HomeMy WebLinkAboutFORT COLLINS RESCUE MISSION - FDP230022 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDY1st Submittal Date: December 21, 2022
Updated Date: October 25, 2023
Submitted To:
Denver Rescue Mission
6100 Smith Road
Denver, CO 80216
Submitted By:
Fox Tuttle Transportation Group, LLC
1624 Market Street, Suite 202
Denver, CO 80202
Fort Collins
Rescue Mission
Traffic Impact Study
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TABLE OF CONTENTS
1.0 Introduction ............................................................................................................................ 4
2.0 Project Description .................................................................................................................. 5
3.0 Study Considerations ............................................................................................................... 5
3.1 Data Collection .................................................................................................................... 5
3.2 Evaluation Methodology ..................................................................................................... 6
3.3 Level of Service Definitions ................................................................................................. 6
4.0 Existing Conditions .................................................................................................................. 7
4.1 Roadways ............................................................................................................................ 7
4.2 Intersections ....................................................................................................................... 8
4.3 Pedestrian and Bicycle Facilities ......................................................................................... 8
4.4 Transit ................................................................................................................................. 9
4.5 Existing Intersection Capacity Analysis ............................................................................... 9
5.0 Future Traffic Conditions ....................................................................................................... 10
5.1 Annual Growth Factor and Future Volume Methodology ................................................ 10
5.2 Future Roadway Assumptions .......................................................................................... 10
5.2 Year 2025 Background Intersection Capacity Analysis ..................................................... 10
6.0 Proposed Fort Collins Rescue Mission Traffic ......................................................................... 11
6.1 Trip Generation ................................................................................................................. 11
6.2 Trip Distribution and Assignment ..................................................................................... 13
7.0 Future Traffic Conditions with site development ................................................................... 13
7.1 Year 2025 Background + Project Intersection Capacity Analysis ...................................... 13
8.0 Future Multi‐Modal Trips and Facilities .................................................................................. 13
9.0 Multi‐Modal Level‐of‐Service ................................................................................................. 15
10.0 Conclusion ............................................................................................................................. 18
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LIST OF TABLES
Table 1 – Peak Hour Intersection Level of Service Summary .............................................................. 20
Table 2 – Peak Hour 95th Percentile Queue Summary ....................................................................... 21
Table 3 – Trip Generation Summary ................................................................................................ 12
LIST OF FIGURES
Figure 1 – Vicinity Map and Existing Access ............................................................................................... 22
Figure 2 – Site Plan ...................................................................................................................................... 23
Figure 3 – Year 2022 Existing Traffic Volumes ............................................................................................ 24
Figure 4 – Year 2025 Background Traffic Volumes ..................................................................................... 25
Figure 5 – Trip Distribution ......................................................................................................................... 26
Figure 6 – Site‐Generated Trip Volumes ..................................................................................................... 27
Figure 7 – Year 2025 Background + Site‐Generated Traffic Volumes ......................................................... 28
APPENDIX
Transportation Impact Study Base Assumptions Form
Level of Service Definitions
Existing Traffic Data
Intersection Capacity Worksheets
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FORT COLLINS RESCUE MISSION
TRAFFIC IMPACT STUDY
1.0 INTRODUCTION
The Fox Tuttle Transportation Group prepared this traffic impact study for the Denver Rescue Mission,
which is proposing a new Fort Collins Mission campus located in the northern part of the city. The project
proposes to construct a new shelter which will include a day‐use area and an overnight shelter area. The
current proposal is aimed at serving and aiding men that are currently experiencing homelessness. The
project is located in the southwest corner of Mason Street and Hibdon Court. Relative to North College
Avenue, also known as US Highway 287, the project site is approximately one block west of the major
arterial that travels through the city. Figure 1 includes a vicinity map for the proposed project.
The purpose of this study is to assist in identifying potential traffic impacts within the study area as a result
of this project. The traffic study addresses existing and short‐term (Year 2025) peak hour intersection
conditions in the study area with and without the project generated traffic. The information contained in
this study is anticipated to be used by City of Fort Collins staff to identify any intersection or roadway
deficiencies and potential improvements for the short‐term future conditions. This study focused on the
weekday AM and PM peak hours which are typically the highest traffic volumes for the adjacent roadway
network.
The traffic impact study is consistent with the requirements of the City of Fort Collins’ standards set forth
in Chapter 4 of the Larimer County Urban Area Street Standards (revised 2019). A copy of the approved
Transportation Impact Study Base Assumptions Form is attached in the Appendix for reference.
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2.0 PROJECT DESCRIPTION
The Fort Collins Rescue Mission Project proposes to construct a new 43,000 square foot building along
the west side of Mason Street between Hibdon Court and the existing property to the south. It is
understood that there will be up to 200 beds for people experiencing homelessness and the shelter will
also include restrooms, showers, living and dining areas, library, meeting rooms, kitchen, donation
storage, laundry rooms, business offices, and outdoor space. The facility also plans to include
administrative offices for staff and volunteers. It is understood the shelter will be opened 24 hours per
day, seven (7) days a week to provide services to those in need.
Currently, the site is vacant and the adjacent land uses include a couple single‐family residents, mobile
home park, lodging, small retail, and light industrial. The new Denver Rescue Mission location is in close
proximity to services across College Avenue including the Food Bank of Larimer County, Larimer County
Department of Human Services, and the Murphy Center for Hope.
Access to the site is planned via two new full‐movement, side‐street stop‐controlled access points on
Mason Street. The north access will become the west leg to the existing intersection of Mason Street at
Hibdon Court. The south access on Mason Street is proposed to be approximately 650 feet south of
Hibdon Court. Figure 2 includes a conceptual site plan and access for the project.
3.0 STUDY CONSIDERATIONS
3.1 Data Collection
Intersection turning movement volumes were collected by Idax Data Solutions in early December 2022 at
four (4) existing intersections during the weekday AM and PM peak hours. Daily (24‐hour) traffic volumes
were gathered on Hibdon Court east of Mason Street and on Mason Street south of Hibdon Court. Historic
daily volumes and future forecasts along College Avenue (US 287) within the vicinity of the project site
were gathered from the CDOT’s Transportation Data Management System (TDMS).
The existing traffic volumes are illustrated on Figure 3. The existing intersection geometry and traffic
control are also shown on this figure. Count data sheets are provided in the Appendix.
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3.2 Evaluation Methodology
The traffic operations analysis addressed the unsignalized intersection operations using the procedures
and methodologies set forth by the Highway Capacity Manual (HCM) 1. Existing Peak Hour Factor (PHF)
were applied to the intersections for the existing and short‐term scenarios. Study intersections were
evaluated using Synchro (v11) software.
3.3 Level of Service Definitions
A level of service analysis was conducted to determine the existing and future performance of the study
intersections and to determine the most appropriate traffic control device and need for auxiliary lanes.
To measure and describe the operational status of the study intersections, transportation engineers and
planners commonly use a grading system referred to as “Level of Service” (LOS) that is defined by the
HCM. LOS characterizes the operational conditions of an intersection’s traffic flow, ranging from LOS A
(indicating very good, free flow operations) and LOS F (indicating congested and sometimes oversaturated
conditions). These grades represent the perspective of drivers and are an indication of the comfort and
convenience associated with traveling through the intersections. The intersection LOS is represented as a
delay in seconds per vehicle for the
intersection as a whole and for each turning
movement. A more detailed discussion of
LOS methodology is contained in the
Appendix for reference.
The Fort Collins standards within the
Larimer County Urban Area Street Standards
(LUCASS) consider LOS A through D to be
good for the overall intersection operations
with LOS E or better as acceptable in peak
hours. For individual movements, LOS E and
F may be acceptable for left‐turns or minor
streets. Specific standards are provided in
Table 4‐3 in LUCASS and as shown to the
right.
1 Highway Capacity Manual, Highway Research Board Special Report 209, Transportation Research Board, National
Research Council, 6th Edition (2016).
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4.0 EXISTING CONDITIONS
4.1 Roadways
The study area boundaries are based on the amount of traffic to be generated by the project and potential
impact to the existing roadway network. The study area was defined in coordination with the City of Fort
Collins staff and is outlined in the Transportation Impact Study Base Assumptions Form (located in the
Appendix). The primary public roadways that serve the project site are discussed in the following text and
illustrated on Figure 3.
North College Avenue (US 287) is a four‐lane arterial that provides north‐south connectivity
through the entirety of Fort Collins and connects to several communities within Northern
Colorado and Southern Wyoming. This section of North College Avenue is part of an interstate
commerce truck route and is subject to access management documents developed by the
Colorado Department of Transportation, Larimer County, and the City of Fort Collins. The
roadway provides two (2) through lanes in each direction, on‐street bike lanes, a landscaped
parkway, and 8‐foot sidewalks. Access control is provided via a raised, landscaped median. The
posted speed limit is 40 mph within the vicinity of the project site. North College Avenue currently
serves approximately 25,100 vpd north of Hibdon Court (Year 2021, CDOT). North College Avenue
will provide the primary north/south access for the proposed Fort Collins Rescue Mission.
Hickory Street is a collector street that travels west of North College and provides access to the
Hickory Village neighborhood, light industrial businesses, and recreational areas. . . At North
College Avenue, Hickory Street is the western leg of an offset intersection with Conifer Street. In
its current configuration, Hickory Street provides a single through lane per direction, on‐street
parking, and attached sidewalks. Near the Mason Street intersection, this roadway has an
approximately 56‐foot‐wide paved section. The posted speed limit is 25 mph. Although Hickory
Street currently terminates at South Gold Park, the City’s Master Street Plan shows Hickory Street
extending west to Shield Street.
Mason Street is a local roadway with a paved 22‐foot section, within the stu dy area, that provides
rear‐lot access to several properties fronting North College Avenue. This portion of Mason Street
is approximately 0.3‐mile in length starting north of Hickory Street and does not connect to
Midtown. The roadway is located within a permanent public access easement and provides a
single travel lane per each direction. Currently, there is no curb and gutter nor sidewalk. There
is no posted speed limit, but assumed to be 25 miles per hour, a typical speed for local streets.
Mason Street currently serves approximately 140 vpd south of Hibdon Court (Year 2022, Count).
Per the City of Fort Collins’ Master Street Plan and comments provided by City staff in the
Preliminary Development Review Document, Mason Street is classified as a “Collector – With
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Parking”. This street classification includes one (1) travel lane per direction, on‐street bicycle
lanes, on‐street parking, a landscaped parkway, and 5‐foot sidewalks.
Hibdon Court is a local street that connects Mason Street and North College Avenue. Starting at
North College Avenue and extending west approximately 300’, Hibdon Court is a 36‐foot‐wide
roadway with curb and gutter and accommodates a single travel lane in each direction.
Pedestrian connectivity is provided via a 5‐foot attached sidewalk on the south side of the road.
Continuing west to Mason Street, Hibdon Court transitions to a 22‐foot‐wide roadway with no
curb and gutter nor sidewalks. There are no designated on‐street bicycle lanes. There is no
posted speed limit, however, it is assumed to be 25 miles per hour, a typical speed for local streets.
Hibdon Court currently serves approximately 260 vpd east of Mason Street (Year 2022, Count).
4.2 Intersections
The study area includes four intersections that are listed below with the current traffic control and were
analyzed for existing and future background year traffic operations:
1. Mason Street at Hibdon Court (side‐street stop‐controlled)
2. North College Avenue at Hibdon Court (side‐street stop‐controlled)
3. Mason Street at Hickory Street (side‐street stop‐controlled)
4. North College Avenue at Hickory Street (signalized)
The existing lane configuration at each of the study locations is illustrated on Figure 3.
4.3 Pedestrian and Bicycle Facilities
The City of Fort Collins adheres to the Larimer County Urban Area Street Standards (LUCASS) and the
roadway cross sections defined therein. All of the study roadways are identified as “complete streets”
and are anticipated to provide amenities promoting and encouraging multimodal activity while balancing
with the vehicular needs.
North College Avenue provides on‐street bicycle lanes and 8‐foot sidewalk on both sides of the roadway.
These improvements extend along North College Avenue, connecting Old Town Fort Collins to the city
limits at Highway 1. These facilities serve as the multimodal backbone for North Fort Collins and provide
access to various commercial, residential, recreational, and community services. Hickory Street also
provides defined multimodal connectivity though on‐street bicycle lanes and variable width, attached
sidewalks.
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There is currently a 5‐foot sidewalk on Hibdon Court on the south side for approximately 300 feet west of
North College Avenue. The remaining segment of Hibdon Court does not have sidewalks. As is typical on
local streets, on‐street bike lanes are not striped; however, bicyclists are permitted to ride with traffic.
In its current configuration, Mason Street does not have dedicated multimodal improvements.
4.4 Transit
The City of Fort Collins has a dedicated transit
service, Transfort, that serves the community.
Transfort’s primary hub is the Downtown Transit
Center (DTC), located on the east side of Mason
Street between Maple Street and Laporte Avenue.
For a fee, community members can access various
destinations throughout Fort Collins from the DTC.
Two routes, #8 and #81, serve Northern Fort
Collins and the project area
Routes #8 and #81 utilize the same loop, but travel
in opposite directions. Both routes utilize the same
transit stops, including stops located on the far
sides of the Hibdon Court intersection which is
anticipated to be useful for future patrons of the
Fort Collins Rescue Mission.
4.5 Existing Intersection Capacity Analysis
The existing volumes, lane configuration, and traffic control are illustrated on Figure 3. The results of the
LOS calculations for the study intersections are summarized in Table 1. The 95th percentile queues are
summarized in Table 2. The intersection level of service worksheets and queue reports are attached in
the Appendix. All study intersections are currently operating at LOS A in the AM and PM peak hours,
with all approaches operating at LOS D or better. The 95th percentile queues were calculated to be
maintained within the existing storage lengths at all of the study intersections.
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5.0 FUTURE TRAFFIC CONDITIONS
5.1 Annual Growth Factor and Future Volume Methodology
In order to forecast the future peak hour traffic volumes, background traffic growth assumptions were
based on the Colorado Department of Transportation’s (CDOT) 20‐year factors, and discussed with City of
Fort Collins staff. Based on the CDOT forecasts on North College Avenue, it was assumed there will be an
annual growth rate of 1.0% within the study area. Using these assumptions, the Year 2025 background
traffic was estimated and summarized on Figure 4.
5.2 Future Roadway Assumptions
It was assumed that the study roadways will remain the same as existing in the near‐term future. Although
Mason Street is defined as a Collector roadway in the future per the City’s Master Street Plan, the Year
2025 background analysis assumed the existing lane configuration and traffic control at the study
intersections due to the low volumes. The currently proposed changes to the City’s Land Use Code, Mason
Street may be downgraded to a local street. The traffic analysis assumed that Mason Street would include
one travel lane per direction, which will be the case regardless of the roadway classification (local or
collector).
5.2 Year 2025 Background Intersection Capacity Analysis
The study area intersections were evaluated to determine baseline operations for the Year 2025
background scenario and to identify any capacity constraints associated with background traffic. The
background volumes, lane configuration, and traffic control are illustrated on Figure 4.
The level of service criteria discussed previously was applied to the study area intersections to determine
the impacts with the short‐term background volumes. The results of the LOS calculations for the
intersections are summarized in Table 1. The intersection level of service worksheets and queue reports
are attached in the Appendix.
The study intersections were shown to operate similarly to the existing conditions with LOS A overall in
the AM and PM peak hours in Year 2025 Background. Similarly, looking at individual approach legs, all
approaches operate at LOS D or better. The 95th percentile queues for 2025 Background traffic also
remain essentially unchanged as identified in Table 2 and continue to be maintained within the existing
storage lengths.
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6.0 PROPOSED FORT COLLINS RESCUE MISSION TRAFFIC
6.1 Trip Generation
With no comparable trip generation category within Institute of Transportation Engineers’ (ITE) Trip
Generation Manual, local data from a comparable shelter was gathered and utilized to estimate the
number of vehicular trips associated with the proposed Fort Collins Rescue Mission. Denver Rescue
Mission provided detailed information on the staffing, operational needs, and anticipated number of
people served on a daily basis for the new shelter. The new she lter will be opened 24 hours per day, seven
(7) days a week, year‐round. The summary of future operations is listed below:
Employees – 34 people daily
o Three (3) staffing shifts:
Daytime Shift (8:30 am to 4:30 pm): 16 employees
Swing Shift (2:00 pm to 10:30 pm): 11 employees
Overnight shift (10:00 pm to 8:30 am): 7 employees
o Majority of staff drives to the facility.
o Once on site, staff cannot leave the site.
o Based on the peak commuting hours, the Daytime Shift and the Overnight Shift will
contribute to the AM and PM peak hour trips.
Interns/Volunteers – 27 people daily
o Similar work shifts to employees.
Daytime Shift (8:30 am to 4:30 pm): 2 interns, 12 volunteers
Swing Shift (2:00 pm to 10:30 pm): 0 interns, 13 volunteers
Overnight shift (10:00 pm to 8:30 am): 0 interns, 0 volunteers
o Majority arriving to the site via driving a vehicle.
o Once on site, interns and volunteers cannot leave the site.
Visitors – 10 people daily
o This is community members who visit the site but are not users of the facility.
o Typically arrive during the Daytime shift and not within the AM or PM peak hours.
o Majority of visitors arrive by vehicle.
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Deliveries – 2 per day
o These deliveries support the facility’s operational needs with supplies and donations.
o Typically arrive during the Daytime shift but not within the AM or PM peak hours.
o All deliveries arrive by vehicle.
Partner Organization Visitors – up to 5 vehicles per day
o These are people visiting the site to provide services for patrons.
o Typically arrive during the Daytime shift but not within the AM or PM peak hours.
o All Partner Organization Visitors arrive by vehicle.
Patrons (Users of the Facility) – typically 100 per day and 40 per night
o These are the people who are served by the shelter as they are currently experiencing
homelessness.
o Typically arrive by walking, biking, or transit. It is rare a patron arrives by vehicle.
o Patrons arrive and depart at any time during the day or night, typically before and after a
meal. Some stay for a short period of time while others remain for days.
The trip generation estimates are summarized in Table 3. It is estimated that the facility will generate
156 new trips per day, with 35 trips occurring in the AM peak hour and 26 trips occurring in the PM peak
hour.
