9
Transit Facilities .............................................................................................................. 9
III. PROPOSED DEVELOPMENT ............................................................................... 10
Trip Generation ............................................................................................................. 10
Trip Distribution ............................................................................................................. 10
Background Traffic Projections ..................................................................................... 14
Trip Assignment ............................................................................................................ 14
Signal Warrants ............................................................................................................. 14
Operation Analysis ........................................................................................................ 22
Vine/Lemay Adequate Public Facilities ......................................................................... 26
Geometry ...................................................................................................................... 30
Pedestrian Level of Service ........................................................................................... 30
Bicycle Level of Service ................................................................................................ 30
Transit Level of Service ................................................................................................. 33
IV. CONCLUSIONS .................................................................................................... 34
LIST OF TABLES
1. Current Peak Hour Operation .................................................................................... 8
2. Trip Generation ....................................................................................................... 12
3. Short Range (2018) Background Peak Hour Operation .......................................... 23
4. Long Range (2030) Background Peak Hour Operation ........................................... 24
5. Short Range (2018) Total Peak Hour Operation ..................................................... 27
6. Long Range (2030) Total Peak Hour Operation ...................................................... 28
DELICH Waterfield TIS, December 2013
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LIST OF FIGURES
1. Site Location ............................................................................................................. 3
2. Existing Geometry ..................................................................................................... 4
3. Recent Peak Hour Traffic .......................................................................................... 6
4. Balanced Recent Peak Hour Traffic .......................................................................... 7
5. Site Plan .................................................................................................................. 11
6. Trip Distribution ....................................................................................................... 13
7. Short Range (2018) Background Peak Hour Traffic ................................................ 15
8. Short Range (2018) Background Peak Hour Traffic with New Vine ........................ 16
9. Long Range (2035) Background Peak Hour Traffic ................................................. 17
10. Short Range (2018) Site Generated Peak Hour Traffic ........................................... 18
11. Long Range (2035) Site Generated Peak Hour Traffic ............................................ 19
12. Short Range (2018) Total Peak Hour Traffic ........................................................... 20
13. Long Range (2035) Total Peak Hour Traffic ............................................................ 21
14. Short Range (2018) Geometry ................................................................................ 31
15. Long Range (2035) Geometry ................................................................................. 32
APPENDICES
A. Base Assumptions Form
B. Peak Hour Traffic Counts
C. Current Peak Hour Operation/Level of Service Descriptions/Fort Collins Motor
Vehicle LOS Standards (Intersections)
D. Signal Warrants
E. Short Range (2018) Background Peak Hour Operation
F. Long Range (2035) Background Peak Hour Operation
G. Short Range (2018) Total Peak Hour Operation
H. Long Range (2035) Total Peak Hour Operation
I. Pedestrian/Bicycle Level of Service Worksheets
DELICH Waterfield TIS, December 2013
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I. INTRODUCTION
This transportation impact study (TIS) addresses the capacity, geometric, and
control requirements at and near the proposed Waterfield development. The proposed
Waterfield site is located north of Vine Drive and east of Timberline Road in Fort Collins,
Colorado. Waterfield is a residential development with a neighborhood park, school, and
neighbor center.
During the course of the analysis, numerous contacts were made with the owner
(Parker Land Investors), the project engineer (Northern Engineering), the project planning
consultant (Ripley Design), Fort Collins Traffic Engineering, and Fort Collins
Transportation Planning. The Transportation Impact Study Base Assumptions form and
related documents are provided in Appendix A. This study generally conforms to the
format set forth in the Fort Collins TIS Guidelines in the “Larimer County Urban Area Street
Standards” (LCUASS). Due to the trip generation, this is a full transportation impact study.
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 “Waterfield Transportation Impact Study” dated
November 2013. The revised TIS addresses Fort Collins staff comments.
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II. EXISTING CONDITIONS
The location of the Waterfield development 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 residential, industrial, and agricultural/open.
There are residential uses to the south and southeast of the site. There are industrial
uses to the south of the site. There are agricultural/open space uses to the west, east,
and north of the site. The proposed Waterfield site is currently vacant. The center of
Fort Collins lies to the southwest of the proposed Waterfield site.
