HomeMy WebLinkAboutPATEROS CREEK - PDP - PDP130011 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDY912 WOOD STREET
TRANSPORTATION IMPACT STUDY
FORT COLLINS, COLORADO
SEPTEMBER 2012
Prepared for:
Bellisimo, Inc.
3702 Manhattan Avenue, Suite 201
Fort Collins, CO 80526
Prepared by:
DELICH ASSOCIATES
2272 Glen Haven Drive
Loveland, CO 80538
Phone: 970-669-2061
FAX: 970-669-5034
TABLE OF CONTENTS
I. INTRODUCTION........................................................................................................ 1
II. EXISTING CONDITIONS .......................................................................................... 2
Land Use......................................................................................................................... 2
Roads.............................................................................................................................. 2
Existing Traffic................................................................................................................. 2
Existing Operation........................................................................................................... 6
Pedestrians Facilities ...................................................................................................... 6
Bicycle Facilities..............................................................................................................6
Transit Facilities ..............................................................................................................6
III. PROPOSED DEVELOPMENT................................................................................. 8
Trip Generation ............................................................................................................... 8
Trip Distribution ...............................................................................................................8
Background Traffic Projections ....................................................................................... 8
Trip Assignment ............................................................................................................ 12
Signal Warrants............................................................................................................. 12
Operation Analysis ........................................................................................................ 12
Geometry ...................................................................................................................... 17
Pedestrian Level of Service........................................................................................... 17
Bicycle Level of Service ................................................................................................ 17
Transit Level of Service................................................................................................. 17
IV. CONCLUSIONS/RECOMMENDATIONS .............................................................. 18
DELICH 912 Wood Street TIS, September 2012
ASSOCIATES
LIST OF TABLES
1. Current Peak Hour Operation.................................................................................... 7
2. Trip Generation for Mobile Home Park.................................................................... 10
3. Trip Generation for 912 Wood Street Development ................................................ 10
4. Short Range (2017) Background Peak Hour Operation .......................................... 16
5. Short Range (2017) Total Peak Hour Operation ..................................................... 16
LIST OF FIGURES
1. Site Location ............................................................................................................. 3
2. Existing Geometry..................................................................................................... 4
3. Recent Peak Hour Traffic .......................................................................................... 5
4. Site Plan.................................................................................................................... 9
5. Trip Distribution ....................................................................................................... 11
6. Short Range (2017) Background Peak Hour Traffic................................................ 12
7. Site Generated Peak Hour Traffic ........................................................................... 14
8. Short Range (2017) Total Peak Hour Traffic ........................................................... 15
APPENDICES
A. Base Assumptions Form/Recent Peak Hour Traffic
B. Current Peak Hour Operation/Level of Service Descriptions/Fort Collins LOS
Standards
C. Short Range (2017) Background Peak Hour Operation
D. Short Range (2012) Total Peak Hour Operation
E. Pedestrian/Bicycle Level of Service
DELICH 912 Wood Street TIS, September 2012
ASSOCIATES
I. INTRODUCTION
This intermediate transportation impact study (TIS) addresses the capacity,
geometric, and control requirements at and near the proposed development of the 912
Wood Street site. The proposed 912 Wood Street site is located on the east side of Wood
Street, north of the Fort Collins Service Center in Fort Collins, Colorado.
During the course of the analysis, numerous contacts were made with the project
developer (Bellisimo, Inc.), the project planning consultant/architect (Russell & Mills), 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). A Base Assumptions Form and related
information are provided in Appendix A. 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.
DELICH 912 Wood Street TIS, September 2012
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II. EXISTING CONDITIONS
The location of the 912 Wood Street site 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 either residential or light industrial (Service
Center). Land adjacent to the site is flat (<3% grade) from a traffic operations perspective.
The center of Fort Collins lies to the southeast of the proposed 912 Wood Street
development.
Roads
The primary streets near the 912 Wood Street site are Wood Street, Cherry Street,
and Vine Drive. Figure 2 shows a schematic of the existing geometry at the key
intersections.
Wood Street is to the west of (adjacent to) the 912 Wood Street site. It is a north-
south street designated as a local street on the Fort Collins Master Street Plan. Currently,
it has a two-lane cross section with parking and bike lanes on both sides of the street,
south of Vine Drive. At the Wood/Cherry intersection, Wood Street has one travel lane in
each direction. The Wood/Cherry intersection has stop sign control on Cherry Street. At
the Wood/Vine intersection, Wood Street has northbound and southbound left-turn lanes
and one travel lane in each direction. The Wood/Vine intersection has stop sign control on
Vine Drive. The existing speed limit in this area is 30 mph.
Cherry Street is to the south of the 912 Wood Street site. It is classified as a
collector street on the Fort Collins Master Street Plan. Currently, Cherry Street has a
two-lane cross section in this area with parking and bike lanes on both sides of the street.