Table 3. Trip Generation Summary
Users of Facility Quantity Unit Total In Out Total In Out Total In Out
Employees 34People6834342316 7 16 0 16
Volunteers/Interns 27 People 54 27 27 12 8 4 10 10 0
Visitors* 10People201010000000
Deliveries* 2Veh.422000000
Partner Organization
Visitors*5Veh.1055000000
Patrons * 100People000000000
1567878352411261016
Source: Data from Denver Rescue Mission facilities of similar size and operations, as well as expected operations for new facilitie
* Trips not included as they do not occur during the Peak Hours
Average Daily
Trips
AM Peak Hour
Trips
PM Peak Hour
Trips
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6.2 Trip Distribution and Assignment
The estimated trip volumes presented in Table 3 were distributed onto the study area roadway network
based on existing traffic characteristics of the area, existing and future land uses, and the relationship of
this project to the greater Fort Collins community. Based on information provided by Denver Rescue
Mission, it was assumed that 25% of vehicular traffic will come from North College Avenue and the
remaining 75% will come from South College Avenue. The trip distribution through the study intersections
is shown on Figure 5.
The projected site traffic was assigned to the study area roadway network and proposed accesses for the
weekday AM and PM peak hour periods. The site generated volumes are shown on Figure 6.
7.0 FUTURE TRAFFIC CONDITIONS WITH SITE DEVELOPMENT
This section projects the future traffic conditions with the completion of the proposed Fort Collins Rescue
Mission project.
7.1 Year 2025 Background + Project Intersection Capacity Analysis
The Fort Collins Rescue Mission is anticipated to be constructed and in use in Year 2025. The site‐
generated volumes were added to the projected Year 2025 background volumes and are illustrated on
Figure 7. The results of the LOS calculations for the intersections are summarized on Table 1. The 95th
percentile queues are summarized in Table 2. The intersection level of service worksheets and queue
reports are attached in the Appendix.
The project trips have little to no impact on the operations of the study intersections as compared to
the background scenario. All intersections continue to operate at a LOS A overall in the AM and PM Peak
hours. The 95th percentile queues were calculated to be maintained within the existing storage lengths
at all of the study intersections.
8.0 FUTURE MULTI‐MODAL TRIPS AND FACILITIES
In discussions with the Denver Rescue Mission, it is anticipated that all users of the shelter will be arriving
and departing to/from the site by walking, biking, or using transit. It is likely they will utilize the existing
multi‐modal facilities through Fort Collins. The proposed northern shelter will add 200 beds for men
currently experiencing homelessness and the numbers of patrons at one time can vary greatly by time of
day, day of week, weather, or season of the year. It is challe nging to calculate the number of multi‐modal
trips and the pattern at which they would occur. However, it is anticipated that the sidewalks, bike lanes,
trails, and bus routes connected to the study area will have an increase in people utilizing them.
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The City of Fort Collins endorses “complete streets” for all roadway classifications, which are streets that
serve both vehicular and multi‐modal traffic. With Hibdon Court being defined as a local street and Mason
Street being currently defined as a collector level street, both streets will be able to accommodate and
provide multimodal use. Hibdon Court will need the south sidewalk to be continued to Mason Street.
Mason Street will need a sidewalk on at least one side of the roadway to connect to existing sidewalks;
however, there are portions of Mason Street that are adjacent to other property owners that are not
currently developing. If the Hibdon Court sidewalk is completed, then at a minimum people who walk,
bike, or use transit can easily connect between North College Avenue and the proposed shelter.
It is our understanding that the City’s Municipal Code obligates the owner of a parcel to construct local
street improvements adjacent to the parcel’s frontage at the time of development. With the new Fort
Collins Rescue Mission project, Mason Street will likely need to be upgraded along the property frontage.
The City’s Master Street Plan currently would require Mason Street to be constructed as a collector,
however, this traffic study indicates the projected volumes can be accommodated with a local street
cross‐section.
LCUASS does not provide functional parameters for Fort Collins but includes parameters for Loveland,
which were used for comparison purposes. The standards state that “Major Collectors” are intended to
serve between 3,000 and 7,000 vpd. Existing counts on Mason Street, south of Hibdon Court, indicated
there are approximately 140 vpd. With background growth and the proposed project, the daily vehicle
volume was calculated to increase to 215 vpd. The estimated future volumes on Mason Street are
significantly lower than the collector volume threshold; therefore, the city may consider changing the
roadway classification to “local” for this segment of Mason Street. To reach the bottom of the collector
volume range, other properties on Mason Street would have to redevelop and generate to traffic. For
informational purposes, this would be a minimum of 300 single‐family detached homes or 420 multi‐
family units (market‐rate) or 42,000 square feet of commercial retail.
The property in the southeast corner of Hibdon Court and Mason Street is owned by the Denver Rescue
Mission but will remain vacant until future expansion is needed, or other services or opportunities arise.
The current project does not have frontage along Hibdon Court. It is understood that the extent of
improvements to Hibdon Court will be clarified as the project continues through the Development Review
process.
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9.0 MULTI‐MODAL LEVEL‐OF‐SERVICE
The pedestrian LOS is based on five (5) criteria: directness, continuity, street crossings, visual interest and
amenity, and security as outlined in the Fort Collins Pedestrian Plan2. The City’s plan describes the
categories as follows:
Directness is the measurement of walking trip length and how well the environment provides
direct pedestrian connections to destinations such as transit stops, schools, parks, commercial
areas, or activity areas.
Continuity is the measurement of the completeness of the sidewalk system by looking at the
physical consistency, type of sidewalk, and visual connection from block to block. This category
also evaluates if the pedestrian facility meets the current design standards.
Street Crossings is the evaluation of safe crossings that encourages people to walk. There are
four (4) street crossing types that are based on traffic control and roadway classification (minor
or major). Street crossing LOS is based on pedestrian exposure and design elements that increase
awareness of pedestrian presence, including number of lanes, crosswalk markings, signal
indication, lighting level, pedestrian signal indication, pedestrian character, sight distance, and
corner ramps.
Visual Interest and Amenity considers the attractiveness and features of the pedestrian system
and compatibility with local architecture.
Security is the evaluation of a pedestrian’s perspective of security with visual sight lines,
separation from vehicles, and lighting level.
Each of the areas was evaluated for the study area and the LOS for each is discussed on the following
pages.
DIRECTNESS – LOS B
The directness LOS is based on six (6) destinations anticipated to be visited by patrons of the proposed
project. Only one (1) of the listed destinations is within the recommended 0.25‐mile radius, which is the
southbound bus stop on College Road. The remaining destinations are within 0.7‐miles in actual walking
distance. Table 5 contains the actual walking distance, minimum distance, comparison ratios, and LOS for
2 Fort Collins Pedestrian Plan, https://www.fcgov.com/fcmoves/files/ped‐plan.pdf?1592323966, 2011.
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each destination as measured from the intersection of Mason Street and Hibdon Court. The LOS letter
grade was determined from information provided in Table P.1 of the Fort Collins Pedestrian Plan.
Table 5. Directness Level‐of‐Service
Destination Actual Distance Minimum Distance Ratio LOS
Bus Stop ‐ Northbound College Road 1,797 ft. (0.45 mi) 1,236 ft. (0.23 mi) 1.45 C
Bus Stop ‐ Southbound College Road 1,203 ft. (0.23 mi) 1,203 ft. (0.23 mi) 1.00 A
Grocery ‐ King Soopers 3,247 ft. (0.61 mi) 3,376 ft. (0.64 mi) 0.96 A
Food Bank of Larimer County 3,700 ft. (0.70 mi) 2,407 ft. (0.46 mi) 1.54 C
Larimer County Department of Human
Services 3,371 ft. (0.64 mi) 2,208 ft. (0.42 mi) 1.53 C
Murphy Center for Hope 3,329 ft. (0.63 mi) 2,821 ft. (0.53 mi) 1.18 A
Average 2,775 ft. (0.53 mi) 2,209 ft. (0.42 mi) 1.26 B
CONTINUITY – LOS D
In the study area, there are quality sidewalks on some of the streets. Unfortunately, neither of the
adjacent streets, Mason Street and Hibdon Court, have sidewalks currently. Per the City standards, LOS D
reflects areas where sidewalks are not provided on both sides of the street or there are breaches in the
system. Therefore, the continuity of the study area is considered LOS D.
STREET CROSSINGS (SIGNALIZED) – LOS C
There are two (2) signalized intersections in the study area: North College Road at Hickory Court/Conifer
Street and North College Road at Willox Lane. Both intersections include curb ramps, colored crosswalks,
pedestrian push buttons and signals, pedestrian and roadway level lighting, and good sight distance.
At both intersections, crossing North College Road requires pedestrians to walk across six (6) lanes
including a wide median and directional bike lanes. Therefore, both signalized intersections were
determined to be LOS C for street crossings due to the number of lanes.
VISUAL INTEREST AND AMENITY – LOS D
Although some of the neighboring streets could be classified as a LOS B others are classified as LOS D. The
lowest level of service was selected for this category.
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North College Road within the study area is classified as LOS B due to generous sidewalks, landscaping,
street furniture, and lighting. Hickory Street is classified as LOS C since the sidewalks are functional but
there is little to no visual interest or amenities. Mason Street and Hibdon Court are classified as LOS D
since there are limited or no pedestrian facilities. These adjacent roadways have no visual interest for
amenities for pedestrians and there is a lack of comfort.
SECURITY ‐ LOS E
The streets adjacent to the project side, Mason Street and Hibdon Court, have a low level of pedestrian
security. The majority of these streets do not have sidewalks which does not create separation between
pedestrians and vehicles. There is minimal lighting and large recreational vehicles were observed to be
parked along the limited portions of sidewalk along Hibdon Court. Additionally, Mason Street contains
breaches in pedestrian visibility due to horizontal curvature and fencing.
SUMMARY
In summary, the existing pedestrian facilities meet some of the minimum LOS by category while others
are not met, as shown on Table 6.
Table 6. Pedestrian Level‐of‐Service Summary
Directness Continuity Street Crossing Visual Interest
and Amenity Security
Minimum LOS
Threshold C C C C C
Existing Facilities B D C D E
Met? Yes No Yes No No
The Rescue Mission is part of the North College 1311 ODP, which plans to construct multimodal facilities
adjacent to the project site, which is anticipated to improve the pedestrian LOS. As Hibdon Court’s
continuity, visual interest, and security improve with the site completion, it will provide a direct pedestrian
route to North College Road. It should be noted that Mason Street will not meet the minimum LOS
thresholds until properties south of the project properties are redeveloped to include upgraded
multimodal facilities.
Fort Collins Rescue Mission Traffic Impact Study
(FT #22099)
Fox Tuttle Transportation Group, LLC Page 18 October 25, 2023
10.0 CONCLUSION
The Fort Collins Rescue Mission proposes to construct a new 24/7 shelter to provide people experiencing
homelessness with basic needs and resources to enter permanent housing and self‐sufficiency. It is
understood that there will be 200 beds and the shelter will also include restrooms, showers, living and
dining areas, library, meeting rooms, kitchen, donation storage, laundry rooms, business offices, and
outdoor space. The facility also plans to include administrative offices for staff and volunteers. Access to
the site is planned via two full movement, side‐street stop‐controlled intersections on Mason Street.
Vehicular traffic volumes associated with the Fort Collins Rescue Mission have been developed through
in‐depth conversations with Denver Rescue Mission staff to account for anticipated staff, interns,
volunteers, visitors, and operational services at full build out. These volumes have been analyzed for the
existing and short‐term (Year 2025, anticipated construction year) scenarios. The project is anticipated
to generate approximately 156 trips daily, 35 AM peak hour, and 26 PM peak hour trips at buildout during
the weekday.
In summary, the existing roadways and intersections within the study area can accommodate the trips
associated with the proposed Fort Collins Rescue Mission. There are no mitigation measures needed to
support the vehicular traffic. It is recommended that multi‐modal connectivity be provided along the
project frontage to support the patrons that are likely to arrive/depart via walking, biking, or using transit.
Although the City’s Master Street Plan identifies Mason Street as a collector roadway, the volumes
associated with the site are well below the capacity threshold for a local street. Unless significant
development occurs (or is anticipated to occur), Mason Street could functionally operate as a local street.
Fort Collins Rescue Mission Traffic Impact Study
(FT #22099)
Fox Tuttle Transportation Group, LLC Page 19 October 25, 2023
Tables and Figures:
Table 1 – Peak Hour Intersection LOS Summary
Table 2 – Peak Hour 95th Percentile Queue Summary
Table 3 –Trip Generation Summary [IN REPORT]
Figure 1 – Vicinity Map and Existing Access
Figure 2 – Site Plan
Figure 3 – Year 2022 Existing Traffic Volumes
Figure 4 – Year 2025 Background Traffic Volumes
Figure 5 – Trip Distribution
Figure 6 – Site‐Generated Trip Volumes
Figure 7 – Year 2025 Background + Site‐Generated Traffic Volumes
FT# 22099 Fort Collins Rescue Mission
Traffic Impact Study
12/20/22
Table 1 ‐ Peak Hour Intersection Level of Service Summary
Intersection and AM Peak PM Peak AM Peak PM Peak AM Peak PM Peak
Critical Movements/Approaches Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS
STOP SIGN CONTROL
1. Mason Street & Hibdon
Court 4A5A4A5A8A6A
Eastbound Left+Through+Right 9A9A
Westbound Left+Right 10 A 9 A 10 A 9 A
Westbound Left+Through+Right 10 A 9 A
Northbound Through+Right 0A0A0A0A
Northbound Left+Through+Right 7A7A
Southbound Left+Through 0A7A0A7A
Southbound Left+Through+Right 0A7A
2. North College Avenue &
Hibdon Court 0A0A0A0A1A1A
Eastbound Left+Through+Right 25 C 22 C 26 D 23 C 30 D 29 D
Northbound Left 11 B 10 B 11 A 10 B 12 B 10 B
Northbound Through 0A0A0A0A0A0A
Southbound Through+Right 0A11B0A11B0A11B
3. Mason Street & Hickory
Street 0A1A0A1A0A1A
Eastbound Left+Through 8A8A8A8A8A8A
Westbound Through+Right 0A0A0A0A0A0A
Southbound Left+Right 11 B 11 B 11 B 11 B 11 B 11 B
5. Mason Street & South
Access Project Intersection Project Intersection 3A3A
Eastbound Left+Right 9A9A
Northbound Left+Through 7A7A
Southbound Through+Right 0A0A
SIGNAL CONTROL
4. North College Avenue &
Hickory Street 6A8A7A8A7A8A
Eastbound Left 33 C 45 D 33 C 45 D 33 C 45 D
Eastbound Right 43 D 54 D 43 D 54 D 42 D 54 D
Northbound Left 7A7A8A7A9A7A
Northbound Through 3A4A3A4A3A4A
Southbound Through 4A4A4A4A4A4A
Southbound Right 3A3A3A3A3A3A
Note: Delay represented in average seconds per vehicle.
Existing Year 2025 Background Year 2025 Background + Project
FT# 22099 Fort Collins Rescue Mission
Traffic Impact Study
12/20/22
AM PM AM PM AM PM
1. Mason Street & Hibdon Court
Eastbound Left+Through+Right ‐0' 0'
Westbound Left+Right ‐ 0' 3' 0' 3'
Westbound Left+Through+Right ‐5'3'
Northbound Through+Right ‐ 0' 0' 0' 0'
Northbound Left+Through+Right ‐3' 0'
Southbound Left+Through ‐ 0' 0' 0' 0'
Southbound Left+Through+Right ‐0'0'
2. North College Avenue &
Hibdon Court
Eastbound Left+Through+Right ‐ 8' 8' 8' 10' 13'18'
Northbound Left 95' 3' 3' 3' 3' 3' 3'
Northbound Through ‐ 0' 0' 0' 0'0' 0'
Southbound Through+Right ‐ 0' 0' 0' 0'0' 0'
3. Mason Street & Hickory
Street
Eastbound Left+Through ‐ 0' 0' 0' 0' 0' 0'
Westbound Through+Right ‐ 0' 0'0' 0' 0' 0'
Southbound Left+Right ‐ 0' 3' 0' 3'3'5'
4. North College Avenue &
Hickory Street
Eastbound Left ‐ 29' 81' 30' 82' 32' 84'
Eastbound Right 100' 39' 35' 44' 35' 47' 35'
Northbound Left 125' 53' 57' 56' 60' 67' 63'
Northbound Through ‐ 91' 188' 94' 196' 95' 197'
Southbound Through ‐ 153' 140' 158' 145' 160' 146'
Southbound Right 95' 12' 12' 13' 12' 13' 12'
5. Mason Street & South Access
Eastbound Left+Right ‐ 0' 0'
Northbound Left+Through ‐0' 0'
Southbound Through+Right ‐0'0'
Stop‐Control Stop‐Control Stop‐Control
Existing
Storage
Table 2 - Peak Hour 95th Percentile Queues
Intersections and Lane Groups Year 2022 Existing Year 2025
Background
Year 2025 with
Project
Stop‐Control Stop‐Control Stop‐Control
Stop‐Control Stop‐Control
Project Intersection Project Intersection Stop‐Control
Stop‐Control
Signalized Signalized Signalized
PROJECT SITE
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MIDTOWNCOLORADO STATE
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Original ScaleProject #Date Drawn by Figure #
T r a n s p o r o puGrnoiatt
FOX TUTTLE
VICINITY MAP
FORT COLLINS RESCUE MISSION TRAFFIC IMPACT STUDY
22099 NTS 12/14/22 JKL 1
HIBDON CT.
HICKORY ST.
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additional project
property
Original ScaleProject #Date Drawn by Figure #
T r a n s p o r o puGrnoiatt
FOX TUTTLE
CONCEPTUAL SITE PLAN
FORT COLLINS RESCUE MISSION TRAFFIC IMPACT STUDY
22099 NTS 12/14/2022 JKL 2
New Full Movement Access;
Side-street stop controlled
New Full Movement Access;
Side-street stop controlled
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Original ScaleProject #Date Drawn by Figure #
T r a n s p o r o puGrnoiatt
FOX TUTTLE
YEAR 2022 EXISTING TRAFFIC VOLUMES
FORT COLLINS RESCUE MISSION TRAFFIC IMPACT STUDY
22099 NTS 12/14/2022 JKL 3
HIBDON CT.