Streets
The primary streets near the Waterfield site are Timberline Road, Vine Drive,
Lemay Avenue, and Merganser Drive. Figure 2 shows a schematic of the existing
geometry at the Timberline/Vine, Vine/Bull Run Access, Vine/Merganser, and
Lemay/Vine intersections. Timberline Road is to the east of (adjacent to) the proposed
Waterfield site. It is a north-south street classified as a four-lane arterial according to
the Fort Collins Master Street Plan. Currently, Timberline Road has a two-lane cross
section in this area. At the Timberline/Vine intersection, Timberline Road has all
movements combined into a single lane. The Timberline/Vine intersection has all-way
stop control. The posted speed limit in this area of Timberline Road is 35 mph, south of
Vine Drive, and 45 mph, north of Vine Drive.
Vine Drive is to the south of (adjacent to) the proposed Waterfield site. It is an
east-west street classified as a two-lane collector according to the Fort Collins Master
Street plan. Currently, Vine Drive has a two-lane cross section. At the Timberline/Vine
intersection, Vine Drive has all movements combined into a single lane. At the Vine/Bull
Run Access intersection, Vine Drive has all movements combined into a single lane. At
the Vine/Merganser intersection, Vine Drive has all movements combined into a single
lane. 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 Vine/Bull Run Access
and Vine/Merganser intersections have stop sign control on the Bull Run Access and
Merganser Drive, respectively. The Lemay/Vine intersection has signal control. The
posted speed limit in this area of Vine Drive is 45 mph, east of Lemay Avenue and 35
mph, approaching the Lemay/Vine intersection.
Merganser Drive is to the east of (adjacent to) the proposed Waterfield site. It is
a north-south street classified as a local according to the Fort Collins Master Street
plan. Merganser Drive only has a north leg at the Vine/Merganser intersection.
Currently, Merganser Drive has a two-lane cross section with parking on both sides of
BURLINGTON NORTHERN RAILROAD
SCALE: 1"=2000'
SITE LOCATION Figure 1
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Vine Drive
Timberline Road
Mountain Vista
Mulberry Road
Lemay Avenue
EXISTING GEOMETRY Figure 2
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AM/PM
Lemay Avenue
Bull Run Access
Timberline Road
Vine Drive
Merganser Drive
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the street. At the Vine/Merganser intersection, Merganser Drive has no striping.
However, it was observed to operate as a southbound left-turn lane and southbound
right-turn lane. The posted speed limit in this area on Merganser Drive is 25 mph.
Lemay Avenue is to the west of the proposed Waterfield site. It is a north-south
street classified as a four-lane arterial according to the Fort Collins Master Street plan.
Currently, Lemay Avenue has a two-lane cross section. At the Lemay/Vine intersection,
Lemay Avenue has all movements combined into a single lane. The posted speed limit
in this area of Lemay Avenue is 35 mph, north of Vine Drive and 30 mph, south of Vine
Drive.
Existing Traffic
Recent morning and afternoon peak hour traffic volumes are shown in Figure 3.
The traffic counts at the Timberline/Vine, Vine/Bull Run Access, and Vine/Merganser
intersections were obtained in May 2013 while school was in session. The traffic counts
at the Lemay/Vine intersection were obtained in August 2012 by the City of Fort Collins.
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.
Existing Operation
The Timberline/Vine, Vine/Bull Run Access (for information only),
Vine/Merganser, and Lemay/Vine intersections were evaluated using techniques
provided in the 2010 Highway Capacity Manual and 2000 Highway Capacity Manual.
Using the morning and afternoon peak hour traffic shown in Figure 4, the peak hour
operation is shown in Table 1. Calculation forms are provided in Appendix C. The key
intersections are currently operating acceptably with existing control and geometry in
the morning and afternoon peak hours. A description of level of service for signalized
and unsignalized intersections from the 2010 Highway Capacity Manual and a table
showing the Fort Collins Motor Vehicle LOS Standards (Intersections) are also provided
in Appendix C. This site is in an area termed “low density mixed use residential” on the
Fort Collins Structure Plan. In areas termed “low density mixed use residential,”
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 D. At arterial/collector and arterial/local stop
sign controlled intersections, acceptable operation is considered to be at level of service F
for any approach leg, which is considered to be normal in an urban environment. At
collector/local stop sign controlled intersections, acceptable operation is considered to be
at level of service C for any approach leg. The Lemay/Vine intersection is in an area
termed “commercial corridor” on the Fort Collins Structure Plan. 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, and level of service E or better for
any leg or movement.