At the Wood/Cherry intersection, Cherry Street has all eastbound and westbound
movements combined in single lanes.
Vine Drive is to the south of the 912 Wood Street site. In this area, Vine Drive is
classified as a local street on the Fort Collins Master Street Plan. Currently, Vine Drive
has a two-lane cross section in this area. At the Wood/Vine intersection, Vine Drive has
all eastbound and westbound movements combined in single lanes. The east leg of the
Wood/Vine intersection serves the Fort Collins Service Center Facility.
Existing Traffic
Recent peak hour traffic counts at the Wood/Vine intersection are shown in
Figure 3. Raw traffic data is provided in Appendix A. The traffic data for the Wood/Vine
intersection was collected in April 2012. There is infrastructure construction occurring
DELICH 912 Wood Street TIS, September 2012
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Vine
Elm
Cherry
Shields
Wood
SCALE: 1"=1000'
SITE LOCATION Figure 1
DELICH
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912 Wood Street TIS, September 2012
Page 3
EXISTING GEOMETRY Figure 2
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912 Wood Street TIS, September 2012
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Vine
Cherry
Wood
FC Service
Center
- Denotes Lane
AM/PM
RECENT PEAK HOUR TRAFFIC Figure 3
DELICH
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912 Wood Street TIS, September 2012
Page 5
Vine
Cherry
Wood
63/162
13/9
28/3
4/4
41/5
6/0
3/1
26/0
166/93
6/1
5/22
28/37
20/32
34/30
56/33
4/7
137/66
110/74
4/3
54/41
19/14
78/160
55/91
22/69
FC Service
Center
on Laporte Avenue. The Wood/Cherry intersection is carrying greater traffic volumes,
since much of the traffic on Laporte Avenue is being diverted to the Wood/Cherry
intersection. Therefore, recent peak hour traffic counts could not be performed at this
intersection. Based upon historic count data, it was agreed that traffic volumes at the
Wood/Cherry intersection would be synthesized and are shown in Figure 3.
Existing Operation
The Wood/Cherry and Wood/Vine intersections were evaluated using techniques
provided in the 2000 Highway Capacity Manual. Using the recent peak hour traffic shown
in Figure 3, the current peak hour operation is shown in Table 1. Calculation forms are
provided in Appendix B. A description of level of service for unsignalized intersections
from the 2000 Highway Capacity Manual and a table showing the Fort Collins Motor
Vehicle LOS Standards (Intersections) are provided in Appendix B. The 912 Wood Street
site is in an area termed “other.” The key intersections operate acceptably during both the
morning and afternoon peak hours. At unsignalized intersections, acceptable operation is
considered to be at level of service E for any approach leg for an arterial/collector or
arterial/local intersection and level of service C for any approach leg for a collector/local
intersection.
Pedestrian Facilities
Sidewalks exist along both sides of Cherry Street and Vine Drive. On Wood
Street, sidewalks exist along both sides of the street south of the Wood/Vine
intersection. North of Vine Drive, sidewalks exist on both sides of Wood Street adjacent
to the Fort Collins Service Center. Sidewalks end north of the Fort Collins Service
Center property. Sidewalks do not exist adjacent to this development.
Bicycle Facilities
The Fort Collins Bike Map shows that Wood Street, south of Vine Drive, and
Cherry Street are streets with bike lanes.
Transit Facilities
Currently, this area of Fort Collins is served by Transfort Route 9, which has
service along Vine Drive, Wood Street, and Cherry Street.
DELICH 912 Wood Street TIS, September 2012
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TABLE 1
Current Peak Hour Operation
Intersection Movement Level of Service
AM PM
EB LT/T/RT C B
WB LT/T/RT B C
NB LT/T/RT A A
Wood/Cherry
(stop sign)
SB LT/T/RT A A
EB LT/T/RT B A
WB LT/T/RT B C
NB LT A A
Wood/Vine
(stop sign)
SB LT A A
DELICH 912 Wood Street TIS, September 2012
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III. PROPOSED DEVELOPMENT
The 912 Wood Street project is a proposed residential development consisting of
41 single family dwelling units. Figure 4 shows the site plan of the 912 Wood Street
development. The short range analysis (Year 2017) includes development of the 912
Wood Street site and an appropriate increase in background traffic, due to normal
growth and other known 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. The former land use at 912 Wood Street
was a mobile home park consisting of 45 dwelling units. Using Trip Generation, 8th
Edition, ITE as a reference, the equations for Mobile Home Park (Code 240) were used
to calculate the trip generation of the former use and is shown in Table 2. From this
analysis, the former mobile home park use produced the following: 436 daily trip ends,
30 morning peak hour trip ends, and 28 afternoon peak hour trip ends.