HICKORY ST.
M A S O N
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Original ScaleProject #Date Drawn by Figure #
T r a n s p o r o puGrnoiatt
FOX TUTTLE
YEAR 2025 BACKGROUND TRAFFIC VOLUMES
FORT COLLINS RESCUE MISSION TRAFFIC IMPACT STUDY
22099 NTS 12/14/2022 JKL 4
25%
To/From North
via North
College Ave.
75%
To/From South
via North
College Ave.
HIBDON CT.
HICKORY ST.
M A S O N
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SITE
Original ScaleProject #Date Drawn by Figure #
T r a n s p o r o puG rnoiatt
FOX TUTTLE
SITE TRIP DISTRIBUTION
FORT COLLINS RESCUE MISSION TRAFFIC IMPACT STUDY
22099 NTS 12/19/22 JKL 5
HIBDON CT.
HICKORY ST.
M A S O N
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Original ScaleProject #Date Drawn by Figure #
T r a n s p o r o puG rnoiatt
FOX TUTTLE
SITE-GENERATED TRIP VOLUMES
DENVER RESCUE MISSION TRAFFIC IMPACT STUDY - FORT COLLINS, CO
22099 NTS 12/20/22 CRS 6
HIBDON CT.
HICKORY ST.
M A S O N
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Original ScaleProject #Date Drawn by Figure #
T r a n s p o r o puG rnoiatt
FOX TUTTLE
SITE-GENERATED TRIP VOLUMES
FORT COLLINS RESCUE MISSION TRAFFIC IMPACT STUDY
22099 NTS 12/20/22 CRS 7
HIBDON CT.
HICKORY ST.
M A S O N
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Original ScaleProject #Date Drawn by Figure #
T r a n s p o r o puGrnoiatt
FOX TUTTLE
YEAR 2025 BACKGROUND + SITE-GENERATED TRAFFIC VOLUMES
FORT COLLINS RESCUE MISSION TRAFFIC IMPACT STUDY
22099 NTS 12/20/2022 CRS 8
Fort Collins Rescue Mission Traffic Impact Study
(FT #22099)
Fox Tuttle Transportation Group, LLC October 25, 2023
Appendix:
Transportation Impact Study Base Assumptions Form
Level of Service Definitions
Existing Traffic Data
Intersection Capacity Worksheets
Fort Collins Rescue Mission Traffic Impact Study
(FT #22099)
Fox Tuttle Transportation Group, LLC October 25, 2023
Transportation Impact Study
Base Assumptions Form
Chapter 4 – Attachments
Larimer County Urban Area Street Standards – Repealed and Reenacted August 1, 2021 Page 4-35
Adopted by Larimer County, City of Loveland, City of Fort Collins
Attachment A
Transportation Impact Study Base Assumptions
Project Information
Project Name
Project Location
TIS Assumptions
Type of Study Full: Intermediate:
MTIS: Memo:
Study Area Boundaries North: South:
East: West:
Study Years Short Range: Long Range:
Future Traffic Growth Rate
Study Intersections 1. All access drives 5.
2. 6.
3. 7.
4. 8.
Time Period for Study AM: 7:00-9:00 PM: 4:00-6:00 Sat Noon:
Trip Generation Rates
Trip Adjustment Factors Passby: Captive Market:
Overall Trip Distribution SEE ATTACHED SKETCH
Mode Split Assumptions
Design Vehicle Information
Committed Roadway Improvements
Other Traffic Studies
Areas Requiring Special Study
Date:
Traffic Engineer:
Local Entity Engineer:
Chapter 4 – Attachments
Page 4-36 Larimer County Urban Area Street Standards – Repealed and Reenacted August 1, 2021
Adopted by Larimer County, City of Loveland, City of Fort Collins
Attachment B
Transportation Impact Study
Pedestrian Analysis Worksheet
DESTINATION
Or
i
g
i
n
(
p
r
o
j
e
c
t
l
a
n
d
u
s
e
)
Rec. Res. Inst. Ofc/Bus. Com. Ind. Other
(Specify)
Recreation
1) Residential
Institution
(school, church, civic)
Office/Business
Commercial
Industrial
Other (specify)
INSTRUCTIONS:
Identify the pedestrian destinations within 1320’ (1.5 miles for schools) of the project boundary in the
spaces above. The pedestrian Level of Service for the facility/corridor linking these destinations to
the project site will be based on the directness, continuity, types of street crossings, walkway surface
condition, visual interest/amenity, and security of the selected route(s).
12 Dwelling units or more.
Transportation Impact Study
Pedestrian Analysis Worksheet
Recreation Residential Inst. Ofc/Bus. Com. Ind. Other
Recreation
Residential
Institution
Office/Business
Commercial
Industrial
Other (Fort Collins Rescue Mission
Hickory Trail, Soft Gold
Park, Salyer Natural Area
North College Mobile
Home Park, Revive,
Hickory Village,
Stonecrest Mobile Home
Park, single family home
adjacent to site.
Food Bank for Larimer
County*
Various auto oriented
repair services
Various Businesses off
North College, JAX,
banks, the Lyric, touches
Country Club Corners
Development**
Rocky Mountain
Recycling, Valley Steel
and Wire,
Several North College
Hotels fall within the
1320' radius.
*Other services, including Larimer County Services off Willox, the Murphy Center, Homeward Alliance, the Health District Family Dental Clinic, WIC, and Salud are near the site but outside the 1320' radius.
** North College Marketplace near the development but outside the 1320' radius.
FT #22099 Fort Collins Rescue Mission Traffic Impact Study 12/19/2022
Users of Facility Unit Rate Total In Out Rate Total In Out Rate Total In Out
Employees (16 total) People 1.00 68 34 34 23 16 7 16 0 16
Volunteers/Interns (10
Total)People 1.00 44 22 22 10 10 0 10 0 10
Visitors* People1.00 201010 000 000
Deliveries* People1.00 422 000 000
Partner Organization
Visitors*People1.00 1055 000 000
Patrons * People0.00 000 000 000
Total New Trips 146 73 73 33 26 7 26 0 26
Source: Data from Denver Rescue Mission facilities of similar siz and operations.
* Trips not included as they do not occur during the Peak Hours
Table 3 - Trip Generation Summary
Non-Auto
Factor
Average Daily
Trips
AM Peak Hour
Trips
PM Peak Hour
Trips
22099 Volumes - Trip Gen
25%
To/From North
via North
College Ave.
75%
To/From South
via North
College Ave.
M A S ON S
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Original ScaleProject #Date Drawn by Figure #
T r a n s p o r o puGrnoiatt
FOX TUTTLE
SITE TRIP DISTRIBUTION
FORT COLLINS RESCUE MISSION TRAFFIC ANALYSIS STUDY - FORT COLLINS, CO
22099 NTS 12/19/22 JKL 6
Fort Collins Rescue Mission Traffic Impact Study
(FT #22099)
Fox Tuttle Transportation Group, LLC October 25, 2023
Level of Service
Definitions
LEVEL OF SERVICE DEFINITIONS
In rating roadway and intersection operating conditions with existing or future traffic
volumes, “Levels of Service” (LOS) A through F are used, with LOS A indicating very good
operation and LOS F indicating poor operation. Levels of service at signalized and
unsignalized intersections are closely associated with vehicle delays experienced in
seconds per vehicle. More complete level of service definitions and delay data for signal
and stop sign controlled intersections are contained in the following table for reference.
Level
of Service
Rating
Delay in seconds per vehicle (a) Definition
Signalized
Unsignalized
A
0.0 to 10.0
0.0 to 10.0
Low vehicular traffic volumes; primarily free flow operations. Density is
low and vehicles can freely maneuver within the traffic stream. Drivers
are able to maintain their desired speeds with little or no delay.
B
10.1 to 20.0
10.1 to 15.0
Stable vehicular traffic volume flow with potential for some restriction
of operating speeds due to traffic conditions. Vehicle maneuvering is
only slightly restricted. The stopped delays are not bothersome and
drivers are not subject to appreciable tension.
C
20.1 to 35.0
15.1 to 25.0
Stable traffic operations, however the ability for vehicles to maneuver is
more restricted by the increase in traffic volumes. Relatively satisfactory
operating speeds prevail, but adverse signal coordination or longer
vehicle queues cause delays along the corridor.
D
35.1 to 55.0
25.1 to 35.0
Approaching unstable vehicular traffic flow where small increases in
volume could cause substantial delays. Most drivers are restricted in
ability to maneuver and selection of travel speeds due to congestion.
Driver comfort and convenience are low, but tolerable.
E
55.1 to 80.0
35.1 to 50.0
Traffic operations characterized by significant approach delays and
average travel speeds of one-half to one-third the free flow speed.
Vehicular flow is unstable and there is potential for stoppages of brief
duration. High signal density, extensive vehicle queuing, or corridor
signal progression/timing are the typical causes of vehicle delays at
signalized corridors.
F
> 80.0
> 50.0
Forced vehicular traffic flow and operations with high approach delays
at critical intersections. Vehicle speeds are reduced substantially, and
stoppages may occur for short or long periods of time because of
downstream congestion.
(a) Delay ranges based on Highway Capacity Manual (6th Edition, 2016) criteria.
Fort Collins Rescue Mission Traffic Impact Study
(FT #22099)
Fox Tuttle Transportation Group, LLC October 25, 2023
Existing
Traffic Data
www.idaxdata.com
to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.
Total
0
0
0
0
0
0
0
0
0
00002000
0 0
Peak Hr 0 2 0 0 2 0 2
2 3 0 5 0 0Count Total 0 3 0 0 3 0
0 0 00030308:45 AM 0 0 0 0 0
0 0 0 0 0 0
0
8:30 AM 0 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0
8:15 AM 0 2 0 0 2 0 0
0 0 0 0 0 0
0 0 0
8:00 AM 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0
0
7:30 AM 0 0 0 0 0 0 2 0
0 0 0 0 0 0
0 0 0
EB WB NB SB Total East
7:45 AM 0 0 0 0 0
0 2 0
--0%HV%-----
0 0
7:15 AM 0 1 0 0 1 0 0
0 0 0 0 0 0
West North South
7:00 AM 0 0 0
2
0 1 1 0 0 0002000
0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg)
EB WB NB SB Total
0%----50%100%--
Peak
Hour
All 0 0 0
0 0 0 1 1 0
0 0 0 0 2 0000000
0 4 0
HV 0 0 0 0 0
Count Total 0 0 0 0 0 3 0 0 0 0 5 0
0 2000000000000
0 0 0 0 4
8:45 AM 0 0 0 0
0 0 0 0 0 0
2 4
8:30 AM 0 0 0 0 0 0 0
0 0 0 0 0 0020000
0 0 0 0 3
8:15 AM 0 0 0 0
0 0 0 0 0 0
2 3
8:00 AM 0 0 0 0 0 0 0
1 1 0 0 0 0000000
0 0 0 0 0
7:45 AM 0 0 0 0
0 0 0 0 0 0
1 0
7:30 AM 0 0 0 0 0 0 0
0 0 0 0 0 0010000
0 0 0 0 0
7:15 AM 0 0 0 0
0 0 0 0 0 07:00 AM 0 0 0 0 0 0 0
Rolling
One HourEastboundWestboundNorthboundSouthbound
UT LT TH RT
Interval
Start
n/a Hibdon Ct Mason St Mason St 15-min
TotalUTLTTHRT
SB --
TOTAL 50.0%0.50
TH RTUTLTTHRTUTLT
WB 100.0%0.25
NB 0.0%0.25
Peak Hour: 7:30 AM 8:30 AM
HV %:PHF
EB --
Date: 12/07/2022
Peak Hour Count Period: 7:00 AM 9:00 AMN
Mason St
Hibdon Ct
Hibdon Ct
Ma
s
o
n
S
t
Ma
s
o
n
S
t
4TEV:
0.5PHF:
0 0
0 1
0
0
2 2
1
0
11
22
0
0 0
00
0
2
0
0
0 0
Garrett Strang
720-646-1008 garrett.strang@idax.com
www.idaxdata.com
Two-Hour Count Summaries - Heavy Vehicles
Two-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any.
0 2 0000000Peak Hour 0 0 0 2 0
3 0 0 0 5 0Count Total 0 0 0 2 0 0 0 0
3030003
0 0
8:45 AM 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0 2
8:30 AM 0 0 0 0 0 0
0 0 0 0 0 08:15 AM 0 0 0 0 0
0 0 0 0 0 2
2
8:00 AM 0 0 0 0 0 0 0 0
0 0 0 0 0 0
2 0
7:45 AM 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0
7:30 AM 0 0 0 2 0 0
0 0 0 0 0 0
0 0 0 0
7:15 AM 0 0 0 0 0
0 0 0 0 0 0
TH RT LT TH RT
7:00 AM 0 0 0 0
Westbound Northbound Southbound
LT TH RT LT TH RT LT
2 0
Interval
Start
n/a Hibdon Ct Mason St Mason St 15-min
Total
Rolling
One HourEastbound
0 0 0 0 0 0020000
0 0 0 3 0
Peak Hour 0 0 0 0
0 0 0 0 0 0Count Total 0 0 0 0 0 3 0
0 2000000000000
0 0 0 0 2
8:45 AM 0 0 0 0
0 0 0 0 0 0
2 2
8:30 AM 0 0 0 0 0 0 0
0 0 0 0 0 0020000
0 0 0 0 1
8:15 AM 0 0 0 0
0 0 0 0 0 0
0 1
8:00 AM 0 0 0 0 0 0 0
0 0 0 0 0 0000000
0 0 0 0 0
7:45 AM 0 0 0 0
0 0 0 0 0 0
1 0
7:30 AM 0 0 0 0 0 0 0
0 0 0 0 0 0010000
0 0 0 0 0
7:15 AM 0 0 0 0
0 0 0 0 0 0
TH RT
7:00 AM 0 0 0 0 0 0 0
UT LT TH RT UT LT
Northbound Southbound
UT LT TH RT UT LT TH RT
Interval
Start
n/a Hibdon Ct Mason St Mason St 15-min
Total
Rolling
One HourEastboundWestbound
Garrett Strang
720-646-1008 garrett.strang@idax.com
www.idaxdata.com
to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.
Total
0
0
0
0
0
0
0
0
0
00113000
0 0
Peak Hr 0 2 0 1 3 0 1
1 1 1 3 0 0Count Total 0 2 0 1 3 0
0 0 00000005:45 PM 0 0 0 0 0
0 0 0 0 0 0
0
5:30 PM 0 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0
5:15 PM 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0
5:00 PM 0 0 0 0 0 0
0 0 1 0 1 0
0 0 0
0
4:30 PM 0 0 0 0 0 0 0 0
0 0 0 0 0 0
1 2 0
EB WB NB SB Total East
4:45 PM 0 0 0 0 0
1 1 0
---HV%-----
0 0
4:15 PM 0 1 0 0 1 0 0
1 0 0 1 0 0
West North South
4:00 PM 0 1 0
0
0 0 7 0 3 40012060
0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg)
EB WB NB SB Total
0%-0%25%-9%0%-33%
Peak
Hour
All 0 0 0
10 0 0 1 7 0
0 0 1 0 3 0020000
0 32 0
HV 0 0 0 0 0
Count Total 0 0 0 0 0 16 0 4 7 0 45 0
3 13100000010100
0 1 0 3 19
5:45 PM 0 0 0 0
1 0 0 0 0 0
5 27
5:30 PM 0 0 0 0 0 1 0
0 0 0 1 2 0000200
0 0 0 2 29
5:15 PM 0 0 0 0
0 0 0 0 0 0
9 32
5:00 PM 0 0 0 0 0 2 0
0 2 0 1 0 0060000
2 2 0 11 0
4:45 PM 0 0 0 0
2 0 0 0 2 0
7 0
4:30 PM 0 0 0 0 0 3 0
0 0 0 0 1 0030300
0 1 0 5 0
4:15 PM 0 0 0 0
1 0 0 0 3 04:00 PM 0 0 0 0 0 0 0
Rolling
One HourEastboundWestboundNorthboundSouthbound
UT LT TH RT
Interval
Start
n/a Hibdon Ct Mason St Mason St 15-min
TotalUTLTTHRT
SB 14.3%0.44
TOTAL 9.4%0.73
TH RTUTLTTHRTUTLT
WB 11.1%0.75
NB 0.0%0.58
Peak Hour: 4:00 PM 5:00 PM
HV %:PHF
EB --
Date: 12/07/2022
Peak Hour Count Period: 4:00 PM 6:00 PMN
Mason St
Hibdon Ct
Hibdon Ct
Ma
s
o
n
S
t
Ma
s
o
n
S
t
32TEV:
0.73PHF:
4 3
7 6
0
6
12 18
10
0
70
716
0
1 0
01
0
1
0
0
0 0
Garrett Strang
720-646-1008 garrett.strang@idax.com
www.idaxdata.com
Two-Hour Count Summaries - Heavy Vehicles
Two-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any.
0 3 0001001Peak Hour 0 0 0 1 0
0 0 1 0 3 0Count Total 0 0 0 1 0 0 0 1
0000000
0 1
5:45 PM 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0 2
5:30 PM 0 0 0 0 0 0
0 0 0 0 0 05:15 PM 0 0 0 0 0
0 0 0 0 0 2
3
5:00 PM 0 0 0 0 0 0 0 0
1 0 0 0 0 1
1 0
4:45 PM 0 0 0 0 0 0 0
0 0 0 0 1 0
0 0 0
4:30 PM 0 0 0 0 0 0
0 0 0 0 0 0
0 0 1 0
4:15 PM 0 0 0 0 0
0 0 0 0 0 0
TH RT LT TH RT
4:00 PM 0 0 0 1
Westbound Northbound Southbound
LT TH RT LT TH RT LT
3 0
Interval
Start
n/a Hibdon Ct Mason St Mason St 15-min
Total
Rolling
One HourEastbound
0 0 0 0 1 0000200
0 1 0 3 0
Peak Hour 0 0 0 0
2 0 0 0 0 0Count Total 0 0 0 0 0 0 0
0 0000000000000
0 0 0 0 0
5:45 PM 0 0 0 0
0 0 0 0 0 0
0 0
5:30 PM 0 0 0 0 0 0 0
0 0 0 0 0 0000000
0 0 0 0 1
5:15 PM 0 0 0 0
0 0 0 0 0 0
0 3
5:00 PM 0 0 0 0 0 0 0
0 0 0 0 0 0000000
0 0 0 0 0
4:45 PM 0 0 0 0
0 0 0 0 0 0
1 0
4:30 PM 0 0 0 0 0 0 0
0 0 0 0 0 0000100
0 1 0 2 0
4:15 PM 0 0 0 0
1 0 0 0 0 0
TH RT
4:00 PM 0 0 0 0 0 0 0
UT LT TH RT UT LT
Northbound Southbound
UT LT TH RT UT LT TH RT
Interval
Start
n/a Hibdon Ct Mason St Mason St 15-min
Total
Rolling
One HourEastboundWestbound
Garrett Strang
720-646-1008 garrett.strang@idax.com
www.idaxdata.com
to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.
