HomeMy WebLinkAbout1.12 Traffic Impact StudyDate: June 28, 2024
Submitted To:
Aspen Polo Partners
715 West Main Street, Suite 201
Aspen, CO 81611
Submitted By:
Fox Tuttle Transportation Group, LLC
1580 Logan Street, 6th Floor
Denver, CO 80203
McClure River
Ranch
Updated Traffic
Impact Study
►
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Fox Tuttle Transportation Group, LLC Page 2 June 28, 2024
TABLE OF CONTENTS
1.0 Executive Summary ........................................................................................................ 5
2.0 Introduction ..................................................................................................................... 7
3.0 Project Description ......................................................................................................... 7
4.0 Study Considerations ..................................................................................................... 8
4.1 Data Collection ...................................................................................................... 8
4.2 Existing Signal Timing ........................................................................................... 9
4.3 Level of Service Criteria ........................................................................................ 9
5.0 Existing Conditions ...................................................................................................... 10
5.1 Roadways ............................................................................................................ 10
5.2 Intersections ........................................................................................................ 12
5.3 Pedestrian and Bicycle Facilities ......................................................................... 12
5.4 Transit ................................................................................................................. 12
5.5 Existing Intersection Capacity Analysis ............................................................... 13
6.0 Future Background Traffic Conditions ....................................................................... 15
6.1 Annual Growth Factor and Future Volume Methodology .................................... 15
6.2 Year 2026 Background Intersection Capacity Analysis ....................................... 16
6.3 Year 2045 Background Intersection Capacity Analysis ....................................... 17
7.0 Proposed Development Traffic .................................................................................... 19
7.1 Trip Generation ................................................................................................... 19
7.2 Trip Distribution and Assignment......................................................................... 22
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Fox Tuttle Transportation Group, LLC Page 3 June 28, 2024
8.0 Future Traffic Conditions with Site Development ...................................................... 23
8.1 Year 2026 Background + Project Intersection Capacity Analysis ....................... 23
8.2 Year 2045 Background + Project Intersection Capacity Analysis ....................... 24
9.0 Queuing Analysis .......................................................................................................... 25
10.0 Auxiliary Lane Evaluation ............................................................................................ 26
11.0 Access Design ............................................................................................................... 27
12.0 Road Impact Fees and Cost Contribution................................................................... 28
13.0 Conclusion ..................................................................................................................... 30
LIST OF TABLES
Table 1A – Weekday Peak Hour Intersection Level of Service Summary .................................. 33
Table 1B – Saturday Peak Hour Intersection Level of Service Summary ................................... 34
Table 2A – Weekday Peak Hour Queue Summary .................................................................... 35
Table 2A – Saturday Peak Hour Queue Summary ..................................................................... 36
Table 3A – Phase 1 Trip Generation Summary (Weekday – Summer) ...................................... 37
Table 3B – Phase 1 Trip Generation Summary (Saturday – Summer) ....................................... 38
Table 4A – Phase 2 Trip Generation Summary (Weekday – Summer) ...................................... 39
Table 4B – Phase 2 Trip Generation Summary (Saturday – Summer) ....................................... 40
Table 5 – Existing Auxiliary Lane Evaluation (Informational Purposes Only) ............................. 27
Table 6 – Road Impact Fee Estimate ......................................................................................... 28
Table 7 – McClure River Ranch Trips at SH 82 at Catherine Store Road / CR 100 ................... 29
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Fox Tuttle Transportation Group, LLC Page 4 June 28, 2024
LIST OF FIGURES
Figure 1 – Vicinity Map ............................................................................................................... 41
Figure 2A – Conceptual Site Plan - Phase 1 .............................................................................. 42
Figure 2B – Conceptual Site Plan - Phase 2 .............................................................................. 43
Figure 3A – Year 2023 Existing Weekday Traffic Volumes ........................................................ 44
Figure 3B – Year 2023 Existing Saturday Traffic Volumes ......................................................... 45
Figure 4A – Year 2026 Background Weekday Traffic Volumes .................................................. 46
Figure 4B – Year 2026 Background Saturday Traffic Volumes .................................................. 47
Figure 5A – Year 2045 Background Weekday Traffic Volumes .................................................. 48
Figure 5B – Year 2045 Background Saturday Traffic Volumes .................................................. 49
Figure 6A – Residential Site Trip Distribution ............................................................................. 50
Figure 6B – Polo Club Site Trip Distribution ............................................................................... 51
Figure 7A – Phase 1 Weekday Site-Generated Traffic Volumes ................................................ 52
Figure 7B – Phase 1 Saturday Site-Generated Traffic Volumes ................................................ 53
Figure 8A – Phase 2 Weekday Site-Generated Traffic Volumes ................................................ 54
Figure 8B – Phase 2 Saturday Site-Generated Traffic Volumes ................................................ 55
Figure 9A – Year 2026 Weekday Background + Phase 2 Traffic Volumes ................................ 56
Figure 9B – Year 2026 Saturday Background + Phase 2 Traffic Volumes ................................. 57
Figure 10A – Year 2045 Weekday Background + Phase 2 Traffic Volumes .............................. 58
Figure 10B – Year 2045 Saturday Background + Phase 2 Traffic Volumes ............................... 59
APPENDIX
Level of Service Definitions
Existing Traffic Data
CDOT Correspondence
Polo Club Trip Generation Reference
Intersection Capacity Worksheets
Construction Cost Estimate
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Fox Tuttle Transportation Group, LLC Page 5 June 28, 2024
McCLURE RIVER RANCH PUD
TRAFFIC IMPACT STUDY
1.0 EXECUTIVE SUMMARY
The Fox Tuttle Transportation Group updated the traffic impact study for the development of the
McClure River Ranch PUD that is proposed to be located just east of Carbondale, CO on
Highway 82 Access Road east of County Road 100. Up to 24 dwelling units will be constructed
during the second phase as well as a community center. The 24 dwelling units will consist of 12
single-family homes, each with an optional ADU. The first phase of the project included polo
fields, a clubhouse, barns and stables, a horse exercise track, employee housing and guest
cabins some of which has already been built. There will be up to 38 total dwelling units in the
project upon full buildout. The project also includes multi-use trails and open space throughout
the property for use by club members and residents, as well as a community center. The polo
fields and facilities were completed in the first phase and the majority of the dwelling units are
planned for the second phase.
This study focused on the summer weekday AM and PM peak hours which represent the
periods of highest trip generation for the proposed residential uses. The Saturday Midday peak
hour was also evaluated to understand the traffic impacts related to special events at the polo
club. CDOT agreed that the design of the accesses and impact to intersections will be based on
the typical weekday peak hour volumes and not the volumes associated with the three special
events per year (see Appendix for email documentation). The plan has two accesses on
Highway 82 Access Road, which were approved by CDOT and constructed in Year 2019.
The analysis estimated that the entire McClure River Ranch PUD will generate approximately
326 weekday daily trips with 33 trips occurring in the AM peak hour and 36 trips occurring in the
PM peak hour at build-out. During a special event, it was assumed the polo club will generate
approximately 863 weekend daily trips with 187 trips occurring in the Midday peak hour. With
Phase 1 already complete, Phase 2 of the project will generate 197 weekday daily trips with 16
trips in the AM peak hour and 20 trips in the PM peak hour. Phase 2 will generate 198 daily
weekend trips with 20 trips in the weekend midday peak hour. It was determined that the
majority of the existing roadway and intersection network can serve the added traffic
volumes from both phases of the project.
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Fox Tuttle Transportation Group, LLC Page 6 June 28, 2024
The volumes on SH 82 associated with McClure River Ranch during a typical weekday do not
meet CDOT’s 20% rule that requires improvement to auxiliary lanes or an access permit for the
highway. During the weekday peak hours, McClure River Ranch full buildout trips will be only
4% of the of the side-street volumes (includes inbound and outbound) in Year 2026.
Based on the intersection capacity and queue analysis for the existing, Year 2026, and Year
2045 with and without McClure River Ranch PUD the following improvements are
recommended:
Existing and Background Conditions without Project Trips (CDOT or Garfield County
responsibility)
• SH 82 at Catherine Store Road/County Road 100: Construct one northbound right-
turn lane (storage back to Highway 82 Access Road, about 120 feet). Adjust the signal
timing to increase the green for the westbound left-turn phase during the weekday PM
peak hour. These mitigation measures are due to the existing conditions and are not
associated with McClure River Ranch PUD.
The existing and background volumes trigger the need for mitigation at the intersection
of SH 82 at Catherine Store Road/County Road 100. Based on CDOT’s auxiliary lane
requirement in the State Highway Access Code, the existing westbound left-turn lane is
620 feet short of the required 950 feet for the deceleration + storage length. An
adjustment in signal timing can significantly reduce the queue lengths, reduce the
potential for left-turn queues to back out of the left-turn lane, and minimize impacts to the
adjacent through lane.
It should be noted that McClure River Ranch trips only make up 5% of the of volume in
the westbound left-turn lane and 3% in the northbound right-turn lane in Year 2045 at full
build-out.
With the McClure River Ranch PUD (already constructed):
• Highway 82 Access Road at Chukka Trail (west access): Construct with one entering
lane and one exiting lane (full-movement) and side-street stop-controlled.
• Highway 82 Access Road at Chukka Trail (east access): Construct with one entering
lane and one exiting lane (full-movement) and side-street stop-controlled.
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Fox Tuttle Transportation Group, LLC Page 7 June 28, 2024
2.0 INTRODUCTION
This updated traffic impact study has been prepared by the Fox Tuttle Transportation Group for
the development of the McClure River Ranch PUD east of Carbondale, CO. The project site is
located south of State Highway (SH) 82 and east of Garfield County Road 100. The first phase
of the project included two polo fields with a variety of amenities for horse owners, club
members, and residents. In the second phase, it is proposed that there will be 12 single-family
homes with Accessory Dwelling Units (ADUs) on the south end of the property near the Roaring
Fork River, totaling up to 24 residential units.
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, short-term (Year 2026), and
long-term (Year 2045) peak hour intersection conditions in the study area with and without the
generated traffic for McClure River Ranch Phase 2. The information contained in this study is
anticipated to be used by the Colorado Department of Transportation (CDOT) and Garfield
County in identifying any intersection or roadway deficiencies and potential improvements for
both the short-term and long-term future scenarios. This study focused on the summer weekday
AM and PM peak hours which represent the periods of highest trip generation for the proposed
residential uses. The Saturday Midday peak hour was also evaluated to understand the traffic
impacts related to special events at the polo club.
This study is an update to the most recent traffic impact study Aspen Valley Polo Club Traffic
Impact Study (Fox Tuttle Hernandez, October 2019). The original traffic impact study for TCI
Lane Ranch 1 proposed 71 single-family homes and 18 townhomes. This updated traffic impact
study has been completed consistent with the requirements of CDOT and Garfield County.
3.0 PROJECT DESCRIPTION
The McClure River Ranch PUD developed two polo fields with a clubhouse, barns and stables,
a horse exercise track, employee housing, and guest cabins during the first phase. Up to 24
residential dwelling units will be constructed during the second phase. The project also includes
multi-use trails and open space throughout the property for use by club members and residents.
1 Level 2 Traffic Impact Study for TCI Lane Ranch. Drexel, Barrell & Co. September 2008.
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Fox Tuttle Transportation Group, LLC Page 8 June 28, 2024
The McClure River Ranch project has two recently constructed accesses on Highway 82
Access Road, approved by CDOT. The main entrance is approximately 0.40 miles east of the
intersection with County Road 100 and the secondary access is about 0.25 mile east of the first
access. CDOT agreed that the secondary access can be a minimum of 325 feet apart from the
Waldorf School access instead of the typical 450 feet typically required on 45 mph roadways
due the low existing and future volumes and minimal interactions between the driveways. CDOT
also agreed that the auxiliary lane requirements within the State Highway Access Code 2 will be
based on typical weekday traffic and not based on volumes associated the polo club events
since they are infrequent.
A vicinity map is shown on Figure 1. The proposed site plan for Phase 2 is shown on Figure 2.
4.0 STUDY CONSIDERATIONS
The traffic operations analysis addressed the signalized and unsignalized intersection
operations using the procedures and methodologies set forth by the Highway Capacity Manual
(HCM)3. Study intersections were evaluated using Synchro (version 11) software.
4.1 Data Collection
Weekday AM and PM and Saturday Midday peak hour turning movement volumes were
collected in November 2023 at four existing intersections. The data indicated that the weekday
AM peak hour begins at 7:30 AM, the weekday PM peak hour begins at 4:15 PM, and the
Saturday Midday peak hour begins at 12:30 PM. The intersection counts included vehicular
volume per movement and pedestrian volume per crosswalk.
Average daily traffic (ADT) counts were collected for one weekday (24-hours) and one Saturday
(24-hours) on at three locations:
(1) Highway 82 Access Road east of County Road 100
(2) County Road 100 north of Highway 82 Access Road
(3) Highway 82 Access Road west of Valley Road
2 State Highway Access Code, State of Colorado, August 31, 1998, updated March 2002.
3 Highway Capacity Manual, 6th Edition. Transportation Research Board, National Research Council, 2016.
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Fox Tuttle Transportation Group, LLC Page 9 June 28, 2024
Daily volumes for SH 82 were gathered from CDOT’s Transportation Management System
(TMS) and Online Transportation Information System (OTIS). CDOT data indicated that the
highway volume has an anticipated 20-year growth factor of 1.21, which equates to 0.96%
annual growth. This growth rate was applied to through traffic on the highway, while an annual
0.50% growth rate was used to project side-street traffic.
The existing traffic weekday volumes are illustrated on Figure 3A, while Saturday volumes are
illustrated on Figure 3B. The existing intersection geometry and traffic control are also shown
on these figures. Count data sheets are provided in the Appendix.
Weekday count data was collected when the neighboring Waldorf School on the Roaring Fork
was in session, so the impact of school traffic is included in the existing traffic volumes.
4.2 Existing Signal Timing
Traffic signal timing information for the intersection of SH 82 at Catherine Store Road/County
Road 100 was provided by CDOT and incorporated into this study. The CDOT signal timing
allows up to two minutes, or 120 seconds, to be allocated to the up-valley and down-valley
through traffic on SH 82, and additional time (up to defined maximums) to be allocated to the
signal phases serving side street movements. The signal currently operates as semi-actuated,
uncoordinated with dilemma zone detection on the highway. At the direction of CDOT staff on a
previous project just up-valley from this signal, the existing signal timing will remain in place into
the future and the analysis should reflect the changes in level of service with the additional
background and development traffic. At this time, CDOT plans to hold the highway through
phase at 120 seconds and will not reduce this phase to accommodate the increase in side
street and turning volumes. That said, we believe that signal timing adjustments will be made in
the future to efficiently and equitably accommodate all motorists accessing the SH 82 corridor.
This analysis adjusted signal timing as a mitigation measure when necessary.
4.3 Level of Service Criteria
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 operation conditions of an intersection’s
traffic flow, ranging from LOS A (indicating very good, free flow operations) to 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
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Fox Tuttle Transportation Group, LLC Page 10 June 28, 2024
through an intersection. The intersection LOS is represented as a delay in seconds per vehicle
for the intersection as a whole and for each turning movement.
Typically, LOS A through C are considered to be good for the overall intersection operations
with LOS D as acceptable in peak hours. Garfield County’s Land Use and Development Code
indicate that all intersections should operate at LOS D or better during peak hours. Criteria
contained in the HCM was applied for this analysis in order to determine existing peak hour
performance. A more detailed discussion of LOS methodology is contained in the Appendix for
reference.
5.0 EXISTING CONDITIONS
5.1 Roadways
The study area boundaries took into consideration the amount of traffic to be generated by the
project and potential impact to the existing roadway network as shown on Figure 1. The
primary public roadways that serve the McClure River Ranch are discussed in the following text.
State Highway 82 is a four-lane major regional arterial (classified by CDOT as an
Expressway) that provides east-west access along the Roaring Fork Valley. It links
Glenwood Springs and the I-70 corridor to the Town of Aspen and all the communities in
between. SH 82 currently carries approximately 26,000 vehicle trips per day (vpd) in the
vicinity of McClure River Ranch (Year 2022). The posted speed limit is 65 miles per hour
(mph) within the study area. East of Valley Road the posted speed limit is reduced to 55
mph through the towns of El Jebel and Basalt.
The intersection of SH 82 at Catherine Store Road/County Road 100 is controlled by a
traffic signal and the intersection includes:
• Two through lanes in each direction of SH 82.
• Bus queue jump/right-turn lanes on SH 82 to allow the VelociRFTA BRT buses
efficient service through the traffic signal.
• Left-turn deceleration lanes on SH 82.
• Right-turn deceleration and acceleration lanes on SH 82.
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Fox Tuttle Transportation Group, LLC Page 11 June 28, 2024
The intersection of SH 82 at JW Drive/Valley Road is side-street stop-controlled and the
intersection includes:
• Two through lanes in each direction of SH 82.
• Left-turn deceleration and acceleration lanes on SH 82.
• Right-turn deceleration and acceleration lanes on SH 82.
Highway 82 Access Road is a two-lane frontage road that currently provides access to
the existing RFTA park-n-ride within the southeast corner of SH 82 at Catherine Store
Road/County Road 100, as well as the Waldorf School on the Roaring Fork and a low-
density single-family home community. The Highway 82 Access Road extends from
County Road 100 in Garfield County to Valley Road in Eagle County. Highway 82 Access
Road has two through lanes that are approximately 11 feet in width with two-foot
shoulders near the vicinity of McClure River Ranch. The posted speed limit is 45 mph.
Highway 82 Access Road currently services approximately 1,700 vpd during the week and
approximately 1,000 vpd on Saturday (Year 2023) just east of County Road 100. West of
Valley Road, Highway 82 Access Road currently services approximately 1,500 vpd during
the week and approximately 900 vpd on Saturday (Year 2023). The roadway is the
northern boundary of the project property.
County Road 100 (also called Catherine Store Road) is a north-south, two-lane roadway
that leads to the rural residential area of east Carbondale. This roadway changes to east-
west orientation and links Carbondale’s Main Street to SH 82. County Road 100 has a
posted speed limit of 30-35 mph (depending on location) and is approximately 28 feet in
width. This roadway services roughly 5,800 vpd during the week and nearly 3,700 vpd on
Saturday just south of SH 82 (Year 2023).
Valley Road is a north-south, two-lane collector roadway that provides access to small
residential communities. This roadway changes to east-west orientation and leads to the
Willits Town Center in Basalt. According to the Eagle County Land Use Regulations 4,
Valley Road is classified as a ‘suburban residential collector.’ Valley Road has a posted
speed limit of 25 mph and has 11-foot lanes with one-foot shoulders.
4 Land Use Regulations. Appendix C. Eagle County. May 2012.
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Fox Tuttle Transportation Group, LLC Page 12 June 28, 2024
5.2 Intersections
The study area was developed from discussions with CDOT Region 3 staff and includes four
existing intersections. They are listed below with the current traffic control:
(1) SH 82 at Catherine Store Road/County Road 100 (signalized)
(2) County Road 100 at Highway 82 Access Road (side-street stop-controlled)
(3) SH 82 at JW Drive/Valley Road (side-street stop-controlled )
(4) Valley Road at Highway 82 Access Road (side-street stop-controlled)
The lane configurations at each of the study locations are illustrated on Figures 3A and 3B.
5.3 Pedestrian and Bicycle Facilities
The study roadways do not provide sidewalks for pedestrians or bike lanes for cyclists. There is
a 10-to-12-foot multi-use path, the Rio Grande Trail, that connects Glenwood Springs to Aspen
that is just south of the McClure River Ranch property. The Rio Grande Trail is a rail-to-trails
project that provides multi-modal connectivity through the Roaring Fork Valley. It parallels the
southside of the river within the study area and future residents and polo club members will be
able to access the multi-use trail by traveling south on County Road 100.
5.4 Transit
The Roaring Fork Transportation Authority (RFTA) provides public transportation service
between communities adjacent to and within the Roaring Fork Valley. The Local Valley bus
route travels between Glenwood Springs and Aspen with stops along SH 82 east of Catherine
Store Road/County Road 100 to serve the park-n-ride. In the summer season, the Local Valley
buses operate between 4:30 AM to 12:45 AM with 30-minute headways.
The Bus Rapid Transit, named VelociRFTA, does not have a stop within the study area;
however, patrons can catch the express transit service by parking at either the Carbondale
park-n-ride (Village Road and Highway 133) or El Jebel park-n-ride (Valley Road and SH 82).
RFTA has recently installed new technology at the VelociRFTA bus stops and an online bus
tracking system. In the summer season, the VelociRFTA buses operate between 5:00 AM to
11:30 PM with 12-minute headways. Both bus routes provide connections to the other RFTA
bus routes between Rifle and Aspen.
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Fox Tuttle Transportation Group, LLC Page 13 June 28, 2024
5.5 Existing Intersection Capacity Analysis
The results of the LOS calculations for the study intersections are summarized in Tables 1A
and 1B (weekday and Saturday, respectively). The intersection level of service worksheets are
attached in the Appendix. The side-street stop-controlled intersections on either end of the
Highway 82 Access Road are operating acceptably overall in the peak hours during the
weekday and on Saturday, with all movements operating at LOS C or better. The SH 82 at
Catherine Store Road/County Road 100 intersection operates overall at LOS E during the
weekday AM peak hour and LOS F in the weekday PM peak hour. Further, while the SH 82 at
JW Drive/Valley Road operates at an overall LOS C or better, the northbound and southbound
side-street approaches operate at LOS F with more than 2 minutes of average delay during both
weekday peak hours. A summary of the results for intersections with overall or movements at
LOS E or F is as follows:
• SH 82 at Catherine Store Road/County Road 100: This signalized intersection
currently operates overall at LOS E in the AM peak hour and LOS F in the PM peak hour
during the week and LOS C in the Saturday Midday peak hour. In all three peak periods
the eastbound left-turn, westbound left-turn, northbound single-lane approach, and
southbound single-lane approach operate at LOS E or F due to the limited green time for
traffic accessing the side streets and long green phase on SH 82. The westbound left-
turn has the highest delay in the PM peak hour and the analysis indicated that the
existing average and 95th percentile queues 5 are exceeding the existing storage. The
average and 95th percentile queues for the northbound lane is estimated to extend
beyond the nearby intersection of County Road 100 at Highway 82 Access Road in the
three studied peak hours (listed in Table 2A and 2B, weekday and Saturday,
respectively). The analysis of the northbound and southbound approaches are
conservative as they assume one shared left-turn/through/right-turn lane; however, the
majority of the right-turning vehicles utilize the wide lane and radius to pass waiting left-
turn and through vehicles.
Recommendation: It is recommended that a northbound right-turn lane be constructed
to better utilize the existing eastbound right-turn acceleration lane and reduce impacts to
the intersection of County Road 100 at Highway 82 Access Road.
5 The 95th percentile queue length is a theoretical queue that is 1.65 standard deviations above the average queue
length. In theory, the 95th percentile queue would be exceeded 5% of the time based on the average queue length,
but it is also possible that a queue this long may not occur.
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Fox Tuttle Transportation Group, LLC Page 14 June 28, 2024
The current length of the westbound left-turn deceleration lane does not meet the
requirements set forth by the State Highway Access Code for a highway classified as
‘expressway’. The westbound left-turn lane is currently 330 feet which is 620 feet shorter
than the required length (refer to Section 10.0 for more discussion on auxiliary lanes).
An adjustment in the signal timing to allocate more time to the westbound left-turn phase
will reduce the need to extend the lane length.
It is recommended that signal timing be balanced for demand by reallocating 27 seconds
from the eastbound through phase to the westbound left-turn phase in the PM peak
hour. The eastbound through movement has significantly less volume than the
westbound approach in the PM peak hour due to commuters headed down-valley. With
the reduction in green time, the eastbound through movement is estimated to operate at
LOS C. The westbound left-turn will benefit from the additional green time with a
significant reduction in delay to under two (2) minutes. The average and 95th percentile
queues of the westbound left-turn in the PM peak hour are still predicted to exceed the
existing storage but are significantly shorter than with existing signal timing.
• SH 82 at JW Drive/Valley Road: This side-street stop-controlled intersection currently
operates overall at LOS C in the weekday AM and PM peak hours and LOS A in the
Saturday Midday peak hour. The side-street approaches (northbound and southbound)
both operate at LOS F in the weekday peak hours due to the difficulty turning onto SH
82. The 95th percentile queues for the northbound approach extends beyond the
adjacent intersection with Highway 82 Access Road (up to 60 feet or three vehicles).
The southbound approach has a 95th percentile queue of 178 feet (about eight vehicles)
in the weekday AM peak hour due to the majority of vehicles turning left to travel up-
valley.
Recommendation: There are no mitigation measures warranted with current conditions.
The highway approaches provide left-turn and right-turn acceleration and deceleration
lanes in both directions. Additional turn lanes on the side streets will not provide
significant improvements in delay. The side-street volumes are not approaching signal
warrant thresholds. The analysis underestimates the available gaps within the highway
traffic and does not model the two-stage turn that is available with the widen median;
therefore, it is likely the delays are less than estimated.
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Fox Tuttle Transportation Group, LLC Page 15 June 28, 2024
6.0 FUTURE BACKGROUND TRAFFIC CONDITIONS
6.1 Annual Growth Factor and Future Volume Methodology
In order to forecast the future peak hour traffic volumes, background traffic growth assumptions
were estimated based on the CDOT traffic data, previous traffic studies, and approved
developments. The average 20-year factor on SH 82 between Carbondale and El Jebel is 1.21
which equates to 0.96% annual growth rate. Per the request of CDOT, a traffic growth rate of
1.00% annually was applied to the existing traffic volumes plus the following approved
development traffic:
• Tree Farm – Located in east El Jebel on the Tree Farm property north of SH 82 at
Willits Lane. The proposed development plan includes a variety of residential and
commercial uses. It was proposed to include 340 multi-family homes, a 100-room
hotel, up to 74,000 square feet of retail/office/restaurant space and maintain the
existing water ski club and a portion of the tree farm. Volumes were gathered from The
Tree Farm Traffic Study 6. The hotel and some multi-family units have already been
completed, so total trip generation from Tree Farm was reduced by 20% to be
conservative.