Table 3 shows the expected trip generation on a daily and peak hour basis with the
proposed 41 dwelling units. Using Trip Generation, 8th Edition, ITE as a reference, the
equations for Single Family Detached (Code 210) were used to calculate the trip
generation of the proposed use. From this analysis, the proposed 912 Wood Street
development produced the following: 458 daily trip ends, 38 morning peak hour trip
ends, and 47 afternoon peak hour trip ends.
The net change in trip generation is the difference between the proposed and the
former land uses. This difference is 22 more daily trip ends, 8 more morning peak hour
trip ends, and 19 more afternoon peak hour trip ends. While the relative increase in
afternoon peak hour traffic seems substantial, the absolute increase in traffic is not
significant for this area of Fort Collins.
Trip Distribution
Directional distribution of the generated trips was determined for 912 Wood Street.
Future year data was obtained from the NFRRTP and other transportation impact studies
in the area. Figure 5 shows the trip distribution used for the 912 Wood Street project. The
trip distribution was discussed with and agreed to by City staff.
Background Traffic Projections
Figure 6 shows the short range (2017) background peak hour traffic at the key
intersections. Background traffic projections for the short range future horizon was
obtained by reviewing the NFRRTP and reviewing historic count data for this area of
Fort Collins. Traffic volumes on the area streets were increased at a rate of one percent
per year.
DELICH 912 Wood Street TIS, September 2012
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SCALE: 1"=200'
SITE PLAN Figure 4
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912 Wood Street TIS, September 2012
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TABLE 2
Trip Generation for Mobile Home Park Use
Code Use Size AWDTE AM Peak Hour PM Peak Hour
Rate Trips Rate In Rate Out Rate In Rate Out
240 Mobile Home Park 45 D.U. EQ 436 EQ 6 EQ 24 EQ 17 EQ 11
TABLE 3
Trip Generation for 912 Wood Street Development
Code Use Size AWDTE AM Peak Hour PM Peak Hour
Rate Trips Rate In Rate Out Rate In Rate Out
210 Single Family 41 D.U. EQ 458 EQ 10 EQ 28 EQ 30 EQ 17
DELICH 912 Wood Street TIS, September 2012
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Vine
Elm
Cherry
Shields
Wood
10%
10% 70%
10%
SCALE: 1"=500'
TRIP DISTRIBUTION Figure 5
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AM/PM
SHORT RANGE (2017) BACKGROUND
PEAK HOUR TRAFFIC Figure 6
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Vine
Cherry
Wood
66/170
14/9
29/3
4/4
43/5
6/0
3/1
27/0
174/98
6/1
5/23
29/39
21/34
36/32
59/35
4/7
144/69
116/78
4/3
57/43
20/15
82/168
58/96
23/73
FC Service
Center
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. The site generated trip assignment for the 912 Wood Street development is
shown in Figure 7. The site generated traffic was combined with the background traffic
to determine the total forecasted traffic for the study area. Figure 8 shows the short
range (2017) total peak hour 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. The Wood/Cherry
and Wood/Vine intersections will not meet peak hour volume signal warrants in the future.
Operation Analysis
Operation analyses were performed at the Wood/Cherry, Wood/Vine, and
Wood/Site Access intersections. The operation analyses were conducted for the short
range analysis, reflecting a year 2017 condition.
Using the traffic volumes shown in Figure 6, the key intersections operate in the
short range (2017) background peak hour as indicated in Table 4. Calculation forms for
these analyses are provided in Appendix C. The key intersections operate acceptably
during the peak hours.
Table 5 shows the short range (2017) peak hour operation at the key
intersections with full development of the 912 Wood Street development. Calculation
forms are provided in Appendix D. The analysis indicated that the key intersections will
operate at acceptable levels of service during both the morning and afternoon peak
hours.
According to City of Fort Collins staff, Cherry Street, east of Wood Street, is
currently over capacity for a collector street. Cherry Street was reclassified from an
arterial street to a collector street a number of years ago. The existing (2011) average
daily volume on Cherry Street, east of Wood Street, is 5354 vehicles per day (vpd). The
threshold for a collector street is 5000 vpd. The 912 Wood Street development is
projected add 321 vehicles daily to this section of Cherry Street. The owner/developer
has agreed to work with City of Fort Collins staff to develop mitigation measures for
traffic issues on Cherry Street.