RECENT PEAK HOUR TRAFFIC Figure 3
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AM/PM
Merganser Drive
Bull Run Access
Timberline Road
Vine Drive
15/16
17/7
13/13
255/277
11/13
181/308
9/7
3/1
7/7
263/286
5/13
189/320
77/122
103/226
37/66
56/44
223/127
6/6
29/48
81/168
83/72
7/4
163/133
111/49
28/67
337/745
17/57
36/27
590/574
42/64
16/43
80/152
47/71
90/142
112/109
49/47
Lemay Avenue
ADJUSTED/BALANCED RECENT
PEAK HOUR TRAFFIC Figure 4
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AM/PM
Merganser Drive
Bull Run Access
Timberline Road
Vine Drive
15/16
17/7
13/13
269/282
11/13
179/295
9/7
3/1
7/7
277/291
5/13
187/307
74/120
103/226
37/66
53/44
223/127
6/6
30/50
82/176
84/76
7/4
155/131
111/49
28/67
337/745
17/57
36/27
590/574
42/64
16/43
80/152
47/71
90/142
112/109
49/47
Lemay Avenue
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TABLE 1
Current Peak Hour Operation
Intersection Movement Level of Service
AM PM
Timberline/Vine
(stop sign)
EB LT/T/RT B C
WB LT/T/RT C B
NB LT/T/RT B D
SB LT/T/RT C B
Vine/Bull Run
(stop sign)(For information only)
EB LT/T A A
SB LT/RT B B
Vine/Merganser
(stop sign)
EB LT/T A A
SB LT B B
SB RT B A
SB APPROACH B B
Lemay/Vine
(signal)
EB LT D D
EB T/RT D D
EB APPROACH D D
WB LT D D
WB T/RT D D
WB APPROACH D D
SB LT/T/RT A A
NB LT/T/RT A A
OVERALL B B
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Pedestrian Facilities
There are sidewalks along Timberline Road and Vine Drive along the Bull Run
development. There are sidewalks along both sides of Merganser Drive. 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 Timberline Road, Vine Drive, and Lemay Avenue within
the study area.
Transit Facilities
Currently, this area of Fort Collins is not served by Transfort. The closest routes
are Route 8, at the Lemay/Vine intersection and Route 4, at the Timberline/Donella
intersection.
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III. PROPOSED DEVELOPMENT
The Waterfield is a mixed use development with 191 single family dwelling units,
225 apartments, a school, park, and a neighborhood commercial center. Figure 5
shows a site plan of the Waterfield development. The short range analysis (Year 2018)
includes the development of the 191 single family dwelling units (the area outlined in
Figure 5) and an appropriate increase in background traffic due to normal growth and
other potential developments in the area. This development will build the future
realigned Vine Drive from Timberline Road to the west edge of the property. The long
range future analysis year is considered to be 2035 and reflects the future realigned
Vine Drive from North College Avenue to the existing Vine Drive to the east. The site
plan shows that the residential area north of New Vine Drive will have access to New
Vine Drive via Merganser Drive and access to Timberline Road. The residential area
south of New Vine Drive will have one access to existing Vine Drive, two accesses to
existing Merganser Drive, and one access to New Vine Drive.
Trip Generation
Trip generation is important in considering the impact of a development such as this
upon the existing and proposed street system. Trip generation for Single Family Home
(Code 210) in Trip Generation, 9th Edition, ITE was used to estimate the trips that would be
generated by the proposed Waterfield development in the short range (2018) future. A trip
is defined as a one-way vehicle movement from origin to destination. The short range
(2018) calculated trip generation is 2010 daily trip ends; 153 morning peak hour trip ends;
and 201 afternoon peak hour trip ends. In the long range (2035) trip generation for
Elementary School (Code 520), City Park (Code 412), Apartments (Code 220), Day Care
(Code 565), and Office (Code 710) in Trip Generation, 9th Edition, ITE was used to
estimate the trips that would be generated by the remaining Waterfield development. The
long range (2035) calculated trip generation is 4842 daily trip ends; 612 morning peak hour
trip ends; and 523 afternoon peak hour trip ends. Table 2 shows the expected trip
generation on a daily and peak hour basis.
Trip Distribution
Trip distribution for the Waterfield 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 (2018)
and long range (2035) analysis futures. The trip distribution was agreed to by City of
Fort Collins staff in the scoping meeting.