• Colorado Extreme – Located in Carbondale along County Road 100 southwest of the
project site. The anticipated summer volumes were gathered from Colorado Extreme
Traffic Impact Study 7.
The background traffic growth is considered conservative and highway volumes will most likely
include the approved developments within the valley. Using these assumptions, the 2026
background weekday traffic is provided on Figure 4A and Saturday traffic is summarized on
Figure 4B. The 2045 background weekday traffic is provided on Figure 5A, and Saturday
traffic is summarized on Figure 5B.
6 Tree Farm Traffic Study. Fox Tuttle Hernandez. February 2017.
7 Colorado Extreme Traffic Impact Study. Fox Tuttle. August 2023.
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Fox Tuttle Transportation Group, LLC Page 16 June 28, 2024
6.2 Year 2026 Background Intersection Capacity Analysis
The study intersections were evaluated to determine baseline operations for the Year 2026
background scenario and to identify any capacity constraints associated with background traffic.
The recommended improvements suggested in the Year 2023 existing capacity analysis were
included in the Year 2026 background scenario. The level of service criteria discussed
previously were applied to the study intersections to determine the impacts with the short-term
background volumes.
The results of the LOS calculations for the intersections are summarized in Tables 1A and 2B
(weekday and Saturday, respectively). The 95th percentile queues are listed in Tables 2A and
2B (weekday and Saturday, respectively). The intersection level of service worksheets are
attached in the Appendix. The evaluation shows that the side-street stop-controlled study
intersections at either end of Highway 82 Access Road are anticipated to continue to operate
acceptably overall during the weekday and weekend peak hours, with all movements operating
at LOS C or better. A summary of the results for the highway intersections is as follows:
• SH 82 at Catherine Store Road/County Road 100: This signalized intersection will
continue to operate overall at LOS E in the AM peak hour and LOS D PM peak hours
during the week and LOS C in the Saturday Midday peak hour with the construction of
one northbound right-turn lane and increase in green time for the westbound left-turn
phase. In all three peak periods the eastbound left-turn, westbound left-turn, northbound
left-turn/through, and southbound single-lane approach are estimated to operate at LOS
E or F due to the limited green time; however, the delays will remain under 200 seconds
(just over three minutes) which is just over the cycle length. The westbound left-turn will
continue to be LOS F in the peak hours; however, the delay will remain near two minutes
with the adjusted signal timing. The average queue length is predicted to extend outside
the existing storage length during the PM peak hour since the westbound deceleration
lane is substandard to the State Highway Access Code requirements.
The analysis indicated that the 95th percentile queues for the eastbound and westbound
through movements will be extended with the additional background traffic but are
anticipated to be cleared during the green phase and not impact an upstream
intersection.
Recommendation: No additional improvements are warranted in the Year 2026
background scenario. Consider extending the westbound left-turn lane storage to meet
the State Highway Access Code to prohibit the queue from impacting the through lane.
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Fox Tuttle Transportation Group, LLC Page 17 June 28, 2024
• SH 82 at JW Drive/Valley Road: This side-street stop-controlled intersection will begin
to operate overall at LOS B in the weekday AM peak hour and LOS E in the weekday
PM peak hour and continue to operate overall at LOS A in the Saturday Midday peak
hour. The side-street approaches (northbound and southbound) continue to operate at
LOS F with significant delays in the weekday AM and PM peak hours due to the difficulty
turning onto SH 82. Queues are estimated to increase by one (1) vehicle compared to
Year 2023.
Recommendation: There are no mitigation measures warranted with future short-term
conditions. The highway approaches provide acceleration and deceleration lanes in both
directions. Additional turn lanes on the side streets will not provide significant
improvements in delay. The side-street volumes are not approaching signal warrant
thresholds. Drivers have the option to access the signals at El Jebel or Catherine Store
Road by traveling along the frontage or local roads.
6.3 Year 2045 Background Intersection Capacity Analysis
The study intersections were evaluated to determine baseline operations for the Year 2045
background scenario and to identify any capacity constraints associated with background traffic.
The recommended improvements suggested in the Year 2023 existing capacity analysis were
included in the Year 2045 scenario. It should be noted that the peak hour factor by approach
was adjusted to 0.90 where existing peak hour factors were below 0.90 since it is assumed that
the peak hour will spread more evenly over the hour in the long-term future than experienced
today. The level of service criteria discussed previously were applied to the study area
intersections to determine the impacts with the long-term background volumes.
The results of the LOS calculations for the intersections are summarized in Tables 1A and 2B
(weekday and Saturday, respectively). The 95th percentile queues are listed in Tables 2A and
2B (weekday and Saturday, respectively). The intersection level of service worksheets are
attached in the Appendix. The evaluation shows that the side-street stop-controlled study
intersections at either end of Highway 82 Access Road are anticipated to continue to operate
acceptably overall in during the weekday and weekend peak hours, with all movements
operating at LOS D or better. A summary of the results for the highway intersections is as
follows:
• SH 82 at Catherine Store Road/County Road 100: This signalized intersection is
estimated to operate overall at LOS F in the weekday AM peak hour, LOS E in the
weekday PM peak hour, and LOS C in the Saturday Midday peak hour with the
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Fox Tuttle Transportation Group, LLC Page 18 June 28, 2024
construction of one northbound right-turn lane and increase the green time for the
westbound left-turn movement. In all three peak periods the highway left-turns and side-
street approaches are estimated to operate at LOS E or F due to the limited green time.
The queues for the eastbound and westbound through movements will be extended with
the additional background traffic but are anticipated to clear during the green phase.
Recommendation: No additional improvements are warranted in the Year 2045
background scenario. Consider extending the westbound left-turn lane storage to meet
the State Highway Access Code to prohibit the queue from impacting the through lane.
• SH 82 at JW Drive/Valley Road: This side-street stop-controlled intersection is
estimated to operate overall at LOS E in the weekday AM peak hour, LOS F in the
weekday PM peak hour, and continue to operate overall at LOS A in the Saturday
Midday peak hour. The side-street approaches (northbound and southbound) continue
to operate at LOS F due to the difficulty turning onto SH 82.
Recommendation: There are no mitigation measures warranted with future long-term
conditions. The highway approaches provide acceleration and deceleration lanes in both
directions. Additional turn lanes on the side streets will not provide significant
improvements in delay. The side-street volumes are not approaching signal warrant
thresholds. Drivers have the option to access the signals at El Jebel or Catherine Store
Road by traveling along the frontage or local roads.
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Fox Tuttle Transportation Group, LLC Page 19 June 28, 2024
7.0 PROPOSED DEVELOPMENT TRAFFIC
7.1 Trip Generation
A trip generation estimate was performed to determine the traffic characteristics of the proposed
polo fields and residential community of McClure River Ranch. The trip rates contained in the
ITE Trip Generation Manual 8 for land use #220 “Multi-Family Housing – Low-Rise” was applied
to estimate the trips for the cabins and dwelling units within the first phase near the polo fields.
The land use #210 “Single-Family Detached Housing” was applied to estimate the proposed
traffic for the 12 residential homes with 12 ADUs on the south end of the property. There will be
a total of 38 dwelling units at the full buildout of McClure River Ranch (6 in the private barns + 3
in the maintenance barn + 4 cabins + 1 extra unit + 12 homes + 12 ADUs = 38 dwelling units).
The development of a polo club is unique, and the national manual does not provide trip
generation rates for this special use. The polo club is proposed to include:
• 2 polo fields with limited parking for polo club members, spectators, and horse trailers
• 6 private barns with attached lodging for horse owners, guests, trainers, groomers, etc.
• 1 maintenance barn with three employee housing units
• 4 guest cabins
• 1 extra dwelling unit
• A 5,000-square foot clubhouse with a kitchenette for caterers of special events, therapy
and massage rooms for athletes and club members, and two changing rooms with
lockers, showers, and bathrooms.
• A community center with a greenhouse, gardens, and local park
• A horse exercise track, an extensive trail system, and three small ponds
8 The previous traffic impact study (dated October 2019) utilized the 10th edition. This current study updated the trip
generation with the most recent 11th edition of the ITE Trip Generation Manual.
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Fox Tuttle Transportation Group, LLC Page 20 June 28, 2024
Extensive data was gathered from the polo club owners in regard to how the current polo club
operates and the expectations for the new site on Highway 82 Access Road in Carbondale:
General Polo Club Characteristics
• The polo season occurs during July and August.
o Horses arrive at the end of June.
o In the off-season horses are moved to Florida and the barns will be unoccupied.
• The clubhouse requires membership; anticipated to have 38 members.
• Currently, the origin of spectators is split evenly between down-valley
(Carbondale/Glenwood Springs) and up-valley (Aspen/El Jebel/Basalt).
Weekday Polo Club Operations
• Horse owners visit 1-2 times per week to ride and care for their horse(s).
• There will be up to three employees working in the greenhouse.
• The barns will have 4-5 workers that work with the horses and will be allowed to live in
the barn living quarters or cabins.
• Twice a week there will be deliveries for horse food and supplies.
• Polo is not played on Mondays as it is considered the rest day. Athletes (up to 15) and
owners will visit on Tuesday, Wednesday, and/or Thursday to practice.
• There is potential for small private events to occur during the week which would only
include 25-50 friends and family of club members. It is anticipated the traffic for these
small events would be minimal and occur during off-peak hours.
Special Event Polo Club Operations
• There are three reoccurring large charity events scheduled at the current polo club which
are planned to continue at the proposed project site.
o Events occur at 10:00 AM, 1:00 PM, and the main event is at 3:00 PM. Typically
scheduled on a Sunday.
o Each charity event has historically attracted up to 300 spectators and have
typically only generated 80-100 parked vehicles on site.
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Fox Tuttle Transportation Group, LLC Page 21 June 28, 2024
o The special events are organized by the charities and the sponsors provide
volunteers for event day assistance.
o The same number of employees from the weekdays will be on-site during events.
o There will be two medical staff on-site.
o There will only be one food vendor on-site for events.
o There are up to 24 horses; four people per team and up to six teams.
o Only one polo field will be utilized at a time.
• Non-special events may occur and will include a small group of people that are
associated with the club and are not anticipated to attract spectators. It is anticipated the
traffic for these small events would be a fraction of the charity events.
To estimate the trip generation of the polo club during the week and during a special event, a
traffic study from a polo club in Wellington, Florida was utilized. The International Polo Club
Traffic Analysis to Support Comprehensive Plan Amendment 9 provided rates for the subject
polo club for the following land uses: barns/stables, event spectators, event staff/officials, and
vendors. The rates approved by the Village of Wellington and Palm Beach County Traffic
Engineering in Florida was utilized for McClure River Ranch with adjustments for local multi-
modal options. The rates from the Wellington polo club are included in the Appendix.
The estimated trip generation for Phase 1 weekday are shown in Table 3A and Phase 1 trips for
Saturday are shown in Table 3B. The estimated trip generation for Phase 2 weekday are shown
in Table 4A and Phase 2 trips for Saturday are shown in Table 4B. It should be noted that the
traffic on SH 82 is higher on Saturday than Sunday and for the purpose of this traffic study it
was assumed the special polo events would occur on a Saturday instead of the typical Sunday
to ensure the most conservative analysis of the study intersections.
The proposed project is expected to experience mostly new trips, also known as ‘primary trips’.
There will also be non-auto trips. These two trip types as discussed:
Primary Trips. These trips are made specifically to visit the site and are considered
“new” trips. Primary trips would not have been made if the proposed project did not
exist. Therefore, this is the only trip type that increases the total number of trips made
on a regional basis.
9 International Polo Club Traffic Analysis to Support Comprehensive Plan Amendment. Via Planning, Inc. April 2017.
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Fox Tuttle Transportation Group, LLC Page 22 June 28, 2024
Non-Auto Trips. These trips are those that are completed by walking, biking, or transit.
The existing transit, pedestrian and bicyclist amenities will encourage residents, visitors,
and employees to make non-auto trips to/from McClure River Ranch.
With the easy access to the Rio Grande Trail and the frequency of the bus, it is assumed that
15% of the trips to/from residential, employee, and spectator trips will be non-auto. This
percentage accounts for higher occupancy vehicles for special events. The 15% is a
conservative rate especially when existing statistics indicate that 24% of the Carbondale
residents commute to work via walking, biking, and transit and an additional 12% typically have
more than one person in their vehicle 10 (Year 2014).
7.2 Trip Distribution and Assignment
The estimated trip volumes presented in Table 3A, Table 3B, Table 4A and Table 4B were
distributed onto the study area street network based on existing traffic characteristics of the
area, existing and future land use, and existing and future traffic patterns in the area. The
overall assumed distribution is as follows, as well as presented on Figures 6A and 6B:
Residential Trips
• AM and Midday: 55% from down-valley and 30% to down-valley on SH 82
• PM: 30% from down-valley and 55% to down-valley on SH 82
• AM and Midday: 30% from up-valley and 55% to down-valley on SH 82
• PM: 55% from up-valley and 30% to down-valley on SH 82
• AM, PM, and Midday: 5% to/from North Catherine Store Road
• AM, PM, and Midday: 5% to/from South County Road 100
• AM, PM, and Midday: 5% to/from South Valley Road
10 Efficiency Review for the Roaring Fork Transportation Authority. Parsons. October 2016.
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Fox Tuttle Transportation Group, LLC Page 23 June 28, 2024
Polo Club Trips (Special Events)
• 40% to/from down-valley on SH 82
• 40% to/from up-valley on SH 82
• 5% to/from North Catherine Store Road
• 5% to/from South/West County Road 100
• 5% to/from North JW Drive
• 5% to/from South/East Valley Road
Using the distribution assumptions, the projected site traffic was assigned to the study area
roadway network for the weekday AM and PM peak hour periods during the summer season, as
well as Saturday Midday. The Phase 1 weekday site-generated trips for McClure River Ranch
are shown on Figure 7A, and trips associated with the polo club special events on Saturday are
shown on Figure 7B. The Phase 2 weekday site-generated trips for the McClure River Ranch
PUD are shown on Figure 8A and trips associated with the polo club special events on
Saturday are shown on Figure 8B.
8.0 FUTURE TRAFFIC CONDITIONS WITH SITE DEVELOPMENT
This section discusses impacts associated with the new polo club and dwelling units in the
short-term and long-term scenarios. Phase 2 trips were added to background volumes since
Phase 1 is already complete and captured within the existing traffic counts.
8.1 Year 2026 Background + Project Intersection Capacity Analysis
The site-generated traffic volumes were added to the Year 2026 background volumes to
analyze potential site impacts in the short-term build-out scenario. The Year 2026 background
+ site-generated traffic volumes for the weekday are illustrated on Figure 9A and Year 2026
background + site-generated traffic volumes for Saturday are illustrated on Figure 9B. The
level of service criteria discussed in prior sections was applied to the study intersections to
determine impacts with the addition of site-build out traffic volumes in the short-term. The
results of the LOS calculations for the intersections are summarized in Tables 1A and 2B
(weekday and Saturday, respectively). The average and 95th percentile queues are listed in
Tables 2A and 2B (weekday and Saturday, respectively).
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Fox Tuttle Transportation Group, LLC Page 24 June 28, 2024
The project trips have minimal impact on the study intersections and the majority of the
intersections can operate acceptably overall as estimated in the Year 2026 background
scenario. The intersection of SH 82 at JW Drive/Valley Road will operate the same as
estimated for Year 2026 background at LOS E in the AM peak hour and LOS F in the PM peak
hour during the weekday.
During the weekend, the greatest impacts were estimated to be on the westbound left-turn lane
at SH 82 and Catherine Store Road/County Road 100; and northbound approach at SH 82 and
JW Drive/Valley Road. The calculated average and 95th percentile queues on Saturday Midday
are predicted to be maintained within the existing or proposed storage lengths, except the 95th
percentile westbound left-turn queue on SH 82 at Catherine Store Road/County Road 100
which is expected to extend 373 feet (note that this queue can be accommodated in the taper
and shoulder area of SH 82 and likely will not impact the mainline traffic) .
The proposed accesses will operate acceptably in both weekday peak hours and can remain as
one lane approaches with side-street stop-controlled. Both accesses are predicted to operate
overall at LOS A and all movements will operate at LOS A even with the event traffic.
8.2 Year 2045 Background + Project Intersection Capacity Analysis
The site-generated traffic volumes were added to the Year 2045 background volumes to
analyze potential site impacts in the long-term build-out scenario. The Year 2045 background +
site-generated traffic volumes for the weekday are illustrated on Figure 10A and Year 2045
background + site-generated traffic volumes for Saturday are illustrated on Figure 10B. The
level of service criteria discussed in prior sections was applied to the study intersections to
determine impacts with the addition of site-build out traffic volumes in the long-term. The results
of the LOS calculations for the intersections are summarized in Tables 1A and 2B (weekday
and Saturday, respectively). The average and 95th percentile queues are listed in Tables 2A
and 2B (weekday and Saturday, respectively).
The project trips have minimal impact on the study intersections and the majority of the
intersections can operate acceptably overall as estimated in the Year 2045 background
scenario. The intersection of SH 82 at JW Drive/Valley Road will operate the same as
estimated for Year 2045 background at LOS F in both peak hours during the weekday.
During the weekend, the greatest impacts were estimated to be on the westbound left-turn lane
at SH 82 and Catherine Store Road/County Road 100; and northbound approach at SH 82 and
JW Drive/Valley Road. The calculated average and 95th percentile queues on Saturday Midday
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Fox Tuttle Transportation Group, LLC Page 25 June 28, 2024
are predicted to be maintained within the existing or proposed storage lengths except the 95th
percentile westbound left-turn queue on SH 82 at Catherine Store Road/County Road 100
which is expected to extend 406 feet (note that this queue can be accommodated in the taper
and shoulder area of SH 82 and likely will not impact the mainline traffic).
The proposed accesses will operate acceptably in both weekday peak hours and can remain as
one lane approaches with side-street stop-controlled. Both accesses are predicted to operate
overall at LOS A and all movements will operate at LOS A even with the event traffic.
9.0 QUEUING ANALYSIS
A queuing analysis was performed to determine if the average and 95th percentile queues would
be accommodated by the existing storage length and if any of the queues impacted an
upstream intersection/access. Tables 2A and 2B (weekday and Saturday, respectively)
provides the storage lengths, distance to nearest intersection/access, and the average and 95th
percentile queues for each scenario (where calculated).
As shown in Tables 2A and 2B, all the queues are shorter than the provided storage length or
nearest upstream intersection/access, except the westbound left-turn and northbound approach
at SH 82 and Catherine Store Road/County Road 100 and the northbound approach at SH 82
and JW Drive/Valley Road in existing and future scenarios (highlighted with blue bold font).
It should be noted that the project trips only slightly increase a few queues by one vehicle
per movement during the weekday and weekend.
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Fox Tuttle Transportation Group, LLC Page 26 June 28, 2024
10.0 AUXILIARY LANE EVALUATION
The volumes on SH 82 associated with McClure River Ranch during a typical weekday do not
meet CDOT’s 20% rule that requires an assessment of the auxiliary lanes. The following
assessment of existing auxiliary lanes on SH 82 within the study area is for informational
purposes only. During the weekday peak hours, the McClure River Ranch trips will be only 2%
of the of the side-street volumes (includes inbound and outbound) in Year 2026 and 6% in Year
2045.
The SH 82 corridor is maintained and operated by CDOT, which requires compliance with the
current State Highway Access Code auxiliary lane criteria. The existing and forecasted volumes
on SH 82 at Catherine Store Road/County Road 100 and JW Drive/Valley Road were reviewed
to determine if auxiliary lane requirements are met with the existing infrastructure. Within the
study area SH 82 is classified as E-X (Expressway, Major Bypass) and has a posted speed limit
of 65 mph. Per the State Highway Access Code requirements, a left-turn deceleration lane is
required if the volume is greater than 10 vph and will include a taper, a deceleration length and
storage length. A right-turn deceleration and acceleration lane are required if the volume is
greater than 10 vph with a taper and a deceleration/acceleration length.
The deceleration length is required to be 800 feet with storage length based on volume and a
taper rate of 25:1, which equates to approximately 300 feet for a 12-foot lane. An acceleration
lane on an Expressway is required to be 1,380 feet in length with a 300-foot taper.
At SH 82 and Catherine Store Road/County Road 100, the eastbound right-turn, eastbound
acceleration lane, and the westbound left-turn serve the proposed project site. At SH 82 and JW
Drive/Valley Road, the eastbound acceleration lane and westbound left-turn serve the proposed
project traffic. The peak hour volumes for existing and future were reviewed to determine the
compliance with the required auxiliary lane lengths. Table 5 provides the existing auxiliary lane
dimensions and required design lengths based on criteria set forth for Expressways.
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Fox Tuttle Transportation Group, LLC Page 27 June 28, 2024
Table 5: Existing Auxiliary Lane Evaluation (Informational Purposes Only)
Intersection /
Movement
Existing State Code Design
Criteria Criteria
Met? Deceleration /
Storage
Length
Taper
Length Total
Deceleration
+ Storage
Length
Taper
Length (2)
SH 82 at Catherine Store Road/County Road 100
EB Right
WB Left
EB Acceleration
440’
330’
1,200’
210’
325’
300’
670’
655’
1,500’
800’
800’ + 150’
1,380’
300’
300’
300’
SH 82 at JW Drive/Valley Road
WB Left
EB Acceleration
670’
1,100’
160’
300’
830’
1,400’
800’ + 50’
1,380’
300’
300’
The existing auxiliary lanes do not meet the standards set forth by the State Highway Access
Code. An Access Permit is not required at either intersection on SH 82 for the McClure River
Ranch PUD as the typical weekday traffic does not meet CDOT’s 20% rule; therefore, Table 5
is for informational purposes only.
11.0 ACCESS DESIGN
CDOT agreed that the access permitting requirement and design criteria for this project will be
based on the daily residential trips and club operations and not based on the special events
since it is anticipated there will be three events per year. Highway 82 Access Road was
assumed to be classified as F-R (Frontage Road) and based on the State Highway Access
Code deceleration lanes are required if the left-turn volume is greater than 10 vph and the right-
turn volume is greater than 25 vph. The predicted weekday volumes at the two proposed
accesses on Highway 82 Access Road do not meet the thresholds set forth for auxiliary lanes.
It is recommended that both accesses provide one inbound lane and one outbound lane. The
eastbound and westbound approaches should remain one lane as currently exists. The
analyses for the weekday and Saturday do not show operational or safety issues with
maintaining one shared lane in all directions. CDOT issued Access Permits; both accesses
were constructed in Year 2019 and accepted by CDOT.
X
X
X
X
X
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Fox Tuttle Transportation Group, LLC Page 28 June 28, 2024
12.0 ROAD IMPACT FEES AND COST CONTRIBUTION
It is understood that the McClure River Ranch estimated that the project will pay approximately
$95,908 in Road Impact Fees at full build-out based on the PUD approval and Garfield County’s
Land Use and Development Code, Table 7-405. The road impact fee estimate was provided by
LANDWEST is summarized in Table 6.
Table 6: Road Impact Fee Estimate
Development Type
per Table 7-405 Description Quantity Square Feet Applicable Fee per
Table 7-405 Total
Residential ADU's in private horse barns 6 1,400 to 1,900 1,988$ 11,928$
Residential Affordable units in maintenance barn 3 901 to 1,400 1,474$ 4,422$
Residential Cabins 4 901 to 1,400 1,474$ 5,896$
Commercial Clubhouse 1 4800 3,766$ 18,077$
Agricultural Private horse barns + maintenance barn 6 approx. 4000-8000 ea.N/A -$
Subtotal Zone 1 40,323$
Residential Single Family (ADUs)12 901 to 1,400 1,474$ 17,688$
Residential Single Family 12 2,401 and greater 2,703$ 32,436$
Commercial HOA Community Center 1 1450 3,766$ 5,461$
Subtotal Zone 2 55,585$
95,908$ Total Road Impact Fee Estimate
Zone 2 (estimated residential development based on PUD)
Zone 1
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Fox Tuttle Transportation Group, LLC Page 29 June 28, 2024
The traffic analysis determined that a designated
northbound right-turn lane should be installed on
County Road 100 at SH 82. A sketch of the
improvement is shown to the right. In Year 2019,
Roaring Fork Engineering estimated that the cost to
construct the new auxiliary lane would be
approximately $116,500 (refer to Appendix for the
cost estimate). It is likely the cost has increased due
to inflation at a percentage between 20% to 40%.
Assuming an average of 30% increase, the cost
estimate would be $151,450.
The McClure River Ranch trips will be only 4% of the
weekday peak hour volumes on County Road 100 at
SH 82 (includes inbound and outbound) in Year 2026
and only 3% in Year 2045 at SH 82 and Catherine
Store Road/County Road 100. In the long-term
horizon, the McClure River Ranch trips by movements
at the main highway access are listed in Table 7.
Table 7: McClure River Ranch Trips at SH 82 at Catherine Store Road / CR 100
Intersection / Movement
% of Trip Volume (Year 2045)
Weekday AM
Peak Hour
Weekday PM
Peak Hour
SH 82 at Catherine
Store Road/ CR 100
Side-Street
EB Right
WB Left
NB Left
NB Right
5%
7%
5%
14%
3%
3%
10%
2%
8%
2%
The data indicates that the McClure River Ranch trips will be only 3% of the total volume in the
northbound right-turn during the AM peak hour and 2% in the PM peak hour. If the project paid
the corresponding percentage of trips, then the project’s cost contribution would be between
$3,030 and $4,545 for the northbound right-turn lane. The estimated Road Impact Fees will be
sufficient to pay for and/or offset the road impacts created by the McClure River Ranch project.