DELICH 912 Wood Street TIS, September 2012
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AM/PM
SITE GENERATED PEAK HOUR TRAFFIC Figure 7
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912 Wood Street TIS, September 2012
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Vine
Site Access
Cherry
Wood 9/27
3/2
25/15
1/3
1/3
2/1
3/2
20/12
1/3
7/21
10/30
28/17
AM/PM
SHORT RANGE (2017) TOTAL
PEAK HOUR TRAFFIC Figure 8
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912 Wood Street TIS, September 2012
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Vine
Site Access
Cherry
Wood
66/170
23/36
29/3
7/6
68/20
6/0
4/4
27/0
174/98
6/1
5/23
29/39
21/34
37/35
59/35
6/8
147/71
136/90
5/6
57/43
20/15
89/189
58/96
23/73
NOM
NOM
NOM
10/30
NOM
28/17
FC Service
Center
TABLE 4
Short Range (2017) Background Peak Hour Operation
Intersection Movement Level of Service
AM PM
EB LT/T/RT C B
WB LT/T/RT C C
NB LT/T/RT A A
Wood/Cherry
(stop sign)
SB LT/T/RT A A
EB LT/T/RT B A
WB LT/T/RT B C
NB LT A A
Wood/Vine
(stop sign)
SB LT A A
TABLE 5
Short Range (2017) Total Peak Hour Operation
Intersection Movement Level of Service
AM PM
EB LT/T/RT C B
WB LT/T/RT C C
NB LT/T/RT A A
Wood/Cherry
(stop sign)
SB LT/T/RT A A
EB LT/T/RT B A
WB LT/T/RT C C
NB LT A A
Wood/Vine
(stop sign)
SB LT A A
Wood/Site Access WB LT/RT A A
(stop sign) SB LT/T A A
DELICH 912 Wood Street TIS, September 2012
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Geometry
The short range (2017) geometry will remain as it exists today at the Wood/Cherry
and Wood/Vine intersections. No additional auxiliary lanes are required at any of the key
intersections.
Pedestrian Level of Service
Appendix E shows a map of the area that is within 1320 feet of the 912 Wood
Street development. The 912 Wood Street site is located within an area termed as
“other,” which sets the level of service threshold at LOS C for all measured factors.
There are three destination areas within 1320 feet of the proposed 912 Wood Street site:
1) the Poudre River Trail, 2) the Fort Collins Service Center, and 3) the residential
neighborhood to the southwest. In most cases, sidewalks are completed within the
pedestrian influence area, except adjacent to this site. Appendix E contains a
Pedestrian LOS Worksheet.
Bicycle Level of Service
Appendix E contains a map of the bicycle influence area that is within 1320 feet
of the 912 Wood Street site. Based upon Fort Collins bicycle LOS criteria, there is one
destination area within 1320 feet of the 912 Wood Street site. This is 1) the Poudre
River Trail. A bicycle LOS worksheet is provided in Appendix E. The bicycle level of
service is acceptable.
Transit Level of Service
Currently, this area of Fort Collins is served by Transfort Route 9, which has
service along Vine Drive, Wood Street, and Cherry Street. This route is within 0.25
miles of the site.
DELICH 912 Wood Street TIS, September 2012
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IV. CONCLUSIONS/RECOMMENDATIONS
This study assessed the impacts of the 912 Wood Street development on the short
range (2017) street system in the vicinity of the proposed development. The 912 Wood
Street site is a proposed residential development located east of Wood Street and north of
the Fort Collins Service Center in Fort Collins, Colorado. As a result of this analysis, the
following is concluded:
• The development of the 912 Wood Street site is feasible from a traffic
engineering standpoint. At full development, the 912 Wood Street site will
generate approximately 458 daily trip ends, 38 morning peak hour trip ends, and
47 afternoon peak hour trip ends.
• Current operation at the key intersections is acceptable.
• In the short range (2017) future, given development of the 912 Wood Street site
and an increase in background traffic, the key intersections operate acceptably
during the peak hours.
• According to City of Fort Collins staff, Cherry Street, east of Wood Street, is
currently over capacity for a collector street. Cherry Street was reclassified from
an arterial street to a collector street a number of years ago. The 912 Wood
Street development will add vehicles to the east leg of Cherry Street. The
owner/developer has agreed to work with City of Fort Collins staff to develop
mitigation measures for traffic issues on Cherry Street.
• No additional auxiliary lanes are required at any of the key intersections.
• Acceptable level of service is achieved for pedestrian, bicycle, and transit modes
based upon the measures in the multi-modal transportation guidelines.