Total
2
3
1
0
1
2
4
7
20
40000040
1 0
Peak Hour 3 0 48 66 117 0 0
0 1 2 3 5 14Count Total 5 0 102 119 226 0
4 1 00010128:45 AM 0 0 10 20 30
0 0 2 2 0 0
0
8:30 AM 2 0 14 14 30 0 0 0
0 0 0 0 2 0
0 0
8:15 AM 1 0 16 18 35 0 0
0 0 0 0 0 1
0 0 0
8:00 AM 0 0 8 21 29 0
0 0 0 0 0 0
1 0 0
0
7:30 AM 1 0 13 12 26 0 0 0
0 2 2 0 3 0
15 26 0
EB WB NB SB Total East
7:45 AM 1 0 11 15 27
0 0 0
0%9%9%HV%-25%0%29%-
0 0
7:15 AM 0 0 19 4 23 0 0
0 0 0 0 1 1
West North South
7:00 AM 0 0 11
0
11 514 0 0 0 866700003
0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg)
EB WB NB SB Total
---7%33%8%---
Peak
Hour
All 0 4 1
1 4 16 963 0 1
0 0 63 3 117 00001470
9 1,415 0
HV 0 1 0 2 0
Count Total 0 8 2 10 0 1 0 0 1,567 19 2,592 0
346 1,3081390101964010102
0 188 2 316 1,384
8:45 AM 0 1 1 0
0 1 1 120 0 0
353 1,415
8:30 AM 0 2 0 2 0 0 0
139 0 0 0 205 3000002
0 160 1 293 1,352
8:15 AM 0 0 1 3
0 1 5 123 0 0
422 1,284
8:00 AM 0 1 0 2 0 0 0
140 0 0 0 271 2000024
0 230 3 347 0
7:45 AM 0 1 0 2
0 0 0 112 0 0
290 0
7:30 AM 0 2 0 0 0 0 0
104 0 0 0 182 1000001
0 135 3 225 0
7:15 AM 0 1 0 1
0 0 1 86 0 07:00 AM 0 0 0 0 0 0 0
UT LT TH RT UT LT
Rolling
One HourEastboundWestboundNorthboundSouthbound
UT LT TH RT
Interval
Start
Hibdon Ct Driveway College Ave College Ave 15-min
TotalUTLTTHRT
Date: 12/07/2022
Peak Hour Count Period: 7:00 AM 9:00 AM
SB 7.5%0.80
TOTAL 8.3%0.84
TH RT
WB --
NB 9.1%0.90
Peak Hour: 7:30 AM 8:30 AM
HV %:PHF
EB 25.0%0.75
0
0
0
0 0 0
000
0
0
0
0
0
4 0
N
College Ave
Hibdon Ct
Driveway
Co
l
l
e
g
e
A
v
e
Hibdon Ct
Co
l
l
e
g
e
A
v
e
1,415TEV:
0.84PHF:
9 86
6
0
87
5
51
8
0
0
0
0
0
10
0
51
411
52
8
87
6
3
7
1
4
12
20 0
Garrett Strang
720-646-1008 garrett.strang@idax.com
www.idaxdata.com
Two-Hour Count Summaries - Heavy Vehicles
Two-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any.
0 0
0 0 0
0 0 0
0 0 0
0 0 0
000 0 0 0
000 0 0 0
0000
0
0
0
00
0
THLT
00000000
0
00
0
0
0 0 0
0 0 0
0
THLT
0000000
3 02010
0 0
0 0
Peak Hour
0 0Count Total
0
110010000
0 0
8:45 AM
0 0 0 0
0
8:30 AM
0000000
0 2
8:15 AM
0 0 0
0 0 0
0 0 0
0 0 0
2
8:00 AM
0000
0 0
7:45 AM
0 0 0 0
0
7:30 AM
20002007:15 AM 0
0 0
0 0 0
0 07:00 AM
RT
117 0
Interval
Start
Hibdon Ct Driveway College Ave College Ave 15-min
Total
Rolling
One Hour
47 0 0 0 63 3000001
RTTHLT RTTHLTRT
0 115 4 226 0
Peak Hour 0 1 0 2
0 0 2 100 0 0Count Total 0 1 0 4 0 0 0
30 12410000200000000
0 14 0 30 121
8:45 AM 0 0 0 0
0 0 1 13 0 0
35 117
8:30 AM 0 0 0 2 0 0 0
15 0 0 0 16 2000001
0 21 0 29 105
8:15 AM 0 0 0 1
0 0 0 8 0 0
27 102
8:00 AM 0 0 0 0 0 0 0
11 0 0 0 14 1000000
0 12 0 26 0
7:45 AM 0 0 0 1
0 0 0 13 0 0
23 0
7:30 AM 0 1 0 0 0 0 0
19 0 0 0 3 1000000
0 15 0 26 0
7:15 AM 0 0 0 0
0 0 0 11 0 0
TH RT
7:00 AM 0 0 0 0 0 0 0
UT LT TH RT UT LT
Northbound Southbound
UT LT TH RT UT LT TH RT
Interval
Start
Hibdon Ct Driveway College Ave College Ave 15-min
Total
Rolling
One HourEastboundWestbound
SouthboundNorthboundWestboundEastbound
Garrett Strang
720-646-1008 garrett.strang@idax.com
www.idaxdata.com
to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.
Total
9
2
4
2
3
2
3
8
33
110224470
1 4
Peak Hour 0 0 38 42 80 0 0
0 2 2 4 7 21Count Total 0 0 82 81 163 0
4 0 40000005:45 PM 0 0 2 5 7
0 0 1 2 0 0
0
5:30 PM 0 0 13 10 23 0 0 0
0 0 0 1 1 0
0 0
5:15 PM 0 0 7 11 18 0 0
0 0 1 1 0 3
2 0 0
5:00 PM 0 0 4 6 10 0
0 0 1 0 1 0
2 0 0
0
4:30 PM 0 0 13 11 24 0 0 0
1 0 1 2 0 0
13 35 0
EB WB NB SB Total East
4:45 PM 0 0 7 14 21
1 1 2
0%4%4%HV%-0%-0%-
1 0
4:15 PM 0 0 14 11 25 0 0
0 0 0 0 1 7
West North South
4:00 PM 0 0 22
0
25 1,054 0 2 1 8281000012
0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg)
EB WB NB SB Total
-0%0%5%0%4%--0%
Peak
Hour
All 0 5 0
1 7 43 2,034 1 2
0 0 42 0 80 00001370
15 1,943 0
HV 0 0 0 0 0
Count Total 0 11 0 22 0 0 0 1 1,586 27 3,735 0
383 1,8042061001653000002
0 200 4 475 1,915
5:45 PM 0 2 0 4
0 1 5 261 0 0
470 1,934
5:30 PM 0 1 0 3 0 0 0
263 0 0 0 196 2000024
0 197 2 476 1,943
5:15 PM 0 1 0 2
0 0 8 267 0 0
494 1,931
5:00 PM 0 0 0 2 0 0 0
259 0 2 0 221 3000102
1 211 4 494 0
4:45 PM 0 2 0 4
0 0 7 266 0 0
479 0
4:30 PM 0 1 0 4 0 0 0
262 0 0 0 199 6000028
0 197 3 464 0
4:15 PM 0 2 0 0
0 2 7 250 0 04:00 PM 0 2 0 3 0 0 0
UT LT TH RT UT LT
Rolling
One HourEastboundWestboundNorthboundSouthbound
UT LT TH RT
Interval
Start
Hibdon Ct Driveway College Ave College Ave 15-min
TotalUTLTTHRT
Date: 12/07/2022
Peak Hour Count Period: 4:00 PM 6:00 PM
SB 5.0%0.94
TOTAL 4.1%0.98
TH RT
WB 0.0%0.25
NB 3.5%0.98
Peak Hour: 4:15 PM 5:15 PM
HV %:PHF
EB 0.0%0.63
0
0
0
0 1 1
020
0
0
0
0
0
7 4
N
College Ave
Hibdon Ct
Driveway
Co
l
l
e
g
e
A
v
e
Hibdon Ct
Co
l
l
e
g
e
A
v
e
1,943TEV:
0.98PHF:
15 82
8
1
84
6
1,
0
6
2
2
1
0
0
1
10
0
1,
0
5
4
25
1,
0
8
1
84
0
2
10
0
5
15
40 0
Garrett Strang
720-646-1008 garrett.strang@idax.com
www.idaxdata.com
Two-Hour Count Summaries - Heavy Vehicles
Two-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any.
1 0
0 0 0
1 0 0
0 0 0
0 0 0
000 0 0 0
000 0 0 0
0000
0
0
0
00
0
THLT
00000000
0
00
0
0
0 0 0
0 0 0
0
THLT
4011002
4 00020
0 0
0 0
Peak Hour
1 1Count Total
0
100000000
0 2
5:45 PM
0 0 0 0
3
5:30 PM
0000000
1 4
5:15 PM
0 0 0
0 0 0
0 0 0
0 0 0
3
5:00 PM
1001
1 0
4:45 PM
0 0 0 0
0
4:30 PM
10000014:15 PM 0
0 0
0 0 0
0 04:00 PM
RT
80 0
Interval
Start
Hibdon Ct Driveway College Ave College Ave 15-min
Total
Rolling
One Hour
37 0 0 0 42 0000001
RTTHLT RTTHLTRT
0 81 0 163 0
Peak Hour 0 0 0 0
0 0 2 80 0 0Count Total 0 0 0 0 0 0 0
7 58200050000000
0 10 0 23 72
5:45 PM 0 0 0 0
0 0 0 13 0 0
18 73
5:30 PM 0 0 0 0 0 0 0
7 0 0 0 11 0000000
0 6 0 10 80
5:15 PM 0 0 0 0
0 0 0 4 0 0
21 105
5:00 PM 0 0 0 0 0 0 0
7 0 0 0 14 0000000
0 11 0 24 0
4:45 PM 0 0 0 0
0 0 0 13 0 0
25 0
4:30 PM 0 0 0 0 0 0 0
13 0 0 0 11 0000001
0 13 0 35 0
4:15 PM 0 0 0 0
0 0 1 21 0 0
TH RT
4:00 PM 0 0 0 0 0 0 0
UT LT TH RT UT LT
Northbound Southbound
UT LT TH RT UT LT TH RT
Interval
Start
Hibdon Ct Driveway College Ave College Ave 15-min
Total
Rolling
One HourEastboundWestbound
SouthboundNorthboundWestboundEastbound
Garrett Strang
720-646-1008 garrett.strang@idax.com
www.idaxdata.com
to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.
Total
1
0
1
1
1
1
0
1
6
30000003
6 0
Peak Hr 4 5 0 3 12 0 0
1 0 2 7 0 0Count Total 9 7 0 4 20 4
0 1 04000408:45 AM 0 0 0 0 0
0 0 0 0 0 0
0
8:30 AM 3 2 0 0 5 0 0 0
0 0 0 0 0 1
1 0
8:15 AM 1 2 0 2 5 0 0
0 0 0 0 0 0
0 1 0
8:00 AM 0 0 0 1 1 0
0 0 0 0 0 0
0 1 0
0
7:30 AM 1 0 0 0 1 0 0 0
0 0 1 0 0 0
0 3 0
EB WB NB SB Total East
7:45 AM 0 1 0 0 1
2 2 0
---HV%-0%3%--
1 0
7:15 AM 2 1 0 1 4 0 1
0 0 0 0 0 0
West North South
7:00 AM 2 1 0
0
0 0 0 0 5 000012710
0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg)
EB WB NB SB Total
--20%-100%4%-3%100%
Peak
Hour
All 0 1 136
1 0 0 0 0 0
0 1 0 2 12 0410000
2 272 0
HV 0 0 4 0 0
Count Total 0 1 238 0 1 0 211 6 0 3 461 0
50 2520000001023000
1 0 0 78 272
8:45 AM 0 0 26 0
0 0 0 0 0 0
58 254
8:30 AM 0 0 53 0 0 0 24
0 0 0 0 0 20024000
2 0 0 66 240
8:15 AM 0 0 32 0
0 0 0 0 0 0
70 209
8:00 AM 0 0 24 0 0 0 40
0 0 0 2 0 00039100
0 0 0 60 0
7:45 AM 0 1 27 0
0 0 0 0 0 0
44 0
7:30 AM 0 0 33 0 0 0 27
0 0 0 1 0 10020000
0 0 0 35 0
7:15 AM 0 0 22 0
0 0 0 0 0 07:00 AM 0 0 21 0 0 0 14
Rolling
One HourEastboundWestboundNorthboundSouthbound
UT LT TH RT
Interval
Start
Hickory St Hickory St N/A Mason St 15-min
TotalUTLTTHRT
SB 42.9%0.88
TOTAL 4.4%0.87
TH RTUTLTTHRTUTLT
WB 3.9%0.80
NB --
Peak Hour: 7:45 AM 8:45 AM
HV %:PHF
EB 2.9%0.65
Date: 12/07/2022
Peak Hour Count Period: 7:00 AM 9:00 AM
0
0
0 0
0
0
3
0
0 0
N
Mason St
Hickory St
Hickory St
Ma
s
o
n
S
t
Hickory St
272TEV:
0.87PHF:
2 5
7 2
0
1
127 128
141
0
136
1137
129 0
Garrett Strang
720-646-1008 garrett.strang@idax.com
www.idaxdata.com
Two-Hour Count Summaries - Heavy Vehicles
Two-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any.
0 0 0000000Peak Hour 0 0 0 0 0
0 0 0 2 7 0Count Total 3 1 0 0 1 0 0 0
4000004
0 0
8:45 AM 3 1 0 0 0 0 0
0 0 0 0 0 0
0 0 2
8:30 AM 0 0 0 0 0 0
0 0 0 0 0 08:15 AM 0 0 0 0 0
0 0 0 0 0 3
3
8:00 AM 0 0 0 0 0 0 0 0
0 0 0 0 0 0
2 0
7:45 AM 0 0 0 0 0 0 0
0 0 0 0 0 2
0 1 0
7:30 AM 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0 0
7:15 AM 0 0 0 0 1
0 0 0 0 0 0
TH RT LT TH RT
7:00 AM 0 0 0 0
Westbound Northbound Southbound
LT TH RT LT TH RT LT
12 0
Interval
Start
Hickory St Hickory St N/A Mason St 15-min
Total
Rolling
One HourEastbound
0 0 0 1 0 2004100
1 0 3 20 0
Peak Hour 0 0 4 0
1 0 0 0 0 0Count Total 0 0 9 0 0 0 6
0 11000000000000
0 0 0 5 12
8:45 AM 0 0 0 0
0 0 0 0 0 0
5 8
8:30 AM 0 0 3 0 0 0 2
0 0 0 0 0 2002000
1 0 0 1 7
8:15 AM 0 0 1 0
0 0 0 0 0 0
1 9
8:00 AM 0 0 0 0 0 0 0
0 0 0 0 0 0000100
0 0 0 1 0
7:45 AM 0 0 0 0
0 0 0 0 0 0
4 0
7:30 AM 0 0 1 0 0 0 0
0 0 0 0 0 1001000
0 0 0 3 0
7:15 AM 0 0 2 0
0 0 0 0 0 0
TH RT
7:00 AM 0 0 2 0 0 0 1
UT LT TH RT UT LT
Northbound Southbound
UT LT TH RT UT LT TH RT
Interval
Start
Hickory St Hickory St N/A Mason St 15-min
Total
Rolling
One HourEastboundWestbound
Garrett Strang
720-646-1008 garrett.strang@idax.com
www.idaxdata.com
to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.
Total
0
2
1
1
1
0
7
2
14
31025101
3 1
Peak Hr 3 3 0 0 6 3 0
1 0 2 9 10 0Count Total 5 3 0 2 10 6
0 0 00100125:45 PM 0 0 0 0 0
0 2 6 0 1 0
0
5:30 PM 0 0 0 0 0 2 0 0
0 1 1 0 0 0
1 0
5:15 PM 1 1 0 0 2 0 0
0 0 0 0 0 0
0 0 0
5:00 PM 0 0 0 0 0 0
1 0 0 0 1 1
0 0 1
0
4:30 PM 1 1 0 0 2 2 0 0
0 0 1 1 0 1
2 4 0
EB WB NB SB Total East
4:45 PM 1 1 0 0 2
1 3 0
---HV%-0%2%-0%
0 0
4:15 PM 0 0 0 0 0 1 0
0 0 0 0 0 0
West North South
4:00 PM 2 0 0
0
0 0 0 0 11 0010142100
0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg)
EB WB NB SB Total
--0%-0%2%-2%0%
Peak
Hour
All 0 1 167
18 0 0 0 0 0
0 0 0 0 6 0300000
2 334 0
HV 0 0 3 0 0
Count Total 0 3 272 0 1 0 294 19 0 6 613 0
62 2810001010037100
2 0 0 55 310
5:45 PM 0 0 22 0
2 0 0 0 0 0
85 334
5:30 PM 0 0 19 0 0 0 32
0 0 0 1 0 01039000
3 0 0 79 321
5:15 PM 0 0 44 0
2 0 0 0 0 0
91 332
5:00 PM 0 0 45 0 0 0 29
0 0 0 2 0 20038600
5 0 0 79 0
4:45 PM 0 0 43 0
2 0 0 0 0 0
72 0
4:30 PM 0 1 35 0 0 0 36
0 0 0 4 0 20040200
1 0 1 90 0
4:15 PM 0 0 24 0
3 0 0 0 0 04:00 PM 0 2 40 0 0 0 43
Rolling
One HourEastboundWestboundNorthboundSouthbound
UT LT TH RT
Interval
Start
Hickory St Hickory St N/A Mason St 15-min
TotalUTLTTHRT
SB 0.0%0.65
TOTAL 1.8%0.92
TH RTUTLTTHRTUTLT
WB 2.0%0.87
NB --
Peak Hour: 4:30 PM 5:30 PM
HV %:PHF
EB 1.8%0.93
Date: 12/07/2022
Peak Hour Count Period: 4:00 PM 6:00 PM
2
1
2 0
0
0
1
1
0 1
N
Mason St
Hickory St
Hickory St
Ma
s
o
n
S
t
Hickory St
334TEV:
0.92PHF:
2 11
13 11
0
10
142 153
179
1
167
1168
144 0
Garrett Strang
720-646-1008 garrett.strang@idax.com
www.idaxdata.com
Two-Hour Count Summaries - Heavy Vehicles
Two-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any.