Existing northbound lane Width
New asphalt area ""862 sq . ft .
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Fox Tuttle Transportation Group, LLC Page 30 June 28, 2024
13.0 CONCLUSION
The McClure River Ranch PUD will include two polo fields with a clubhouse, barns and stables,
horse exercise track, employee housing, guest cabins, and residential homes. There will be up
to 38 dwelling units at full buildout. This study focused on the summer season when the polo
club is operational with employee workings during the week and special events on the
weekends. The McClure River Ranch also includes multi-use trails and open space throughout
the property for use by club members and residents. A previous traffic impact study for the TCI
Lane Ranch proposed 71 single-family homes and 18 townhomes for this site.
The latest plan proposes to maintain the two existing accesses on Highway 82 Access Road.
The main entrance is approximately 0.40 miles east of the intersection of County Road 100 and
the secondary access is about 0.25 mile east of the first access and 325 feet from the Waldorf
School staff driveway.
The total project is estimated to generate approximately 326 weekday daily trips with 33 trips
occurring in the AM peak hour and 36 trips occurring in the PM peak hour at build-out. During a
special event, it was estimated that the polo club would generate approximately 863 weekend
daily trips with 187 trips occurring in the Midday peak hour. Phase 1 is already complete, and
Phase 2 is estimated to generate approximately 197 daily weekday trips, with 16 trips in the AM
peak hour and 20 trips in the PM peak hour. Phase 2 is estimated to generate approximately
198 daily weekend trips, with 20 trips in the midday peak hour. It was determined that the
majority of the existing roadway and intersection network can serve the added traffic volumes in
the short-term and long-term scenarios.
The following improvements are recommended:
Existing and Background Conditions (without project trips)
• SH 82 at Catherine Store Road/County Road 100: Construct one northbound right-
turn lane (storage back to Highway 82 Access Road, about 120 feet). Adjust the signal
timing to increase the green for the westbound left-turn phase.
With the McClure River Ranch PUD (already constructed):
• Highway 82 Access Road at Chukka Trail (west access): Construct with one entering
lane and one exiting lane (full-movement) and side-street stop-controlled.
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Fox Tuttle Transportation Group, LLC Page 31 June 28, 2024
• Highway 82 Access Road at Chukka Drive (east access): Construct with one entering
lane and one exiting lane (full-movement) and side-street stop-controlled.
It should be noted that the McClure River Ranch trips will be only 4% of the weekday peak hour
volumes on the side-street (includes inbound and outbound) in Year 2026 and only 3% in Year
2045 at SH 82 and Catherine Store Road/County Road 100. In the long-term horizon, the
project trips will be 14% or less of the total volume per movement in Year 2045 (refer to the data
in Section 12.0).
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Tables and Figures:
Table 1A – Weekday Peak Hour Intersection Level-of-Service Summary
Table 1B – Saturday Peak Hour Intersection Level-of-Service Summary
Table 2A – Weekday Peak Hour Queue Summary
Table 2B – Saturday Peak Hour Queue Summary
Table 3A – Phase 1 Trip Generation Summary (Weekday – Summer)
Table 3B – Phase 1 Trip Generation Summary (Saturday – Summer)
Table 4A – Phase 2 Trip Generation Summary (Weekday – Summer)
Table 4B – Phase 2 Trip Generation Summary (Saturday – Summer)
Table 5 – Existing Auxiliary Lane Evaluation (Informational Purposes Only) [IN REPORT]
Table 6: Road Impact Fee Estimate [IN REPORT]
Table 7: McClure River Ranch Trips at SH 82 at Catherine Store Road / CR 100 [IN REPORT]
Figure 1 – Vicinity Map
Figure 2A – Conceptual Site Plan – Phase 1
Figure 2B – Conceptual Site Plan – Phase 2
Figure 3A –Existing Weekday Traffic Volumes
Figure 3B –Existing Saturday Traffic Volumes
Figure 4A – Year 2021 Background Weekday Traffic Volumes
Figure 4B – Year 2021 Background Saturday Traffic Volumes
Figure 5A – Year 2040 Background Weekday Traffic Volumes
Figure 5B – Year 2040 Background Saturday Traffic Volumes
Figure 6A – Residential Site Trip Distribution
Figure 6B – Polo Club Site Trip Distribution
Figure 7A – Phase 1 Weekday Site-Generated Traffic Volumes
Figure 7B – Phase 1 Saturday Site-Generated Traffic Volumes
Figure 8A – Phase 2 Weekday Site-Generated Traffic Volumes
Figure 8B – Phase 2 Saturday Site-Generated Traffic Volumes
Figure 9A – Year 2021 Weekday Background + Phase 1 Site-Generated Traffic Volumes
Figure 9B – Year 2021 Saturday Background + Phase 1 Site-Generated Traffic Volumes
Figure 10A – Year 2040 Weekday Background + Full Buildout Site-Generated Traffic Volumes
Figure 10B – Year 2040 Saturday Background + Full Buildout Site-Generated Traffic Volumes
FTH# 23101 McClure River Ranch PUD
Traffic Impact Study
Carbondale, CO
2/5/2024
Intersection and AM Peak PM Peak AM Peak PM Peak AM Peak PM Peak AM Peak PM Peak AM Peak PM Peak
Lanes Groups Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS
STOP SIGN CONTROL
County Road 100 at Highway 82
Access Road 5A5A5A5A5A5A6A7A6A7A
Eastbound Left+Through+Right 21 C 19 C 23 C 20 C 24 C 21 C 25 C 24 C 26 D 26 D
Westbound Left+Through+Right 19 C 21 C 20 C 23 C 20 C 25 C 23 C 33 D 24 C 36 E
Northbound Left+Through+Right 8A8A8A8A8A8A8A9A8A9A
Southbound Left+Through+Right 9A8A9A8A9A8A9A8A9A8A
SH 82 at JW Drive/ Valley Road 16 C 17 C 15 B 39 E 15 B 48 E 50 E >120 F 50 E >120 F
Eastbound Left 9 A 17 C 9 A 19 C 9 A 20 C 9 A 29 D 10 A 29 D
Eastbound Through 0A0A0A0A0A0A0A0A0A0A
Eastbound Right 0A0A0A0A0A0A0A0A0A0A
Westbound Left 16 C 10 A 18 C 10 B 18 C 10 B 24 C 11 B 24 C 11 B
Westbound Through 0A0A0A0A0A0A0A0A0A0A
Westbound Right 0A0A0A0A0A0A0A0A0A0A
Northbound Left+Through+Right >120 F >120 F >120 F >120 F >120 F >120 F >120 F *F >120 F *F
Southbound Left+Through+Right >120 F >120 F >120 F >120 F >120 F >120 F >120 F *F >120 F *F
Valley Road at Highway 82 Access
Road 5A5A5A5A5A5A5A5A5A5A
Eastbound Left+Right 10 A 10 B 10 A 10 B 10 A 10 B 10 A 11 B 10 A 11 B
Northbound Left+Through 7A8A7A8A7A8A7A8A7A8A
Southbound Through+Right 0A0A0A0A0A0A0A0A0A0A
Highway 82 Access Road at Chukka
Trail (West)0A1A 1A1A
Eastbound Right+Through 0A0A 0A0A
Westbound Left+Through 0A7A 0A7A
Northbound Left+Right 10 A 9 A 10 A 9 A
Highway 82 Access Road at
Riverstone Drive (East)0A0A 0A0A
Eastbound Right+Through 0A0A 0A0A
Westbound Left+Through 0A7A 0A7A
Northbound Left+Right 9A9A 10A9A
SIGNAL CONTROL - EXISTING TIMING
SH 82 at Catherine Store Rd/ County
Road 100 61 E 87 F 70 E 87 F 72 E 91 F >120 F 109 F >120 F 111 F
Eastbound Left 96 F 108 F 93 F 108 F 93 F 108 F 94 F 115 F 94 F 115 F
Eastbound Through 41 D 15 B 42 D 16 B 45 D 16 B >120 F 17 B >120 F 17 B
Eastbound Right 12 B 13 B 10 B 13 B 11 B 13 B 11 B 13 B 12 B 13 B
Westbound Left >120 F >120 F >120 F >120 F >120 F >120 F >120 F >120 F >120 F >120 F
Westbound Through 10 A 21 C 8 A 24 C 8 A 24 C 9 A 49 D 9 A 49 D
Westbound Right 9A9A7A9A7A9A7A9A8A9A
Northbound Left+Through+Right >120 F >120 F
Northbound Left+Through 68 E >120 F 68 E >120 F 68 E >120 F 68 E >120 F
Northbound Right >120 F 94 F >120 F 94 F >120 F 108 F >120 F 109 F
Southbound Left+Through+Right >120 F 70 E 86 F >120 F 87 F >120 F 88 F >120 F 89 F >120 F
SIGNAL CONTROL - OPTIMIZED TIMING
SH 82 at Catherine Store Rd/ County
Road 100 62 E 47 D 69 E 50 D 70 E 52 D 119 F 65 E >120 F 66 E
Eastbound Left 97 F 104 F 95 F 102 F 95 F 102 F 98 F 151 F 98 F >120 F
Eastbound Through 56 E 33 C 38 D 30 C 41 D 31 C 103 F 30 C 107 F 31 C
Eastbound Right 14 B 29 C 10 A 25 C 10 A 26 C 10 A 24 C 10 A 24 C
Westbound Left >120 F 95 F >120 F 94 F >120 F 94 F >120 F 92 F >120 F 92 F
Westbound Through 12 B 36 D 8 A 29 C 8 A 30 C 8 A 43 D 9 A 43 D
Westbound Right 11B14B7A11B7A11B7A9A7A9A
Northbound Left+Through+Right 120 F 85 F
Northbound Left+Through 69 E >120 F 69 E >120 F 73 E >120 F 72 E >120 F
Northbound Right >120 F 78 E >120 F 75 E >120 F 117 F >120 F 118 F
Southbound Left+Through+Right 109 F 55 E 88 F >120 F 89 F >120 F 106 F >120 F 104 F >120 F
Note: Delay represented in average seconds per vehicle.
* The estimated V/C exceeds 1 and delay values could not be computed
Table 1A - Weekday Peak Hour Intersection Level of Service Summary
2023 Existing 2026 Background 2026 Bkgrd + Project
(Phase 2)
2045 Bkgrd + Project
(Phase 2)2045 Background
23101_LOS
I I I I I
I I I
I I I I I I
C C C C C C C C C C
I I I I I I I I I I L__ L__ L__ L__ L__ L__ L L__ L L__
c= c= c-= c-= c= c= c-= c-= c= c=
t______s--__.-D
1----i =:J □ ID D D □ ID D
--
I I I I I I I
L L__ L L L L__
c:= c:= c= c:= c:= c:= c= c:= c:= c:=
t_____r-_____s-
7 17 17 7 7 17 17 7 1---i_ --i_
FTH# 23101 McClure River Ranch PUD
Traffic Impact Study
Carbondale, CO
2/5/2024
Intersection and Saturday Peak Saturday Peak Saturday Peak Saturday Peak Saturday Peak
Lanes Groups Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS
STOP SIGN CONTROL
County Road 100 at Highway 82
Access Road 3A3A3A3A3A
Eastbound Left+Through+Right 12 B 11 B 12 B 12 B 13 B
Westbound Left+Through+Right 11 B 11 B 12 B 13 B 13 B
Northbound Left+Through+Right 8A8A8A8A8A
Southbound Left+Through+Right 8A8A8A8A8A
SH 82 at JW Drive/ Valley Road 1 A 1 A 1 A 1 A 1 A
Eastbound Left 9 A 10 A 10 A 11 B 11 B
Eastbound Through 0A0A0A0A0A
Eastbound Right 0A0A0A0A0A
Westbound Left 9A9A9A10A10A
Westbound Through 0A0A0A0A0A
Westbound Right 0A0A0A0A0A
Northbound Left+Through+Right 26 D 33 D 35 E 47 E 48 E
Southbound Left+Through+Right 30 D 38 E 40 E 56 F 56 F
Valley Road at Highway 82 Access
Road 5A5A5A5A5A
Eastbound Left+Right 9A9A9A9A9A
Northbound Left+Through 7A7A7A7A7A
Southbound Through+Right 0A0A0A0A0A
Highway 82 Access Road at Chukka
Trail (West)2A 2A
Eastbound Right+Through 0A 0A
Westbound Left+Through 8A 8A
Northbound Left+Right 10 A 10 A
Highway 82 Access Road at
Riverstone Drive (East)1A 1A
Eastbound Right+Through 0A 0A
Westbound Left+Through 7A 7A
Northbound Left+Right 9A 9A
SIGNAL CONTROL - EXISTING TIMING
SH 82 at Catherine Store Rd/ County
Road 100 34 C 37 D 36 D 35 C 35 D
Eastbound Left 99 F 94 F 95 F 96 F 97 F
Eastbound Through 13 B 11 B 11 B 13 B 13 B
Eastbound Right 11B9A9A10A11B
Westbound Left >120 F 117 F >120 F >120 F >120 F
Westbound Through 10A7A8A9A9A
Westbound Right 8A5A6A6A7A
Northbound Left+Through+Right 90 F 78 E 78 E 76 E 76 E
Northbound Right >120 F >120 F >120 F 119 F
Southbound Left+Through+Right 69 E 80 F 80 F 82 F 82 F
SIGNAL CONTROL - OPTIMIZED TIMING
SH 82 at Catherine Store Rd/ County
Road 100 32 C 34 C 34 C 30 C 30 C
Eastbound Left 94 F 82 F 82 F 84 F 85 F
Eastbound Through 13 B 11 B 12 B 13 B 14 B
Eastbound Right 12 B 9 A 10 A 11 B 11 B
Westbound Left 106 F 89 F 89 F 90 F 91 F
Westbound Through 10A7A7A9A9A
Westbound Right 8A5A6A6A7A
Northbound Left+Through+Right 86 F 68 E 68 E 68 E 68 E
Northbound Right >120 F >120 F >120 F 111 F
Southbound Left+Through+Right 66 E 71 E 70 E 72 E 72 E
Note: Delay represented in average seconds per vehicle.
1 For the intersection of SH 82 at Catherine Store Road/County Road 100, it is recommended with the existing conditions that the westbound left+turn phase be increased by 13 seconds
during the PM peak hour and construct one northbound right-turn lane. These mitigation measures were assumed to be in place prior to Year 2021 background.
Table 1B - Saturday Peak Hour Intersection Level of Service Summary
2026 Background 2026 Bkgrd + Project
(Phase 2)2045 Background 2045 Bkgrd + Project
(Phase 2)2023 Existing
23101_LOS
C L L L
L_ L_ L_ L_ L__
c= c= c= c= c=
r---I I I L I
c= c= c= c= c=
r---L L L L I
FTH# 23101 McClure River Ranch PUD
Traffic Impact Study
2/5/2024
Intersection and AM Peak PM Peak AM Peak PM Peak AM Peak PM Peak AM Peak PM Peak AM Peak PM Peak
Lanes Groups Avg. 95th Avg. 95th Avg. 95th Avg. 95th Avg. 95th Avg. 95th Avg. 95th Avg. 95th Avg. 95th Avg. 95th
STOP SIGN CONTROL
County Road 100 at Highway 82 Access Road
Eastbound Left+Through+Right 110'- 15' - 18' - 18' - 20' - 18' - 23' - 23' - 28' - 25' - 30'
Westbound Left+Through+Right 200'- 30' - 45' - 33' - 50' - 35' - 58' - 43' - 80' - 48' - 90'
Northbound Left+Through+Right 690'-0'-0'-0'-0'-0'-0'-0'-0'-0'-0'
Southbound Left+Through+Right 120'- 10' - 3' - 10' - 3' - 10' - 3' - 10' - 3' - 10' - 5'
SH 82 at JW Drive/ Valley Road
Eastbound Left 515'- 5' - 23' - 5' - 28' - 5' - 28' - 8' - 48' - 8' - 48'
Eastbound Through 1800'-0'-0'-0'-0'-0'-0'-0'-0'-0'-0'
Eastbound Right 515'-0'-0'-0'-0'-0'-0'-0'-0'-0'-0'
Westbound Left 650'-5'-3'-5'-5'-5'-5'-8'-5'-8'-5'
Westbound Through 5400'-0'-0'-0'-0'-0'-0'-0'-0'-0'-0'
Westbound Right 460'-0'-0'-0'-0'-0'-0'-0'-0'-0'-0'
Northbound Left+Through+Right 120'- 60' - 93' - 55' - 110' - 55' - 115' - 95' -*-*-*
Southbound Left+Through+Right 360'- 178' - 98' - 173' - 120' - 175' - 120' - 268' -*-*-*
Valley Road at Highway 82 Access Road
Eastbound Left+Right 630'- 8' - 8' - 8' - 8' - 8' - 8' - 10' - 10' - 10' - 10'
Northbound Left+Through 175'-3'-5'-3'-5'-3'-5'-3'-8'-3'-8'
Southbound Through+Right 120'-0'-0'-0'-0'-0'-0'-0'-0'-0'-0'
Highway 82 Access Road at Chukka Trail (West Access)
Eastbound Through+Right 2115'-0'-0' -0'-0'
Westbound Left+Through 1175'-0'-0' -0'-0'
Northbound Left+Right 110'-0'-0' -3'-3'
Highway 82 Access Road at Riverstone Drive (East Access)
Eastbound Through+Right 1175'-0'-0' -0'-0'
Westbound Left+Through 375'-0'-0' -0'-0'
Northbound Left+Right 600'-0'-0' -0'-0'
SIGNAL CONTROL - EXISTING TIMING
SH 82 at Catherine Store Rd/ County Road 100
Eastbound Left 465'20' 49' 44' 91' 21' 49' 44' 91' 21' 49' 44' 91' 21' 49' 51' 111' 21' 49' 51' 111'
Eastbound Through 4500'1339' 1314' 159' 196' 1587' 1557' 189' 230' 1587' 1557' 189' 230' 2200' 2123' 236' 280' 2200' 2123' 236' 280'
Eastbound Right 440'0' 17' 0' 0' 0' 19' 0' 0' 0' 22' 0' 0' 3' 26' 0' 0' 5' 29' 0' 0'
Westbound Left 330'104' 178'533' 781'105' 180'590' 846'109' 187'602' 858'118' 203'668' 933'121' 208'680' 946'
Westbound Through 4000'76' 114' 758' 994' 88' 131' 874' 1144' 88' 131' 874' 1144' 108' 157' 1566' 1826' 108' 157' 1566' 1826'
Westbound Right 345'0' 0' 0' 1' 0' 0' 0' 2' 0' 0' 0' 2' 0' 0' 0' 2' 0' 0' 0' 2'
Northbound Left+Through+Right 120'438' 418' 509' 507'
Northbound Left+Through 120'48' 76'170' 211'55' 84'185' 225'56' 85'199' 240'63' 94'205' 246'
Northbound Right 120'249' 273'0' 27'258' 281'0' 27'316' 318'0' 25'333' 330'0' 25'
Southbound Left+Through+Right 820'205' 266' 100' 133' 136' 169' 102' 134' 136' 169' 103' 135' 136' 169' 114' 147' 136' 170' 115' 148'
SIGNAL CONTROL - OPTIMIZED TIMING
SH 82 at Catherine Store Rd/ County Road 100
Eastbound Left 465'20' 47' 44' 85' 21' 48' 43' 81' 21' 48' 43' 81' 21' 48' 52' 119' 21' 48' 52' 121'
Eastbound Through 4500'1430' 1176' 262' 298' 1404' 1180' 266' 314' 1441' 1193' 272' 318' 2051' 1813' 342' 378' 2063' 1825' 344' 380'
Eastbound Right 440'7' 27' 0' 0' 4' 21' 0' 0' 5' 22' 0' 0' 8' 25' 0' 0' 9' 26' 0' 0'
Westbound Left 330'108' 234'339' 442'110' 239'358' 471'113' 242'364' 477'134' 271'397' 509'139' 278'402' 515'
Westbound Through 4000'87' 112' 1011' 1135' 87' 111' 908' 1078' 87' 111' 933' 1097' 97' 120' 1393' 1648' 99' 123' 1388' 1645'
Westbound Right 345'0' 0' 0' 1' 0' 0' 0' 2' 0' 0' 0' 2' 0' 0' 0' 2' 0' 0' 0' 2'
Northbound Left+Through+Right 120'392' 427' 354' 381'
Northbound Left+Through 120'48' 77'166' 206'55' 85'178' 219'58' 90'209' 282'65' 97'220' 291'
Northbound Right 120'342' 387'0' 28'357' 399'0' 28'473' 510'0' 28'481' 515'0' 27'
Southbound Left+Through+Right 820'144' 213' 86' 117' 136' 172' 98' 131' 136' 172' 99' 131' 141' 178' 115' 150' 140' 177' 118' 155'
Note: Queues estimated with Synchro (version 9). Blue font highlights queues that are predicted to exceed the available existing storage length.
* Synchro estimates that the v/c ratio is significantly above 1.00 therefore, it was unable to calculate the 95th percentile queue.
1 For the intersection of SH 82 at Catherine Store Road/County Road 100, it is recommended with the existing conditions that the westbound left+turn phase be increased by 13 seconds during the PM peak hour and construct one northbound
right-turn lane. These mitigation measures were assumed to be in place prior to Year 2021 background.
Table 2A - Weekday Peak Hour Queue Summary
2023 Existing 2026 Background 2026 Bkgrd + Project
(Phase 2)2045 Background 2045 Bkgrd + Project
(Phase 2)Storage
OR
Upstream
Int.
23101_LOS
I I I I I
- - - - - - - - - -
·-·-
----------
FTH# 23101 McClure River Ranch PUD
Traffic Impact Study
2/5/2024
Intersection and Storage Saturday Peak Saturday Peak Saturday Peak Saturday Peak Saturday Peak
Lanes Groups Avg. 95th Avg. 95th Avg. 95th Avg. 95th Avg. 95th
STOP SIGN CONTROL
County Road 100 at Highway 82 Access Road
Eastbound Left+Through+Right 110'-5'-5'-5'-5'-5'
Westbound Left+Through+Right 200'- 10' - 10' - 10' - 13' - 15'
Northbound Left+Through+Right 690'-0'-0'-0'-0'-0'
Southbound Left+Through+Right 120'-3'-3'-3'-3'-3'
SH 82 at JW Drive/ Valley Road
Eastbound Left 515'-0'-0'-0'-0'-0'
Eastbound Through 1800'-0'-0'-0'-0'-0'
Eastbound Right 515'-0'-0'-0'-0'-0'
Westbound Left 650'-3'-3'-3'-3'-3'
Westbound Through 5400'-0'-0'-0'-0'-0'
Westbound Right 460'-0'-0'-0'-0'-0'
Northbound Left+Through+Right 120'- 8' - 8' - 8' - 13' - 13'
Southbound Left+Through+Right 360'-5'-5'-5'-8'-8'
Valley Road at HIghway 82 Access Road
Eastbound Left+Right 630'-5'-5'-5'-5'-5'
Northbound Left+Through 175'-3'-3'-3'-3'-3'
Southbound Through+Right 120'-0'-0'-0'-0'-0'
Highway 82 Access Road at Chukka Trail (West)
Eastbound Through+Right 2115'-0'-0'
Westbound Left+Through 1175'-0'-0'
Northbound Left+Right 110'-3'-3'
Highway 82 Access Road at Riverstone Drive (East)
Eastbound Through+Right 1175'-0'-0'
Westbound Left+Through 375'-0'-0'
Northbound Left+Right 600'-0'-0'
SIGNAL CONTROL - EXISTING TIMING
SH 82 at Catherine Store Road/ County Road 100
Eastbound Left 465'33' 66' 33' 72' 33' 72' 33' 72' 33' 72'
Eastbound Through 4500'124' 165' 127' 202' 129' 202' 158' 241' 160' 241'
Eastbound Right 440'0' 0' 0' 0' 0' 0' 0' 0' 0' 0'
Westbound Left 330'153' 296' 171'368'174'373'185'401'189'406'
Westbound Through 4000'138' 207' 139' 263' 142' 263' 174' 317' 177' 317'
Westbound Right 345'0' 0' 0' 0' 0' 0' 0' 0' 0' 0'
Northbound Left+Through+Right 120'177' 212'
Northbound Left+Through 120'72' 104' 76' 107' 78' 111' 83' 116'
Northbound Right 120'0' 29' 0' 29' 0' 28' 0' 28'
Southbound Left+Through+Right 820'58' 88' 53' 82' 57' 85' 63' 94' 66' 97'
SIGNAL CONTROL - OPTIMIZED TIMING
SH 82 at Catherine Store Road/ County Road 100
Eastbound Left 465'31' 64' 29' 61' 29' 62' 29' 61' 30' 62'
Eastbound Through 4500'134' 173' 140' 191' 142' 194' 177' 238' 180' 242'
Eastbound Right 440'0' 0' 0' 0' 0' 0' 0' 0' 0' 0'
Westbound Left 330'144'220'147'227'149'231'160'244'162'247'
Westbound Through 4000'145' 197' 145' 212' 147' 216' 182' 265' 185' 270'
Westbound Right 345'0' 0' 0' 0' 0' 0' 0' 0' 0' 0'
Northbound Left+Through+Right 120'173' 214'
Northbound Left+Through 120'65' 99' 69' 105' 72' 107' 76' 113'
Northbound Right 120'0' 33' 0' 33' 0' 32' 0' 32'
Southbound Left+Through+Right 820'57' 91' 47' 79' 50' 82' 58' 91' 60' 93'
Note: Queues estimated with Synchro (version 9). Blue font highlights queues that are predicted to exceed the available existing storage length.