DELICH 912 Wood Street TIS, September 2012
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APPENDIX A
Vine
Elm
Cherry
Shields
Wood
SCALE: 1"=1000'
SITE LOCATION Figure 1
DELICH
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912 Wood Street TIS, May 2012
Page 3
TABLE 2
Trip Generation
Code Use Size AWDTE AM Peak Hour PM Peak Hour
Rate Trips Rate In Rate Out Rate In Rate Out
210 Single Family 43 D.U. EQ 478 EQ 10 EQ 30 EQ 31 EQ 18
Larimer County Urban Area Street Standards
January 2, 2001
Vine
Elm
Cherry
Shields
Wood
10%
10% 70%
10%
SCALE: 1"=500'
TRIP DISTRIBUTION Figure 4
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912 Wood Street TIS, May 2012
Page 3
AM/PM
SITE GENERATED PEAK HOUR TRAFFIC Figure 2
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912 Wood Street TIS, May 2012
Page 5
Vine
Site Access
Cherry
Wood 9/28
3/2
27/16
1/3
1/3
3/1
3/2
21/13
1/3
7/22
10/31
30/18
Vine
Elm
Cherry
Shields
Wood
SCALE: 1"=1000'
PEDESTRIAN INFLUENCE AREA
DELICH
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912 Wood Street TIS, May 2012
Vine
Elm
Cherry
Shields
Wood
SCALE: 1"=1000'
BICYCLE INFLUENCE AREA
DELICH
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912 Wood Street TIS, May 2012
AM/PM
RECENT PEAK HOUR TRAFFIC Figure 2
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912 Wood Street TIS, May 2012
Page 5
Cherry
Wood
63/162
13/9
28/3
4/4
41/5
6/0
3/1
26/0
166/93
6/1
5/22
28/37
20/32
34/30
56/33
4/7
137/66
110/74
4/3
54/41
19/14
78/160
55/91
22/69
FC Service
Center
155/320
220/148
79/130
77/58
111/203
8/102
- 2012 count at Wood/Vine
- 2010 counts on Cherry Street links
- 2010 counts on Vine Street links
- 2010 count at Shields/Vine
- synthesized traffic at Wood/Cherry
Vine
Shields
48/61
99/218
27/29
89/105
256/214
20/12
102/124
139/67
77/64
12/27
70/146
23/33
APPENDIX B
HCM Unsignalized Intersection Capacity Analysis 3: Cherry Street & Wood Street
Recent AM
Michael Delich Synchro 6
Matthew J. Delich , P. E. 6/14/2012
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 4 54 19 22 55 78 20 34 56 110 137 4
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
Hourly flow rate (vph) 5 64 22 26 65 92 24 40 66 129 161 5
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 666 575 164 596 545 73 166 106
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 666 575 164 596 545 73 166 106
tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 98 83 97 92 84 91 98 91
cM capacity (veh/h) 274 385 881 326 400 989 1412 1485
Direction, Lane # EB 1 WB 1 NB 1 SB 1
Volume Total 91 182 129 295
Volume Left 5 26 24 129
Volume Right 22 92 66 5
cSH 436 546 1412 1485
Volume to Capacity 0.21 0.33 0.02 0.09
Queue Length 95th (ft) 19 36 1 7
Control Delay (s) 15.4 14.9 1.5 3.8
Lane LOS C B A A
Approach Delay (s) 15.4 14.9 1.5 3.8
Approach LOS C B
Intersection Summary
Average Delay 7.8
Intersection Capacity Utilization 42.4% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis 3: Cherry Street & Wood Street
Recent PM
Michael Delich Synchro 6
Matthew J. Delich , P. E. 6/14/2012
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 3 41 14 69 91 160 32 30 33 74 66 7
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
Hourly flow rate (vph) 4 48 16 81 107 188 38 35 39 87 78 8
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 628 405 82 426 390 55 86 74
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 628 405 82 426 390 55 86 74
tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 99 90 98 82 79 81 98 94
cM capacity (veh/h) 253 492 978 460 501 1012 1510 1525
Direction, Lane # EB 1 WB 1 NB 1 SB 1
Volume Total 68 376 112 173
Volume Left 4 81 38 87
Volume Right 16 188 39 8
cSH 529 654 1510 1525
Volume to Capacity 0.13 0.58 0.02 0.06
Queue Length 95th (ft) 11 92 2 5
Control Delay (s) 12.8 17.7 2.6 4.0
Lane LOS B C A A
Approach Delay (s) 12.8 17.7 2.6 4.0
Approach LOS B C
Intersection Summary
Average Delay 11.7
Intersection Capacity Utilization 44.3% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis 6: Vine Street & Wood Street
Recent AM
Michael Delich Synchro 6
Matthew J. Delich , P. E. 6/14/2012
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 3 26 166 28 5 6 63 13 28 6 41 4
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
Hourly flow rate (vph) 4 31 195 33 6 7 74 15 33 7 48 5
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 238 261 51 453 247 32 53 48
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 238 261 51 453 247 32 53 48
tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 99 95 81 91 99 99 95 100