SITE PLAN Figure 5
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NOT TO SCALE
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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
Short Range (Phase 1)
North of New Vine Drive
210 Single Family 116 D.U. Eq. 1204 Eq. 23 Eq. 68 Eq. 76 Eq. 44
South of New Vine Drive
210 Single Family 75 D.U. Eq. 806 Eq. 15 Eq. 47 Eq. 51 Eq. 30
Short Range Total 2010 38 115 127 74
Long Range
520 Elementary School 500 Students 1.29 646 0.25 125 0.20 100 0.07 35 0.08 40
412 City Park 8.1 Acres 2.28 18 0.012 0 0.008 0 0.055 1
0.035 0
220 Parcel B -Apartments 225 D.U. Eq. 1488 Eq. 23 Eq. 91 Eq. 81 Eq. 43
565 Parcel C –Day Care 130 Students 4.38 570 0.42 55 0.38 49 0.38 49 0.43 56
710 Parcel C -Office 10.0 KSF 11.03 110 1.37 14 0.19 2 0.25 3 1.24 12
Long Range Total 2832 217 242 169 151
Total 4842 255 357 296 225
TRIP DISTRIBUTION Figure 6
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Timberline Road
Vine Drive
10%
40%
40% 10%
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Background Traffic Projections
Figure 7 shows the short range (2018) 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
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 1.5 percent per year. The
Lemay/Vine intersection was increased by added to traffic from approved projects in the
area that have yet to be built or built out. This data was provided us by Fort Collins City
staff.
Figure 8 shows the short range (2018) background peak hour traffic with the
connection of New Vine Drive to the Bull Run Development. This graphic reflects a
reassignment of selected movements that would likely use New Vine Drive due to an
additional access to Bull Run on the north side of that development.
Figure 9 shows the long range (2035) background peak hour traffic projections.
This reflects completion of the future Vine Drive, as shown in the Fort Collins Master
Street Plan. The Fort Collins Master Street Plan shows Vine Drive as a four-lane
arterial street. The traffic forecasts shown in Figure 9 do not indicate the need for a
four-lane arterial street by the year 2035. The four-lane arterial street, shown on the
Master Street Plan, is due to a potential interchange with I-25 at Vine Drive or other
significant development east of I-25. In discussions with various Fort Collins staff, this
interchange is not likely to occur by the year 2035, if at all. Significant development,
east of I-25, is not likely to occur by 2035.
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. Figures 10 and 11 show the respective short range (2018) and long range
(2035) site generated peak hour traffic assignment. Figures 12 and 13 show the
respective short range (2018) and long range (2035) total (site plus background) peak
hour traffic assignment.
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 roads in the
vicinity of the Waterfield 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 road 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
SHORT RANGE (2018) BACKGROUND
PEAK HOUR TRAFFIC Figure 7
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AM/PM
Merganser Drive
Timberline Road
9/7
3/1
7/7
299/313
5/13
201/331
80/129
111/243
40/71
57/47
240/137
6/6
32/54
88/190
90/82
8/4
167/141
120/53
Lemay Avenue
36/97
360/817
41/131
44/36
651/621
50/90
23/55
111/238
72/90
114/157
187/163
114/93
Vine Drive
SHORT RANGE (2018) BACKGROUND
PEAK HOUR TRAFFIC WITH NEW VINE Figure 8
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AM/PM
Merganser Drive
9/7
2/1
4/4
299/313
5/13
201/331
6/6
148/168
3/3
300/187
3/1
9/5
New Vine Drive
4/2
3/3
Vine Drive
75/124 Timberline Road
116/248
40/71
54/44
247/141
8/7
29/53
86/189
84/78
9/5
166/140
120/53
Lemay Avenue
36/97
360/817
41/131
44/36
651/621
50/90
23/55
111/238
72/90
114/157
187/163
114/93
LONG RANGE (2035) BACKGROUND
PEAK HOUR TRAFFIC Figure 9
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Merganser Drive
5/5
0/0
0/0
10/10
5/10
5/10
85/75
200/435
75/140
135/120
430/245
70/105
95/175
85/150
60/110
95/70
115/105
110/90
New Vine Drive
Vine Drive
Timberline Road
115/90
395/885
15/120
30/15
890/665
20/15
10/30
230/345
50/70
15/20
235/250
120/55
230/430
5/10
320/285
10/10
5/5
5/5
Lemay Avenue
AM/PM
Rounded to Nearest