Table 2B - Saturday Peak Hour Queue Summary
2026 Background 2026 Bkgrd +
Project (Phase 1)2045 Background 2045 Bkgrd +
Project (Ph 2)2019 Existing
23101_LOS
FTH #17046 McClure River Ranch PUD
Traffic Impact Study
2/1/2024
Land Use Size Unit Rate Total In Out Rate Total In Out Rate Total In Out
ITE 210 - Single-Family Detached
Housing 0 Dwelling
Units 0.85 1.00 9.43 0 0 0 0.70 0 0 0 0.94 0 0 0
ITE 220 - Multi-family Housing (cabins +
extra DU)14 Dwelling
Units 0.85 1.00 6.74 80 40 40 0.40 5 1 4 0.51 6 4 2
Barns/Stables/Maintenance (live-work
employees)9 Barns 1.00 1.00 1.62 15 8 7 0.15 1 1 0 0.15 1 0 1
Owners of horses (visting)24 Horses 1.00 1.00 0.42 10 5 5 0.15 4 2 2 0.15 4 2 2
Employees (clubhouse, fields, etc.) 8 Persons 0.85 1.00 3.00 20 10 10 1.10 7 6 1 0.80 5 1 4
Vendors/Services (food, supplies,
manure removal, etc.)2 Unit 1.00 1.00 2.00 4 2 2 0.10 0 0 0 0.10 0 0 0
80 40 40 5 1 4 6 4 2
49 25 24 12 9 3 10 3 7
129 65 64 AM > 17 10 7 PM > 16 7 9
Source : ITE Trip Generation 11th Edition, 2021. Updated from 9th Edition in original traffic study.
Subtotal for Residential Trips:
Subtotal for Polo Club Trips:
Total Weekday New Trips for Aspen Polo Club (Phase 1):
Table 3A - Phase 1 Trip Generation Summary (Weekday - Summer)
Non-Auto
Factor
Internal
Capture
Adjust
Average Daily
Trips
AM Peak Hour
Trips
PM Peak Hour
Trips
Trip rates for the polo club were gathered from the traffic study for the International Polo Club in Wellington, FL with adjustments as necessary to reflect Aspen Valley
characteristics.
23101_Volumes - Trip Gen_Ph1
FTH #17046 McClure River Ranch PUD
Traffic Impact Study
2/1/2024
Land Use Size Unit Rate Total In Out Rate Total In Out
ITE 210 - Single-Family Detached
Housing 0 Dwelling
Units 0.85 1.00 9.48 0 0 0 0.92 0 0 0
ITE 220 - Multi-family Housing (cabins +
extra DU)14 Dwelling
Units 0.85 1.00 4.55 54 27 27 0.41 5 3 2
Barns/Stables/Maintenance (live-work
employees)9 Barns 1.00 1.00 1.62 15 8 7 0.15 1 1 0
Owners of horses (visting)24 Horses 1.00 1.00 2.00 48 24 24 1.00 24 22 2
Employees (clubhouse, fields, etc.) 8 Persons 0.85 1.00 3.00 20 10 10 0.80 5 4 1
Professional Riders 24 Persons 1.00 1.00 2.00 48 24 24 1.00 24 19 5
Event Staff/Volunteers 10 Persons 0.85 1.00 2.50 21 11 10 0.80 7 6 1
Spectators 300 Persons 0.85 1.00 1.33 339 170 169 0.34 87 78 9
Vendors (food)1 Unit 1.00 1.00 2.50 3 2 1 0.80 1 1 0
Medical Staff 2 Persons 1.00 1.00 2.50 5 3 2 0.80 2 2 0
54 27 27 5 3 2
499 252 247 151 133 18
553 279 274 AM > 156 136 20
Source : ITE Trip Generation 11th Edition, 2021. Updated from 9th Edition in original traffic study.
Total Weekend New Trips for Aspen Polo Club (Phase 1):
Trip rates for the polo club were gathered from the traffic study for the International Polo Club in Wellington, FL with adjustments as necessary to reflect Aspen Valley
characteristics.
Table 3B - Phase 1 Trip Generation Summary (Saturday - Summer)
Non-Auto
Factor
Internal
Capture
Adjust
Average Weekend
Daily Trips
Saturday Peak Hour
Trips
Subtotal for Residential Trips:
Subtotal for Polo Club Trips:
23101_Volumes - Trip Gen_Ph1
•i•MTUTTLE I •
FTH #17046 McClure River Ranch PUD
Traffic Impact Study
2/1/2024
Land Use Size Unit Rate Total In Out Rate Total In Out Rate Total In Out
ITE 210 - Single-Family Detached
Housing 24 Dwelling
Units 0.85 1.00 9.43 192 96 96 0.70 14 4 10 0.94 19 12 7
Employees (greenhouse, gardens,
community ctr, etc.)2 Persons 0.85 1.00 3.00 5 3 2 1.10 2 2 0 0.80 1 0 1
192 96 96 14 4 10 19 12 7
532 220 101
197 99 98 AM > 16 6 10 PM > 20 12 8
Source : ITE Trip Generation 11th Edition, 2021.
Trip rates for the polo club were gathered from the traffic study for the International Polo Club in Wellington, FL with adjustments as necessary to reflect Aspen Valley
characteristics.
Subtotal for Residential Trips:
Subtotal for Polo Club Trips:
Total Weekend New Trips for Aspen Polo Club (Phase 2):
Table 4A - Phase 2 Trip Generation Summary (Weekday - Summer)
Non-Auto
Factor
Internal
Capture
Adjust
Average Daily
Trips
AM Peak Hour
Trips
PM Peak Hour
Trips
23101_Volumes - Trip Gen_Ph2
FTH #17046 McClure River Ranch PUD
Traffic Impact Study
2/1/2024
Land Use Size Unit Rate Total In Out Rate Total In Out
ITE 210 - Single-Family Detached
Housing 24 Dwelling
Units 0.85 1.00 9.48 193 97 96 0.92 19 10 9
Employees (greenhouse, gardens,
community ctr, etc.)2 Persons 0.85 1.00 3.00 5 3 2 0.80 1 1 0
193 97 96 19 10 9
532 110
198 100 98 AM > 20 11 9
Source : ITE Trip Generation 11th Edition, 2021.
Trip rates for the polo club were gathered from the traffic study for the International Polo Club in Wellington, FL with adjustments as necessary to reflect Aspen Valley
characteristics.
Subtotal for Residential Trips:
Subtotal for Polo Club Trips:
Total Weekend New Trips for Aspen Polo Club (Phase 2):
Table 4B - Phase 2 Trip Generation Summary (Saturday - Summer)
Non-Auto
Factor
Internal
Capture
Adjust
Average Weekend
Daily Trips
Saturday Peak Hour
Trips
23101_Volumes - Trip Gen_Ph2
Original ScaleFT #Date Drawn by Figure #
T r a n s p o r o puG rnoiatt
FOX
1SKK1/17/2024NTS23101
MCCLURE RIVER RANCH PUD TRAFFIC IMPACT STUDY
VICINITY MAP
c,~ ,...,,
" ,. ~~ _._.~:= •• ~:;:;:-
\•----,,-t1·,..,,,,.,.
...... ,.,
New Access #1 (constructed)
"Chukka Trail (West)"
Full-Movement
Side-Street Stop-Controlled
New Access #2 (constructed)
"Chukka Trail (East)"
Full-Movement
Side-Street Stop-Controlled
Original ScaleFT #Date Drawn by Figure #
T r a n s p o r o puG rnoiatt
FOX
2ASKK1/17/2024NTS23101
MCCLURE RIVER RANCH PUD TRAFFIC IMPACT STUDY
CONCEPTUAL SITE PLAN - PHASE 1
TUTTLE
Original ScaleFT #Date Drawn by Figure #
T r a n s p o r o puG rnoiatt
FOX
2BSKK6/28/24NTS23101
MCCLURE RIVER RANCH PUD TRAFFIC IMPACT STUDY
CONCEPTUAL SITE PLAN - PHASE 2
Internal Intersection #1
Full-Movement
Side-Street Stop-Controlled
Internal Intersection #2
Full-Movement
Side-Street Stop-Controlled
TUTTLE
Original ScaleFT #Date Drawn by Figure #
T r a n s p o r o puG rnoiatt
FOX
3ASKK1/17/2024NTS23101
MCCLURE RIVER RANCH PUD TRAFFIC IMPACT STUDY
YEAR 2023 EXISTING WEEKDAY TRAFFIC VOLUMES
14 (30) _,/
1795 (486) --97 (56) """\_
I ... I
II:
~ I
II) I ... I ~ I 15 i!: I
~ I
, I 5,soo I
I , ,,
I I ,,
I
,,
t
0 I 1,100
Q -
---CX) CX) .....
I") N ----0, :;::} ~ -A
a \.._ 8 (38)
-342 {1742) -r 84 {279)
'¥' ---...... -
CX) N • ----..... CX)
N ~
N
,, ,, ,, ,, ,, ,,
,,
,, ,, ,,
PROJECT
SITE
TUTTLE
-CD
0, -,..... N N
0, -,.., ---. -N CX) -CX)
A • 44 {45) 35 {34) ~
3 (6) 7 1 {7)
7 (21) • 54 {76)
'¥' ---• 0, --...... --0, -CD
CD CX)
CD
N
I 26,000 I
7
/
KEY
XXX (XXX} AM {PM} PEAK HOUR TRAFFIC VOLUME
I x.xxx I WEEKDAY DAILY TRAFFIC VOLUME
LANE CONFIGURATION
--.
CX) --IO • .__, --..... 10 N IO •A
65 {81) _,/
1589 {726) --16 (20) """\_
\.._ 24 {45)
-481 (1501) -r 15 (33)
'¥'.
43 (31) _,I
20 (26) """\_
---CD • CX) __ ,.., --
--0 .....
I") N --IO o,
,..,
CD
. ~ ---CX) CD N --CD N -,..,
\
\
\
\
\
/
/
I
Original ScaleFT #Date Drawn by Figure #
T r a n s p o r o puG rnoiatt
FOX
3BSKK1/17/2024NTS23101
MCCLURE RIVER RANCH PUD TRAFFIC IMPACT STUDY
YEAR 2023 EXISTING SATURDAY TRAFFIC VOLUMES
~
~
II)
l<j
~
15 i!: /
23
412
29
I
I
I
_J --"""\
~ I , .... I -3,-65-o-' ,
I I
I
0 I 975
Q -
0 II) ,.._
N.,....,...
A
a
'¥'
co ,., ... ,., .... 0
TUTTLE
'-23
600 --,-123
20
2
8
II)
N N 0
N
A • 25 ~ 7 3
36 '¥'
co .... N 0 N
I 26,000 I
7
/
KEY
XXX MIDDAY PEAK HOUR TRAFFIC VOLUME
I x.xxx I SAl\JRDAY DAILY TRAFFIC VOLUME
-LANE CONFIGURATION
4
498
7
CX) .... .... ....
A
16 -< 21
~
N ,-, ,., ....
\.._ 11
682
\
\
\
\
\
I
ITillJ
I
/
/
Original ScaleFT #Date Drawn by Figure #
T r a n s p o r o puG rnoiatt
FOX
4ASKK1/17/2024NTS23101
MCCLURE RIVER RANCH PUD TRAFFIC IMPACT STUDY
YEAR 2026 BACKGROUND WEEKDAY TRAFFIC VOLUMES
15 (30) _,/
1905 (560) --100 (55) """\_
I ... I
II: I ~
II) I ... I ~ I 15
i!: I
~ I
, I 5,900 I
I , ,,
I I ,,
I
,,
t
0 I 1,125
Q -
-~ 0 in' ,.., ----~ in 0
N in
A
a \.._ 10 (40)
-390 (1855) -r 85 {300)
'¥' ........................
in in in
00 N in ----in 0
N -in ...
N
,, ,, ,, ,, ,, ,,
,,
,, ,, ,,
PROJECT
SITE
TUTTLE
35 {35) ...L__
5 (5),
5 (20) •
A • 45 {45) 7 0 (5) '¥' 55 (80)
I 26,soo I
7
/
KEY
XXX (XXX} AM {PM} PEAK HOUR TRAFFIC VOLUME
I x.xxx I WEEKDAY DAILY TRAFFIC VOLUME
LANE CONFIGURATION
........
........ in
0 ........ -co in -
--in in O in •A
65 {85) _,/
1695 (805) --\.._ 25 {45)
-530 (1610) -15 (20) """\_ r 15 (35)
'¥'. ........................
~e~ --0 O in
co
I
ITillJ
45 (30) _,I
20 (25) """\_
................
0 in
I") N --in 0
-N
. ~
g~ --
\
\
\
\
\
I
I
I
Original ScaleFT #Date Drawn by Figure #
T r a n s p o r o puG rnoiatt
FOX
4BSKK1/17/2024NTS23101
MCCLURE RIVER RANCH PUD TRAFFIC IMPACT STUDY
YEAR 2026 BACKGROUND SATURDAY TRAFFIC VOLUMES
~
~
II)
l<j
~
15 i!: /
25
500
30
I
I
I
_J --"""\
~ I , .... I -3,-10-0-, ,
I I
I
0 I 1,000
Q -
0 II) II) N.,....,...
A
a
'¥'
II) II) ~ ,,., ....
TUTTLE
'-25
735 --,-145
20
0
10
II)
0 ...,. 0
N
A • 25 ~ 7 5
40 '¥'
II) ~ 0
N
I 26,soo I
7
/
KEY
XXX MIDDAY PEAK HOUR TRAFFIC VOLUME
I x.xxx I SAl\JRDAY DAILY TRAFFIC VOLUME
-LANE CONFIGURATION
5
590
5
0 0 N.,...
A
15 -< 20
~
~ ~
\.._ 10
815
20
\
\
\
\
\
~
I
/
/
Q
~
Q:
~ .... ....
~
Original ScaleFT #Date Drawn by Figure #
T r a n s p o r o puG rnoiatt
FOX
5ASKK1/17/2024NTS23101
MCCLURE RIVER RANCH PUD TRAFFIC IMPACT STUDY
YEAR 2045 BACKGROUND WEEKDAY TRAFFIC VOLUMES
15 (35) _,/
2295 (665)--110 (60)"""\_
I ... I
II: I ~
II) I ... I ~ I 15
i!: I
~ I
, I 5,500
I , ,,
I I ,,
I
,,
t
0 I 1,900
Q -
~g~ ---~ in 0
N in
A
a \.._ 10 (40)
-465 (2235) -r 95 {330)
'¥' ---in O 0
en ,., " --.... -~$:! 0
" N
,, ,, ,, ,, ,, ,,
,,
,, ,, ,,
PROJECT
SITE
TUTTLE
40 {40) ...L__
5 (5),
10 (25) •
0
-in -0 I") in N .__, I") --in
0 N 0 ........ en
A • 50 (50) 7 0 (10) '¥' 60 (90)
---in in in -......... o~-
in
in en
~
I 32,000 I
7
/
KEY
XXX (XXX} AM {PM} PEAK HOUR TRAFFIC VOLUME
I x.xxx I WEEKDAY DAILY TRAFFIC VOLUME
LANE CONFIGURATION
--in in -.... co in ---in
in O CO •A
70 (90) _,I
2040 {960)--\.._ 30 (50)
-640 (1935) -20 (20)"""\_ r 15 (35)
'¥'. ---0 in in
c-.i-...---0
in F!
I
mztJ
50 (35) _,I
20 {30) "'\
--in 0 ,., ,., --in 0 .-N
. ~
\
\
\
\
\
I
I
I
Original ScaleFT #Date Drawn by Figure #
T r a n s p o r o puG rnoiatt
FOX
5BSKK1/17/2024NTS23101
MCCLURE RIVER RANCH PUD TRAFFIC IMPACT STUDY
YEAR 2045 BACKGROUND SATURDAY TRAFFIC VOLUMES
~
~
II)
l<j
~
15 i!: /
25
585
30
I
I
I
_J --'
~ I , .... I -4,-01-5-, ,
I I
I
0 I 1,100
Q -
0 IO 0 N.,... N
A
a
'¥'
~~~
TUTTLE
'-25
855 --,-155
20
0
10
0
II) CD 0
N
A • 30 ~ 7 5
45
'¥'
II) ~ II)
N
I 32,000 I
7
/
KEY
XXX MIDDAY PEAK HOUR TRAFFIC VOLUME
I x.xxx I SAl\JRDAY DAILY TRAFFIC VOLUME
-LANE CONFIGURATION
5
690
10
20 _/
25 "'\
0 0 N.,...
II) II) ..,, ....
\.._ 10
955
\
\
\
\
\
~
I
I
I
Original ScaleFT #Date Drawn by Figure #
T r a n s p o r o puG rnoiatt
FOX
6ASKK1/17/2024NTS23101
MCCLURE RIVER RANCH PUD TRAFFIC IMPACT STUDY
RESIDENTIAL SITE TRIP DISTRIBUTION
ENTER 55% AM 30% PM
EXIT 30% AM 55% PM
To/From West SH 82
To/From South
,......,,......,~
N N IO ge..,. ....... .......
\
\ County Road 100 __ __
20%_
65%,
_ [20%] r 10%
\(.
itit ll) 0
co -..............
[10%] _
20%,
KEY
XXX [XXX] ENTERING [EXmNG] TRIP PERCENTAGE
lRIP DIRECTION
PROPOSED ACCESS
ENTER 30% AM 55% PM
EXIT 55% AM 30% PM
To/From East SH 82
AM PEAK HOUR
N N N O O 0
•)i\_
0%J '-0%
[45%] --20%
0%' r 10%
\tr.
it it it O O 0 .............. -.......
\
\
\
\
5%AM&PM //
To/From south Valley Road /
/
N N ~ 0
Ji
[10%] J
[5%]' • \t
NN ll) 0
Original ScaleFT #Date Drawn by Figure #
T r a n s p o r o puG rnoiatt
FOX
6BSKK1/17/2024NTS23101
MCCLURE RIVER RANCH PUD TRAFFIC IMPACT STUDY
POLO CLUB SITE TRIP DISTRIBUTION
40%
To/From West SH 82
0
0 -
Q
I
I
I
I
5%
To/From North
Catherine Store
--
I
I i::'
l:l ~
i::'
Cl)
~ ~ I!: II:: ~ PROJECT I!:
~ ~ SITE §
C)
0
5% \
To/From South
County Road 100
5%_
75%'
:t:
(.)
\
\
\
-[5%] r 15%
'\(
N'N'.
IO 10 ,-.. -..............
' ' ' ' ' '
KEY
XXX [XXX] ENTERING [EXmNG] TRIP PERCENTAGE
-TRIP DIRECTION
PROPOSED ACCESS
[15%] .../
[5%]' •
40%
To/From East SH 82
I
I
I
I
5%'
To/From North 1
JW Drive 1
5%
To/From South
Valley Road
~ N
-0
;i
\ t
NN
IO 0
/
/
/
Original ScaleFT #Date Drawn by Figure #
T r a n s p o r o puG rnoiatt
FOX
7ASKK1/17/2024NTS23101
MCCLURE RIVER RANCH PUD TRAFFIC IMPACT STUDY
PHASE 1 WEEKDAY SITE-GENERATED TRAFFIC VOLUMES
---IO O N ---NON
c:a
~ I II::
l,J I
II:: I e
II) I
l,J I ~ I
.,,
15 .,,
I
.,,
~ .,, .,,
~ I .,, .,,
,' J 60 .,, .,, .,, .,, .,, .,,
o I t I 70 I i::' ' C) l:l i::' ' -~ II)
c:a ~ ' ~ I!: ' II:: ~ PROJECT I!:
~ ~ SITE §
C) :t:
0 (.)
\
\
0 (0) _ -0 (1)
7 (4) °"'\ r 2 (0) ~c . CO N --~o
.,,
0 (0) _J ) i \_ ~ 4 {7)
0 (0) --0 (0)
0 (0) ~. r 0 (0) '\tr
20
7
---eee
0 0 0
0 (2)--2 (0)
0 (0) °"'\ r O (1)
'\ r • ---0 --
0 -
KEY
XXX/XXX N4 {PM) PEAK HOUR TRIP VOLUME -TRIP DIRECTION
PROPOSED ACCESS
---eee
0 0 0
o co> J J I \ '--o co>
2 (2) --3 (1)
0 (0) °"'\ r 1 (1)
'\tr • ---0 0 N ---
\
\
\
\
\
m /
/
/
c:a
~
II:: --~
-0 .... --....
-0 ~
)l
1 (2) _/
0 (0) °"'\ • \ t --ee N
-0 !
\1
Original ScaleFT #Date Drawn by Figure #
T r a n s p o r o puG rnoiatt
FOX
7BSKK1/17/2024NTS23101
MCCLURE RIVER RANCH PUD TRAFFIC IMPACT STUDY
PHASE 1 SATURDAY SITE-GENERATED TRAFFIC VOLUMES
0 r--0
0
Ji\ 0 ~ a ~ 0 0
55 ' ,-39
'\t( -0
0 0
CX) -ll)
0 )l\ • 14 c:a _I ~ ~ 0 II:: I - -
0
l,J I 0 ~ ,-
II:: e I • '\tr II) I
0 r--0
l,J I .,,
~ I
.,, 0 0 r--
15 .,,
I
.,,
~ .,, .,,
~ I .,,
/ J
.,,
430 .,, .,,
I .,, .,, .,, .,,
100
7
I I
o I 455 I i::' ' C) l:l i::' ' -~ II) ' c:a ~ ~ I!: ' II:: ~ PROJECT I!:
~ ~ SITE §
C) :t:
0 (.)
\ m /
\
/
/
3 - -
20 c:a
7 ' ,-7 ~
II::
'\ r • ~
0 .... .... --N 0 ~
;i
7 - -
3 _I
101 ' ,-20 ' '\(. KEY • \ t
~ ,.., ..... 0 N
XXX/XXX N4 {PM) PEAK HOUR TRIP VOLUME ! -TRIP DIRECTION
PROPOSED ACCESS \1
Original ScaleFT #Date Drawn by Figure #
T r a n s p o r o puG rnoiatt
FOX
8ASKK1/17/2024NTS23101
MCCLURE RIVER RANCH PUD TRAFFIC IMPACT STUDY
PHASE 2 WEEKDAY SITE-GENERATED TRAFFIC VOLUMES
c::i
~ I II: ... I
II: I ~
II) I ... I ~ I 15 I i!:
~ I
I I 160
I ,
I I .,,.
I
.,,.
a I t
168 I
Q -
c::i
~
II:
~
§
Q
0
1 (2) _
5 (8) '-
.,,.
I
........................
0 -0 ---0 0 0
---1"') 0 ----
.,,. .,,. .,,. .,,.
.:::-
13 ~
.,,.
.,,. .,,.
.:::-
II)
~ e: ~ PROJECT e: i SITE
::c:
0
\
\
.,,.
'
-2 (1) r 0 (1)
~c .
co ---,.._ -
.,,. .,,.
' ' '
.,,.
........
........ ........ 0
0 0 ----0 0 IO
0 (0) _.,,I ) i \_ ~ 8 (7)
0 (0) --0 (0)
0 (0) ~. r 1 (0)
'df
0 0 0
(1) --0 (1)
(2)' r 0 (1)
'\ r • ---0 --
N -
KEY
XXX/XXY. AM {PM) PEAK HOUR TRIP VOLUME -TRIP DIRECTION
PROPOSED ACCESS
---see
0 0 0
o co> _!:JI\ "--o co>
5 (1) --2 (5)
0 (0) '-r 0 (1)
'df•
(1) _.,,/
(0)' •
---0 0 ----
m
................
-0 --0 0
Ji
\ t ---0 --0 0
\
\
\
\
\
I
I
I
c::i
~
II:
~ .... ....
~
N
!
\1
Original ScaleFT #Date Drawn by Figure #
T r a n s p o r o puG rnoiatt
FOX
8BSKK1/17/2024NTS23101
MCCLURE RIVER RANCH PUD TRAFFIC IMPACT STUDY
PHASE 2 SATURDAY SITE-GENERATED TRAFFIC VOLUMES
0 .,... 0
0
)!\
0 ~a ~ 0 0
7 ' ,-2
\tr
0 0 O>
...., 0 ...
0 )!\.
7 c::i _,,I '== ~ 0 II: I - -
0
~ I 0 ~ ,-0
~ I • \tr II) I
0 0 0
.... I ,,.
~ I
,,. 0 0.,...
~ ,,.
I
,,.
i!: ,,. ,,.
~ I ,,.
' I
,,.
160 ,,. ,,.
I , ,,.
I I
,,. ,,.
I
,,.
64
! I
a I 168 I .::-' Q 13 .::-' -~ II) ' c::i ~ ~ e: ' II: ~ PROJECT e: ' ~ ~ SITE §
Q :i:
0 0
' OU I
'
I
I
0 - -
c::i
' ,-2 ~
II:
\ r • t ...
.... 0 ...
N 0 ~
)!
2 - -
2 0 _,,I
8 ' ,-0 ' \ r • KEY • \ t
CO 0 .... 0 N
XXX/XXX ~ (PM) PE:AK HOUR TRIP VOWME ! -TRIP DIRECTION
PROPOSED ACCESS \'J
Original ScaleFT #Date Drawn by Figure #
T r a n s p o r o puG rnoiatt
FOX
9ASKK1/17/2024NTS23101
MCCLURE RIVER RANCH PUD TRAFFIC IMPACT STUDY
YEAR 2026 WEEKDAY BACKGROUND + PHASE 2 TRAFFIC VOLUMES
-~ -::--in'
I'") ----~ in 0
N in
A
15 (30) _,/ a \.._ 10 (40)
1905 (560) --390 (1855) - -104 (59) """\_ r 87 {305)
I ... I
II: I ~
II) I ... I ~ I 15
i!: I
~ I
, I 6,oso
I ,
I I ,,
I
,,
a I
t
1,893 I Q -
Q
~
II:
~
§
0
0
46 (62) ~
5 (8) \
'¥' ........................