cM capacity (veh/h) 678 610 1018 386 621 1042 1553 1559
Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2
Volume Total 229 46 74 48 7 53
Volume Left 4 33 74 0 7 0
Volume Right 195 7 0 33 0 5
cSH 928 452 1553 1700 1559 1700
Volume to Capacity 0.25 0.10 0.05 0.03 0.00 0.03
Queue Length 95th (ft) 24 84000
Control Delay (s) 10.2 13.9 7.4 0.0 7.3 0.0
Lane LOS B B A A
Approach Delay (s) 10.2 13.9 4.5 0.9
Approach LOS B B
Intersection Summary
Average Delay 7.8
Intersection Capacity Utilization 35.3% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis 6: Vine Street & Wood Street
Recent PM
Michael Delich Synchro 6
Matthew J. Delich , P. E. 6/14/2012
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 1 0 93 37 22 1 162 93054
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
Hourly flow rate (vph) 1 0 109 44 26 1 191 11 4065
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 414 404 8 509 404 12 11 14
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 414 404 8 509 404 12 11 14
tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 100 100 90 89 95 100 88 100
cM capacity (veh/h) 478 472 1074 388 472 1068 1609 1604
Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2
Volume Total 111 71 191 14 0 11
Volume Left 1 44 191 0 0 0
Volume Right 109 10405
cSH 1060 420 1609 1700 1700 1700
Volume to Capacity 0.10 0.17 0.12 0.01 0.00 0.01
Queue Length 95th (ft) 9 15 10 0 0 0
Control Delay (s) 8.8 15.3 7.5 0.0 0.0 0.0
Lane LOS A C A
Approach Delay (s) 8.8 15.3 7.0 0.0
Approach LOS A C
Intersection Summary
Average Delay 8.8
Intersection Capacity Utilization 32.2% ICU Level of Service A
Analysis Period (min) 15
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
Table 4-3
Fort Collins (City Limits)
Motor Vehicle LOS Standards (Intersections)
Land Use (from structure plan)
Other corridors within:
Intersection type Commercial
corridors
Mixed use
districts
Low density
mixed use
residential
All other
areas
Signalized intersections
(overall)
DE*DD
Any Leg EEDE
Any Movement EEDE
Stop sign control
(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 C
HCM Unsignalized Intersection Capacity Analysis 3: Cherry Street & Wood Street
Short Bkgrd AM
Michael Delich Synchro 6
Matthew J. Delich , P. E. 6/14/2012
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 4 57 20 23 58 82 21 36 59 116 144 4
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
Hourly flow rate (vph) 5 67 24 27 68 96 25 42 69 136 169 5
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 702 606 172 628 574 77 174 112
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 702 606 172 628 574 77 174 112
tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 98 82 97 91 82 90 98 91
cM capacity (veh/h) 253 367 872 304 383 984 1402 1478
Direction, Lane # EB 1 WB 1 NB 1 SB 1
Volume Total 95 192 136 311
Volume Left 5 27 25 136
Volume Right 24 96 69 5
cSH 417 525 1402 1478
Volume to Capacity 0.23 0.37 0.02 0.09
Queue Length 95th (ft) 22 42 1 8
Control Delay (s) 16.2 15.8 1.5 3.8
Lane LOS C C A A
Approach Delay (s) 16.2 15.8 1.5 3.8
Approach LOS C C
Intersection Summary
Average Delay 8.1
Intersection Capacity Utilization 43.6% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis 3: Cherry Street & Wood Street
Short Bkgrd PM
Michael Delich Synchro 6
Matthew J. Delich , P. E. 6/14/2012
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 3 43 15 73 96 168 34 32 35 78 69 7
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
Hourly flow rate (vph) 4 51 18 86 113 198 40 38 41 92 81 8
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 661 428 85 450 411 58 89 79
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 661 428 85 450 411 58 89 79
tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 98 89 98 80 77 80 97 94
cM capacity (veh/h) 232 475 974 438 485 1008 1506 1519
Direction, Lane # EB 1 WB 1 NB 1 SB 1
Volume Total 72 396 119 181
Volume Left 4 86 40 92
Volume Right 18 198 41 8
cSH 513 635 1506 1519
Volume to Capacity 0.14 0.62 0.03 0.06
Queue Length 95th (ft) 12 109 2 5
Control Delay (s) 13.2 19.6 2.6 4.0
Lane LOS B C A A
Approach Delay (s) 13.2 19.6 2.6 4.0
Approach LOS B C
Intersection Summary
Average Delay 12.7
Intersection Capacity Utilization 45.9% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis 6: Vine Street & Wood Street
Short Bkgrd AM
Michael Delich Synchro 6
Matthew J. Delich , P. E. 6/14/2012
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 3 27 174 29 5 6 66 14 29 6 43 4
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
Hourly flow rate (vph) 4 32 205 34 6 7 78 16 34 7 51 5