5 Vehicles
SHORT RANGE (2018) SITE
GENERATED PEAK HOUR TRAFFIC Figure 10
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AM/PM
Merganser Drive
28/18
19/13
6/21
7/12
10/30
9/11
5/13
8/27
1/7
24/15
5/4
12/8
New Vine Drive
Vine Drive
6/23 Timberline Road
9/27
5/4
25/16
6/3
1/6
6/4
21/14
3/7
2/6
Lemay Avenue
7/23
2/8
6/20
7/5
18/12
21/13
Site Access
13/8
8/5
2/8
33/22
4/15
11/36
Site Access
1/3
3/2
Site Access
8/27
5/4
2/6
1/7
6/3
24/15
9/30
3/2
27/18
11/8
LONG RANGE (2035) SITE
GENERATED PEAK HOUR TRAFFIC Figure 11
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AM/PM
Merganser Drive
Site Access
5/3
NOM
NOM
1/5
11/6
NOM
NOM
5/3
4/11
1/5
51/96
9/14
38/21
7/3
22/14
35/17
70/35
32/31
New Vine Drive
22/14
4/11
4/11
50/27
Vine Drive
Site Access
Timberline Road
15/33
5/11
13/30
12/7
33/17
38/20
6/3
NOM
32/20
40/24
NOM
55/30
18/64
40/16
2/6
14/44
77/31
11/34
SHORT RANGE (2018) TOTAL
PEAK HOUR TRAFFIC Figure 12
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AM/PM
Merganser Drive
37/25
21/14
10/25
306/325
15/43
210/342
11/19
156/195
4/10
324/202
8/5
21/13
Vine Drive
81/147 Timberline Road
125/275
40/71
59/48
272/157
14/10
30/59
92/193
105/92
12/12
168/146
120/53
Lemay Avenue
36/97
360/817
48/154
44/36
651/621
52/98
23/55
117/258
72/90
121/162
205/175
135/106
New Vine Drive
Site Access
13/8
8/5
2/8
341/342
4/15
217/380
Site Access
1/3
3/2
Site Access
8/27
156/173
LONG RANGE (2035) TOTAL
PEAK HOUR TRAFFIC Figure 13
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AM/PM
Merganser Drive
Site Access
10/10
0/0
0/0
10/10
5/15
5/10
135/170
200/435
75/140
145/135
470/265
75/110
115/190
120/165
130/145
95/70
145/135
110/90
New Vine Drive
410/695
5/10
640/480
50/30
Vine Drive
Timberline Road
115/90
395/885
30/150
30/15
890/665
25/25
10/30
245/375
50/70
30/30
270/270
160/75
10/10
5/5
40/25
40/25
5/5
55/30
20/65
270/445
10/15
15/45
395/315
20/45
Site Access
10/5
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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 (2018) total peak hour traffic (Figure 12), the peak hour
signal warrant will only be met in the afternoon peak hour at the existing Timberline/Vine
intersection. However, it is unlikely that other signal warrants will be met in the short range
(2018) future. In discussions with City staff, a signal at the existing Timberline/Vine
intersection is not desired. Other key unsignalized intersections do not meet signal
spacing and will not be signalized. The peak hour signal warrant analyses are provided in
Appendix D.
Using the long range (2035) total peak hour traffic (Figure 13), the peak hour signal
warrant will likely be met in the morning and afternoon peak hours at the Timberline/New
Vine intersection. Based on the peak hour signal warrant, it is likely that other volume
based signal warrants would be met at the Timberline/New Vine and the Lemay/New Vine
intersections. Therefore, the Timberline/New Vine and the Lemay/New Vine intersections
were analyzed with signal control in the long range (2035) future. Other key unsignalized
intersections do not meet signal spacing and will not be signalized. The peak hour signal
warrant analyses are provided in Appendix D.
Operation Analysis
Capacity analyses were performed at the Timberline/Vine, Vine/Merganser,
Vine/Site Access, Timberline/New Vine, Timberline/Site Access, New Vine/Merganser,
and New Vine/Site Access intersections. The operations analyses were conducted for the
short range and long range futures, reflecting year 2018 and 2035 conditions, respectively.
Using the traffic volumes shown in Figure 7, the Timberline/Vine, Vine/Merganser,
and Lemay/Vine intersections operate in the short range (2018) background traffic future
as indicated in Table 3. Calculation forms for these analyses are provided in Appendix E.
The key intersections will operate acceptably with the existing control and geometry,
except for one movement at the Lemay/Vine intersection 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 Timberline/Vine intersection,
the calculated delay for the afternoon peak hour northbound approach was commensurate
with level of service E. This is considered to be normal during the peak hours at stop sign
controlled intersections along arterial streets.