00 0 <O 00 I'") in ----00 -
N -0
in
N
,, ,, ,, ,, ,, ,, ,, ,, ,, ,, ,,
I .:::-' 13 .:::-' ~ II)
~ ' e: ~ PROJECT e: i SITE
::c:
0
\
~ 172 {81)
I 0 (1)
V .................
<O ---
'
35 {35) ...L__
5 (5),
5 (20) •
A ~SJ cs2i
To (5) '¥' 56 (80)
........................
in in <O
-0, ..... --o-in
~ 00
I 26,s64 I
7
/
46 (61) ""'"'\
1 (2)
7 170 (81)
0 (1)
V --· -0 --
N -
KEY
XXX (XXX} AM {PM} PEAK HOUR TRAFFIC VOLUME
I x.xxx I WEEKDAY DAILY TRAFFIC VOLUME
LANE CONFIGURATION
PROPOSED ACCESS
........
........ in
0 ........ -
<O in -
--in in O in •A
65 (85) _,/
1700 (806)--\.._ 25 {45)
-532 (1615) -15 (20)"""\_ r 15 (36)
'¥'. ........................
in in -__ ...,. --0 0 <O
<O
I
~
46 (31) _,I
21 (25) "'\
................
-in I'") N --in 0
-N
. ~
\
\
\
\
\
I
I
I
Original ScaleFT #Date Drawn by Figure #
T r a n s p o r o puG rnoiatt
FOX
9BSKK1/17/2024NTS23101
MCCLURE RIVER RANCH PUD TRAFFIC IMPACT STUDY
YEAR 2026 SATURDAY BACKGROUND + PHASE 2 TRAFFIC VOLUMES
~
~
II)
l<j
~
15
i!:
25
500
37
I
I
I
_J --"""\
0 (0 U") N.,....,...
A
'-a --,-
'¥'
00 U") ... ,,., .... N
~ I I 1.--3,-86_0....,
I ,
I I
I
I
a I 1,168
Q -
Q
~
Q::
~
§
Q
0
40
109
I
I
\
'
.:::-
13 .:::-
~ II)
~ e: e: ~ PROJECT i SITE
::c:
0
\
7 48
21
v .
0 ,,.,
N
25
735
147
' ' ' '
33
10
U")
0 ... 0)
N
20 A • 32
0 ~ 7 5
10 40 '¥'
U") ~ c:::i
I 26,864 I
7
/
' 7 66
8 v . ,,., ....
KEY
XXX MIDDAY PEAK HOUR TRAFFIC VOLUME
I x.xxx I SAl\JRDAY DAILY TRAFFIC VOLUME
-LANE CONFIGURATION
PROPOSED ACCESS
5
594
5
0 0 U")
01.0
,...-i'ONSl:fre
l:fGe ff/Glflf,,, -i'o_.,o ~,,..,_
<'/
\.._ 10
817
21 --
\
\
\
\
\
I
mztJ
I
.... 0
N ....
A
15 -< 20
~
.... U") ,,., ....
/
/
Q
~
Q::
~ .... ....
~
Original ScaleFT #Date Drawn by Figure #
T r a n s p o r o puG rnoiatt
FOX
10ASKK1/17/2024NTS23101
MCCLURE RIVER RANCH PUD TRAFFIC IMPACT STUDY
YEAR 2045 WEEKDAY BACKGROUND + PHASE 2 TRAFFIC VOLUMES
-~ -:::--o I'") N ---~ in 0
N in
A
15 (35) _,/ a \.._ 10 (40)
2295 (665)--465 (2235) - -114 (64) °""\ r 97 {335)
I ... I
II: I ~
II) I ... I ~ I 15 I i!:
~ I
, I 6,6so
I ,
I I ,,
I
,,
I
o I 2,068 I I 0 -
Q
~
II:
~
§
0
0
51 {72) ~
5 (8) \
'¥' ........................
00 0 -en ,.., " ----I'") -
I'") -in
" N
,, ,, ,, ,, ,, ,, ,, ,, ,, ,, ,,
I .:::-' 13 .:::-' ~ II)
~ ' e: ~ PROJECT e: i SITE
::c:
0
\
~ 192 {91)
I O (1)
V
IO.;,. ---N
'
40 {40) ...L__
5 (5),
10 (25) •
0 ........ in ........
0 I'") in N .__,.,.. --in
0 N in
--en
A • ss {57) 7 0 (10) '¥' 61 (90)
........................
in in (0 --.... o~-
in
in en
~
I 32,064 I
7
/
51 {71) ""'"'\
1 (2)
7 190 (91)
0 (1)
V --· -0 --
N -
KEY
XXX (XXX} AM {PM} PEAK HOUR TRAFFIC VOLUME
I x.xxx I WEEKDAY DAILY TRAFFIC VOLUME
-LANE CONFIGURATION
PROPOSED ACCESS
........
........ in
in ........ -
(0 in ---in
in O <O •A
70 (90) _,I
2045 {961)--\.._ 30 (50)
-642 (1940) -20 (20)"""\ r 15 (36)
'¥'. ........................
0 in <O N.__,.,.. --0
in ;:::.
I
~
51 (36) _,I
21 {30) °""\
................
(0 0
I'") I'") --in 0
-N
. ~
\
\
\
\
\
I
I
I
Original ScaleFT #Date Drawn by Figure #
T r a n s p o r o puG rnoiatt
FOX
10BSKK1/17/2024NTS23101
MCCLURE RIVER RANCH PUD TRAFFIC IMPACT STUDY
YEAR 2045 SATURDAY BACKGROUND + PHASE 2 TRAFFIC VOLUMES
~
~
II)
l<j
~
15
i!:
25
585
37
I
I
I
_J --'
0 CO 0 N.,... N
A
'-a --,-
'¥'
...., in ... ....... ....,
~ I / 1 .... -4,-23_5....,
I ,
I I
I
I
a I 1,268
Q -
Q
~
Q::
~
§
Q
0
45
109
' I •
' I~
I ..,; 13 i::-
I
I
I
I
\
~ II)
~ e: ~ PROJECT e: i SITE
::c:
0
\
~ 53
/ 21
v . ~....,
25
855
157
' ' ' '
0
in (0 0)
N
20 A • 0 ~ 7 10
'¥'
in ~ (0
N
I 32,064 I
7
/
38 ""'"'\
10
7 71
8 v . ...., ....
37
5
45
KEY
XXX MIDDAY PEAK HOUR TRAFFIC VOLUME
I x.xxx I SAl\JRDAY DAILY TRAFFIC VOLUME
-LANE CONFIGURATION
PROPOSED ACCESS
5
694
\.._ 10
957
26 10
20 _/
25 "'\
.... 0 N.,...
(0 in ...., ....
--
~
\
\
\
\
\
I
I
I
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Appendix:
Level of Service Definitions
Existing Traffic Data
CDOT Correspondence
Polo Club Trip Generation Reference
Intersection Capacity Worksheets
Access Permit Approval Letters
Construction Cost Estimate
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Level of Service Definitions
1624 Market Street | Suite 202 | Denver, CO 80202
Phone: 303.652.3571 | www.FoxTuttle.com
LEVEL OF SERVICE (LOS) 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*
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 can 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.
* Delay ranges based on 2010 Highway Capacity Manual Criteria
•i•&jTUTTLE I ...
McClure River Ranch PUD (FT#23101) Traffic Impact Study
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
1
0
1
0
0
0
1
0
3
2
Date: 11/30/2023
Peak Hour Count Period: 7:00 AM 9:00 AM
SB 3.4%0.89
TOTAL 6.4%0.92
TH RT
WB 6.5%0.72
NB 6.2%0.83
Peak Hour: 7:00 AM 8:00 AM
HV %:PHF
EB 6.6%0.92
UT LT TH RT UT LT
Rolling
One HourEastboundWestboundNorthboundSouthbound
UT LT TH RT
Interval
Start
SH 82 SH 82 CR 100 CR 100 15-min
TotalUTLTTHRT
0 17 65 0 0 6
12 3 3 602 0
7:15 AM 0 2 489 27
4 0 7 0 62 07:00 AM 0 2 418 16 0 10 65
12 6 7 731 0
7:45 AM 0 5 417 29
3 0 4 3 76 0
682 0
7:30 AM 0 5 471 25 0 20 99
3 50 0 14 5 4
689 2,704
8:00 AM 0 5 311 29 0 15 102
2 52 0 9 9 50371131010
0 23 123 0 0 19
7 7 4 584 2,686
8:15 AM 0 2 349 22
0 0 15 3 86 0
5 6 5 625 2,525
8:45 AM 0 2 301 17
0 0 11 1 60 0
627 2,631
8:30 AM 0 8 347 23 0 33 126
11 68 0 5 3 2
557 2,3933660653029113705
Count Total 0 31 3,103 188 0 184 806 70 44 33 5,097 0
Peak
Hour
All 0 14 1,795
15 0 77 26 520 0
0 0 1 2 174 019005210
19 2,704 0
HV 0 2 119 5 0 9
27 8 240 0 47 239708434280
0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg)
EB WB NB SB Total
4%-0%4%11%6%11%6%0%-19%25%HV%-14%7%5%-
1 0
7:15 AM 45 2 1 1 49 0 0
0 0 0 0 0 0
West North South
7:00 AM 23 4 6 0 33 0
EB WB NB SB Total East
7:45 AM 32 13 5 1 51
0 0 1 0 0 0
0
7:30 AM 26 9 5 1 41 0 0 0
0 0 0 0 0 0
0 0
8:15 AM 27 13 4 0 44 0 0
0 0 0 0 0 0
0 0 0
8:00 AM 18 8 9 0 35 0
0 0 0 0 0 0
8:45 AM 18 12 7 0 37
0 0 1 0 0 0
0
8:30 AM 23 8 5 0 36 0 0 0
0 0 0 0 0 0
0 0 0000000
1 0
Peak Hour 126 28 17 3 174 0 0
0 0 0 0 2 0Count Total 212 69 42 3 326 0
0000101
0
0
0
0 0 0
000
0
0
0
1
0
0 1
N
CR 100
SH 82
SH 82
CR
1
0
0
SH 82
CR
1
0
0
2,704TEV:
0.92PHF:
19 23 47
89 30
0
8
342
84
434
2,0820
24
0
827
27
5
20
4
0
97
1,795
14
1,906
388 0
TJ Wethington
720-646-1008 tj.wethington@idaxdata.com
~(
s:::=::::.
! i Jo
~ .,J l l.U .. ~□□~□;:lb ::, L
..J ..... ~0 d:,L E (
~' 8 ~• B ~' ~ c::::::J c::::::::J --) ..... r ) 0 ,~ ~r 0 ,n., t ~e; =,,~□□,□D ~fF
! i 0~
1-I ,_
I
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.
SouthboundNorthboundWestboundEastbound
Northbound Southbound
UT LT TH RT UT LT TH RT
Interval
Start
SH 82 SH 82 CR 100 CR 100 15-min
Total
Rolling
One HourEastboundWestbound
0 0 0 33 0
7:15 AM 0 0 42 3
0 0 2 0 4 0
TH RT
7:00 AM 0 0 22 1 0 0 4
UT LT TH RT UT LT
49 0
7:30 AM 0 1 25 0 0 2 7
0 0 0 0 1 0002001
0 7 6 0 0 0
0 0 1 41 0
7:45 AM 0 1 30 1
0 0 2 1 2 0
0 0 0 35 176
8:15 AM 0 0 27 0
0 0 1 0 8 0
51 174
8:00 AM 0 2 14 2 0 0 8
1 4 0 0 0 1
44 171
8:30 AM 0 1 22 0 0 3 5
0 3 0 0 0 0049001
0 3 9 0 0 0
0 0 0 36 166
8:45 AM 0 0 17 1
0 0 1 0 4 0
37 152160000
0 1 2 326 0
Peak Hour 0 2 119 5
0 0 8 3 31 0Count Total 0 5 199 8 0 19 50
0 07:00 AM
RT
174 0
Interval
Start
SH 82 SH 82 CR 100 CR 100 15-min
Total
Rolling
One Hour
2 10 0 0 1 20919005
RTTHLT RTTHLTRT
0
8:00 AM
0000
0 0
7:45 AM
0 0 0 0
0
7:30 AM
00000007:15 AM 0
0 0
0 0 0
0 0
8:45 AM
0 0 0 0
0
8:30 AM
0000000
0 0
8:15 AM
0 0 0
0 0 0
0 0 0
0 0 0
000000000
Peak Hour
0 0Count Total
0
THLT
0000000
0 00000
0 0
0 0
0000
0
0
0
00
0
THLT
00000000
0
00
0
0
0 0 0
0 0 0
0
000 0 0 0
000 0 0 0
0 0 0
0 0 0
0 0
0 0 0
0 0 0
TJ Wethington
720-646-1008 tj.wethington@idaxdata.com
-I -
-I -
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
1
0
1
1
0
3
3
Date: 11/30/2023
Peak Hour Count Period: 4:00 PM 6:00 PM
SB 3.6%0.86
TOTAL 2.4%0.97
TH RT
WB 2.3%0.96
NB 1.6%0.86
Peak Hour: 4:45 PM 5:45 PM
HV %:PHF
EB 2.6%0.94
UT LT TH RT UT LT
Rolling
One HourEastboundWestboundNorthboundSouthbound
UT LT TH RT
Interval
Start
SH 82 SH 82 CR 100 CR 100 15-min
TotalUTLTTHRT
0 80 392 14 0 16
1 6 13 742 0
4:15 PM 0 9 144 12
14 0 18 2 47 04:00 PM 1 6 161 12 0 53 408
0 11 4 724 0
4:45 PM 0 6 118 21
9 0 19 5 25 0
739 0
4:30 PM 0 5 125 10 0 73 438
11 42 0 7 5 7
720 2,925
5:00 PM 0 11 131 11 0 68 441
9 33 0 4 8 1217140310024
0 68 454 13 0 16
7 7 9 765 2,948
5:15 PM 0 6 124 13
7 0 21 6 46 0
1 4 9 726 2,968
5:45 PM 0 4 115 11
8 0 23 5 28 0
757 2,966
5:30 PM 1 7 113 11 0 72 444
7 34 0 5 9 8
612 2,86092602780713388013
Count Total 2 54 1,031 101 1 556 3,318 27 57 70 5,785 0
Peak
Hour
All 1 30 486
83 0 150 54 281 0
0 0 0 3 70 04200301
38 2,968 0
HV 0 0 13 2 0 6
84 27 141 0 17 285612791,742 38 0
0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg)
EB WB NB SB Total
1%-0%0%8%2%2%2%0%-4%0%HV%0%0%3%4%0%
0 0
4:15 PM 9 23 2 1 35 0 0
0 0 0 1 0 0
West North South
4:00 PM 5 17 1 2 25 1
EB WB NB SB Total East
4:45 PM 5 14 1 0 20
0 0 0 0 0 0
0
4:30 PM 7 21 2 1 31 0 0 0
0 0 0 0 0 0
0 0
5:15 PM 5 15 1 0 21 0 0
0 0 0 0 0 0
0 0 0
5:00 PM 3 14 1 0 18 0
0 0 0 0 0 1
5:45 PM 4 12 0 0 16
0 0 1 0 0 0
0
5:30 PM 2 5 1 3 11 0 0 0
0 0 0 1 0 0
0 0 0000000
0 0
Peak Hour 15 48 4 3 70 0 0
0 0 0 1 3 0Count Total 40 121 9 7 177 1
0000300
0
0
0
0 0 0
000
0
0
0
0
0
0 3
N
CR 100
SH 82
SH 82
CR
1
0
0
SH 82
CR
1
0
0
2,968TEV:
0.97PHF:
38 28 17
83 95
0
38
1,742
279
2,060
6451
14
12784
25
2
36
3
0
56
486
30
573
1,865 1
TJ Wethington
720-646-1008 tj.wethington@idaxdata.com
~(
s:::=::::.
! i Jo
~ .,J l l.U .. ~□□~□;:lb ::, L
..J ..... ~0 d:,L E (
~' 8 ~• B ~' ~ c::::::J c::::::::J --) ..... r ) 0 ,~ ~r 0 ,n., t ~e; =,,~□□,□D ~fF
! i 0~
I 1-
-
I
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.
SouthboundNorthboundWestboundEastbound
Northbound Southbound
UT LT TH RT UT LT TH RT
Interval
Start
SH 82 SH 82 CR 100 CR 100 15-min
Total
Rolling
One HourEastboundWestbound
0 1 1 25 0
4:15 PM 0 1 8 0
1 0 1 0 0 0
TH RT
4:00 PM 0 1 4 0 0 3 13
UT LT TH RT UT LT
35 0
4:30 PM 0 2 2 3 0 3 17
0 1 0 0 0 10716001
0 0 14 0 0 1
0 1 0 31 0
4:45 PM 0 0 4 1
1 0 1 0 1 0
0 0 0 18 104
5:15 PM 0 0 5 0
0 0 0 0 1 0
20 111
5:00 PM 0 0 2 1 0 2 12
0 0 0 0 0 0
21 90
5:30 PM 0 0 2 0 0 0 5
0 0 0 0 0 00411001
0 0 12 0 0 0
0 0 3 11 70
5:45 PM 0 0 3 1
0 0 1 0 0 0
16 66000000
0 2 5 177 0
Peak Hour 0 0 13 2
2 0 6 0 3 0Count Total 0 4 30 6 0 19 100
1 04:00 PM
RT
70 0
Interval
Start
SH 82 SH 82 CR 100 CR 100 15-min
Total
Rolling
One Hour
0 1 0 0 0 30642003
RTTHLT RTTHLTRT
1
5:00 PM
0000
0 0
4:45 PM
0 0 0 0
0
4:30 PM
00000004:15 PM 0
0 0
0 0 0
0 0
5:45 PM
0 0 0 0
0
5:30 PM
0000000
0 0
5:15 PM
0 0 0
0 0 0
0 0 0
0 0 0
000000000
Peak Hour
0 0Count Total
0
THLT
0000000
1 00000
0 0
0 0
0001
0
0
0
00
0
THLT
00000000
0
00
0
0
0 0 0
0 0 0
0
000 0 0 0
001 0 0 0
0 0 0
0 0 0
0 0
0 0 0
0 0 0
TJ Wethington
720-646-1008 tj.wethington@idaxdata.com
-I -
-I -
www.idaxdata.com
Count Summaries
Note: Count summary volumes include heavy vehicles but exclude bicycles in overall count.
Total
0
0
1
0
0
0
0
0
1
000000000
0 0 0
Peak Hour 9 14 3 2 28 0
0 0 0 0 0 1Count Total 19 29 5 2 55
0 0 0 0 0 0
0
1:15 PM 5 4 1 0 10 0 0 0
0 0 0 0 0 0
0 0
1:00 PM 1 5 1 2 9 0 0
0 0 0 0 0 0
0 0 0
12:45 PM 2 2 1 0 5 0
0 0 0 0 0 012:30 PM 1 3 0 0 4
0 0 0 0 0 0
0
12:15 PM 2 5 0 0 7 0 0 0
0 0 0 1 0 0
0 0
12:00 PM 1 3 1 0 5 0 0
0 0 0 0 0 0
0 0 0
11:45 AM 2 1 1 0 4 0
0 0 0 0 0 0
East West North South
11:30 AM 5 6 0 0 11
Total EB WB NB SB Total
2%0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg)
EB WB NB SB
8%1%-6%7%0%-0%2%0%-3%
1 1 0 28 0
HV%-0%2%3%
0 0 1 1 1 0
1,415 0
HV 0 0 8 1 0 0 14
13 104 0 17 15 20012360023036
30 30 2,692 0
Peak
Hour
All 0 23 412 29
0 58 32 205 0 33
1,415
Count Total 0 34 844 76 3 221 1,088 38
26 0 4 6 4 359371559073
2 5 362 1,391
1:15 PM 0 9 92 7 0
0 13 3 25 0 4
1,328
1:00 PM 0 6 112 4 0 28 155 5
24 0 3 5 7 360291605071
2 4 334 1,291
12:45 PM 0 7 101 11 0
0 9 6 29 0 6
1,277
12:30 PM 0 1 107 7 0 29 130 4
28 0 6 3 4 335321295075
4 3 299 0
12:15 PM 0 3 106 7 0
0 3 8 25 0 3
0
12:00 PM 0 2 98 8 2 28 112 3
17 0 3 2 1 323151274075
6 2 320 0
11:45 AM 0 3 125 13 1
0 5 1 31 0 4
RT
11:30 AM 0 3 103 19 0 23 120 3
LT TH RT UT LT TH
Rolling
One HourEastboundWestboundNorthboundSouthbound
UT LT TH RT UT
Interval
Start
SH 82 SH 82 CR 100 CR 100 15-min
TotalLTTHRTUT
to
to
Date: 12/02/2023
Peak Hour Count Period: 11:30 AM 1:30 PM
SB 3.80.87
T2TAL 2.00.98
:B 1.90.93
NB 2.00.87
Peak Hour: 12:30 PM 1:30 PM
HV %:PHF
EB 1.90.95
0
0
0
0 0 0
000
0
0
0
0
0
0 0
N
CR 100
SH 82
SH 82
CR
1
0
0
SH 82
CR
1
0
0
1,415TEV:
0.98PHF:
20 15 17
52 59
0
23
600
123
746
5330
10
41336
15
3
16
7
0
29
412
23
464
656 0
TJ Wethington
720-646-1008 tj.wethington@idaxdata.com
~,
~
1 l Jo
~ J 1 l.U ~
J ~□□•□□~~ ~ ::, L
< _,
~ < Jo -~ * !-o~ ) r ) ....
=11~□~D □~rr :-\n, t ~C:
1 l 0~
I
,_
I
www.idaxdata.com
Count Summaries - Heavy Vehicles
Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any.
0 0000000
0 0 0
Peak Hour 0 0 0 0 0 0
0 0 0 0 0 0Count Total 0 0 0 0 0
0 0 0 0 0 0
0
1:15 PM 0 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0
1:00 PM 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0
12:45 PM 0 0 0 0 0 0
0 0 0 0 0 012:30 PM 0 0 0 0 0
0 0 0 0 0 0
0
12:15 PM 0 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0
12:00 PM 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0
11:45 AM 0 0 0 0 0 0
0 0 0 0 0 0
RT LT TH RT
11:30 AM 0 0 0 0 0
Northbound Southbound
LT TH RT LT TH RT LT TH
0
Interval
Start
SH 82 SH 82 CR 100 CR 100 15-min
Total
Rolling
One HourEastboundWestbound
1 0 1 1 0 280140011
1 0 55 0
Peak Hour 0 0 8 1 0
0 2 1 2 0 1
28
Count Total 0 0 16 3 0 2 25 2
1 0 0 0 0 10040000
1 0 9 25
1:15 PM 0 0 5 0 0
0 1 0 0 0 1
21
1:00 PM 0 0 0 1 0 0 5 0
0 0 0 0 0 5020001
0 0 4 20
12:45 PM 0 0 2 0 0
0 0 0 0 0 0
27
12:30 PM 0 0 1 0 0 0 3 0
0 0 0 0 0 7131000
0 0 5 0
12:15 PM 0 0 1 1 0
0 0 0 1 0 0
0
12:00 PM 0 0 1 0 0 1 2 0
0 0 0 0 0 401001011:45 AM 0 0 2 0 0
0 0 0 0 11 0510000
LT TH RT
11:30 AM 0 0 4 1 0 0
RT UT LT TH RT UT
Westbound Northbound Southbound
UT LT TH RT UT LT TH
Interval
Start
SH 82 SH 82 CR 100 CR 100 15-min
Total
Rolling
One HourEastbound
TJ Wethington
720-646-1008 tj.wethington@idaxdata.com
-I
-I
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
0
Date: 11/30/2023
Peak Hour Count Period: 7:00 AM 9:00 AM
SB 6.4%0.76
TOTAL 5.2%0.90
TH RT
WB 3.0%0.59
NB 5.3%0.79
Peak Hour: 7:30 AM 8:30 AM
HV %:PHF
EB 4.4%0.56
UT LT TH RT UT LT
Rolling
One HourEastboundWestboundNorthboundSouthbound
UT LT TH RT
Interval
Start
Driveway SH 82 Access Rd CR 100 CR 100 15-min
TotalUTLTTHRT
0 5 1 4 0 1
6 13 2 102 0
7:15 AM 0 8 2 1
8 0 5 44 8 07:00 AM 0 11 1 2 0 2 0
14 27 3 156 0
7:45 AM 0 6 0 0
4 0 2 64 12 0
128 0
7:30 AM 0 15 2 3 0 10 0
57 8 0 14 19 8
168 554
8:00 AM 0 6 1 2 0 9 0
51 20 0 22 44 10121803
0 23 0 19 0 2
31 19 3 198 650
8:15 AM 0 8 0 2
13 0 2 77 35 0
9 41 2 145 698
8:45 AM 0 7 0 2
8 0 0 55 4 0
187 709
8:30 AM 0 6 2 4 0 14 0
74 19 0 15 24 1
138 668631107371060301
Count Total 0 67 8 16 0 81 2 118 224 21 1,222 0
Peak
Hour
All 0 35 3
67 0 16 485 117 0
0 2 10 1 37 00100136
8 709 0
HV 0 1 1 0 0 2
9 266 86 0 82 11470541440
0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg)
EB WB NB SB Total
7%-2%9%13%5%4%0%2%-0%5%HV%-3%33%0%-
0 0
7:15 AM 1 1 2 2 6 0 0
0 0 0 0 0 0
West North South
7:00 AM 0 1 3 1 5 0
EB WB NB SB Total East
7:45 AM 0 0 2 6 8
0 0 0 0 0 0
0
7:30 AM 1 0 5 2 8 0 0 0
0 0 0 0 0 0
0 0
8:15 AM 1 1 4 3 9 0 0
0 0 0 0 0 0
0 0 0
8:00 AM 0 2 8 2 12 0
0 0 0 0 0 0
8:45 AM 0 0 6 4 10
0 0 0 0 0 0
0
8:30 AM 1 0 4 4 9 0 0 0
0 0 0 0 0 0
0 0 0000000
0 0
Peak Hour 2 3 19 13 37 0 0
0 0 0 0 0 0Count Total 4 5 34 24 67 0
0000000
0
0
0
0 0 0
000
0
0
0
0
0
0 0
N
CR 100
SH 82 Access Rd
SH 82 Access Rd
CR
1
0
0
Driveway
CR
1
0
0
709TEV:
0.9PHF:
8 11
4
82
20
4
34
5
0
44
1
54
99
1710
86
26
6
9
36
1
17
5
0
7
3
35
45
18 0
TJ Wethington
720-646-1008 tj.wethington@idaxdata.com
~(
s:::=::::.