2 5 0000000Peak Hour 1 2 0 0 0
0 0 0 2 9 0Count Total 1 5 0 0 1 0 0 0
4000001
2 4
5:45 PM 0 0 0 0 1 0 0
0 0 0 0 0 0
1 1 5
5:30 PM 0 2 0 0 0 0
0 0 0 0 0 05:15 PM 0 0 0 0 0
0 0 0 0 0 5
5
5:00 PM 0 0 0 0 0 0 0 0
0 0 0 0 0 1
3 0
4:45 PM 1 0 0 0 0 0 0
0 0 0 0 0 1
0 1 0
4:30 PM 0 2 0 0 0 0
0 0 0 0 0 0
0 0 0 0
4:15 PM 0 1 0 0 0
0 0 0 0 0 0
TH RT LT TH RT
4:00 PM 0 0 0 0
Westbound Northbound Southbound
LT TH RT LT TH RT LT
6 0
Interval
Start
Hickory St Hickory St N/A Mason St 15-min
Total
Rolling
One HourEastbound
0 0 0 0 0 0003000
1 0 1 10 0
Peak Hour 0 0 3 0
0 0 0 0 0 0Count Total 0 0 5 0 0 0 3
0 2000000000000
0 0 0 0 4
5:45 PM 0 0 0 0
0 0 0 0 0 0
2 6
5:30 PM 0 0 0 0 0 0 0
0 0 0 0 0 0001000
0 0 0 0 4
5:15 PM 0 0 1 0
0 0 0 0 0 0
2 8
5:00 PM 0 0 0 0 0 0 0
0 0 0 0 0 0001000
0 0 0 2 0
4:45 PM 0 0 1 0
0 0 0 0 0 0
0 0
4:30 PM 0 0 1 0 0 0 1
0 0 0 0 0 0000000
1 0 1 4 0
4:15 PM 0 0 0 0
0 0 0 0 0 0
TH RT
4:00 PM 0 0 2 0 0 0 0
UT LT TH RT UT LT
Northbound Southbound
UT LT TH RT UT LT TH RT
Interval
Start
Hickory St Hickory St N/A Mason St 15-min
Total
Rolling
One HourEastboundWestbound
Garrett Strang
720-646-1008 garrett.strang@idax.com
www.idaxdata.com
to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.
Total
0
2
0
0
1
5
4
4
16
60000222
2 0
Peak Hr 3 0 52 62 117 0 0
0 0 0 1 4 10Count Total 10 0 107 117 234 1
4 0 01000108:45 AM 0 0 8 21 29
0 0 2 2 0 0
0
8:30 AM 3 0 18 17 38 0 0 0
0 0 0 2 1 2
0 0
8:15 AM 1 0 18 17 36 0 0
0 0 0 0 0 1
0 0 0
8:00 AM 1 0 7 20 28 0
0 0 0 0 0 0
0 0 0
0
7:30 AM 1 0 14 11 26 0 0 0
0 0 0 0 2 0
14 28 0
EB WB NB SB Total East
7:45 AM 0 0 13 14 27
0 0 0
0%2%10%HV%-0%-3%-
0 0
7:15 AM 2 0 17 3 22 0 0
0 0 0 0 0 0
West North South
7:00 AM 2 0 12
0
85 512 0 0 0 8099100001
0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg)
EB WB NB SB Total
---8%0%7%---
Peak
Hour
All 0 25 0
0 2 141 940 0 0
0 0 62 0 117 00002500
50 1,573 0
HV 0 0 0 3 0
Count Total 0 53 0 186 0 0 0 0 1,468 88 2,878 0
370 1,467138000179130000012
0 183 8 384 1,563
8:45 AM 0 6 0 22
0 1 21 117 0 0
384 1,573
8:30 AM 0 15 0 39 0 0 0
136 0 0 0 197 70000015
0 143 17 329 1,505
8:15 AM 0 6 0 23
0 0 22 122 0 0
466 1,411
8:00 AM 0 6 0 19 0 0 0
138 0 0 0 254 130000132
0 215 13 394 0
7:45 AM 0 8 0 20
0 0 16 116 0 0
316 0
7:30 AM 0 5 0 29 0 0 0
98 0 0 0 172 100000015
0 125 7 235 0
7:15 AM 0 4 0 17
0 0 8 75 0 07:00 AM 0 3 0 17 0 0 0
Rolling
One HourEastboundWestboundNorthboundSouthbound
UT LT TH RT
Interval
Start
Hickory St N/A College Ave College Ave 15-min
TotalUTLTTHRT
SB 7.2%0.80
TOTAL 7.4%0.84
TH RTUTLTTHRTUTLT
WB --
NB 8.7%0.87
Peak Hour: 7:30 AM 8:30 AM
HV %:PHF
EB 2.6%0.85
Date: 12/07/2022
Peak Hour Count Period: 7:00 AM 9:00 AM
0
0
0 0
00
2
0
2 2
N
College Ave
Hickory St
Co
l
l
e
g
e
A
v
e
Co
l
l
e
g
e
A
v
e
Hickory St
1,573TEV:
0.84PHF:
50 80
9
85
9
53
7
0
51
285
59
8
90
1
1
91
25116
135 0
Garrett Strang
720-646-1008 garrett.strang@idax.com
www.idaxdata.com
Two-Hour Count Summaries - Heavy Vehicles
Two-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any.
0 0 0000000Peak Hour 0 0 0 0 0
0 0 0 0 1 0Count Total 1 0 0 0 0 0 0 0
1000001
0 0
8:45 AM 1 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0
8:30 AM 0 0 0 0 0 0
0 0 0 0 0 08:15 AM 0 0 0 0 0
0 0 0 0 0 0
0
8:00 AM 0 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0
7:45 AM 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0
7:30 AM 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0 0
7:15 AM 0 0 0 0 0
0 0 0 0 0 0
TH RT LT TH RT
7:00 AM 0 0 0 0
Westbound Northbound Southbound
LT TH RT LT TH RT LT
117 0
Interval
Start
Hickory St N/A College Ave College Ave 15-min
Total
Rolling
One HourEastbound
50 0 0 0 62 0000002
0 116 1 234 0
Peak Hour 0 0 0 3
0 0 6 101 0 0Count Total 0 2 0 8 0 0 0
29 1318000210000000
0 17 0 38 129
8:45 AM 0 0 0 0
0 0 3 15 0 0
36 117
8:30 AM 0 1 0 2 0 0 0
16 0 0 0 17 0000002
0 20 0 28 103
8:15 AM 0 0 0 1
0 0 0 7 0 0
27 103
8:00 AM 0 0 0 1 0 0 0
13 0 0 0 14 0000000
0 11 0 26 0
7:45 AM 0 0 0 0
0 0 0 14 0 0
22 0
7:30 AM 0 0 0 1 0 0 0
16 0 0 0 3 0000001
0 13 1 28 0
7:15 AM 0 1 0 1
0 0 0 12 0 0
TH RT
7:00 AM 0 0 0 2 0 0 0
UT LT TH RT UT LT
Northbound Southbound
UT LT TH RT UT LT TH RT
Interval
Start
Hickory St N/A College Ave College Ave 15-min
Total
Rolling
One HourEastboundWestbound
Garrett Strang
720-646-1008 garrett.strang@idax.com
www.idaxdata.com
to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.
Total
6
3
4
1
8
3
2
0
27
140011590
4 0
Peak Hr 5 0 58 49 112 0 0
0 0 1 1 8 15Count Total 6 0 87 80 173 0
0 0 00000005:45 PM 0 0 2 5 7
0 0 0 1 1 0
0
5:30 PM 0 0 13 11 24 0 0 0
0 0 0 2 1 0
3 0
5:15 PM 1 0 9 8 18 0 0
0 0 0 0 1 4
1 0 0
5:00 PM 0 0 5 7 12 0
0 0 0 0 0 0
1 0 0
0
4:30 PM 1 0 12 13 26 0 0 0
0 0 0 2 1 0
13 38 0
EB WB NB SB Total East
4:45 PM 1 0 9 13 23
1 1 3
0%3%5%HV%-2%-4%-
0 0
4:15 PM 0 0 15 10 25 0 0
0 0 0 0 0 6
West North South
4:00 PM 3 0 22
0
114 1,048 0 2 0 7919700003
0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg)
EB WB NB SB Total
-0%-6%0%5%---
Peak
Hour
All 0 66 0
0 9 224 2,008 0 3
0 0 49 0 112 00003550
54 2,175 0
HV 0 1 0 4 0
Count Total 0 113 0 198 0 0 0 0 1,524 103 4,182 0
441 2,00721700016190000130
0 193 15 503 2,125
5:45 PM 0 4 0 19
0 1 23 245 0 0
540 2,171
5:30 PM 0 14 0 12 0 0 0
246 0 0 0 198 140000230
0 181 11 523 2,158
5:15 PM 0 17 0 33
0 2 27 252 0 1
559 2,175
5:00 PM 0 12 0 37 0 0 0
247 0 0 0 220 100000229
0 201 15 549 0
4:45 PM 0 20 0 31
0 0 25 269 0 0
527 0
4:30 PM 0 14 0 25 0 0 0
266 0 0 0 188 130000027
0 182 16 540 0
4:15 PM 0 20 0 13
0 1 33 266 0 24:00 PM 0 12 0 28 0 0 0
Rolling
One HourEastboundWestboundNorthboundSouthbound
UT LT TH RT
Interval
Start
Hickory St N/A College Ave College Ave 15-min
TotalUTLTTHRT
SB 5.8%0.92
TOTAL 5.1%0.97
TH RTUTLTTHRTUTLT
WB --
NB 5.0%0.97
Peak Hour: 4:00 PM 5:00 PM
HV %:PHF
EB 3.1%0.80
Date: 12/07/2022
Peak Hour Count Period: 4:00 PM 6:00 PM
0
0
0 1
00
0
0
9 5
N
College Ave
Hickory St
Co
l
l
e
g
e
A
v
e
Co
l
l
e
g
e
A
v
e
Hickory St
2,175TEV:
0.97PHF:
54 79
1
84
7
1,
1
1
6
2
1,
0
4
8
11
4
1,
1
6
5
89
1
3
97
66163
168 0
Garrett Strang
720-646-1008 garrett.strang@idax.com
www.idaxdata.com
Two-Hour Count Summaries - Heavy Vehicles
Two-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any.
0 1 0000001Peak Hour 0 0 0 0 0
0 0 1 0 1 0Count Total 0 0 0 0 0 0 0 0
0000000
0 0
5:45 PM 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0 1
5:30 PM 0 0 0 0 0 0
0 0 0 0 0 05:15 PM 0 0 0 0 0
0 0 0 0 0 1
1
5:00 PM 0 0 0 0 0 0 0 0
0 0 0 0 0 0
1 0
4:45 PM 0 0 0 0 0 0 0
0 0 0 0 1 0
0 0 0
4:30 PM 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0 0
4:15 PM 0 0 0 0 0
0 0 0 0 0 0
TH RT LT TH RT
4:00 PM 0 0 0 0
Westbound Northbound Southbound
LT TH RT LT TH RT LT
112 0
Interval
Start
Hickory St N/A College Ave College Ave 15-min
Total
Rolling
One HourEastbound
55 0 0 0 49 0000003
0 79 1 173 0
Peak Hour 0 1 0 4
0 0 5 82 0 0Count Total 0 1 0 5 0 0 0
7 61200050000000
0 11 0 24 77
5:45 PM 0 0 0 0
0 0 1 12 0 0
18 79
5:30 PM 0 0 0 0 0 0 0
8 0 0 0 7 1000001
0 7 0 12 86
5:15 PM 0 0 0 1
0 0 0 5 0 0
23 112
5:00 PM 0 0 0 0 0 0 0
8 0 0 0 13 0000001
0 13 0 26 0
4:45 PM 0 0 0 1
0 0 1 11 0 0
25 0
4:30 PM 0 1 0 0 0 0 0
14 0 0 0 10 0000001
0 13 0 38 0
4:15 PM 0 0 0 0
0 0 0 22 0 0
TH RT
4:00 PM 0 0 0 3 0 0 0
UT LT TH RT UT LT
Northbound Southbound
UT LT TH RT UT LT TH RT
Interval
Start
Hickory St N/A College Ave College Ave 15-min
Total
Rolling
One HourEastboundWestbound
Garrett Strang
720-646-1008 garrett.strang@idax.com
Fort Collins Rescue Mission Traffic Impact Study
(FT #22099)
Fox Tuttle Transportation Group, LLC October 25, 2023
Intersection Capacity Worksheets:
2022 Existing
HCM 6th TWSC 1: Mason St & Hibdon Ct
12/21/2022 2022 Existing - AM Peak Hour
Denver Rescue Mission - Fort Collins Traffic Impact Study Synchro 11 Report
Fox Tuttle Transportation Group Page 1
Intersection
Int Delay, s/veh 4.4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 2 01100
Future Vol, veh/h 2 01100
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 25 25 25 25 92 92
Heavy Vehicles, % 100 100 0022
Mvmt Flow 8 04400
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 7 60080
Stage 1 6 -----
Stage 2 1 -----
Critical Hdwy 7.4 7.2 - - 4.12 -
Critical Hdwy Stg 1 6.4 -----
Critical Hdwy Stg 2 6.4 -----
Follow-up Hdwy 4.4 4.2 - - 2.218 -
Pot Cap-1 Maneuver 810 850 - - 1612 -
Stage 1 812 -----
Stage 2 817 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 810 850 - - 1612 -
Mov Cap-2 Maneuver 810 -----
Stage 1 812 -----
Stage 2 817 -----
Approach WB NB SB
HCM Control Delay, s 9.5 0 0
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 810 1612 -
HCM Lane V/C Ratio - - 0.01 - -
HCM Control Delay (s) - - 9.5 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - 0 0 -
HCM 6th TWSC 2: North College Ave & Hibdon Ct
12/21/2022 2022 Existing - AM Peak Hour
Denver Rescue Mission - Fort Collins Traffic Impact Study Synchro 11 Report
Fox Tuttle Transportation Group Page 2
Intersection
Int Delay, s/veh 0.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 4 1700014514008669
Future Vol, veh/h 4 1700014514008669
Conflicting Peds, #/hr 0 00000400004
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length ------97-----
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 75 75 75 25 25 25 90 90 90 80 80 80
Heavy Vehicles, % 25 25 25 000999888
Mvmt Flow 5 1900016571001083 11
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1411 1696 551 1098 0 - - - 0
Stage 1 1093 1093 -------
Stage 2 318 603 -------
Critical Hdwy 7.3 7 7.4 4.28 -----
Critical Hdwy Stg 1 6.3 6 -------
Critical Hdwy Stg 2 6.3 6 -------
Follow-up Hdwy 3.75 4.25 3.55 2.29 -----
Pot Cap-1 Maneuver 105 72 423 592 - 0 0 - -
Stage 1 237 244 - - - 0 0 - -
Stage 2 646 433 - - - 0 0 - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 101 0 421 590 -----
Mov Cap-2 Maneuver 101 0 -------
Stage 1 230 0 -------
Stage 2 643 0 -------
Approach EB NB SB
HCM Control Delay, s 25 0.3 0
HCM LOS D
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 590 - 196 - -
HCM Lane V/C Ratio 0.026 - 0.082 - -
HCM Control Delay (s) 11.3 - 25 - -
HCM Lane LOS B - D - -
HCM 95th %tile Q(veh) 0.1 - 0.3 - -
HCM 6th TWSC 3: Hickory St & Mason St
12/21/2022 2022 Existing - AM Peak Hour
Denver Rescue Mission - Fort Collins Traffic Impact Study Synchro 11 Report
Fox Tuttle Transportation Group Page 3
Intersection
Int Delay, s/veh 0.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 1 136 127 1 5 2
Future Vol, veh/h 1 136 127 1 5 2
Conflicting Peds, #/hr 3 00300
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 65 65 80 80 88 88
Heavy Vehicles, % 3 3 4 4 43 43
Mvmt Flow 2 209 159 1 6 2
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 163 0 - 0 376 163
Stage 1 - - - - 163 -
Stage 2 - - - - 213 -
Critical Hdwy 4.13 - - - 6.83 6.63
Critical Hdwy Stg 1 - - - - 5.83 -
Critical Hdwy Stg 2 - - - - 5.83 -
Follow-up Hdwy 2.227 - - - 3.887 3.687
Pot Cap-1 Maneuver 1410 - - - 552 785
Stage 1 - - - - 776 -
Stage 2 - - - - 734 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1406 - - - 548 783
Mov Cap-2 Maneuver - - - - 548 -
Stage 1 - - - - 772 -
Stage 2 - - - - 732 -
Approach EB WB SB
HCM Control Delay, s 0.1 0 11.1
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1406 - - - 599
HCM Lane V/C Ratio 0.001 - - - 0.013
HCM Control Delay (s) 7.6 0 - - 11.1
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0
Timings 4: North College Ave & Hickory St
12/21/2022 2022 Existing - AM Peak Hour
Denver Rescue Mission - Fort Collins Traffic Impact Study Synchro 11 Report
Fox Tuttle Transportation Group Page 4
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 25 91 86 512 809 50
Future Volume (vph) 25 91 86 512 809 50
Turn Type Prot Perm Perm NA NA Perm
Protected Phases 4 6 2
Permitted Phases 4 6 2
Detector Phase 446622
Switch Phase
Minimum Initial (s) 7.0 7.0 10.0 10.0 10.0 10.0
Minimum Split (s) 25.5 25.5 24.5 24.5 24.5 24.5
Total Split (s) 30.0 30.0 50.0 50.0 50.0 50.0
Total Split (%) 37.5% 37.5% 62.5% 62.5% 62.5% 62.5%
Yellow Time (s) 3.5 3.5 4.5 4.5 4.5 4.5
All-Red Time (s) 2.0 2.0 3.0 3.0 3.0 3.0
Lost Time Adjust (s) -1.0 0.0 -1.0 -1.0 -1.0 -1.0
Total Lost Time (s) 4.5 5.5 6.5 6.5 6.5 6.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None C-Max C-Max C-Max C-Max
Act Effct Green (s) 10.8 9.8 62.0 62.0 62.0 62.0
Actuated g/C Ratio 0.14 0.12 0.78 0.78 0.78 0.78
v/c Ratio 0.12 0.39 0.27 0.23 0.39 0.05
Control Delay 29.0 13.2 7.5 4.2 5.1 2.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 29.0 13.2 7.5 4.2 5.1 2.0
LOS CBAAAA
Approach Delay 16.6 4.7 4.9
Approach LOS B A A
Intersection Summary
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 47 (59%), Referenced to phase 2:SBT and 6:NBTL, Start of Red
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.39
Intersection Signal Delay: 5.7 Intersection LOS: A
Intersection Capacity Utilization 51.1% ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 4: North College Ave & Hickory St
Queues 4: North College Ave & Hickory St
12/21/2022 2022 Existing - AM Peak Hour
Denver Rescue Mission - Fort Collins Traffic Impact Study Synchro 11 Report
Fox Tuttle Transportation Group Page 5
Lane Group EBL EBR NBL NBT SBT SBR
Lane Group Flow (vph) 29 107 99 589 1011 63
v/c Ratio 0.12 0.39 0.27 0.23 0.39 0.05
Control Delay 29.0 13.2 7.5 4.2 5.1 2.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 29.0 13.2 7.5 4.2 5.1 2.0
Queue Length 50th (ft) 14 8 11 34 68 1
Queue Length 95th (ft) 29 39 53 91 153 12
Internal Link Dist (ft) 250 150 860
Turn Bay Length (ft) 98 125 95
Base Capacity (vph) 558 543 369 2565 2613 1152
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.05 0.20 0.27 0.23 0.39 0.05
Intersection Summary
HCM 6th Signalized Intersection Summary 4: North College Ave & Hickory St
12/21/2022 2022 Existing - AM Peak Hour
Denver Rescue Mission - Fort Collins Traffic Impact Study Synchro 11 Report
Fox Tuttle Transportation Group Page 6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 25 91 86 512 809 50
Future Volume (veh/h) 25 91 86 512 809 50
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1767 1767 1796 1796
Adj Flow Rate, veh/h 29 107 99 589 1011 62
Peak Hour Factor 0.85 0.85 0.87 0.87 0.80 0.80
Percent Heavy Veh, %339977
Cap, veh/h 183 143 416 2547 2590 1154
Arrive On Green 0.10 0.09 0.76 0.76 0.76 0.76
Sat Flow, veh/h 1767 1572 497 3445 3503 1520