Using the traffic volumes shown in Figure 9, the Timberline/New Vine, New
Vine/Merganser, Timberline/New Vine, Lemay/New Vine, and Vine/Merganser
intersections operate in the long range (2035) background traffic future as indicated in
Table 4. Calculation forms for these analyses are provided in Appendix F. The key
intersections will operate acceptably.
DELICH Waterfield TIS, December 2013
ASSOCIATES Page 23
TABLE 3
Short Range (2018) Background Peak Hour Operation
Intersection Movement Level of Service
AM PM
Timberline/Vine
(stop sign)
EB LT/T/RT C C
WB LT/T/RT C C
NB LT/T/RT C E
SB LT/T/RT C C
Vine/Merganser
(stop sign)
EB LT/T A A
SB LT B B
SB RT B B
OVERALL B B
Lemay/Vine
(signal)
EB LT D D
EB T/RT D D
EB APPROACH D D
WB LT D F
WB T/RT D D
WB APPROACH D E
NB LT/T/RT A D
SB LT/T/RT B C
OVERALL C D
DELICH Waterfield TIS, December 2013
ASSOCIATES Page 24
TABLE 4
Long Range (2035) Background Peak Hour Operation
Intersection Movement Level of Service
AM PM
Timberline/New Vine
(signal)
EB LT C C
EB T D C
EB RT A A
EB APPROACH D C
WB LT C C
WB T D D
WB RT A A
WB APPROACH D C
NB LT A B
NB T A B
NB RT A B
NB APPROACH A B
SB LT A B
SB T B B
SB RT A B
SB APPROACH A B
OVERALL B B
New Vine/Merganser
(stop sign)
WB LT A A
NB LT/RT B B
Continued on next page
DELICH Waterfield TIS, December 2013
ASSOCIATES Page 25
Continued from previous page
TABLE 4
Long Range (2035) Background Peak Hour Operation
Intersection Movement Level of Service
AM PM
Lemay/New Vine
(signal)
EB LT D C
EB T D D
EB RT D C
EB APPROACH D D
WB LT C C
WB T D C
WB RT C C
WB APPROACH D C
NB LT B B
NB T B B
NB RT B B
NB APPROACH B B
SB LT B B
SB T B B
SB RT B B
SB APPROACH B B
OVERALL C C
Vine/Merganser
(stop sign)
EB LT/T A A
SB LT A A
SB RT A A
SB APPROACH A A
DELICH Waterfield TIS, December 2013
ASSOCIATES Page 26
Using the traffic volumes shown in Figure 12, the Timberline/Vine, Vine/Merganser,
Vine/Site Access, Lemay/Vine, Timberline/New Vine, New Vine/Merganser, and
Timberline/Site Access intersections operate in the short range (2018) total traffic future
as indicated in Table 5. Calculation forms for these analyses are provided in Appendix G.
The key intersections will operate acceptably with the existing control, except for one
movement at the Lemay/Vine intersection 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. A variance request will be submitted with the
Waterfield Transportation Impact Study. At the Timberline/Vine intersection, the calculated
delay for the afternoon peak hour northbound approach will be commensurate with level of
service F. This is considered to be normal during the peak hours at stop sign controlled
intersections along arterial streets. Since Future Vine Drive will remove much of the traffic
from this intersection, it is recommended that F at the Timberline/Vine intersection be
accepted in the short range future. This will be a temporary condition.
Using the traffic volumes shown in Figure 13, the Timberline/New Vine, New
Vine/Merganser, New Vine/Site Access, Lemay/New Vine, Vine/Merganser, Vine/Site
Access, and Timberline/Site Access intersections operate in the long range (2035) total
traffic future as indicated in Table 6. Calculation forms for these analyses are provided in
Appendix H. The key intersections will operate acceptably.
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
intersection does not meet the overall level of service (LOS) criteria, then a development
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
“commercial corridor.” 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 8 shows the
base condition peak hour traffic. Table 3 shows the operation at the Vine/Lemay
intersection using the base condition traffic and 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 12 shows the base condition plus the site traffic at the Vine/Lemay
intersection. Table 5 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.