! i Jo
~ .,J l l.U .. ~□□~□;:lb ::, L
..J ..... ~0 d:,L E (
~' 8 ~• B ~' ~ c::::::J c::::::::J --) ..... r ) 0 ,~ ~r 0 ,n., t ~e; =,,~□□,□D ~fF
! i 0~
I 1-
-
I
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.
SouthboundNorthboundWestboundEastbound
Northbound Southbound
UT LT TH RT UT LT TH RT
Interval
Start
Driveway SH 82 Access Rd CR 100 CR 100 15-min
Total
Rolling
One HourEastboundWestbound
0 1 0 5 0
7:15 AM 0 0 0 1
1 0 0 3 0 0
TH RT
7:00 AM 0 0 0 0 0 0 0
UT LT TH RT UT LT
6 0
7:30 AM 0 0 1 0 0 0 0
2 0 0 2 0 0010000
0 0 0 0 0 0
0 2 0 8 0
7:45 AM 0 0 0 0
0 0 0 4 1 0
2 0 0 12 34
8:15 AM 0 1 0 0
0 0 0 5 3 0
8 27
8:00 AM 0 0 0 0 0 2 0
2 0 0 0 5 1
9 37
8:30 AM 0 0 0 1 0 0 0
2 2 0 0 3 0000100
0 0 0 0 0 0
0 4 0 9 38
8:45 AM 0 0 0 0
0 0 0 4 0 0
10 40600130
5 18 1 67 0
Peak Hour 0 1 1 0
2 0 0 28 6 0Count Total 0 1 1 2 0 3 0
0 07:00 AM
RT
37 0
Interval
Start
Driveway SH 82 Access Rd CR 100 CR 100 15-min
Total
Rolling
One Hour
13 6 0 2 10 1020100
RTTHLT RTTHLTRT
0
8:00 AM
0000
0 0
7:45 AM
0 0 0 0
0
7:30 AM
00000007:15 AM 0
0 0
0 0 0
0 0
8:45 AM
0 0 0 0
0
8:30 AM
0000000
0 0
8:15 AM
0 0 0
0 0 0
0 0 0
0 0 0
000000000
Peak Hour
0 0Count Total
0
THLT
0000000
0 00000
0 0
0 0
0000
0
0
0
00
0
THLT
00000000
0
00
0
0
0 0 0
0 0 0
0
000 0 0 0
000 0 0 0
0 0 0
0 0 0
0 0
0 0 0
0 0 0
TJ Wethington
720-646-1008 tj.wethington@idaxdata.com
-I -
-I -
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
0
Date: 11/30/2023
Peak Hour Count Period: 4:00 PM 6:00 PM
SB 3.7%0.91
TOTAL 2.0%0.92
TH RT
WB 0.8%0.80
NB 0.4%0.71
Peak Hour: 4:15 PM 5:15 PM
HV %:PHF
EB 0.0%0.80
UT LT TH RT UT LT
Rolling
One HourEastboundWestboundNorthboundSouthbound
UT LT TH RT
Interval
Start
Driveway SH 82 Access Rd CR 100 CR 100 15-min
TotalUTLTTHRT
0 17 2 8 0 0
6 67 3 198 0
4:15 PM 0 12 1 6
8 0 5 60 10 04:00 PM 0 7 3 8 0 15 6
6 73 4 171 0
4:45 PM 0 8 1 5
10 0 2 32 10 0
185 0
4:30 PM 0 8 2 5 0 17 2
44 8 0 8 74 5
198 752
5:00 PM 0 6 2 5 0 19 2
39 9 0 12 77 602311601
0 18 2 9 0 2
6 72 4 206 760
5:15 PM 0 9 2 9
11 0 1 64 14 0
9 64 4 167 746
5:45 PM 0 5 1 7
18 0 0 29 8 0
175 750
5:30 PM 0 12 2 1 0 19 1
33 8 0 11 71 1
136 684304045510181802
Count Total 0 67 14 46 0 146 17 62 553 28 1,436 0
Peak
Hour
All 0 34 6
88 0 13 331 71 0
0 1 12 0 15 0010001
19 760 0
HV 0 0 0 0 0 0
4 179 41 0 32 296210767450
0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg)
EB WB NB SB Total
2%-3%4%0%2%0%0%2%-0%0%HV%-0%0%0%-
0 0
4:15 PM 0 0 0 6 6 0 0
0 0 0 0 0 0
West North South
4:00 PM 1 0 1 6 8 0
EB WB NB SB Total East
4:45 PM 0 1 0 2 3
0 0 0 0 0 0
0
4:30 PM 0 0 0 4 4 0 0 0
0 0 0 0 0 0
0 0
5:15 PM 1 0 1 4 6 0 0
0 0 0 0 0 0
0 0 0
5:00 PM 0 0 1 1 2 0
0 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 0 0
0 0 0000000
0 0
Peak Hour 0 1 1 13 15 0 0
0 0 0 0 0 0Count Total 2 1 3 23 29 0
0000000
0
0
0
0 0 0
000
0
0
0
0
0
0 0
N
CR 100
SH 82 Access Rd
SH 82 Access Rd
CR
1
0
0
Driveway
CR
1
0
0
760TEV:
0.92PHF:
19 29
6
32
34
7
25
8
0
45
7
76
128
790
41
17
9
4
22
4
39
3
0
21
6
34
61
30 0
TJ Wethington
720-646-1008 tj.wethington@idaxdata.com
~(
s:::=::::.
! i Jo
~ .,J l l.U .. ~□□~□;:lb ::, L
..J ..... ~0 d:,L E (
~' 8 ~• B ~' ~ c::::::J c::::::::J --) ..... r ) 0 ,~ ~r 0 ,n., t ~e; =,,~□□,□D ~fF
! i 0~
I 1-
I
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.
SouthboundNorthboundWestboundEastbound
Northbound Southbound
UT LT TH RT UT LT TH RT
Interval
Start
Driveway SH 82 Access Rd CR 100 CR 100 15-min
Total
Rolling
One HourEastboundWestbound
1 5 0 8 0
4:15 PM 0 0 0 0
0 0 0 1 0 0
TH RT
4:00 PM 0 0 0 1 0 0 0
UT LT TH RT UT LT
6 0
4:30 PM 0 0 0 0 0 0 0
0 0 0 0 6 0000000
0 0 0 1 0 0
0 4 0 4 0
4:45 PM 0 0 0 0
0 0 0 0 0 0
1 0 0 2 15
5:15 PM 0 0 0 1
0 0 0 0 1 0
3 21
5:00 PM 0 0 0 0 0 0 0
0 0 0 0 2 0
6 15
5:30 PM 0 0 0 0 0 0 0
0 1 0 1 3 0000000
0 0 0 0 0 0
0 0 0 0 11
5:45 PM 0 0 0 0
0 0 0 0 0 0
0 8000000
3 20 0 29 0
Peak Hour 0 0 0 0
1 0 0 1 2 0Count Total 0 0 0 2 0 0 0
0 04:00 PM
RT
15 0
Interval
Start
Driveway SH 82 Access Rd CR 100 CR 100 15-min
Total
Rolling
One Hour
0 1 0 1 12 0000100
RTTHLT RTTHLTRT
0
5:00 PM
0000
0 0
4:45 PM
0 0 0 0
0
4:30 PM
00000004:15 PM 0
0 0
0 0 0
0 0
5:45 PM
0 0 0 0
0
5:30 PM
0000000
0 0
5:15 PM
0 0 0
0 0 0
0 0 0
0 0 0
000000000
Peak Hour
0 0Count Total
0
THLT
0000000
0 00000
0 0
0 0
0000
0
0
0
00
0
THLT
00000000
0
00
0
0
0 0 0
0 0 0
0
000 0 0 0
000 0 0 0
0 0 0
0 0 0
0 0
0 0 0
0 0 0
TJ Wethington
720-646-1008 tj.wethington@idaxdata.com
-I
-I
www.idaxdata.com
Count Summaries
Note: Count summary volumes include heavy vehicles but exclude bicycles in overall count.
Total
0
0
0
0
0
0
0
0
0
000000000
0 0 0
Peak Hour 0 1 2 0 3 0
0 0 0 0 0 0Count Total 0 1 4 4 9
0 0 0 0 0 0
0
1:15 PM 0 1 1 0 2 0 0 0
0 0 0 0 0 0
0 0
1:00 PM 0 0 1 0 1 0 0
0 0 0 0 0 0
0 0 0
12:45 PM 0 0 0 0 0 0
0 0 0 0 0 012:30 PM 0 0 0 0 0
0 0 0 0 0 0
0
12:15 PM 0 0 0 2 2 0 0 0
0 0 0 0 0 0
0 0
12:00 PM 0 0 0 1 1 0 0
0 0 0 0 0 0
0 0 0
11:45 AM 0 0 1 1 2 0
0 0 0 0 0 0
East West North South
11:30 AM 0 0 1 0 1
Total EB WB NB SB Total
1%0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg)
EB WB NB SB
1%5%-0%0%0%-0%0%4%-0%
0 0 0 3 0
HV%-0%0%0%
1 0 0 1 1 0
380 0
HV 0 0 0 0 0 0 0
101 22 0 20 125 1203632506
233 25 746 0
Peak
Hour
All 0 20 2 8
0 14 206 49 0 40
380
Count Total 1 41 10 17 0 63 5 42
4 0 3 35 5 9810170126
27 0 94 371
1:15 PM 0 4 1 1 0
0 3 26 8 0 8
368
1:00 PM 0 3 0 1 0 8 1 9
5 0 4 33 5 9512130121
30 2 93 356
12:45 PM 0 7 0 3 0
0 1 28 5 0 5
366
12:30 PM 0 6 1 3 0 6 0 6
4 0 1 33 1 894070230
25 4 91 0
12:15 PM 0 5 1 1 0
0 5 27 6 0 4
0
12:00 PM 0 5 1 3 0 8 0 3
9 0 8 21 4 839120018
29 4 103 0
11:45 AM 1 6 3 1 0
0 1 30 8 0 7
RT
11:30 AM 0 5 3 4 0 6 1 5
LT TH RT UT LT TH
Rolling
One HourEastboundWestboundNorthboundSouthbound
UT LT TH RT UT
Interval
Start
Driveway SH 82 Access Rd CR 100 CR 100 15-min
TotalLTTHRTUT
to
to
Date: 12/02/2023
Peak Hour Count Period: 11:30 AM 1:30 PM
SB 0.00.91
T2TAL 0.80.97
:B 1.60.89
NB 1.60.87
Peak Hour: 12:30 PM 1:30 PM
HV %:PHF
EB 0.00.75
0
0
0
0 0 0
000
0
0
0
0
0
0 0
N
CR 100
SH 82 Access Rd
SH 82 Access
Rd
CR
1
0
0
Driveway
CR
1
0
0
380TEV:
0.97PHF:
12 12
5
20
15
7
14
6
0
25
3
36
64
440
22
10
1
6
12
9
16
9
0
8
2
20
30
21 0
TJ Wethington
720-646-1008 tj.wethington@idaxdata.com
~,
~
1 l Jo
~ J 1 l.U ~
J ~□□•□□~~ ~ ::, L
< _,
~ < Jo -~ * !-o~ ) r ) ....
=11~□~D □~rr :-\n, t ~C:
1 l 0~
www.idaxdata.com
Count Summaries - Heavy Vehicles
Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any.
0 0000000
0 0 0
Peak Hour 0 0 0 0 0 0
0 0 0 0 0 0Count Total 0 0 0 0 0
0 0 0 0 0 0
0
1:15 PM 0 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0
1:00 PM 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0
12:45 PM 0 0 0 0 0 0
0 0 0 0 0 012:30 PM 0 0 0 0 0
0 0 0 0 0 0
0
12:15 PM 0 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0
12:00 PM 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0
11:45 AM 0 0 0 0 0 0
0 0 0 0 0 0
RT LT TH RT
11:30 AM 0 0 0 0 0
Northbound Southbound
LT TH RT LT TH RT LT TH
0
Interval
Start
Driveway SH 82 Access Rd CR 100 CR 100 15-min
Total
Rolling
One HourEastboundWestbound
1 0 0 0 0 3001001
4 0 9 0
Peak Hour 0 0 0 0 0
0 0 3 1 0 0
3
Count Total 0 0 0 0 0 0 0 1
1 0 0 0 0 2001000
0 0 1 3
1:15 PM 0 0 0 0 0
0 0 1 0 0 0
3
1:00 PM 0 0 0 0 0 0 0 0
0 0 0 0 0 0000000
0 0 0 5
12:45 PM 0 0 0 0 0
0 0 0 0 0 0
6
12:30 PM 0 0 0 0 0 0 0 0
0 0 0 2 0 2000000
1 0 1 0
12:15 PM 0 0 0 0 0
0 0 0 0 0 0
0
12:00 PM 0 0 0 0 0 0 0 0
0 0 0 1 0 200000111:45 AM 0 0 0 0 0
0 0 0 0 1 0000010
LT TH RT
11:30 AM 0 0 0 0 0 0
RT UT LT TH RT UT
Westbound Northbound Southbound
UT LT TH RT UT LT TH
Interval
Start
Driveway SH 82 Access Rd CR 100 CR 100 15-min
Total
Rolling
One HourEastbound
TJ Wethington
720-646-1008 tj.wethington@idaxdata.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
1
0
0
0
0
1
0
Date: 12/02/2023
Peak Hour Count Period: 11:30 AM 1:30 PM
SB 3.1%0.89
TOTAL 1.2%0.92
TH RT
WB 1.3%0.93
NB 0.0%0.64
Peak Hour: 12:30 PM 1:30 PM
HV %:PHF
EB 1.0%0.92
UT LT TH RT UT LT
Rolling
One HourEastboundWestboundNorthboundSouthbound
UT LT TH RT
Interval
Start
SH 82 SH 82 Valley Rd JW Drive 15-min
TotalUTLTTHRT
0 2 138 4 0 3
1 0 8 309 0
11:45 AM 0 2 149 3
3 0 2 0 4 011:30 AM 0 2 133 2 0 6 148
2 0 8 289 0
12:15 PM 0 1 123 3
4 0 0 0 2 0
318 0
12:00 PM 0 1 135 3 1 5 128
0 6 0 3 0 8
303 1,219
12:30 PM 0 1 125 1 0 4 167
0 4 0 1 0 713151702
0 3 169 3 0 2
1 2 12 317 1,227
12:45 PM 0 0 129 1
2 0 2 0 0 0
3 0 15 358 1,303
1:15 PM 1 3 107 4
4 0 4 0 7 0
325 1,234
1:00 PM 0 0 137 1 0 8 179
0 4 0 1 0 13
316 1,316160101606167202
Count Total 1 10 1,038 18 2 37 1,247 13 2 87 2,535 0
Peak
Hour
All 1 4 498
29 0 17 1 33 0
0 0 0 2 16 0800000
56 1,316 0
HV 0 0 4 1 0 1
10 1 17 0 6 27021682110
0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg)
EB WB NB SB Total
0%-0%0%4%1%5%1%0%-0%0%HV%0%0%1%14%-
0 0
11:45 AM 3 2 0 1 6 0 0
0 0 0 0 0 0
West North South
11:30 AM 5 3 0 1 9 0
EB WB NB SB Total East
12:15 PM 0 3 0 0 3
0 0 0 0 0 0
0
12:00 PM 2 2 0 1 5 0 0 0
0 0 0 0 0 0
0 0
12:45 PM 2 1 0 0 3 0 0
0 0 0 0 0 0
0 0 0
12:30 PM 0 2 0 1 3 0
0 0 0 0 0 1
1:15 PM 2 4 0 0 6
0 0 0 0 0 0
0
1:00 PM 1 2 0 1 4 0 0 0
0 0 0 0 0 0
0 0 0000000
0 0
Peak Hour 5 9 0 2 16 0 0
0 0 0 0 1 0Count Total 15 19 0 5 39 0
0000000
0
0
0
0 0 0
000
0
0
0
0
0
0 0
N
Valley Rd
SH 82
SH 82
Va
l
l
e
y
R
d
SH 82
JW
D
r
i
v
e
1,316TEV:
0.92PHF:
56 2 6
64 16
0
11
682
21
714
5210
17110
2830
0
7
498
4
510
749 1
TJ Wethington
720-646-1008 tj.wethington@idaxdata.com
~(
s:::=::::.
! i Jo
~ .,J l l.U .. ~□□~□;:lb ::, L
..J ..... ~0 d:,L E (
~' 8 ~• B ~' ~ c::::::J c::::::::J --) ..... r ) 0 ,~ ~r 0 ,n., t ~e; =,,~□□,□D ~fF
! i 0~
c= -
c=
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.
SouthboundNorthboundWestboundEastbound
Northbound Southbound
UT LT TH RT UT LT TH RT
Interval
Start
SH 82 SH 82 Valley Rd JW Drive 15-min
Total
Rolling
One HourEastboundWestbound
0 0 1 9 0
11:45 AM 0 0 2 1
0 0 0 0 0 0
TH RT
11:30 AM 0 0 5 0 0 0 3
UT LT TH RT UT LT
6 0
12:00 PM 0 0 2 0 0 0 2
0 0 0 1 0 0002000
0 0 3 0 0 0
0 0 1 5 0
12:15 PM 0 0 0 0
0 0 0 0 0 0
0 0 1 3 17
12:45 PM 0 0 2 0
0 0 0 0 0 0
3 23
12:30 PM 0 0 0 0 0 0 2
0 0 0 0 0 0
3 14
1:00 PM 0 0 1 0 0 0 2
0 0 0 0 0 0001000
0 1 3 0 0 0
0 0 1 4 13
1:15 PM 0 0 1 1
0 0 0 0 0 0
6 16000000
1 0 4 39 0
Peak Hour 0 0 4 1
0 0 0 0 0 0Count Total 0 0 13 2 0 1 18
0 011:30 AM
RT
16 0
Interval
Start
SH 82 SH 82 Valley Rd JW Drive 15-min
Total
Rolling
One Hour
0 0 0 0 0 2018000
RTTHLT RTTHLTRT
0
12:30 PM
0000
0 0
12:15 PM
0 0 0 0
0
12:00 PM
000000011:45 AM 0
0 0
0 0 0
0 0
1:15 PM
0 0 0 0
0
1:00 PM
0000000
0 0
12:45 PM
0 0 0
0 0 0
0 0 0
0 0 0
000000000
Peak Hour
0 0Count Total
0
THLT
0000000
0 00000
0 0
0 0
0000
0
0
0
00
0
THLT
00000000
0
00
0
0
0 0 0
0 0 0
0
000 0 0 0
000 0 0 0
0 0 0
0 0 0
0 0
0 0 0
0 0 0
TJ Wethington
720-646-1008 tj.wethington@idaxdata.com
-L_
-L_
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
2
1
0
0
0
0
3
0
WB --
NB 6.7%0.80
Peak Hour: 12:30 PM 1:30 PM
HV %:PHF
EB 10.8%0.84
Date: 12/02/2023
Peak Hour Count Period: 11:30 AM 1:30 PM
SB 6.9%0.73
TOTAL 8.1%0.87
TH RTUTLTTHRTUTLT
Rolling
One HourEastboundWestboundNorthboundSouthbound
UT LT TH RT
Interval
Start
SH 82 Access Rd N/A Valley Dr Valley Dr 15-min
TotalUTLTTHRT
0 0 0 0 0 8
0 2 7 30 0
11:45 AM 0 5 0 12
0 0 7 3 0 011:30 AM 0 4 0 7 0 0 0
0 1 6 23 0
12:15 PM 0 4 0 3
0 0 7 0 0 0
32 0
12:00 PM 0 2 0 7 0 0 0
3 0 0 0 2 2
23 108
12:30 PM 0 0 0 6 0 0 0
2 0 0 0 3 4000007
0 0 0 0 0 7
0 5 1 23 101
12:45 PM 0 5 0 4
0 0 9 2 0 0
0 1 6 32 102
1:15 PM 0 6 0 5
0 0 7 7 0 0
24 93
1:00 PM 0 5 0 6 0 0 0
2 0 0 0 2 4
32 111200037000009
Count Total 0 31 0 50 0 0 0 0 19 37 219 0
Peak
Hour
All 0 16 0
0 0 61 21 0 0
0 0 0 2 9 0000300
18 111 0
HV 0 0 0 4 0 0
32 13 0 0 0 112100000
0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg)
EB WB NB SB Total
---0%11%8%----9%0%HV%-0%-19%-
0 0
11:45 AM 1 0 1 0 2 0 0
0 0 0 0 0 0
West North South
11:30 AM 2 0 0 1 3 0
EB WB NB SB Total East
12:15 PM 0 0 1 0 1
0 0 1 0 1 0
0
12:00 PM 1 0 1 0 2 0 0 0
0 0 0 0 0 0
0 0
12:45 PM 1 0 0 0 1 0 0
0 0 0 0 0 0
0 1 0
12:30 PM 2 0 1 0 3 0
0 0 0 0 0 0
1:15 PM 1 0 1 2 4
0 0 0 0 0 0
0
1:00 PM 0 0 1 0 1 0 0 0
0 0 0 0 0 0
0 0 0000000
2 0
Peak Hr 4 0 3 2 9 0 0
0 0 0 0 1 0Count Total 8 0 6 3 17 0
0000000
0
0
0 0
00
0
0
0 0
N
Valley Dr
SH 82 Access Rd
Va
l
l
e
y
D
r
Va
l
l
e
y
D
r
SH 82 Access Rd
111TEV:
0.87PHF:
18 11
29 29
0
1332
4532
0
21
1637
50 0
TJ Wethington
720-646-1008 tj.wethington@idaxdata.com
~{
~
! i Jo
~ .J • u Jl~□D~D~➔
A 0 ::, = * (
Jo ..J B _, = ) = ~ cp v , n.-.. t i t -O ~DD ~-, ""'I
! i 0~
,_
c=
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.
Northbound Southbound
UT LT TH RT UT LT TH RT
Interval
Start
SH 82 Access Rd N/A Valley Dr Valley Dr 15-min
Total
Rolling
One HourEastboundWestbound
0 0 1 3 0
11:45 AM 0 0 0 1
0 0 0 0 0 0
TH RT
11:30 AM 0 0 0 2 0 0 0
UT LT TH RT UT LT
2 0
12:00 PM 0 0 0 1 0 0 0
0 0 0 0 0 0000001
0 0 0 0 0 1
0 0 0 2 0
12:15 PM 0 0 0 0
0 0 1 0 0 0
0 0 0 3 8
12:45 PM 0 0 0 1
0 0 1 0 0 0
1 8
12:30 PM 0 0 0 2 0 0 0
0 0 0 0 0 0
1 7
1:00 PM 0 0 0 0 0 0 0
0 0 0 0 0 0000000
0 0 0 0 0 1
0 0 0 1 6
1:15 PM 0 0 0 1
0 0 1 0 0 0
4 9000002
0 0 3 17 0
Peak Hour 0 0 0 4
0 0 6 0 0 0Count Total 0 0 0 8 0 0 0
Westbound Northbound Southbound
LT TH RT LT TH RT LT
9 0
Interval
Start
SH 82 Access Rd N/A Valley Dr Valley Dr 15-min
Total
Rolling
One HourEastbound
0 0 0 0 0 2000003
0 0 0 0
11:45 AM 0 0 0 0 0
0 0 0 0 0 0
TH RT LT TH RT
11:30 AM 0 0 0 0
0 0
12:15 PM 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0
12:00 PM 0 0 0 0 0 0
0 0 0 0 0 0
12:45 PM 0 0 0 0 0
0 0 0 0 0 0
0
12:30 PM 0 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0
1:15 PM 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0
1:00 PM 0 0 0 0 0 0
0 0 0 0 0 0
0000000
0 0 0 0 0Count Total 0 0 0 0 0 0 0 0
0 0 0000000Peak Hour 0 0 0 0 0
0
TJ Wethington
720-646-1008 tj.wethington@idaxdata.com
L__
,_
L__
,_
COUNTER MEASURES INC.
1889 YORK STREET
N/S STREET: VALLEY RD DENVER.COLORADO File Name : VALLHWY8WED
E/W STREET: HWY-82 303-333-7 409 Site Code : 00000005
CITY: Start Date : 7/12/2017
COUNTY: EAGLE Page No : 1
VALLEY RD
Groups Printed-1 -VEHICLES
HAY~B2 ------VALLEY RD HAY-82
Southbound Westbound Northbound Eastbound
Start Time Left Thru Right Peds Left Thru ' Right Peds Left· Thru Right Peds • Left Thru Right Peds Int.