Grp Volume(v), veh/h 29 107 99 589 1011 62
Grp Sat Flow(s),veh/h/ln 1767 1572 497 1678 1706 1520
Q Serve(g_s), s 1.2 5.3 6.8 4.1 8.1 0.8
Cycle Q Clear(g_c), s 1.2 5.3 14.9 4.1 8.1 0.8
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 183 143 416 2547 2590 1154
V/C Ratio(X) 0.16 0.75 0.24 0.23 0.39 0.05
Avail Cap(c_a), veh/h 563 482 416 2547 2590 1154
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 32.7 35.5 5.9 2.8 3.3 2.4
Incr Delay (d2), s/veh 0.4 7.5 1.3 0.2 0.4 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.5 2.3 0.7 0.8 1.6 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.1 43.0 7.2 3.0 3.7 2.5
LnGrp LOS C D AAAA
Approach Vol, veh/h 136 688 1073
Approach Delay, s/veh 40.9 3.6 3.7
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 67.2 12.8 67.2
Change Period (Y+Rc), s 7.5 5.5 7.5
Max Green Setting (Gmax), s 42.5 24.5 42.5
Max Q Clear Time (g_c+I1), s 10.1 7.3 16.9
Green Ext Time (p_c), s 4.8 0.4 3.6
Intersection Summary
HCM 6th Ctrl Delay 6.3
HCM 6th LOS A
HCM 6th TWSC 1: Mason St & Hibdon Ct
12/21/2022 2022 Existing - PM Peak Hour
Denver Rescue Mission - Fort Collins Traffic Impact Study Synchro 11 Report
Fox Tuttle Transportation Group Page 1
Intersection
Int Delay, s/veh 5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 12 60734
Future Vol, veh/h 12 60734
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 75 75 58 58 44 44
Heavy Vehicles, % 11 11 0 0 14 14
Mvmt Flow 16 8 0 12 7 9
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 29 6 0 0 12 0
Stage 1 6 -----
Stage 2 23 -----
Critical Hdwy 6.51 6.31 - - 4.24 -
Critical Hdwy Stg 1 5.51 -----
Critical Hdwy Stg 2 5.51 -----
Follow-up Hdwy 3.599 3.399 - - 2.326 -
Pot Cap-1 Maneuver 963 1051 - - 1532 -
Stage 1 994 -----
Stage 2 977 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 958 1051 - - 1532 -
Mov Cap-2 Maneuver 958 -----
Stage 1 994 -----
Stage 2 972 -----
Approach WB NB SB
HCM Control Delay, s 8.7 0 3.2
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 987 1532 -
HCM Lane V/C Ratio - - 0.024 0.004 -
HCM Control Delay (s) - - 8.7 7.4 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0.1 0 -
HCM 6th TWSC 2: North College Ave & Hibdon Ct
12/21/2022 2022 Existing - PM Peak Hour
Denver Rescue Mission - Fort Collins Traffic Impact Study Synchro 11 Report
Fox Tuttle Transportation Group Page 2
Intersection
Int Delay, s/veh 0.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 5 0 10 0 0 1 27 1054 0 3 828 15
Future Vol, veh/h 5 0 10 0 0 1 27 1054 0 3 828 15
Conflicting Peds, #/hr 0 00000704407
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length ------97-----
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 63 63 63 25 25 25 98 98 98 94 94 94
Heavy Vehicles, % 0 00000444555
Mvmt Flow 8 0 16 0 0 4 28 1076 0 3 881 16
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1496 2038 456 904 0 - 1080 0 0
Stage 1 902 902 -------
Stage 2 594 1136 -------
Critical Hdwy 6.8 6.5 6.9 4.18 - - 4.2 - -
Critical Hdwy Stg 1 5.8 5.5 -------
Critical Hdwy Stg 2 5.8 5.5 -------
Follow-up Hdwy 3.5 4 3.3 2.24 - - 2.25 - -
Pot Cap-1 Maneuver 116 57 557 736 - 0 624 - -
Stage 1 361 359 - - - 0 - - -
Stage 2 520 279 - - - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 109 0 553 731 - - 624 - -
Mov Cap-2 Maneuver 109 0 -------
Stage 1 345 0 -------
Stage 2 511 0 -------
Approach EB NB SB
HCM Control Delay, s 22 0.3 0
HCM LOS C
Minor Lane/Major Mvmt NBL NBTEBLn1 SBL SBT SBR
Capacity (veh/h) 731 - 235 624 - -
HCM Lane V/C Ratio 0.038 - 0.101 0.005 - -
HCM Control Delay (s) 10.1 - 22 10.8 - -
HCM Lane LOS B - C B - -
HCM 95th %tile Q(veh) 0.1 - 0.3 0 - -
HCM 6th TWSC 3: Hickory St & Mason St
12/21/2022 2022 Existing - PM Peak Hour
Denver Rescue Mission - Fort Collins Traffic Impact Study Synchro 11 Report
Fox Tuttle Transportation Group Page 3
Intersection
Int Delay, s/veh 0.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 1 167 142 10 11 2
Future Vol, veh/h 1 167 142 10 11 2
Conflicting Peds, #/hr 1 00110
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 93 93 87 87 65 65
Heavy Vehicles, % 2 22200
Mvmt Flow 1 180 163 11 17 3
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 175 0 - 0 353 170
Stage 1 - - - - 170 -
Stage 2 - - - - 183 -
Critical Hdwy 4.12 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.218 - - - 3.5 3.3
Pot Cap-1 Maneuver 1401 - - - 649 879
Stage 1 - - - - 865 -
Stage 2 - - - - 853 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1400 - - - 647 878
Mov Cap-2 Maneuver - - - - 647 -
Stage 1 - - - - 863 -
Stage 2 - - - - 852 -
Approach EB WB SB
HCM Control Delay, s 0 0 10.5
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1400 - - - 674
HCM Lane V/C Ratio 0.001 - - - 0.03
HCM Control Delay (s) 7.6 0 - - 10.5
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.1
Timings 4: North College Ave & Hickory St
12/21/2022 2022 Existing - PM Peak Hour
Denver Rescue Mission - Fort Collins Traffic Impact Study Synchro 11 Report
Fox Tuttle Transportation Group Page 4
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 66 97 117 1048 791 54
Future Volume (vph) 66 97 117 1048 791 54
Turn Type Prot Perm Perm NA NA Perm
Protected Phases 4 2 6
Permitted Phases 4 2 6
Detector Phase 442266
Switch Phase
Minimum Initial (s) 7.0 7.0 10.0 10.0 10.0 10.0
Minimum Split (s) 25.5 25.5 24.5 24.5 24.5 24.5
Total Split (s) 31.0 31.0 74.0 74.0 74.0 74.0
Total Split (%) 29.5% 29.5% 70.5% 70.5% 70.5% 70.5%
Yellow Time (s) 3.5 3.5 4.5 4.5 4.5 4.5
All-Red Time (s) 2.0 2.0 3.0 3.0 3.0 3.0
Lost Time Adjust (s) -1.0 0.0 -1.0 -1.0 -1.0 -1.0
Total Lost Time (s) 4.5 5.5 6.5 6.5 6.5 6.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None C-Max C-Max C-Max C-Max
Act Effct Green (s) 12.6 11.6 81.4 81.4 81.4 81.4
Actuated g/C Ratio 0.12 0.11 0.78 0.78 0.78 0.78
v/c Ratio 0.40 0.43 0.27 0.41 0.33 0.05
Control Delay 46.7 12.2 6.0 4.9 4.4 1.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 46.7 12.2 6.0 4.9 4.4 1.3
LOS DBAAAA
Approach Delay 26.2 5.0 4.2
Approach LOS C A A
Intersection Summary
Cycle Length: 105
Actuated Cycle Length: 105
Offset: 64 (61%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.43
Intersection Signal Delay: 6.5 Intersection LOS: A
Intersection Capacity Utilization 50.6% ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 4: North College Ave & Hickory St
Queues 4: North College Ave & Hickory St
12/21/2022 2022 Existing - PM Peak Hour
Denver Rescue Mission - Fort Collins Traffic Impact Study Synchro 11 Report
Fox Tuttle Transportation Group Page 5
Lane Group EBL EBR NBL NBT SBT SBR
Lane Group Flow (vph) 83 121 121 1080 860 59
v/c Ratio 0.40 0.43 0.27 0.41 0.33 0.05
Control Delay 46.7 12.2 6.0 4.9 4.4 1.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 46.7 12.2 6.0 4.9 4.4 1.3
Queue Length 50th (ft) 53 0 17 94 68 0
Queue Length 95th (ft) 81 35 57 188 140 12
Internal Link Dist (ft) 250 150 860
Turn Bay Length (ft) 98 125 95
Base Capacity (vph) 442 472 449 2665 2640 1138
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.19 0.26 0.27 0.41 0.33 0.05
Intersection Summary
HCM 6th Signalized Intersection Summary 4: North College Ave & Hickory St
12/21/2022 2022 Existing - PM Peak Hour
Denver Rescue Mission - Fort Collins Traffic Impact Study Synchro 11 Report
Fox Tuttle Transportation Group Page 6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 66 97 117 1048 791 54
Future Volume (veh/h) 66 97 117 1048 791 54
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1826 1826 1811 1811
Adj Flow Rate, veh/h 82 121 121 1080 860 59
Peak Hour Factor 0.80 0.80 0.97 0.97 0.92 0.92
Percent Heavy Veh, %335566
Cap, veh/h 192 156 493 2729 2707 1200
Arrive On Green 0.11 0.10 0.79 0.79 0.79 0.79
Sat Flow, veh/h 1767 1572 593 3561 3532 1526
Grp Volume(v), veh/h 82 121 121 1080 860 59
Grp Sat Flow(s),veh/h/ln 1767 1572 593 1735 1721 1526
Q Serve(g_s), s 4.6 7.9 7.7 10.1 7.5 0.9
Cycle Q Clear(g_c), s 4.6 7.9 15.1 10.1 7.5 0.9
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 192 156 493 2729 2707 1200
V/C Ratio(X) 0.43 0.78 0.25 0.40 0.32 0.05
Avail Cap(c_a), veh/h 446 382 493 2729 2707 1200
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 43.7 46.2 5.3 3.5 3.2 2.5
Incr Delay (d2), s/veh 1.5 8.0 1.2 0.4 0.3 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.1 3.4 0.9 2.4 1.8 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.2 54.2 6.5 3.9 3.5 2.6
LnGrp LOS D D AAAA
Approach Vol, veh/h 203 1201 919
Approach Delay, s/veh 50.6 4.2 3.4
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 89.1 15.9 89.1
Change Period (Y+Rc), s 7.5 5.5 7.5
Max Green Setting (Gmax), s 66.5 25.5 66.5
Max Q Clear Time (g_c+I1), s 17.1 9.9 9.5
Green Ext Time (p_c), s 6.8 0.6 4.0
Intersection Summary
HCM 6th Ctrl Delay 7.9
HCM 6th LOS A
Fort Collins Rescue Mission Traffic Impact Study
(FT #22099)
Fox Tuttle Transportation Group, LLC October 25, 2023
Intersection Capacity Worksheets:
Year 2025 Background
HCM 6th TWSC 1: Mason St & Hibdon Ct
12/21/2022 2025 Background - AM Peak Hour
Denver Rescue Mission - Fort Collins Traffic Impact Study Synchro 11 Report
Fox Tuttle Transportation Group Page 1
Intersection
Int Delay, s/veh 4.4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 2 01100
Future Vol, veh/h 2 01100
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 25 25 25 25 92 92
Heavy Vehicles, % 100 100 0022
Mvmt Flow 8 04400
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 7 60080
Stage 1 6 -----
Stage 2 1 -----
Critical Hdwy 7.4 7.2 - - 4.12 -
Critical Hdwy Stg 1 6.4 -----
Critical Hdwy Stg 2 6.4 -----
Follow-up Hdwy 4.4 4.2 - - 2.218 -
Pot Cap-1 Maneuver 810 850 - - 1612 -
Stage 1 812 -----
Stage 2 817 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 810 850 - - 1612 -
Mov Cap-2 Maneuver 810 -----
Stage 1 812 -----
Stage 2 817 -----
Approach WB NB SB
HCM Control Delay, s 9.5 0 0
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 810 1612 -
HCM Lane V/C Ratio - - 0.01 - -
HCM Control Delay (s) - - 9.5 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - 0 0 -
HCM 6th TWSC 2: North College Ave & Hibdon Ct
12/21/2022 2025 Background - AM Peak Hour
Denver Rescue Mission - Fort Collins Traffic Impact Study Synchro 11 Report
Fox Tuttle Transportation Group Page 2
Intersection
Int Delay, s/veh 0.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 4 1700014530008909
Future Vol, veh/h 4 1700014530008909
Conflicting Peds, #/hr 0 00000400004
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length ------97-----
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 75 75 75 25 25 25 90 90 90 80 80 80
Heavy Vehicles, % 25 25 25 000999888
Mvmt Flow 5 1900016589001113 11
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1450 1744 566 1128 0 - - - 0
Stage 1 1123 1123 -------
Stage 2 327 621 -------
Critical Hdwy 7.3 7 7.4 4.28 -----
Critical Hdwy Stg 1 6.3 6 -------
Critical Hdwy Stg 2 6.3 6 -------
Follow-up Hdwy 3.75 4.25 3.55 2.29 -----
Pot Cap-1 Maneuver 98 67 413 576 - 0 0 - -
Stage 1 228 235 - - - 0 0 - -
Stage 2 639 425 - - - 0 0 - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 94 0 411 574 -----
Mov Cap-2 Maneuver 94 0 -------
Stage 1 221 0 -------
Stage 2 636 0 -------
Approach EB NB SB
HCM Control Delay, s 26.3 0.3 0
HCM LOS D
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 574 - 185 - -
HCM Lane V/C Ratio 0.027 - 0.086 - -
HCM Control Delay (s) 11.4 - 26.3 - -
HCM Lane LOS B - D - -
HCM 95th %tile Q(veh) 0.1 - 0.3 - -
HCM 6th TWSC 3: Hickory St & Mason St
12/21/2022 2025 Background - AM Peak Hour
Denver Rescue Mission - Fort Collins Traffic Impact Study Synchro 11 Report
Fox Tuttle Transportation Group Page 3
Intersection
Int Delay, s/veh 0.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 1 140 131 1 5 2
Future Vol, veh/h 1 140 131 1 5 2
Conflicting Peds, #/hr 3 00300
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 65 65 80 80 88 88
Heavy Vehicles, % 3 3 4 4 43 43
Mvmt Flow 2 215 164 1 6 2
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 168 0 - 0 387 168
Stage 1 - - - - 168 -
Stage 2 - - - - 219 -
Critical Hdwy 4.13 - - - 6.83 6.63
Critical Hdwy Stg 1 - - - - 5.83 -
Critical Hdwy Stg 2 - - - - 5.83 -
Follow-up Hdwy 2.227 - - - 3.887 3.687
Pot Cap-1 Maneuver 1404 - - - 544 780
Stage 1 - - - - 771 -
Stage 2 - - - - 729 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1400 - - - 540 778
Mov Cap-2 Maneuver - - - - 540 -
Stage 1 - - - - 767 -
Stage 2 - - - - 727 -
Approach EB WB SB
HCM Control Delay, s 0.1 0 11.2
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1400 - - - 592
HCM Lane V/C Ratio 0.001 - - - 0.013
HCM Control Delay (s) 7.6 0 - - 11.2
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0
Timings 4: North College Ave & Hickory St
12/21/2022 2025 Background - AM Peak Hour
Denver Rescue Mission - Fort Collins Traffic Impact Study Synchro 11 Report
Fox Tuttle Transportation Group Page 4
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 26 94 89 528 834 52
Future Volume (vph) 26 94 89 528 834 52
Turn Type Prot Perm Perm NA NA Perm
Protected Phases 4 6 2
Permitted Phases 4 6 2
Detector Phase 446622
Switch Phase
Minimum Initial (s) 7.0 7.0 10.0 10.0 10.0 10.0
Minimum Split (s) 25.5 25.5 24.5 24.5 24.5 24.5
Total Split (s) 30.0 30.0 50.0 50.0 50.0 50.0
Total Split (%) 37.5% 37.5% 62.5% 62.5% 62.5% 62.5%
Yellow Time (s) 3.5 3.5 4.5 4.5 4.5 4.5
All-Red Time (s) 2.0 2.0 3.0 3.0 3.0 3.0
Lost Time Adjust (s) -1.0 0.0 -1.0 -1.0 -1.0 -1.0
Total Lost Time (s) 4.5 5.5 6.5 6.5 6.5 6.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None C-Max C-Max C-Max C-Max
Act Effct Green (s) 11.0 10.0 61.8 61.8 61.8 61.8
Actuated g/C Ratio 0.14 0.12 0.77 0.77 0.77 0.77
v/c Ratio 0.13 0.41 0.29 0.24 0.40 0.06
Control Delay 29.0 15.3 8.0 4.3 5.2 2.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 29.0 15.3 8.0 4.3 5.2 2.1
LOS CBAAAA
Approach Delay 18.3 4.8 5.1
Approach LOS B A A
Intersection Summary
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 47 (59%), Referenced to phase 2:SBT and 6:NBTL, Start of Red
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.41
Intersection Signal Delay: 5.9 Intersection LOS: A
Intersection Capacity Utilization 51.8% ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 4: North College Ave & Hickory St
Queues 4: North College Ave & Hickory St