DELICH Waterfield TIS, December 2013
ASSOCIATES Page 27
TABLE 5
Short Range (2018) Total Peak Hour Operation
Intersection Movement Level of Service
AM PM
Timberline/Vine
(stop sign)
EB LT/T/RT C D
WB LT/T/RT D C
NB LT/T/RT C F
SB LT/T/RT D C
Vine/Merganser
(stop sign)
EB LT/T A A
SB LT B C
SB RT B B
OVERALL B B
Vine/Site Access
(stop sign)
EB LT/T A A
SB LT/RT B B
Lemay/Vine
(signal)
EB LT D D
EB T/RT D D
EB APPROACH D D
WB LT D F
WB T/RT D D
WB APPROACH D E
NB LT/T/RT A D
SB LT/T/RT B C
OVERALL C D
Timberline/New Vine
(stop sign)
EB LT B B
EB RT B A
EB APPROACH B B
NB LT A A
New Vine/Merganser
(stop sign)
EB LT A A
WB LT A A
NB LT A A
NB T/RT A A
NB APPROACH A A
SB LT A A
SB T/RT A A
SB APPROACH A A
Timberline/Site Access
(stop sign)
EB LT/RT B B
NB LT A A
DELICH Waterfield TIS, December 2013
ASSOCIATES Page 28
TABLE 6
Long Range (2035) Total Peak Hour Operation
Intersection Movement Level of Service
AM PM
Timberline/New Vine
(signal)
EB LT C C
EB T D C
EB RT A C
EB APPROACH D C
WB LT C C
WB T D D
WB RT A A
WB APPROACH D D
NB LT A B
NB T B B
NB RT B B
NB APPROACH B B
SB LT B B
SB T B B
SB RT B B
SB APPROACH B B
OVERALL C C
New Vine/Merganser
(stop sign)
EB LT A A
WB LT A A
NB LT C D
NB T/RT B B
NB APPROACH B C
SB LT C D
SB T/RT B C
SB APPROACH C C
Continued on next page
DELICH Waterfield TIS, December 2013
ASSOCIATES Page 29
Continued from previous page
TABLE 6
Long Range (2035) Total Peak Hour Operation
Intersection Movement Level of Service
AM PM
Lemay/New Vine
(signal)
EB LT D C
EB T D D
EB RT D C
EB APPROACH D D
WB LT C C
WB T D C
WB RT C C
WB APPROACH D C
NB LT B B
NB T B C
NB RT B B
NB APPROACH B C
SB LT B B
SB T B C
SB RT B B
SB APPROACH B C
OVERALL C C
Vine/Merganser
(stop sign)
EB LT/T A A
SB LT A A
SB RT A A
SB APPROACH A A
Vine/Site Access
(stop sign)
EB LT/T A A
SB LT/RT A A
Timberline/Site Access
(stop sign) EB RT B B
DELICH Waterfield TIS, December 2013
ASSOCIATES Page 30
Geometry
Figure 14 shows a schematic of the short range (2018) geometry. This is existing
geometry at the Timberline/Vine and Vine/Merganser intersections. At the Timberline/New
Vine intersection and the Timberline/Site Access intersection, left-turn lanes are required
on arterials streets.
Figure 18 shows a schematic of the long range (2035) geometry. It was assumed
that the future New Vine Drive will have a two-lane cross section with a center turn lane
since the volumes do not support a four-lane cross section given the 2035 forecasts in this
TIS. It is acknowledged that the Fort Collins Master Street Plan shows future New Vine
Drive to be a 4-lane arterial street. Daily traffic forecasts from Fort Collins Transportation
Planning indicate a daily volume of 17,000, between North College Avenue and Redwood
Street; and a daily volume of 24,000, east of Redwood Street. These forecasts were
developed with an interchange at I-25/Vine Drive. As mentioned earlier, this interchange
may not be built or it may occur after 2035. It is recommended that the right-of-way for
future New Vine Drive be dedicated, however, an interim 2-lane arterial cross section be
developed that will accommodate the forecasted traffic plus a 1.3-1.5 times volume
contingency.
Pedestrian Level of Service
Appendix I shows a map of the area that is within 1320 feet of the Waterfield
development. There are two pedestrian destinations within 1320 feet of the Waterfield
development. These are: 1) the residential area to the southeast (Bull Run) and 2) the
residential area to the south of this site. The Waterfield 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 not achieved for pedestrian destination two with regard to continuity. The
Pedestrian LOS Worksheet is provided in Appendix I. Timberline Road does not have a
sidewalk. The practical limits of pedestrian improvements would be on the Waterfield
site itself.
Bicycle Level of Service
Appendix I shows a map of the area that is within 1320 feet of the Waterfield
development. There are no bicycle destinations within 1320 feet of the Waterfield
development. The Bicycle LOS Worksheet is provided in Appendix I. The minimum
level of service for this site is C. This site is connected to bike lanes on Vine Drive and
Timberline Road. Therefore, it is concluded that level of service A can be achieved.