Total
Factor 1.0 f.6" 1.6 1.0 1.0 1.o 1.0 1.o 1.0' 1.0 1.0 1.0 1.0 1.0 1.0 1.0
06:30 AM 6 () 0 0 3 49 1 () 0 a· 6 0 6 416 4 0 491
06:45AM 6 0 1 0 6 73 1 0 3 0 9 0 9 404 2 0 514
total 12 0 1 0 9 122 2 0 3 0 15 0 15 820 6 0 1005
07:00 AM 6 0 2 0 6 57 1 0 3 0 11 0 11 388 17 0 502
07:15AM 10 0 1 0 5 66 1 0 4 0 17 0 18 415 9 0 546
07:30AM 6 0 3 0 2 112 7 0 4 0 21 0 16 436 3 0 610
07:45AM 13 0 0 0 1 119 6 0 5 1 11 0 16 366 2 0 540
Total 35 ---0 6 6 14 354· 15 6 16 --1 60 0 61 1605 31 0 2198
08:00AM 18 2 0 5 99 5 0 2 0 9 0 9 358 6 0 514
08:15 AM 18 0 0 7 124 6 0 0 0 20 0 22 340 5 0 543
Total 36 2 -2 () : ·12 223 11 -□ -2 -5 29 0 31 698 11 0 1057
04:00 PM 2 0 16 0 8 353 9 0 0 1 6 0 13 188 7 0 603
04:15 PM 2 1 12 0 7 317 8 0 7 0 7 0 18 166 7 0 552
04:30 PM 4 1 14 0 5 386 11 0 4 1 12 0 15 143 2 0 598
04:45 PM 4 0 15 0 13 341 14 0 1 3 5 0 22 192 3 0 613
total 12 2 57 0 33 1397 42 ·-a··-t2 5 30 0 68 689 19 0 2366
05:00 PM 4 2 15 0 7 373 12 0 4 0 13 0 24 185 7 0 646
05:15 PM 2 2 23 0 8 376 10 0 2 1 9 0 18 179 3 0 633
05:30 PM 3 0 26 0 14 278 8 0 2 0 13 0 17 121 1 0 483
05:45 PM 4 1 25 0 7 347 7 0 4 0 5 0 20 147 13 0 580
Total 13 5 89 0 36 t374 37 () 12 --1 --
40 6i 79 632 24 0 2342
Grand Total 108 9 155 0 104 3470 107 0 45 7 174 0 254 4444 91 0 8968
Apprch % 39.7 3.3 57.0 0.0 2.8 94.3 2.9 0.0 19.9 3.1 77.0 0.0 5.3 92.8 1.9 0.0
Total% 1.2 0.1 1.7 0.0 1.2 38.7 1.2 0.0 0.5 0.1 1.9 0.0 2.8 49.6 1.0 0.0
COUNTER MEASURES INC.
1889 YORK STREET
N/S STREET: VALLEY RD DENVER.COLORADO File Name : VALLHWY8SAT
E/W STREET: HWY-82 303-333-7 409 Site Code : 00000005
CITY: Start Date : 7/15/2017
COUNTY: EAGLE Page No : 1
Groups Printed-.VEHICLES
HWY-82 VALLEY RD HWY-82 VALLEY RD
Southbound Westbound Northbound Eastbound
Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Int.
Total
-Fador • 1.d 1.6 re ·f.o: 1.6' ·-· 1.b •·-• 1.0 1.o •· 1.0:·· 1:0 ··1.0 -
1.(): 1.0 1.0 1.0 1.0 •---11:45 AM. 6 b 1 0 2· 172 ff ·a -4-0 6 0 10 169 4 0 385
Total 6 6 ·1 ·o 2 172 n 0 4 6 (3 o· 10 169 4 0 385
12:00 PM 0 2 3 0 5 128 14 0 3 0 5 0 13 160 2 0 335
12:15 PM 4 1 5 0 4 137 4 0 1 0 3 0 13 137 6 0 315
12:30 PM 3 0 1 0 3 149 11 0 6 1 2 0 17 168 4 0 365
12:45 PM 4 0 3 0 1 133 5 0 1 1 1 0 22 143 6 0 320
total 11 3 12 o• 13 547 34 () 11 2 11 0 65 608 18 0 1335
01:00 PM 5 0 0 0 2 162 6 0 2 2 2 0 12 165 3 0 361
01:15 PM 8 2 2 0 2 161 9 0 1 2 2 0 14 159 5 0 367
01:30 PM 8 0 4 0 5 191 9 0 0 0 3 0 8 172 1 0 401
Grand Total 38 5 19 0 24 1233 69 0 18 6 24 0 109 1273 31 0 2849
Apprch % 61.3 8.1 30.6 0.0 1.8 93.0 5.2 0.0 37.5 12.5 50.0 0.0 7.7 90.1 2.2 0.0
Total% 1.3 0.2 0.7 0.0 0.8 43.3 2.4 0.0 0.6 0.2 0.8 0.0 3.8 44.7 1.1 0.0
COUNTER MEASURES INC.
1889 YORK STREET
N/S STREET: VALLEY RD DENVER.COLORADO File Name : VALLHWY8WEDA
E/W STREET: HWY-82 FRONTAGE RD 303-333-7 409 Site Code : 00000008
CITY: Start Date : 7/12/2017
COUNTY: EAGLE Page No : 1
Groups Printed-1 -VEHICLES
VALLEY RD •••••• ••••• VALI..EYRD HWY-82 FRONTAGE RD
Southbound Westbound Northbound Eastbound
Start Time Left Thru Right• Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Int.
Total
Factor 1.0
.. 1.6 • 1.() 1.0 1.0 f.5 1.b fo fa 1.6 1.6 1.0 1.0 1.0 1.0 1.0
06:30AM () 5 . 2. () () () 0 () 1 2 0 0 4 0 2 0 16
06:45AM 0 4 4 0 0 0 0 0 1 6 0 0 6 0 3 0 24
Total 0 9 6 b () 0 0 0 2 8 0 0 10 0 5 0 40
07:00AM 0 18 5 0 0 0 0 0 2 5 0 0 9 0 0 0 39
07:15 AM 0 10 4 0 0 0 0 0 8 8 0 0 13 0 7 0 50
07:30 AM 0 3 2 0 0 0 0 0 3 17 0 0 8 0 5 0 38
07:45AM 0 0 3 0 0 0 0 0 5 9 0 0 8 0 5 0 30
Total () 31 14 () 6 () a· . -o· . 18 39 0 o· 38 0 17 0 157
08:00AM 0 8 4 0 0 0 0 0 3 3 0 0 8 0 6 0 32
08:15 AM 0 7 6 0 0 0 0 0 5 2 0 0 18 0 3 0 41
Total () ••••• 15 fb 0 0 0 () () 8 5 ···0 () • 26 0 9 0 73
04:00 PM 0 8 7 0 0 0 0 0 7 1 0 0 6 0 8 0 37
04:15 PM 0 10 5 0 0 0 0 0 18 9 0 0 5 0 3 0 50
04:30 PM 0 4 4 0 0 0 0 0 15 8 0 0 9 0 10 0 50
04:45 PM 0 5 11 0 0 0 0 0 15 4 0 0 5 0 4 0 44
Total 0 27 27 6 () () 0 • 5 55· 22 • 0 0 25 0 25 0 181
05:00 PM 0 7 9 0 0 0 0 0 11 6 0 0 11 0 8 0 52
05:15 PM 0 4 9 0 0 0 0 0 22 3 0 0 9 0 5 0 52
05:30 PM 0 4 11 0 0 0 0 0 17 3 0 0, 12 0 6 0 53
05:45 PM 0 15 6 0 0 0 0 0 14 4 0 0 5 0 7 0 51
-Total () •• JcT. ·35 5 0 5 ·o ••••• () 64 -16 6 0
·•
37 0 26 0 208
Grand Total 0 112 92 0 0 0 0 0 147 90 0 0 136 0 82 0 659
Apprch % 0.0 54.9 45.1 0.0 0.0 0.0 0.0 0.0 62.0 38.0 0.0 0.0 62.4 0.0 37.6 0.0
Total% 0.0 17.0 14.0 0.0 0.0 0.0 0.0 0.0 22.3 13.7 0.0 0.0 20.6 0.0 12.4 0.0
COUNTER MEASURES INC.
1889 YORK STREET
N/S STREET: VALLEY RD DENVER.COLORADO File Name : VALLHWY8FRONTSAT
E/W STREET: HWY-82 FRONTAGE RD 303-333-7 409 Site Code : 00000008
CITY: Start Date : 7/15/2017
COUNTY: EAGLE Page No : 1
VALLEY RD
Groups Printed-. VEHIC::LE:S
VALLEY RD HWY-82 FRONTAGE RD
Southbound Westbound Northbound Eastbound
Start Time· Left Thru • Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Int.
Total
Factor 1.0 f() Tb 1.0' 1.0· fa· ·ro •· f6 1,5·• -i .6. ro: 1.0 1.0 1.0 1.0, 1.0
11:45AM. () 5 1 -() () 6 • 0 0 .. '3 4 () () 6 0 4 () 23
Total 0 5 ... · 1 0 () () 0 0 3 4 0 () 6 0 4 0 23
12:00 PM 0 4 5 0 0 0 0 0 9 3 0 0 5 0 5 0 31
12:15PM 0 5 6 0 0 0 0 0 4 1 0 0 3 0 4 0 23
12:30 PM 0 4 3 0 0 0 0 0 5 8 0 0 1 0 3 0 24
12:45 PM 0 4 3 o. 0 0 0 0 6 3 0 0 0 0 2 0 18
Total 0 17 17 o· 6 () 0 • () 24 15 0 b1 9 0 14 0 96
01:00 PM 0 3 2 0 0 0 0 0 5 4 0 0 2 0 3 0 19
01:15PM 0 6 3 0 0 0 0 0 5 2 0 0 3 0 4 0 23
01:30PM 0 1 5 0 0 0 0 0 3 1 0 0 2 0 6 0 18
Grand Total 0 32 28 0: 0 0 0 0 40 26 0 0 22 0 31 0 179
Apprch % 0.0 53.3 46.7 0.0 0.0 0.0 0.0 0.0 60.6 39.4 0.0 0.0 41.5 0.0 58.5 0.0
Total% 0.0 17.9 15.6 0.0 0.0 0.0 0.0 0.0 22.3 14.5 0.0 0.0 12.3 0.0 17.3 0.0
McClure River Ranch PUD (FT#23101) Traffic Impact Study
CDOT Correspondence
1
Cassie Slade
From:Harbert - CDOT, Kent <kent.harbert@state.co.us>
Sent:Thursday, July 13, 2017 10:20 AM
To:Jon Fredericks
Cc:Cassie Slade; Daniel Roussin
Subject:Re: Aspen Polo Club
A separate access would be acceptable if the 325' spacing is met.
Thanks, Kent
T. Kent Harbert, PE
Access Engineer
CDOT Region 3, Traffic and Safety Residency
222 South 6th Street, Room 100, Grand Junction, CO 81501-3794
Phone: 970.683.6279 Cell: 970.812.6768
Kent.Harbert@State.CO.US | www.codot.gov | www.cotrip.org
On Wed, Jul 12, 2017 at 5:57 PM, Jon Fredericks <jon@landwestcolorado.com> wrote:
Kent,
Thank you for the follow-up on this. With the understanding that a shared access is preferred, does that
mean that an access permit for an individual access (with 325' separation) would not be approved?
I bring this up because a shared access requires that the Waldorf School is a willing participant, which
may or may not be the case. In order to move forward with planning, the property owners need some
assurances from CDOT regarding acceptable access options.
Thank you-
Jon Fredericks
345 Colorado Ave. #106
Carbondale, CO 81623
c: 970-379-4155
COLORADO
Department of Transportation
Region3
2
-------- Original Message --------
Subject: Re: Aspen Polo Club
From: "Harbert - CDOT, Kent" <kent.harbert@state.co.us>
Date: Wed, July 12, 2017 5:42 pm
To: Cassie Slade <cassie.slade@fthtransgroup.com>
Cc: Jon Fredericks <jon@landwestcolorado.com>, Daniel Roussin
<Daniel.Roussin@state.co.us>
My comments are interspersed in blue below.
Thanks, Kent
T. Kent Harbert, PE
Access Engineer
CDOT Region 3, Traffic and Safety Residency
222 South 6th Street, Room 100, Grand Junction, CO 81501-3794
Phone: 970.683.6279 Cell: 970.812.6768
Kent.Harbert@State.CO.US | www.codot.gov | www.cotrip.org
On Mon, Jul 10, 2017 at 10:35 AM, Cassie Slade <cassie.slade@fthtransgroup.com> wrote:
Hi Kent,
Thank you for your time last Thursday to discuss the access and traffic impact
study for the proposed Aspen Polo Club on Old SH 82/Access Road just east of
Catherine Store Road/County Road 100. I wanted to verify the information you
provided to relay an accurate report to the design team:
Access
The east access of the Polo Club can be a minimum of 325 feet from the Waldorf School
access.
o We have two options to look into to adjust the current design: (1) change access
location to 325 feet spacing or (2) share access with the Waldorf school. A shared
access is preferred. It can be on either property or straddle the property line.
Cross access easements should be executed and recorded.
Since the polo events are infrequent, the auxiliary requirements of the State Code do not
apply. We will determine the need for auxiliary lanes based on daily volumes instead of
events. Correct.
We will also look at the turning volumes during an event to determine best traffic
control/geometry options. Event traffic planning is not required, but is a good thing to
include. Typically the initial plan is will evolve over time as the event operators see what
works and what doesn't work or is of little benefit.
COLORADO
Department of Transportation
Region3
3
Counts Agreed
Intersections to count (Weekday 6:30-8:30am and 4:00-6:00pm + Saturday at
11:45am-1:45pm)
o SH 82 at Catherine Store Road/County Road 100
o Access Road (Old SH 82) at County Road 100
o Access Road (Old SH 82) at Valley Road
o SH 82 at JW Drive/Valley Road
Daily counts (one weekday and one Saturday)
o County Road 100 between Access Road and SH 82
o Access Road east of County Road 100
o Access Road west of Valley Road
Daily counts will be used to adjust intersection counts as needed for the analysis.
Counts for SH 82 will be gathered from the CDOT database.
Concerns Agreed
Geometry on County Road 100 between SH 82 and Access Road will be critical due to
spacing.
Geometry on Valley Road between SH 82 and Access Road will be critical due to spacing.
There are three other projects approved in the area of JW Drive that will add traffic to
the area. Some of those other projects may be proposed ones we are aware of which
have not gone all the way through the approval processes.
Need to determine event trip distribution based on demographics of guests (local or
visiting; Aspen or Glenwood) instead of traffic patterns.
Let me know if you have any edits or if you agree with the above information
for this project. Thank you!
_________________________________
CASSIE SLADE | PE
Senior Transportation Engineer
P.O. Box 19768 | Boulder, CO 80308
(o) 303-652-3571 | (c) 720-379-7162
www.FTHtransgroup.com
cassie.slade@FTHtransgroup.com
Transportation planning and engineering for people.
Data Driven. Safety First.
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Polo Club Trip
Generation Reference
IN
T
E
R
N
A
T
I
O
N
A
L
P
O
L
O
C
L
U
B
TR
A
F
F
I
C
A
N
A
L
Y
S
I
S
T
O
S
U
P
P
O
R
T
C
O
M
P
R
E
H
E
N
S
I
V
E
P
L
A
N
AM
E
N
D
M
E
N
T
Pa
r
c
e
l
C
o
n
t
r
o
l
N
u
m
b
e
r
:
7
3
-
4
1
-
4
4
-
2
2
-
0
0
-
0
0
0
-
5
0
2
0
Pe
t
i
t
i
o
n
N
u
m
b
e
r
:
1
7
-
0
1
5
(
0
1
1
C
P
A
2
)
__
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
Sh
i
n
g
T
s
o
i
,
P
.
E
.
,
P
T
O
E
,
I
M
S
A
I
I
Fl
o
r
i
d
a
P
.
E
.
n
u
m
b
e
r
:
7
5
0
5
5
Ap
r
i
l
1
0
,
2
0
1
7
pr
e
p
a
r
e
d
b
y
:
vi
a
p
l
a
n
n
i
n
g
,
i
n
c
.
33
3
7
M
e
r
r
i
c
k
L
a
n
e
Ma
r
g
a
t
e
,
F
L
3
3
0
6
3
Ph
o
n
e
:
9
5
4
-
2
9
9
-
6
0
7
0
Ce
r
t
i
f
i
c
a
t
i
o
n
o
f
A
u
t
h
o
r
i
z
a
t
i
o
n
N
o
.
3
0
8
4
3
pr
e
p
a
r
e
d
f
o
r
:
Se
x
t
o
n
E
n
g
i
n
e
e
r
i
n
g
A
s
s
o
c
i
a
t
e
s
,
I
n
c
.
11
0
P
o
n
c
e
d
e
L
e
o
n
S
t
r
e
e
t
,
S
u
i
t
e
1
0
0
Ro
y
a
l
P
a
l
m
B
e
a
c
h
,
F
L
3
3
4
1
1
Ph
o
n
e
:
5
6
1
-
7
9
2
-
3
1
2
2
vi
a
P
N
:
1
0
2
6
.
0
7
Page | 4
Table 1A – Trip Generation – Daily
Notes:
(1) assumed 1.5 vehicle occupancy rate, two trips per vehicle per day, 20% during peak hour
(2) assumed 2.5 trips per unit per day, 1/3 during peak hour
(3) Trip generations from Simmons & White Report dated May 6, 2004
(4) Based on PBIEC trip generations
(*) Daily trip is calculated using: Ln(T) = 0.76 Ln(X) + 3.68, where T = total trips and X = 1,000 s.f.
(+) For intensities under 10,000 s.f., trip rate is 152.03 / 1000 s.f., otherwise, daily trip is calculated using: Ln(T) = 0.65 Ln(X) + 5.83, where T = total trips and X = 1,000 s.f.
No internalization is taken for “existing” land use as the counts were conducted at the property’s driveways
Daily Trips
Land Use Source Intensity
Trip Generation Dir. Split
Gross Tri ps Internal Trips External Trips Pass-by Trips Net Trips Rate In Out
Proposed Land Use
Condo PBC 70 du 6.65 s:ffo s:ffo 466 60% 281 185 0% 0 185
Hotel PBC 100 rooms 8.1 7 s:ffo s:ffo 817 39% 316 501 5% 25 476
General Commercial PBC 12490 s.f. (+) s:ffo s:ffo 1,757 36% 637 1.1 20 0% 0 1. 120
General O ffice PBC 1.344 s.f . (*) s:ffo s:ffo 49 0% 0 49 5% 2 47
Barns/Stables Wellington 624 du 1.62 s:ffo s:ffo 1,011 0% 0 1,011 0% 0 1,011
Daily Event Spectators (1) 1,000 person 1.33 s:ffo s:ffo 1,333 18% 242 1,091 0% 0 1.091
Show O ffi ce PBC 5,000 s.f. (*) s:ffo s:ffo 133 43% 58 75 0% 0 75
Event Staff/Offi cials (2) 20 person 2.5 s:ffo s:ffo so 3 1% 16 34 0% 0 34
Vend o rs (2) 20 person 2.5 s:ffo s:ffo so 3 1% 16 34 0% 0 34
C l ubhouse (3) 1.5 unit 198 s:ffo s:ffo 297 10% 30 267 0% 0 267
New Trips 5,963 21% 1,596 4,367 1% 27 4,340
Existing Land Use
Commercial Rec (4) 58.40 acre 62.10 s:ffo s:ffo 3,627 0% 0 3,627 0% 0 3 ,627
Resident ial B PBC 13.0 unit 10 s:ffo s:ffo 130 0% 0 130 0% 0 130
Sub-Totals 3,757 0% 0 3,751 0% 0 3,757
Net New Trips 583
via planning, in c.
collaborate. plan. execute.
Page | 5
Table 1B – Trip Generation – AM Peak
Notes:
(1) assumed 1.5 vehicle occupancy rate, two trips per vehicle per day, 20% during peak hour
(2) assumed 2.5 trips per unit per day, 1/3 during peak hour
(3) Trip generations from Simmons & White Report dated May 6, 2004
(4) Based on PBIEC trip generations
(^) AM trip is calculated using: Ln(T) = 0.80 Ln(X) + 0.26, where T = total trips and X = 1,000 s.f.
(**) AM trip is calculated using: Ln(T) = 0.80 Ln(X) + 1.57, where T = total trips and X = 1,000 s.f.
No internalization is taken for “existing” land use as the counts were conducted at the property’s driveways
AM Peak Hour
Land Use Source Intensity
Trip Generation Dir. Split Gross Trips
Internal Trips
External Trips
Pass-by Trips
Net Trips
Rate In Out In Out Total In Out Total In Out Total
Proposed Land Use
Condo PBC 70 du (/\) 17% 83% 7 32 39 38% 15 5 19 24 0% 0 5 19 24
Hotel PBC 100 rooms 0.53 59% 41% 31 22 53 34% 18 22 13 35 5% 2 21 12 33
General Commercial PBC 12490 s.f. 0.96 62% 38% 7 5 12 33% 4 5 3 8 0% 0 5 3 8
General Office PBC 1,344 s.f. (**) 88% 12% 5 1 6 0% 0 5 1 6 5% 0 5 1 6
Barns/Sta bl es Wellington 624 du 0.15 60% 40% 56 37 93 0% 0 56 37 93 0% 0 56 37 93
Daily Event Spectators (1) 1,000 person 0.27 85% 15% 227 40 267 12% 32 208 27 235 0% 0 208 27 235
Show Office PBC 5,000 s.f. (**) 88% 12% 15 2 17 29% 5 12 0 12 0% 0 12 0 12
Event Staff/Officials (2) 20 person 0.80 90% 10% 14 2 16 31% 5 10 1 11 0% 0 10 1 11
Vendors (2) 20 person 0.80 90% 10% 14 2 16 31% 5 11 0 11 0% 0 11 0 11
C lubhouse (3) 1.5 unit 20 75% 25% 23 8 31 10% 2 22 7 29 0% 0 22 7 29
New Trips 399 151 550 16% 86 356 108 464 0% 2 355 107 462
Existing Land Use
Commercial Rec (4) 58.40 acre 4.47 80% 20% 209 52 261 0% 0 209 52 261 0% 0 209 52 261
Resident ial B PBC 13.0 unit 0.75 25% 75% 2 7 10 0% 0 2 7 9 0% 0 2 7 9
Sub-Totals 211 60 271 0% 0 211 59 270 0% 0 211 59 270
Net New Trips
Net New Trips 144 48 192
via planning, in c.
collaborate. plan. execute.
Page | 6
Table 1C – Trip Generation – PM Peak
Notes:
(1) assumed 1.5 vehicle occupancy rate, two trips per vehicle per day, 20% during peak hour
(2) assumed 2.5 trips per unit per day, 1/3 during peak hour
(3) Trip generations from Simmons & White Report dated May 6, 2004
(4) Based on PBIEC trip generations
(^^) PM trip is calculated using: Ln(T) = 0.82 Ln(X) + 0.32, where T = total trips and X = 1,000 s.f.
(++) For intensities under 10,000 s.f., PM trip rate is 12.81 / 1000 s.f., otherwise, PM trip is calculated using: Ln(T) = 0.67 Ln(X) + 3.31, where T = total trips and X = 1,000 s.f.
(#) PM trip is calculated using: Ln(T) = 0.90 Ln(X) + 0.51, where T = total trips and X = number of dwelling units
No internalization is taken for “existing” land use as the counts were conducted at the property’s driveways
PM Peak Hour
Land Use Source I ntensity Trip Generation Di r. Split Gross Trips
Internal Trips
External Trips
Pass-by Trips
Net Trips
Rate In Out In Out Total In Out Total In Out Total
Proposed Land Use
Condo PBC 70 du (M ) 67% 33% 30 15 45 60% 27 9 9 18 0% 0 9 9 18
Hotel PBC 100 rooms 0.6 51% 49% 31 29 60 43% 26 15 19 34 5% 2 14 18 32
General Commercial PBC 12490 s.f. (++) 48% 52% 71 77 148 39% 58 43 47 90 0% 0 43 47 90
General Office PBC l,344 s.f. 1.49 17% 83% 0 2 2 0% 0 0 2 2 5% 0 0 2 2
Barns/Stables Wellington 624 du 0.15 40% 60% 37 56 93 0% 0 37 56 93 0% 0 37 56 93
Daily Event Spectators (1) l,000 person 0.27 15% 85% 40 227 267 24% 65 14 188 202 0% 0 14 188 202
Show Office PBC 5,000 s.f. 1.49 17% 83% l 6 7 57% 4 0 3 3 0% 0 0 3 3
Event Staff/Officials (2) 20 person 0.80 10% 90% 2 14 16 31% 5 l 10 11 0% 0 l 10 11
Vendors (2) 20 person 0.80 10% 90% 2 14 16 31% 5 0 11 11 0% 0 0 11 11
Clubhouse (3) 1.5 unit 30 50% 50% 23 23 46 10% 4 21 21 42 0% 0 21 21 42
New Trips 237 463 700 28% 194 140 366 506 0% 2 139 365 504
Existing Land Use
Commercial Rec (4) 58.40 acre 5.09 20% 80% 59 238 297 0% 0 59 238 297 0% 0 59 238 297
Residential B PBC 13.0 unit (#) 63% 37% 11 6 17 0% 0 l l 6 17 0% 0 11 6 17
Sub-Totals 70 244 314 0% 0 70 244 314 0% 0 70 244 314
Net New Trips
Net New Trips 69 121 190
via planning, in c.
collaborate. plan. execute.