12/21/2022 2025 Background - AM Peak Hour
Denver Rescue Mission - Fort Collins Traffic Impact Study Synchro 11 Report
Fox Tuttle Transportation Group Page 5
Lane Group EBL EBR NBL NBT SBT SBR
Lane Group Flow (vph) 31 111 102 607 1043 65
v/c Ratio 0.13 0.41 0.29 0.24 0.40 0.06
Control Delay 29.0 15.3 8.0 4.3 5.2 2.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 29.0 15.3 8.0 4.3 5.2 2.1
Queue Length 50th (ft) 15 13 12 35 72 1
Queue Length 95th (ft) 30 44 56 94 158 13
Internal Link Dist (ft) 250 150 860
Turn Bay Length (ft) 98 125 95
Base Capacity (vph) 558 538 354 2560 2608 1150
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.06 0.21 0.29 0.24 0.40 0.06
Intersection Summary
HCM 6th Signalized Intersection Summary 4: North College Ave & Hickory St
12/21/2022 2025 Background - AM Peak Hour
Denver Rescue Mission - Fort Collins Traffic Impact Study Synchro 11 Report
Fox Tuttle Transportation Group Page 6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 26 94 89 528 834 52
Future Volume (veh/h) 26 94 89 528 834 52
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1767 1767 1796 1796
Adj Flow Rate, veh/h 31 111 102 607 1042 65
Peak Hour Factor 0.85 0.85 0.87 0.87 0.80 0.80
Percent Heavy Veh, %339977
Cap, veh/h 189 148 402 2537 2579 1149
Arrive On Green 0.11 0.09 0.76 0.76 0.76 0.76
Sat Flow, veh/h 1767 1572 481 3445 3503 1520
Grp Volume(v), veh/h 31 111 102 607 1042 65
Grp Sat Flow(s),veh/h/ln 1767 1572 481 1678 1706 1520
Q Serve(g_s), s 1.3 5.5 7.6 4.3 8.6 0.9
Cycle Q Clear(g_c), s 1.3 5.5 16.2 4.3 8.6 0.9
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 189 148 402 2537 2579 1149
V/C Ratio(X) 0.16 0.75 0.25 0.24 0.40 0.06
Avail Cap(c_a), veh/h 563 482 402 2537 2579 1149
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 32.5 35.3 6.3 2.9 3.4 2.5
Incr Delay (d2), s/veh 0.4 7.4 1.5 0.2 0.5 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.6 2.4 0.8 0.8 1.7 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.9 42.7 7.8 3.1 3.9 2.6
LnGrp LOS C D AAAA
Approach Vol, veh/h 142 709 1107
Approach Delay, s/veh 40.5 3.8 3.8
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 67.0 13.0 67.0
Change Period (Y+Rc), s 7.5 5.5 7.5
Max Green Setting (Gmax), s 42.5 24.5 42.5
Max Q Clear Time (g_c+I1), s 10.6 7.5 18.2
Green Ext Time (p_c), s 5.0 0.4 3.8
Intersection Summary
HCM 6th Ctrl Delay 6.5
HCM 6th LOS A
HCM 6th TWSC 1: Mason St & Hibdon Ct
12/21/2022 2025 Background - PM Peak Hour
Denver Rescue Mission - Fort Collins Traffic Impact Study Synchro 11 Report
Fox Tuttle Transportation Group Page 1
Intersection
Int Delay, s/veh 5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 12 60734
Future Vol, veh/h 12 60734
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 75 75 58 58 44 44
Heavy Vehicles, % 11 11 0 0 14 14
Mvmt Flow 16 8 0 12 7 9
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 29 6 0 0 12 0
Stage 1 6 -----
Stage 2 23 -----
Critical Hdwy 6.51 6.31 - - 4.24 -
Critical Hdwy Stg 1 5.51 -----
Critical Hdwy Stg 2 5.51 -----
Follow-up Hdwy 3.599 3.399 - - 2.326 -
Pot Cap-1 Maneuver 963 1051 - - 1532 -
Stage 1 994 -----
Stage 2 977 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 958 1051 - - 1532 -
Mov Cap-2 Maneuver 958 -----
Stage 1 994 -----
Stage 2 972 -----
Approach WB NB SB
HCM Control Delay, s 8.7 0 3.2
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 987 1532 -
HCM Lane V/C Ratio - - 0.024 0.004 -
HCM Control Delay (s) - - 8.7 7.4 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0.1 0 -
HCM 6th TWSC 2: North College Ave & Hibdon Ct
12/21/2022 2025 Background - PM Peak Hour
Denver Rescue Mission - Fort Collins Traffic Impact Study Synchro 11 Report
Fox Tuttle Transportation Group Page 2
Intersection
Int Delay, s/veh 0.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 5 0 10 0 0 1 28 1086 0 3 853 15
Future Vol, veh/h 5 0 10 0 0 1 28 1086 0 3 853 15
Conflicting Peds, #/hr 0 00000704407
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length ------97-----
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 63 63 63 25 25 25 98 98 98 94 94 94
Heavy Vehicles, % 0 00000444555
Mvmt Flow 8 0 16 0 0 4 29 1108 0 3 907 16
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1540 2098 469 930 0 - 1112 0 0
Stage 1 928 928 -------
Stage 2 612 1170 -------
Critical Hdwy 6.8 6.5 6.9 4.18 - - 4.2 - -
Critical Hdwy Stg 1 5.8 5.5 -------
Critical Hdwy Stg 2 5.8 5.5 -------
Follow-up Hdwy 3.5 4 3.3 2.24 - - 2.25 - -
Pot Cap-1 Maneuver 108 53 546 719 - 0 607 - -
Stage 1 350 349 - - - 0 - - -
Stage 2 509 269 - - - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 101 0 542 714 - - 607 - -
Mov Cap-2 Maneuver 101 0 -------
Stage 1 333 0 -------
Stage 2 500 0 -------
Approach EB NB SB
HCM Control Delay, s 23.2 0.3 0
HCM LOS C
Minor Lane/Major Mvmt NBL NBTEBLn1 SBL SBT SBR
Capacity (veh/h) 714 - 221 607 - -
HCM Lane V/C Ratio 0.04 - 0.108 0.005 - -
HCM Control Delay (s) 10.3 - 23.2 11 - -
HCM Lane LOS B - C B - -
HCM 95th %tile Q(veh) 0.1 - 0.4 0 - -
HCM 6th TWSC 3: Hickory St & Mason St
12/21/2022 2025 Background - PM Peak Hour
Denver Rescue Mission - Fort Collins Traffic Impact Study Synchro 11 Report
Fox Tuttle Transportation Group Page 3
Intersection
Int Delay, s/veh 0.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 1 172 146 10 11 2
Future Vol, veh/h 1 172 146 10 11 2
Conflicting Peds, #/hr 1 00110
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 93 93 87 87 65 65
Heavy Vehicles, % 2 22200
Mvmt Flow 1 185 168 11 17 3
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 180 0 - 0 363 175
Stage 1 - - - - 175 -
Stage 2 - - - - 188 -
Critical Hdwy 4.12 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.218 - - - 3.5 3.3
Pot Cap-1 Maneuver 1396 - - - 640 874
Stage 1 - - - - 860 -
Stage 2 - - - - 849 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1395 - - - 638 873
Mov Cap-2 Maneuver - - - - 638 -
Stage 1 - - - - 858 -
Stage 2 - - - - 848 -
Approach EB WB SB
HCM Control Delay, s 0 0 10.6
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1395 - - - 666
HCM Lane V/C Ratio 0.001 - - - 0.03
HCM Control Delay (s) 7.6 0 - - 10.6
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.1
Timings 4: North College Ave & Hickory St
12/21/2022 2025 Background - PM Peak Hour
Denver Rescue Mission - Fort Collins Traffic Impact Study Synchro 11 Report
Fox Tuttle Transportation Group Page 4
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 68 100 121 1080 815 56
Future Volume (vph) 68 100 121 1080 815 56
Turn Type Prot Perm Perm NA NA Perm
Protected Phases 4 2 6
Permitted Phases 4 2 6
Detector Phase 442266
Switch Phase
Minimum Initial (s) 7.0 7.0 10.0 10.0 10.0 10.0
Minimum Split (s) 25.5 25.5 24.5 24.5 24.5 24.5
Total Split (s) 31.0 31.0 74.0 74.0 74.0 74.0
Total Split (%) 29.5% 29.5% 70.5% 70.5% 70.5% 70.5%
Yellow Time (s) 3.5 3.5 4.5 4.5 4.5 4.5
All-Red Time (s) 2.0 2.0 3.0 3.0 3.0 3.0
Lost Time Adjust (s) -1.0 0.0 -1.0 -1.0 -1.0 -1.0
Total Lost Time (s) 4.5 5.5 6.5 6.5 6.5 6.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None C-Max C-Max C-Max C-Max
Act Effct Green (s) 12.7 11.7 81.3 81.3 81.3 81.3
Actuated g/C Ratio 0.12 0.11 0.77 0.77 0.77 0.77
v/c Ratio 0.40 0.44 0.29 0.42 0.34 0.05
Control Delay 46.9 12.1 6.3 5.0 4.5 1.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 46.9 12.1 6.3 5.0 4.5 1.3
LOS DBAAAA
Approach Delay 26.1 5.1 4.3
Approach LOS C A A
Intersection Summary
Cycle Length: 105
Actuated Cycle Length: 105
Offset: 64 (61%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.44
Intersection Signal Delay: 6.6 Intersection LOS: A
Intersection Capacity Utilization 51.3% ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 4: North College Ave & Hickory St
Queues 4: North College Ave & Hickory St
12/21/2022 2025 Background - PM Peak Hour
Denver Rescue Mission - Fort Collins Traffic Impact Study Synchro 11 Report
Fox Tuttle Transportation Group Page 5
Lane Group EBL EBR NBL NBT SBT SBR
Lane Group Flow (vph) 85 125 125 1113 886 61
v/c Ratio 0.40 0.44 0.29 0.42 0.34 0.05
Control Delay 46.9 12.1 6.3 5.0 4.5 1.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 46.9 12.1 6.3 5.0 4.5 1.3
Queue Length 50th (ft) 54 0 18 98 71 0
Queue Length 95th (ft) 82 35 60 196 145 12
Internal Link Dist (ft) 250 150 860
Turn Bay Length (ft) 98 125 95
Base Capacity (vph) 442 475 436 2663 2638 1138
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.19 0.26 0.29 0.42 0.34 0.05
Intersection Summary
HCM 6th Signalized Intersection Summary 4: North College Ave & Hickory St
12/21/2022 2025 Background - PM Peak Hour
Denver Rescue Mission - Fort Collins Traffic Impact Study Synchro 11 Report
Fox Tuttle Transportation Group Page 6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 68 100 121 1080 815 56
Future Volume (veh/h) 68 100 121 1080 815 56
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1826 1826 1811 1811
Adj Flow Rate, veh/h 85 125 125 1113 886 61
Peak Hour Factor 0.80 0.80 0.97 0.97 0.92 0.92
Percent Heavy Veh, %335566
Cap, veh/h 197 160 478 2720 2697 1196
Arrive On Green 0.11 0.10 0.78 0.78 0.78 0.78
Sat Flow, veh/h 1767 1572 578 3561 3532 1526
Grp Volume(v), veh/h 85 125 125 1113 886 61
Grp Sat Flow(s),veh/h/ln 1767 1572 578 1735 1721 1526
Q Serve(g_s), s 4.7 8.1 8.4 10.7 7.9 0.9
Cycle Q Clear(g_c), s 4.7 8.1 16.3 10.7 7.9 0.9
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 197 160 478 2720 2697 1196
V/C Ratio(X) 0.43 0.78 0.26 0.41 0.33 0.05
Avail Cap(c_a), veh/h 446 382 478 2720 2697 1196
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 43.6 46.0 5.7 3.6 3.3 2.6
Incr Delay (d2), s/veh 1.5 8.0 1.3 0.5 0.3 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.2 3.6 1.0 2.6 1.9 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.1 54.0 7.0 4.1 3.6 2.6
LnGrp LOS D D AAAA
Approach Vol, veh/h 210 1238 947
Approach Delay, s/veh 50.4 4.4 3.6
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 88.8 16.2 88.8
Change Period (Y+Rc), s 7.5 5.5 7.5
Max Green Setting (Gmax), s 66.5 25.5 66.5
Max Q Clear Time (g_c+I1), s 18.3 10.1 9.9
Green Ext Time (p_c), s 7.1 0.6 4.1
Intersection Summary
HCM 6th Ctrl Delay 8.1
HCM 6th LOS A
Fort Collins Rescue Mission Traffic Impact Study
(FT #22099)
Fox Tuttle Transportation Group, LLC October 25, 2023
Intersection Capacity Worksheets:
Year 2025 Background+
Project
HCM 6th TWSC 1: Mason St & Northern Access
12/21/2022 2025 Back & Site - AM Peak Hour
Denver Rescue Mission - Fort Collins Traffic Impact Study Synchro 11 Report
Fox Tuttle Transportation Group Page 1
Intersection
Int Delay, s/veh 7.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 44580812000
Future Vol, veh/h 0 44580812000
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length ------------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 25 25 25 25 25 25 92 92 92
Heavy Vehicles, % 2 22222200222
Mvmt Flow 0 4 4 20 32 0 32 48000
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 89 77 1 77 73 81001200
Stage 1 1 1 - 72 72 -------
Stage 2 88 76 - 5 1 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - -
Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - -
Pot Cap-1 Maneuver 896 813 1084 912 817 1074 1622 - - 1607 - -
Stage 1 1022 895 - 938 835 -------
Stage 2 920 832 - 1017 895 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 856 797 1084 891 801 1074 1622 - - 1607 - -
Mov Cap-2 Maneuver 856 797 - 891 801 -------
Stage 1 1002 895 - 919 818 -------
Stage 2 866 815 - 1008 895 -------
Approach EB WB NB SB
HCM Control Delay, s 9 9.6 5.3 0
HCM LOS A A
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) 1622 - - 919 833 1607 - -
HCM Lane V/C Ratio 0.02 - - 0.009 0.062 - - -
HCM Control Delay (s) 7.3 0 - 9 9.6 0 - -
HCM Lane LOS A A - A A A - -
HCM 95th %tile Q(veh) 0.1 - - 0 0.2 0 - -
HCM 6th TWSC 2: North College Ave & Private Drive
12/21/2022 2025 Back & Site - AM Peak Hour
Denver Rescue Mission - Fort Collins Traffic Impact Study Synchro 11 Report
Fox Tuttle Transportation Group Page 2
Intersection
Int Delay, s/veh 0.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 5 1 11 0 0 0 20 532 0 0 893 14
Future Vol, veh/h 5 1 11 0 0 0 20 532 0 0 893 14
Conflicting Peds, #/hr 0 00000400004
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length ------97-----
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 75 75 75 92 92 92 90 90 90 80 80 80
Heavy Vehicles, % 10 10 10 000999888
Mvmt Flow 7 1 15 0 0 0 22 591 0 0 1116 18
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1469 1764 571 1194 1773 296 1138 0 - - - 0
Stage 1 1129 1129 - 635 635 -------
Stage 2 340 635 - 559 1138 -------
Critical Hdwy 7.7 6.7 7.1 7.5 6.5 6.9 4.28 -----
Critical Hdwy Stg 1 6.7 5.7 - 6.5 5.5 -------
Critical Hdwy Stg 2 6.7 5.7 - 6.5 5.5 -------
Follow-up Hdwy 3.6 4.1 3.4 3.5 4 3.3 2.29 -----
Pot Cap-1 Maneuver 82 76 444 145 84 706 571 - 0 0 - -
Stage 1 204 261 - 438 476 - - - 0 0 - -
Stage 2 627 451 - 486 279 - - - 0 0 - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 79 73 442 134 80 706 569 -----
Mov Cap-2 Maneuver 79 73 - 134 80 -------
Stage 1 195 260 - 421 457 -------
Stage 2 603 433 - 467 278 -------
Approach EB WB NB SB
HCM Control Delay, s 29.9 0 0.4 0
HCM LOS D A
Minor Lane/Major Mvmt NBL NBTEBLn1WBLn1 SBT SBR
Capacity (veh/h) 569 - 167 - - -
HCM Lane V/C Ratio 0.039 - 0.136 - - -
HCM Control Delay (s) 11.6 - 29.9 0 - -
HCM Lane LOS B - D A - -
HCM 95th %tile Q(veh) 0.1 - 0.5 - - -
HCM 6th TWSC 3: Hickory St & Mason St
12/21/2022 2025 Back & Site - AM Peak Hour
Denver Rescue Mission - Fort Collins Traffic Impact Study Synchro 11 Report
Fox Tuttle Transportation Group Page 3
Intersection
Int Delay, s/veh 0.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 1 140 131 14 11 2
Future Vol, veh/h 1 140 131 14 11 2
Conflicting Peds, #/hr 3 00300
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 65 65 80 80 88 88
Heavy Vehicles, % 3 3 4 4 10 10
Mvmt Flow 2 215 164 18 13 2
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 185 0 - 0 395 176
Stage 1 - - - - 176 -
Stage 2 - - - - 219 -
Critical Hdwy 4.13 - - - 6.5 6.3
Critical Hdwy Stg 1 - - - - 5.5 -
Critical Hdwy Stg 2 - - - - 5.5 -
Follow-up Hdwy 2.227 - - - 3.59 3.39
Pot Cap-1 Maneuver 1384 - - - 595 847
Stage 1 - - - - 836 -
Stage 2 - - - - 799 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1380 - - - 590 845