SHORT RANGE (2018) GEOMETRY Figure 14
DELICH
ASSOCIATES
Waterfield TIS, December 2013
Page 31
Merganser Drive
Site Access
New Vine Drive
Vine Drive
Site Access
Timberline Road
Site Access
- Denotes Lane
LONG RANGE (2035) GEOMETRY Figure 15
DELICH
ASSOCIATES
Merganser Drive
Site Access
New Vine Drive
Vine Drive
Timberline Road
Site Access
Site Access
- Denotes Lane
Waterfield TIS, December 2013
Page 32
DELICH Waterfield TIS, December 2013
ASSOCIATES Page 33
Transit Level of Service
This area of Fort Collins is served by Transfort Routes 8 and 81. There are bus
stops near the Conifer/Blue Spruce, Conifer/Redwood, and Vine/Redwood
intersections. There are also bus stops along North College Avenue.
DELICH Waterfield TIS, December 2013
ASSOCIATES Page 34
IV. CONCLUSIONS
This study assessed the impacts of the Waterfield on the street system in the
vicinity of the proposed development in the short range (2018) and long range (2035)
futures. As a result of this analysis, the following is concluded:
- The development of the Waterfield is feasible from a traffic engineering standpoint.
In the short range (2018) future the Waterfield development will generate
approximately 2010 daily trips, 153 morning peak hour trip ends, and 201 afternoon
peak hour trip ends. At full development, the Waterfield development will generate
approximately 4842 daily trip ends, 612 morning peak hour trip ends, and 523
afternoon peak hour trip ends.
- Current operation at the Timberline/Vine, Vine/Merganser, and Lemay/Vine
intersections is acceptable.
- The Timberline/Vine intersection is currently unsignalized. Using the short range
(2018) total peak hour traffic forecasts, the peak hour signal warrant will likely be
met in the afternoon peak hour at the existing Timberline/Vine intersection.
However, it is unlikely that other signal warrants will be met in the short range
(2018) future. In discussions with City staff, a signal at the existing Timberline/Vine
intersection is not desired. Using the long range (2035) total peak hour traffic
forecasts, the peak hour signal warrant will likely be met in the morning and
afternoon peak hours at the Timberline/New Vine and the Lemay/New Vine
intersections. Based on the peak hour signal warrant, it is likely that other volume
based signal warrants would be met at the Timberline/New Vine and the
Lemay/New Vine intersections.
- In the short range (2018) future, given development of the Waterfield and an
increase in background traffic, the Timberline/Vine, Vine/Merganser, Vine/Site
Access, Lemay/Vine, Timberline/New Vine, New Vine/Merganser, and
Timberline/Site Access intersections will operate acceptably, except for one
movement at the Lemay/Vine intersection in the afternoon peak hour. At the
Lemay/Vine intersection, the calculated delay for the afternoon peak hour
westbound left-turn lane will experience delays that are commensurate with level of
service F. A variance request will be submitted with the Waterfield Transportation
Impact Study. At the Timberline/Vine intersection, the calculated delay for the
afternoon peak hour northbound approach will experience delays that are
commensurate with level of service F. This is considered to be normal during the
peak hours at stop sign controlled intersections along arterial streets. This will be a
temporary condition.
- In the long range (2035) future, given development of the Waterfield and an
increase in background traffic, the Timberline/New Vine, New Vine/Merganser, New
Vine/Site Access, Lemay/New Vine, Vine/Merganser, Vine/Site Access, and
Timberline/Site Access intersections will operate acceptably.
DELICH Waterfield TIS, December 2013
ASSOCIATES Page 35
- The short range (2018) geometry is shown in Figure 14. The long range (2035)
geometry is shown in Figure 15.
- Acceptable level of service is achieved for bicycle and transit modes based upon
the measures in the multi-modal transportation guidelines and future improvements
to the street system in the area. Pedestrian level of service B is not achieved for
all pedestrian destinations with regard to continuity. The practical limits of
pedestrian improvements would be on the Waterfield site itself.
0/0
0/0
20/20
5/10
10/25
Site Access
440/345
5/5
295/520
5/5
5/5
5/5
2/6
304/197
6/3
24/15
0/0
9/30
7/4
0/0
27/18
11/8
0/0
3/2
0/0
4/13
1/3
4/7
3/2
4/13
1/3
1/4