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 249 273 53 474 258 34 55 51
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 249 273 53 474 258 34 55 51
tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 99 95 80 91 99 99 95 100
cM capacity (veh/h) 666 599 1015 368 611 1040 1550 1556
Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2
Volume Total 240 47 78 51 7 55
Volume Left 4 34 78 0 7 0
Volume Right 205 7 0 34 0 5
cSH 923 431 1550 1700 1556 1700
Volume to Capacity 0.26 0.11 0.05 0.03 0.00 0.03
Queue Length 95th (ft) 26 94000
Control Delay (s) 10.3 14.4 7.4 0.0 7.3 0.0
Lane LOS B B A A
Approach Delay (s) 10.3 14.4 4.5 0.8
Approach LOS B B
Intersection Summary
Average Delay 7.9
Intersection Capacity Utilization 36.0% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis 6: Vine Street & Wood Street
Short Bkgrd PM
Michael Delich Synchro 6
Matthew J. Delich , P. E. 6/14/2012
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 1 0 98 39 23 1 170 93054
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
Hourly flow rate (vph) 1 0 115 46 27 1 200 11 4065
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 434 422 8 534 423 12 11 14
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 434 422 8 534 423 12 11 14
tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 100 100 89 88 94 100 88 100
cM capacity (veh/h) 460 458 1074 369 458 1068 1609 1604
Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2
Volume Total 116 74 200 14 0 11
Volume Left 1 46 200 0 0 0
Volume Right 115 10405
cSH 1059 402 1609 1700 1700 1700
Volume to Capacity 0.11 0.18 0.12 0.01 0.00 0.01
Queue Length 95th (ft) 9 17 11 0 0 0
Control Delay (s) 8.8 16.0 7.6 0.0 0.0 0.0
Lane LOS A C A
Approach Delay (s) 8.8 16.0 7.1 0.0
Approach LOS A C
Intersection Summary
Average Delay 9.0
Intersection Capacity Utilization 32.8% ICU Level of Service A
Analysis Period (min) 15
APPENDIX D
HCM Unsignalized Intersection Capacity Analysis 3: Cherry Street & Wood Street
Short Total AM
Michael Delich Synchro 6
Matthew J. Delich , P. E. 6/14/2012
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 5 57 20 23 58 89 21 37 59 137 147 7
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
Hourly flow rate (vph) 6 67 24 27 68 105 25 44 69 161 173 8
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 766 662 177 684 631 78 181 113
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 766 662 177 684 631 78 181 113
tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 97 80 97 90 80 89 98 89
cM capacity (veh/h) 220 334 866 271 348 982 1394 1476
Direction, Lane # EB 1 WB 1 NB 1 SB 1
Volume Total 96 200 138 342
Volume Left 6 27 25 161
Volume Right 24 105 69 8
cSH 379 497 1394 1476
Volume to Capacity 0.25 0.40 0.02 0.11
Queue Length 95th (ft) 25 48 1 9
Control Delay (s) 17.7 17.0 1.5 4.1
Lane LOS C C A A
Approach Delay (s) 17.7 17.0 1.5 4.1
Approach LOS C C
Intersection Summary
Average Delay 8.7
Intersection Capacity Utilization 45.5% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis 3: Cherry Street & Wood Street
Short Total PM
Michael Delich Synchro 6
Matthew J. Delich , P. E. 6/14/2012
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 6 43 15 73 96 189 34 35 35 90 71 8
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
Hourly flow rate (vph) 7 51 18 86 113 222 40 41 41 106 84 9
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 721 462 88 485 446 62 93 82
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 721 462 88 485 446 62 93 82
tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 96 89 98 79 75 78 97 93
cM capacity (veh/h) 201 449 970 410 459 1003 1501 1515
Direction, Lane # EB 1 WB 1 NB 1 SB 1
Volume Total 75 421 122 199
Volume Left 7 86 40 106
Volume Right 18 222 41 9
cSH 454 622 1501 1515
Volume to Capacity 0.17 0.68 0.03 0.07
Queue Length 95th (ft) 15 130 2 6
Control Delay (s) 14.5 22.0 2.6 4.3
Lane LOS B C A A
Approach Delay (s) 14.5 22.0 2.6 4.3
Approach LOS B C
Intersection Summary
Average Delay 14.1
Intersection Capacity Utilization 49.2% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis 6: Vine Street & Wood Street
Short Total AM
Michael Delich Synchro 6
Matthew J. Delich , P. E. 6/14/2012
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 4 27 174 29 5 6 66 23 29 6 68 7
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
Hourly flow rate (vph) 5 32 205 34 6 7 78 27 34 7 80 8
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 291 315 84 514 302 44 88 61
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 291 315 84 514 302 44 88 61
tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 99 94 79 90 99 99 95 100
cM capacity (veh/h) 624 567 975 341 577 1026 1507 1542
Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2
Volume Total 241 47 78 61 7 88
Volume Left 5 34 78 0 7 0
Volume Right 205 7 0 34 0 8
cSH 882 402 1507 1700 1542 1700
Volume to Capacity 0.27 0.12 0.05 0.04 0.00 0.05
Queue Length 95th (ft) 28 10 4000
Control Delay (s) 10.6 15.1 7.5 0.0 7.3 0.0
Lane LOS B C A A
Approach Delay (s) 10.6 15.1 4.2 0.5
Approach LOS B C
Intersection Summary
Average Delay 7.5
Intersection Capacity Utilization 36.0% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis 6: Vine Street & Wood Street
Short Total PM
Michael Delich Synchro 6
Matthew J. Delich , P. E. 6/14/2012
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 4 0 98 39 23 1 170 36 3 0 20 6
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
Hourly flow rate (vph) 5 0 115 46 27 1 200 42 4 0 24 7
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 484 473 27 583 475 44 31 46
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 484 473 27 583 475 44 31 46
tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 99 100 89 87 94 100 87 100
cM capacity (veh/h) 424 428 1048 341 427 1026 1582 1562
Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2
Volume Total 120 74 200 46 0 31
Volume Left 5 46 200 0 0 0
Volume Right 115 10407
cSH 991 372 1582 1700 1700 1700
Volume to Capacity 0.12 0.20 0.13 0.03 0.00 0.02
Queue Length 95th (ft) 10 18 11 0 0 0
Control Delay (s) 9.1 17.1 7.6 0.0 0.0 0.0
Lane LOS A C A
Approach Delay (s) 9.1 17.1 6.2 0.0
Approach LOS A C
Intersection Summary
Average Delay 8.2
Intersection Capacity Utilization 32.8% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis 9: Site Access & Wood Street
Short Total AM
Michael Delich Synchro 6
Matthew J. Delich , P. E. 6/14/2012
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Sign Control Stop Free Free
Grade 0% 0% 0%
Volume (veh/h) 28 0 0 10 0 0
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85
Hourly flow rate (vph) 33 0 0 12 0 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 6 6 12
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 6 6 12
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 97 100 100
cM capacity (veh/h) 1016 1077 1607
Direction, Lane # WB 1 NB 1 SB 1
Volume Total 33 12 0
Volume Left 33 0 0
Volume Right 0 12 0
cSH 1016 1700 1700
Volume to Capacity 0.03 0.01 0.00
Queue Length 95th (ft) 3 0 0
Control Delay (s) 8.7 0.0 0.0
Lane LOS A
Approach Delay (s) 8.7 0.0 0.0
Approach LOS A
Intersection Summary
Average Delay 6.4
Intersection Capacity Utilization 13.3% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis 9: Site Access & Wood Street
Short Total PM
Michael Delich Synchro 6
Matthew J. Delich , P. E. 6/14/2012
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Sign Control Stop Free Free
Grade 0% 0% 0%
Volume (veh/h) 17 0 0 30 0 0
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85
Hourly flow rate (vph) 20 0 0 35 0 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 18 18 35
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 18 18 35
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 98 100 100
cM capacity (veh/h) 1000 1061 1576
Direction, Lane # WB 1 NB 1 SB 1
Volume Total 20 35 0
Volume Left 20 0 0
Volume Right 0 35 0
cSH 1000 1700 1700
Volume to Capacity 0.02 0.02 0.00
Queue Length 95th (ft) 2 0 0
Control Delay (s) 8.7 0.0 0.0
Lane LOS A
Approach Delay (s) 8.7 0.0 0.0
Approach LOS A
Intersection Summary
Average Delay 3.1
Intersection Capacity Utilization 13.3% ICU Level of Service A
Analysis Period (min) 15
APPENDIX E
Vine
Elm
Cherry
Shields
Wood
SCALE: 1"=1000'
PEDESTRIAN INFLUENCE AREA
DELICH
ASSOCIATES
912 Wood Street TIS, May 2012
Pedestrian LOS Worksheet
Project Location Classification:
Level of Service (minimum based on project location classification)
Description of
Applicable Destination
Area Within 1320’
Destination
Area
Classification
Directness Continuity Street
Crossings
Visual
Interest &
Amenities
Security
Minimum C C C C C
1 Actual C D A D C
Poudre River Trail Recreation
Proposed A A A A B
Minimum C C C C C
2 Actual D D B D C
Fort Collins Service
Center Industrial
Proposed B C B C B
Minimum C C C C C
3 Actual D D B D C
Neighborhood to the
SW Residential
Proposed C C B C C
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
Vine
Elm
Cherry
Shields
Wood
SCALE: 1"=1000'
BICYCLE INFLUENCE AREA
DELICH
ASSOCIATES
912 Wood Street TIS, May 2012
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
C B A
1
2
3
4