Mov Cap-2 Maneuver - - - - 590 -
Stage 1 - - - - 832 -
Stage 2 - - - - 797 -
Approach EB WB SB
HCM Control Delay, s 0.1 0 11
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1380 - - - 619
HCM Lane V/C Ratio 0.001 - - - 0.024
HCM Control Delay (s) 7.6 0 - - 11
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.1
Timings 4: Hickory St & North College Ave
12/21/2022 2025 Back & Site - AM Peak Hour
Denver Rescue Mission - Fort Collins Traffic Impact Study Synchro 11 Report
Fox Tuttle Transportation Group Page 4
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 28 98 101 534 838 53
Future Volume (vph) 28 98 101 534 838 53
Turn Type Prot Perm Perm NA NA Perm
Protected Phases 4 6 2
Permitted Phases 4 6 2
Detector Phase 446622
Switch Phase
Minimum Initial (s) 7.0 7.0 10.0 10.0 10.0 10.0
Minimum Split (s) 25.5 25.5 24.5 24.5 24.5 24.5
Total Split (s) 30.0 30.0 50.0 50.0 50.0 50.0
Total Split (%) 37.5% 37.5% 62.5% 62.5% 62.5% 62.5%
Yellow Time (s) 3.5 3.5 4.5 4.5 4.5 4.5
All-Red Time (s) 2.0 2.0 3.0 3.0 3.0 3.0
Lost Time Adjust (s) -1.0 0.0 -1.0 -1.0 -1.0 -1.0
Total Lost Time (s) 4.5 5.5 6.5 6.5 6.5 6.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None Max Max C-Max C-Max
Act Effct Green (s) 11.0 10.0 61.8 61.8 61.8 61.8
Actuated g/C Ratio 0.14 0.12 0.77 0.77 0.77 0.77
v/c Ratio 0.14 0.43 0.33 0.24 0.40 0.06
Control Delay 29.1 16.1 8.9 4.3 5.3 2.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 29.1 16.1 8.9 4.3 5.3 2.1
LOS CBAAAA
Approach Delay 19.0 5.1 5.1
Approach LOS B A A
Intersection Summary
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 47 (59%), Referenced to phase 2:SBT, Start of Red
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.43
Intersection Signal Delay: 6.1 Intersection LOS: A
Intersection Capacity Utilization 51.9% ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 4: Hickory St & North College Ave
Queues 4: Hickory St & North College Ave
12/21/2022 2025 Back & Site - AM Peak Hour
Denver Rescue Mission - Fort Collins Traffic Impact Study Synchro 11 Report
Fox Tuttle Transportation Group Page 5
Lane Group EBL EBR NBL NBT SBT SBR
Lane Group Flow (vph) 33 115 116 614 1048 66
v/c Ratio 0.14 0.43 0.33 0.24 0.40 0.06
Control Delay 29.1 16.1 8.9 4.3 5.3 2.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 29.1 16.1 8.9 4.3 5.3 2.1
Queue Length 50th (ft) 15 15 14 36 73 1
Queue Length 95th (ft) 32 47 67 95 160 13
Internal Link Dist (ft) 250 150 860
Turn Bay Length (ft) 98 95
Base Capacity (vph) 558 537 351 2557 2604 1149
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.06 0.21 0.33 0.24 0.40 0.06
Intersection Summary
HCM 6th Signalized Intersection Summary 4: Hickory St & North College Ave
12/21/2022 2025 Back & Site - AM Peak Hour
Denver Rescue Mission - Fort Collins Traffic Impact Study Synchro 11 Report
Fox Tuttle Transportation Group Page 6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 28 98 101 534 838 53
Future Volume (veh/h) 28 98 101 534 838 53
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1767 1767 1796 1796
Adj Flow Rate, veh/h 33 115 116 614 1048 66
Peak Hour Factor 0.85 0.85 0.87 0.87 0.80 0.80
Percent Heavy Veh, %339977
Cap, veh/h 194 153 397 2527 2569 1144
Arrive On Green 0.11 0.10 0.75 0.75 0.75 0.75
Sat Flow, veh/h 1767 1572 478 3445 3503 1520
Grp Volume(v), veh/h 33 115 116 614 1048 66
Grp Sat Flow(s),veh/h/ln 1767 1572 478 1678 1706 1520
Q Serve(g_s), s 1.4 5.7 9.2 4.4 8.8 0.9
Cycle Q Clear(g_c), s 1.4 5.7 17.9 4.4 8.8 0.9
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 194 153 397 2527 2569 1144
V/C Ratio(X) 0.17 0.75 0.29 0.24 0.41 0.06
Avail Cap(c_a), veh/h 563 482 397 2527 2569 1144
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 32.3 35.2 6.7 3.0 3.5 2.6
Incr Delay (d2), s/veh 0.4 7.2 1.9 0.2 0.5 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.6 2.5 1.0 1.1 1.8 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.7 42.4 8.6 3.2 4.0 2.7
LnGrp LOS C D AAAA
Approach Vol, veh/h 148 730 1114
Approach Delay, s/veh 40.2 4.1 3.9
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 66.7 13.3 66.7
Change Period (Y+Rc), s 7.5 5.5 7.5
Max Green Setting (Gmax), s 42.5 24.5 42.5
Max Q Clear Time (g_c+I1), s 10.8 7.7 19.9
Green Ext Time (p_c), s 5.0 0.4 4.1
Intersection Summary
HCM 6th Ctrl Delay 6.7
HCM 6th LOS A
HCM 6th TWSC 5: Mason St & Southern Access
12/21/2022 2025 Back & Site - AM Peak Hour
Denver Rescue Mission - Fort Collins Traffic Impact Study Synchro 11 Report
Fox Tuttle Transportation Group Page 7
Intersection
Int Delay, s/veh 2.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 1 25843
Future Vol, veh/h 1 25843
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 1 25943
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 25 6 7 0 - 0
Stage 1 6 -----
Stage 2 19 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 991 1077 1614 - - -
Stage 1 1017 -----
Stage 2 1004 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 988 1077 1614 - - -
Mov Cap-2 Maneuver 988 -----
Stage 1 1014 -----
Stage 2 1004 -----
Approach EB NB SB
HCM Control Delay, s 8.5 2.8 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 1614 - 1046 - -
HCM Lane V/C Ratio 0.003 - 0.003 - -
HCM Control Delay (s) 7.2 0 8.5 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0 - 0 - -
HCM 6th TWSC 1: Mason St & Northern Access
12/21/2022 2025 Back & Site - PM Peak Hour
Denver Rescue Mission - Fort Collins Traffic Impact Study Synchro 11 Report
Fox Tuttle Transportation Group Page 1
Intersection
Int Delay, s/veh 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 6 6 13 46409340
Future Vol, veh/h 0 6 6 13 46409340
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length ------------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 75 75 75 58 58 58 44 44 44
Heavy Vehicles, % 2 2 2 11 11 11 2 2 2 10 10 10
Mvmt Flow 0 7 7 17 587016790
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 52 53 9 52 45 89001600
Stage 1 23 23 - 22 22 -------
Stage 2 29 30 - 30 23 -------
Critical Hdwy 7.12 6.52 6.22 7.21 6.61 6.31 4.12 - - 4.2 - -
Critical Hdwy Stg 1 6.12 5.52 - 6.21 5.61 -------
Critical Hdwy Stg 2 6.12 5.52 - 6.21 5.61 -------
Follow-up Hdwy 3.518 4.018 3.318 3.599 4.099 3.399 2.218 - - 2.29 - -
Pot Cap-1 Maneuver 947 838 1073 925 830 1048 1611 - - 1551 - -
Stage 1 995 876 - 974 859 -------
Stage 2 988 870 - 964 858 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 929 830 1073 907 823 1048 1611 - - 1551 - -
Mov Cap-2 Maneuver 929 830 - 907 823 -------
Stage 1 991 872 - 970 856 -------
Stage 2 970 867 - 946 854 -------
Approach EB WB NB SB
HCM Control Delay, s 8.9 9 2.2 3.1
HCM LOS A A
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) 1611 - - 936 923 1551 - -
HCM Lane V/C Ratio 0.004 - - 0.014 0.033 0.004 - -
HCM Control Delay (s) 7.2 0 - 8.9 9 7.3 0 -
HCM Lane LOS A A -AAAA -
HCM 95th %tile Q(veh) 0 - - 0 0.1 0 - -
HCM 6th TWSC 2: North College Ave & Private Drive
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Intersection
Int Delay, s/veh 0.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 7 0 16 0 0 1 31 1088 0 3 854 17
Future Vol, veh/h 7 0 16 0 0 1 31 1088 0 3 854 17
Conflicting Peds, #/hr 0 00000704407
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length ------97-----
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 63 63 63 25 25 25 98 98 98 94 94 94
Heavy Vehicles, % 0 00000444555
Mvmt Flow 11 0 25 0 0 4 32 1110 0 3 909 18
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1550 2109 471 1639 2118 559 934 0 - 1114 0 0
Stage 1 931 931 - 1178 1178 -------
Stage 2 619 1178 - 461 940 -------
Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.18 - - 4.2 - -
Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 -------
Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 -------
Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.24 - - 2.25 - -
Pot Cap-1 Maneuver 79 52 545 68 51 478 716 - 0 606 - -
Stage 1 291 348 - 206 267 - - - 0 - - -
Stage 2 448 267 - 555 345 - - - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 75 49 541 62 48 476 711 - - 604 - -
Mov Cap-2 Maneuver 75 49 - 62 48 -------
Stage 1 276 342 - 196 254 -------
Stage 2 424 254 - 524 339 -------
Approach EB WB NB SB
HCM Control Delay, s 28.9 12.6 0.3 0
HCM LOS D B
Minor Lane/Major Mvmt NBL NBTEBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) 711 - 187 476 604 - -
HCM Lane V/C Ratio 0.044 - 0.195 0.008 0.005 - -
HCM Control Delay (s) 10.3 - 28.9 12.6 11 - -
HCM Lane LOS B - D B B - -
HCM 95th %tile Q(veh) 0.1 - 0.7 0 0 - -
HCM 6th TWSC 3: Hickory St & Mason St
12/21/2022 2025 Back & Site - PM Peak Hour
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Fox Tuttle Transportation Group Page 3
Intersection
Int Delay, s/veh 0.9
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 1 172 146 15 19 2
Future Vol, veh/h 1 172 146 15 19 2
Conflicting Peds, #/hr 1 00110
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 93 93 87 87 65 65
Heavy Vehicles, % 2 22222
Mvmt Flow 1 185 168 17 29 3
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 186 0 - 0 366 178
Stage 1 - - - - 178 -
Stage 2 - - - - 188 -
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 1388 - - - 634 865
Stage 1 - - - - 853 -
Stage 2 - - - - 844 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1387 - - - 632 864
Mov Cap-2 Maneuver - - - - 632 -
Stage 1 - - - - 851 -
Stage 2 - - - - 843 -
Approach EB WB SB
HCM Control Delay, s 0 0 10.8
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1387 - - - 649
HCM Lane V/C Ratio 0.001 - - - 0.05
HCM Control Delay (s) 7.6 0 - - 10.8
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.2
Timings 4: Hickory St & North College Ave
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Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 70 106 125 1083 821 57
Future Volume (vph) 70 106 125 1083 821 57
Turn Type Prot Perm Perm NA NA Perm
Protected Phases 4 2 6
Permitted Phases 4 2 6
Detector Phase 442266
Switch Phase
Minimum Initial (s) 7.0 7.0 10.0 10.0 10.0 10.0
Minimum Split (s) 25.5 25.5 24.5 24.5 24.5 24.5
Total Split (s) 31.0 31.0 74.0 74.0 74.0 74.0
Total Split (%) 29.5% 29.5% 70.5% 70.5% 70.5% 70.5%
Yellow Time (s) 3.5 3.5 4.5 4.5 4.5 4.5
All-Red Time (s) 2.0 2.0 3.0 3.0 3.0 3.0
Lost Time Adjust (s) -1.0 0.0 -1.0 -1.0 -1.0 -1.0
Total Lost Time (s) 4.5 5.5 6.5 6.5 6.5 6.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None C-Max C-Max C-Max C-Max
Act Effct Green (s) 12.8 11.8 81.2 81.2 81.2 81.2
Actuated g/C Ratio 0.12 0.11 0.77 0.77 0.77 0.77
v/c Ratio 0.42 0.45 0.30 0.42 0.34 0.05
Control Delay 47.1 12.0 6.5 5.0 4.5 1.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 47.1 12.0 6.5 5.0 4.5 1.3
LOS DBAAAA
Approach Delay 26.0 5.2 4.3
Approach LOS C A A
Intersection Summary
Cycle Length: 105
Actuated Cycle Length: 105
Offset: 64 (61%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.45
Intersection Signal Delay: 6.7 Intersection LOS: A
Intersection Capacity Utilization 51.4% ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 4: Hickory St & North College Ave
Queues 4: Hickory St & North College Ave
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Lane Group EBL EBR NBL NBT SBT SBR
Lane Group Flow (vph) 88 133 129 1116 892 62
v/c Ratio 0.42 0.45 0.30 0.42 0.34 0.05
Control Delay 47.1 12.0 6.5 5.0 4.5 1.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 47.1 12.0 6.5 5.0 4.5 1.3
Queue Length 50th (ft) 56 0 19 100 73 0
Queue Length 95th (ft) 84 35 63 197 146 12
Internal Link Dist (ft) 250 150 860
Turn Bay Length (ft) 98 95
Base Capacity (vph) 442 481 434 2660 2635 1137
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.20 0.28 0.30 0.42 0.34 0.05
Intersection Summary
HCM 6th Signalized Intersection Summary 4: Hickory St & North College Ave
12/21/2022 2025 Back & Site - PM Peak Hour
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Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 70 106 125 1083 821 57
Future Volume (veh/h) 70 106 125 1083 821 57
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1826 1826 1811 1811
Adj Flow Rate, veh/h 88 132 129 1116 892 62
Peak Hour Factor 0.80 0.80 0.97 0.97 0.92 0.92
Percent Heavy Veh, %335566
Cap, veh/h 205 167 471 2704 2682 1189
Arrive On Green 0.12 0.11 0.78 0.78 0.78 0.78
Sat Flow, veh/h 1767 1572 574 3561 3532 1526
Grp Volume(v), veh/h 88 132 129 1116 892 62
Grp Sat Flow(s),veh/h/ln 1767 1572 574 1735 1721 1526
Q Serve(g_s), s 4.9 8.6 9.1 11.0 8.1 1.0
Cycle Q Clear(g_c), s 4.9 8.6 17.2 11.0 8.1 1.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 205 167 471 2704 2682 1189
V/C Ratio(X) 0.43 0.79 0.27 0.41 0.33 0.05
Avail Cap(c_a), veh/h 446 382 471 2704 2682 1189
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 43.2 45.8 6.0 3.8 3.5 2.7
Incr Delay (d2), s/veh 1.4 8.0 1.4 0.5 0.3 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.2 3.7 1.2 3.1 2.0 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.6 53.8 7.4 4.2 3.8 2.7
LnGrp LOS D D AAAA
Approach Vol, veh/h 220 1245 954
Approach Delay, s/veh 50.1 4.6 3.7
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 88.3 16.7 88.3
Change Period (Y+Rc), s 7.5 5.5 7.5
Max Green Setting (Gmax), s 66.5 25.5 66.5
Max Q Clear Time (g_c+I1), s 19.2 10.6 10.1
Green Ext Time (p_c), s 7.7 0.6 4.2
Intersection Summary
HCM 6th Ctrl Delay 8.4
HCM 6th LOS A
HCM 6th TWSC 5: Mason St & Southern Access
12/21/2022 2025 Back & Site - PM Peak Hour
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Fox Tuttle Transportation Group Page 7
Intersection
Int Delay, s/veh 2.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 2 21461
Future Vol, veh/h 2 21461
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 2 21471
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 14 8 8 0 - 0
Stage 1 8 -----
Stage 2 6 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 1005 1074 1612 - - -
Stage 1 1015 -----
Stage 2 1017 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1004 1074 1612 - - -
Mov Cap-2 Maneuver 1004 -----
Stage 1 1014 -----
Stage 2 1017 -----
Approach EB NB SB
HCM Control Delay, s 8.5 1.4 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 1612 - 1038 - -
HCM Lane V/C Ratio 0.001 - 0.004 - -
HCM Control Delay (s) 7.2 0 8.5 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0 - 0 - -