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Intersection Capacity Worksheets:
Existing
2023 Existing AM 1: County Road 100/Catherine Store Road & State Highway 82
HCM 6th Signalized Intersection Summary McClure River Ranch PUD Traffic Impact Study - Carbondale, CO
Fox Tuttle Transportation Group Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 14 1795 97 84 342 8 27 8 240 47 23 19
Future Volume (veh/h) 14 1795 97 84 342 8 27 8 240 47 23 19
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885
Adj Flow Rate, veh/h 17 2189 118 90 368 9 36 11 320 64 31 26
Peak Hour Factor 0.82 0.82 0.82 0.93 0.93 0.93 0.75 0.75 0.75 0.74 0.74 0.74
Percent Heavy Veh, %141141111111
Cap, veh/h 40 2277 1040 112 2417 1104 43 14 239 76 36 22
Arrive On Green 0.02 0.65 0.65 0.06 0.69 0.69 0.16 0.16 0.16 0.16 0.16 0.16
Sat Flow, veh/h 1795 3497 1598 1795 3497 1598 133 86 1492 278 224 137
Grp Volume(v), veh/h 17 2189 118 90 368 9 367 0 0 121 0 0
Grp Sat Flow(s),veh/h/ln 1795 1749 1598 1795 1749 1598 1711 0 0 640 0 0
Q Serve(g_s), s 1.7 103.9 5.0 8.8 6.5 0.3 0.0 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 1.7 103.9 5.0 8.8 6.5 0.3 28.5 0.0 0.0 28.5 0.0 0.0
Prop In Lane 1.00 1.00 1.00 1.00 0.10 0.87 0.53 0.21
Lane Grp Cap(c), veh/h 40 2277 1040 112 2417 1104 296 0 0 133 0 0
V/C Ratio(X) 0.42 0.96 0.11 0.80 0.15 0.01 1.24 0.00 0.00 0.91 0.00 0.00
Avail Cap(c_a), veh/h 66 2277 1040 166 2417 1104 296 0 0 133 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 85.9 29.0 11.7 82.4 9.5 8.5 76.0 0.0 0.0 75.6 0.0 0.0
Incr Delay (d2), s/veh 9.6 11.7 0.2 43.7 0.1 0.0 133.0 0.0 0.0 51.5 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.9 42.5 1.8 5.4 2.4 0.1 24.7 0.0 0.0 7.6 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 95.5 40.7 11.9 126.1 9.6 8.6 209.0 0.0 0.0 127.1 0.0 0.0
LnGrp LOS F D B F A A F A A F A A
Approach Vol, veh/h 2324 467 367 121
Approach Delay, s/veh 39.7 32.1 209.0 127.1
Approach LOS D C F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 19.6 122.9 35.5 12.5 130.0 35.5
Change Period (Y+Rc), s 8.5 7.0 * 7 8.5 7.0 7.0
Max Green Setting (Gmax), s 16.5 113.0 * 29 6.5 123.0 28.0
Max Q Clear Time (g_c+I1), s 10.8 105.9 30.5 3.7 8.5 30.5
Green Ext Time (p_c), s 0.3 7.1 0.0 0.0 28.9 0.0
Intersection Summary
HCM 6th Ctrl Delay 60.8
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
"i tt 7' "i tt 7' 4+ ---4+
2023 Existing AM 1: County Road 100/Catherine Store Road & State Highway 82
Queues McClure River Ranch PUD Traffic Impact Study - Carbondale, CO
Fox Tuttle Transportation Group Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBT SBT
Lane Group Flow (vph) 17 2189 118 90 368 9 367 121
v/c Ratio 0.27 1.01 0.11 0.58 0.16 0.01 1.15 1.68
Control Delay 97.1 54.3 2.0 96.1 11.0 0.0 146.1 397.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 97.1 54.3 2.0 96.1 11.0 0.0 146.1 397.3
Queue Length 50th (ft) 20 ~1339 0 104 76 0 ~438 ~205
Queue Length 95th (ft) 49 1314 17 178 114 0 #418 #266
Internal Link Dist (ft)1364 1453 128 794
Turn Bay Length (ft) 465 440 330 345
Base Capacity (vph)63 2174 1049 162 2348 1106 320 72
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.27 1.01 0.11 0.56 0.16 0.01 1.15 1.68
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
20
2
3
E
x
i
s
t
i
n
g
A
M
2
:
C
o
u
n
t
y
R
o
a
d
1
0
0
/
C
o
u
n
t
y
R
o
a
d
1
0
0
&
O
l
d
S
H
8
2
F
r
o
n
t
a
g
e
R
o
a
d
HC
M
6
t
h
T
W
S
C
Mc
C
l
u
r
e
R
i
v
e
r
R
a
n
c
h
P
U
D
T
r
a
f
f
i
c
I
m
p
a
c
t
S
t
u
d
y
-
C
a
r
b
o
n
d
a
l
e
,
C
O
Fo
x
T
u
t
t
l
e
T
r
a
n
s
p
o
r
t
a
t
i
o
n
G
r
o
u
p
Sy
n
c
h
r
o
1
1
R
e
p
o
r
t
In
t
e
r
s
e
c
t
i
o
n
In
t
D
e
l
a
y
,
s
/
v
e
h
4
.
6
Mo
v
e
m
e
n
t
EB
L
E
B
T
E
B
R
W
B
L
W
B
T
W
B
R
N
B
L
N
B
T
N
B
R
S
B
L
S
B
T
S
B
R
La
n
e
C
o
n
f
i
g
u
r
a
t
i
o
n
s
Tr
a
f
f
i
c
V
o
l
,
v
e
h
/
h
3
5
3
7
5
4
1
4
4
9
2
6
6
8
6
8
2
1
1
4
8
Fu
t
u
r
e
V
o
l
,
v
e
h
/
h
3
5
3
7
5
4
1
4
4
9
2
6
6
8
6
8
2
1
1
4
8
Co
n
f
l
i
c
t
i
n
g
P
e
d
s
,
#
/
h
r
0
00
0
0
0
0
0
0
0
0
0
Si
g
n
C
o
n
t
r
o
l
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
RT
C
h
a
n
n
e
l
i
z
e
d
-
-
N
o
n
e
-
-
N
o
n
e
-
-
N
o
n
e
-
-
N
o
n
e
St
o
r
a
g
e
L
e
n
g
t
h
-
--
-
-
-
-
-
-
-
-
-
Ve
h
i
n
M
e
d
i
a
n
S
t
o
r
a
g
e
,
#
-
0
-
-
0
-
-
0
-
-
0
-
Gr
a
d
e
,
%
-
0
-
-
0
-
-
0
-
-
0
-
Pe
a
k
H
o
u
r
F
a
c
t
o
r
9
3
9
3
9
3
9
3
9
3
9
3
8
1
8
1
8
1
6
9
6
9
6
9
He
a
v
y
V
e
h
i
c
l
e
s
,
%
1
11
1
1
1
1
1
1
1
1
1
Mv
m
t
F
l
o
w
38
3
8
5
8
1
4
7
1
1
3
2
8
1
0
6
1
1
9
1
6
5
1
2
Ma
j
o
r
/
M
i
n
o
r
M
i
n
o
r
2
Mi
n
o
r
1
Ma
j
o
r
1
Ma
j
o
r
2
Co
n
f
l
i
c
t
i
n
g
F
l
o
w
A
l
l
8
3
6
8
6
5
1
7
1
8
1
8
8
1
8
3
8
1
1
7
7
0
0
4
3
4
0
0
S
t
a
g
e
1
4
0
9
4
0
9
-
4
0
3
4
0
3
--
-
-
-
-
-
S
t
a
g
e
2
4
2
7
4
5
6
-
4
1
5
4
1
5
--
-
-
-
-
-
Cr
i
t
i
c
a
l
H
d
w
y
7
.
1
1
6
.
5
1
6
.
2
1
7
.
1
1
6
.
5
1
6
.
2
1
4
.
1
1
-
-
4
.
1
1
-
-
Cr
i
t
i
c
a
l
H
d
w
y
S
t
g
1
6
.
1
1
5
.
5
1
-
6
.
1
1
5
.
5
1
--
-
-
-
-
-
Cr
i
t
i
c
a
l
H
d
w
y
S
t
g
2
6
.
1
1
5
.
5
1
-
6
.
1
1
5
.
5
1
--
-
-
-
-
-
Fo
l
l
o
w
-
u
p
H
d
w
y
3
.
5
0
9
4
.
0
0
9
3
.
3
0
9
3
.
5
0
9
4
.
0
0
9
3
.
3
0
9
2
.
2
0
9
-
-
2
.
2
0
9
-
-
Po
t
C
a
p
-
1
M
a
n
e
u
v
e
r
2
8
8
2
9
3
8
7
5
2
9
6
3
1
2
6
6
8
1
4
0
5
-
-
1
1
3
1
-
-
S
t
a
g
e
1
6
2
1
5
9
8
-
6
2
6
6
0
1
--
-
-
-
-
-
S
t
a
g
e
2
6
0
8
5
7
0
-
6
1
7
5
9
4
--
-
-
-
-
-
Pl
a
t
o
o
n
b
l
o
c
k
e
d
,
%
-
-
-
-
Mo
v
C
a
p
-
1
M
a
n
e
u
v
e
r
2
4
1
2
5
6
8
7
5
2
6
3
2
7
3
6
6
8
1
4
0
5
-
-
1
1
3
1
-
-
Mo
v
C
a
p
-
2
M
a
n
e
u
v
e
r
2
4
1
2
5
6
-
2
6
3
2
7
3
--
-
-
-
-
-
S
t
a
g
e
1
6
1
5
5
2
8
-
6
2
0
5
9
5
--
-
-
-
-
-
S
t
a
g
e
2
5
5
8
5
6
4
-
5
3
7
5
2
5
--
-
-
-
-
-
Ap
p
r
o
a
c
h
EB
WB
NB
SB
HC
M
C
o
n
t
r
o
l
D
e
l
a
y
,
s
2
1
19
.
1
0.
2
3.
4
HC
M
L
O
S
C
C
Mi
n
o
r
L
a
n
e
/
M
a
j
o
r
M
v
m
t
N
B
L
N
B
T
N
B
R
E
B
L
n
1
W
B
L
n
1
S
B
L
S
B
T
S
B
R
Ca
p
a
c
i
t
y
(
v
e
h
/
h
)
14
0
5
-
-
2
7
3
3
6
0
1
1
3
1
-
-
HC
M
L
a
n
e
V
/
C
R
a
t
i
o
0
.
0
0
8
-
-
0
.
1
7
7
0
.
2
9
6
0
.
1
0
5
-
-
HC
M
C
o
n
t
r
o
l
D
e
l
a
y
(
s
)
7
.
6
0
-
2
1
1
9
.
1
8
.
6
0
-
HC
M
L
a
n
e
L
O
S
A
A
-
C
C
A
A
-
HC
M
9
5
t
h
%
t
i
l
e
Q
(
v
e
h
)
0
-
-
0
.
6
1
.
2
0
.
4
-
-
4
4
4
4
2023 Existing AM 3: Valley Road/JW Drive & State Highway 82
HCM 6th TWSC McClure River Ranch PUD Traffic Impact Study - Carbondale, CO
Fox Tuttle Transportation Group Synchro 11 Report
Intersection
Int Delay, s/veh 15.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 65 1589 16 15 481 24 11 1 63 57 2 5
Future Vol, veh/h 65 1589 16 15 481 24 11 1 63 57 2 5
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - Free - - Free - - Free - - Free
Storage Length 425 - 450 580 - 480 - - 50 - - 20
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 90 90 90 73 73 73 74 74 74
Heavy Vehicles, % 1 41141111111
Mvmt Flow 75 1826 18 17 534 27 15 1 86 77 3 7
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 534 0 - 1826 0 0 2279 2544 - 1632 2544 -
Stage 1 ------1976 1976 - 568 568 -
Stage 2 ------303568-1064 1976 -
Critical Hdwy 4.12 - - 4.12 - - 7.52 6.52 - 7.52 6.52 -
Critical Hdwy Stg 1 ------6.52 5.52 - 6.52 5.52 -
Critical Hdwy Stg 2 ------6.52 5.52 - 6.52 5.52 -
Follow-up Hdwy 2.21 - - 2.21 - - 3.51 4.01 - 3.51 4.01 -
Pot Cap-1 Maneuver 1037 - 0 335 - 0 22 27 0 ~ 68 27 0
Stage 1 - - 0 - - 0 65 107 0 477 507 0
Stage 2 - - 0 - - 0 684 507 0 240 107 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 1037 - - 335 - - 18 24 - ~ 59 24 -
Mov Cap-2 Maneuver ------1824-~ 5924-
Stage 1 ------6099-443481-
Stage 2 ------646481-22099-
Approach EB WB NB SB
HCM Control Delay, s 0.3 0.5 $ 472.8 $ 388.9
HCM LOS F F
Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT WBL WBTSBLn1SBLn2
Capacity (veh/h)18 - 1037 - 335 - 56 -
HCM Lane V/C Ratio 0.913 - 0.072 - 0.05 - 1.424 -
HCM Control Delay (s) $ 472.8 0 8.7 - 16.3 -$ 388.9 0
HCM Lane LOS F A A - C - F A
HCM 95th %tile Q(veh) 2.4 - 0.2 - 0.2 - 7.1 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
2023 Existing AM 4: Valley Road & Old SH 82 Frontage Road
HCM 6th TWSC McClure River Ranch PUD Traffic Impact Study - Carbondale, CO
Fox Tuttle Transportation Group Synchro 11 Report
Intersection
Int Delay, s/veh 4.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 43 20 16 32 19 15
Future Vol, veh/h 43 20 16 32 19 15
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 73 73 59 59 64 64
Heavy Vehicles, % 1 11111
Mvmt Flow 59 27 27 54 30 23
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 150 42 53 0 - 0
Stage 1 42 -----
Stage 2 108 -----
Critical Hdwy 6.41 6.21 4.11 - - -
Critical Hdwy Stg 1 5.41 -----
Critical Hdwy Stg 2 5.41 -----
Follow-up Hdwy 3.509 3.309 2.209 - - -
Pot Cap-1 Maneuver 844 1032 1559 - - -
Stage 1 983 -----
Stage 2 919 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 829 1032 1559 - - -
Mov Cap-2 Maneuver 829 -----
Stage 1 965 -----
Stage 2 919 -----
Approach EB NB SB
HCM Control Delay, s 9.5 2.4 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1559 - 884 - -
HCM Lane V/C Ratio 0.017 - 0.098 - -
HCM Control Delay (s) 7.3 0 9.5 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0.1 - 0.3 - -
2023 Existing PM 1: County Road 100/Catherine Store Road & State Highway 82
HCM 6th Signalized Intersection Summary McClure River Ranch PUD Traffic Impact Study - Carbondale, CO
Fox Tuttle Transportation Group Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 30 486 56 279 1742 38 84 27 141 17 28 38
Future Volume (veh/h) 30 486 56 279 1742 38 84 27 141 17 28 38
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885
Adj Flow Rate, veh/h 37 593 68 300 1873 41 112 36 188 23 38 51
Peak Hour Factor 0.82 0.82 0.82 0.93 0.93 0.93 0.75 0.75 0.75 0.74 0.74 0.74
Percent Heavy Veh, %141141111111
Cap, veh/h 57 2196 1003 165 2406 1099 99 24 123 57 93 105
Arrive On Green 0.03 0.63 0.63 0.09 0.69 0.69 0.16 0.16 0.16 0.16 0.16 0.16
Sat Flow, veh/h 1795 3497 1598 1795 3497 1598 467 156 792 211 599 677
Grp Volume(v), veh/h 37 593 68 300 1873 41 336 0 0 112 0 0
Grp Sat Flow(s),veh/h/ln 1795 1749 1598 1795 1749 1598 1415 0 0 1487 0 0
Q Serve(g_s), s 3.7 13.7 3.0 16.5 64.8 1.5 16.7 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 3.7 13.7 3.0 16.5 64.8 1.5 28.0 0.0 0.0 11.3 0.0 0.0
Prop In Lane 1.00 1.00 1.00 1.00 0.33 0.56 0.21 0.46
Lane Grp Cap(c), veh/h 57 2196 1003 165 2406 1099 247 0 0 255 0 0
V/C Ratio(X) 0.65 0.27 0.07 1.82 0.78 0.04 1.36 0.00 0.00 0.44 0.00 0.00
Avail Cap(c_a), veh/h 65 2196 1003 165 2406 1099 247 0 0 260 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 86.2 15.0 13.0 81.7 18.9 9.0 78.0 0.0 0.0 68.7 0.0 0.0
Incr Delay (d2), s/veh 21.4 0.3 0.1 393.1 2.6 0.1 186.8 0.0 0.0 1.7 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.0 5.3 1.1 25.5 24.2 0.5 24.4 0.0 0.0 4.9 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 107.6 15.3 13.2 474.8 21.4 9.1 264.8 0.0 0.0 70.4 0.0 0.0
LnGrp LOS F B B F C A F AAEAA
Approach Vol, veh/h 698 2214 336 112
Approach Delay, s/veh 20.0 82.6 264.8 70.4
Approach LOS C F F E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 25.0 120.0 35.0 14.2 130.8 35.0
Change Period (Y+Rc), s 8.5 7.0 * 7 8.5 7.0 7.0
Max Green Setting (Gmax), s 16.5 113.0 * 29 6.5 123.0 28.0
Max Q Clear Time (g_c+I1), s 18.5 15.7 13.3 5.7 66.8 30.0
Green Ext Time (p_c), s 0.0 48.6 0.5 0.0 56.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 87.4
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
"i tt 7' "i tt 7' 4+ ---4+
2023 Existing PM 1: County Road 100/Catherine Store Road & State Highway 82
Queues McClure River Ranch PUD Traffic Impact Study - Carbondale, CO
Fox Tuttle Transportation Group Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBT SBT
Lane Group Flow (vph) 37 593 68 300 1873 41 336 112
v/c Ratio 0.59 0.27 0.07 1.85 0.80 0.04 1.39 0.46
Control Delay 119.7 16.3 0.1 447.1 24.4 0.1 246.2 62.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 119.7 16.3 0.1 447.1 24.4 0.1 246.2 62.5
Queue Length 50th (ft) 44 159 0 ~533 758 0 ~509 100
Queue Length 95th (ft) #91 196 0 #781 994 1 #507 133
Internal Link Dist (ft)1364 1453 128 794
Turn Bay Length (ft) 465 440 330 345
Base Capacity (vph)63 2158 1042 162 2348 1106 241 241
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.59 0.27 0.07 1.85 0.80 0.04 1.39 0.46
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
20
2
3
E
x
i
s
t
i
n
g
P
M
2
:
C
o
u
n
t
y
R
o
a
d
1
0
0
/
C
o
u
n
t
y
R
o
a
d
1
0
0
&
O
l
d
S
H
8
2
F
r
o
n
t
a
g
e
R
o
a
d
HC
M
6
t
h
T
W
S
C
Mc
C
l
u
r
e
R
i
v
e
r
R
a
n
c
h
P
U
D
T
r
a
f
f
i
c
I
m
p
a
c
t
S
t
u
d
y
-
C
a
r
b
o
n
d
a
l
e
,
C
O
Fo
x
T
u
t
t
l
e
T
r
a
n
s
p
o
r
t
a
t
i
o
n
G
r
o
u
p
Sy
n
c
h
r
o
1
1
R
e
p
o
r
t
In
t
e
r
s
e
c
t
i
o
n
In
t
D
e
l
a
y
,
s
/
v
e
h
4
.
6
Mo
v
e
m
e
n
t
EB
L
E
B
T
E
B
R
W
B
L
W
B
T
W
B
R
N
B
L
N
B
T
N
B
R
S
B
L
S
B
T
S
B
R
La
n
e
C
o
n
f
i
g
u
r
a
t
i
o
n
s
Tr
a
f
f
i
c
V
o
l
,
v
e
h
/
h
3
4
6
2
1
7
6
7
4
5
4
1
7
9
4
1
3
2
2
9
6
1
9
Fu
t
u
r
e
V
o
l
,
v
e
h
/
h
3
4
6
2
1
7
6
7
4
5
4
1
7
9
4
1
3
2
2
9
6
1
9
Co
n
f
l
i
c
t
i
n
g
P
e
d
s
,
#
/
h
r
0
00
0
0
0
0
0
0
0
0
0
Si
g
n
C
o
n
t
r
o
l
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
RT
C
h
a
n
n
e
l
i
z
e
d
-
-
N
o
n
e
-
-
N
o
n
e
-
-
N
o
n
e
-
-
N
o
n
e
St
o
r
a
g
e
L
e
n
g
t
h
-
--
-
-
-
-
-
-
-
-
-
Ve
h
i
n
M
e
d
i
a
n
S
t
o
r
a
g
e
,
#
-
0
-
-
0
-
-
0
-
-
0
-
Gr
a
d
e
,
%
-
0
-
-
0
-
-
0
-
-
0
-
Pe
a
k
H
o
u
r
F
a
c
t
o
r
9
3
9
3
9
3
9
3
9
3
9
3
8
1
8
1
8
1
6
9
6
9
6
9
He
a
v
y
V
e
h
i
c
l
e
s
,
%
1
11
1
1
1
1
1
1
1
1
1
Mv
m
t
F
l
o
w
37
6
2
3
8
2
8
4
8
5
2
2
1
5
1
4
6
4
2
9
2
8
Ma
j
o
r
/
M
i
n
o
r
M
i
n
o
r
2
Mi
n
o
r
1
Ma
j
o
r
1
Ma
j
o
r
2
Co
n
f
l
i
c
t
i
n
g
F
l
o
w
A
l
l
8
2
0
8
1
7
4
4
3
8
0
7
8
0
6
2
4
7
4
5
7
0
0
2
7
2
0
0
S
t
a
g
e
1
5
3
5
5
3
5
-
2
5
7
2
5
7
--
-
-
-
-
-
S
t
a
g
e
2
2
8
5
2
8
2
-
5
5
0
5
4
9
--
-
-
-
-
-
Cr
i
t
i
c
a
l
H
d
w
y
7
.
1
1
6
.
5
1
6
.
2
1
7
.
1
1
6
.
5
1
6
.
2
1
4
.
1
1
-
-
4
.
1
1
-
-
Cr
i
t
i
c
a
l
H
d
w
y
S
t
g
1
6
.
1
1
5
.
5
1
-
6
.
1
1
5
.
5
1
--
-
-
-
-
-
Cr
i
t
i
c
a
l
H
d
w
y
S
t
g
2
6
.
1
1
5
.
5
1
-
6
.
1
1
5
.
5
1
--
-
-
-
-
-
Fo
l
l
o
w
-
u
p
H
d
w
y
3
.
5
0
9
4
.
0
0
9
3
.
3
0
9
3
.
5
0
9
4
.
0
0
9
3
.
3
0
9
2
.
2
0
9
-
-
2
.
2
0
9
-
-
Po
t
C
a
p
-
1
M
a
n
e
u
v
e
r
2
9
5
3
1
2
6
1
7
3
0
1
3
1
7
7
9
4
1
1
0
9
-
-
1
2
9
7
-
-
S
t
a
g
e
1
5
3
1
5
2
6
-
7
5
0
6
9
7
--
-
-
-
-
-
S
t
a
g
e
2
7
2
4
6
8
0
-
5
2
1
5
1
8
--
-
-
-
-
-
Pl
a
t
o
o
n
b
l
o
c
k
e
d
,
%
-
-
-
-
Mo
v
C
a
p
-
1
M
a
n
e
u
v
e
r
2
6
1
2
9
5
6
1
7
2
7
4
3
0
0
7
9
4
1
1
0
9
-
-
1
2
9
7
-
-
Mo
v
C
a
p
-
2
M
a
n
e
u
v
e
r
2
6
1
2
9
5
-
2
7
4
3
0
0
--
-
-
-
-
-
S
t
a
g
e
1
5
2
8
5
0
1
-
7
4
6
6
9
4
--
-
-
-
-
-
S
t
a
g
e
2
6
6
9
6
7
7
-
4
7
2
4
9
3
--
-
-
-
-
-
Ap
p
r
o
a
c
h
EB
WB
NB
SB
HC
M
C
o
n
t
r
o
l
D
e
l
a
y
,
s
1
8
.
6
21
.
2
0.
1
0.
7
HC
M
L
O
S
C
C
Mi
n
o
r
L
a
n
e
/
M
a
j
o
r
M
v
m
t
N
B
L
N
B
T
N
B
R
E
B
L
n
1
W
B
L
n
1
S
B
L
S
B
T
S
B
R
Ca
p
a
c
i
t
y
(
v
e
h
/
h
)
11
0
9
-
-
3
3
0
3
5
8
1
2
9
7
-
-
HC
M
L
a
n
e
V
/
C
R
a
t
i
o
0
.
0
0
4
-
-
0
.
1
9
9
0
.
3
8
4
0
.
0
3
6
-
-
HC
M
C
o
n
t
r
o
l
D
e
l
a
y
(
s
)
8
.
3
0
-
1
8
.
6
2
1
.
2
7
.
9
0
-
HC
M
L
a
n
e
L
O
S
A
A
-
C
C
A
A
-
HC
M
9
5
t
h
%
t
i
l
e
Q
(
v
e
h
)
0
-
-
0
.
7
1
.
8
0
.
1
-
-
4
4
4
4
2023 Existing PM 3: Valley Road/JW Drive & State Highway 82
HCM 6th TWSC McClure River Ranch PUD Traffic Impact Study - Carbondale, CO
Fox Tuttle Transportation Group Synchro 11 Report
Intersection
Int Delay, s/veh 17
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 81 726 20 33 1501 45 16 4 38 14 4 58
Future Vol, veh/h 81 726 20 33 1501 45 16 4 38 14 4 58
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - Free - - Free - - Free - - Free
Storage Length 425 - 450 580 - 480 - - 50 - - 20
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 90 90 90 73 73 73 74 74 74
Heavy Vehicles, % 1 41141111111
Mvmt Flow 93 834 23 37 1668 50 22 5 52 19 5 78
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1668 0 - 834 0 0 1931 2762 - 2348 2762 -
Stage 1 ------1020 1020 - 1742 1742 -
Stage 2 ------9111742 - 606 1020 -
Critical Hdwy 4.12 - - 4.12 - - 7.52 6.52 - 7.52 6.52 -
Critical Hdwy Stg 1 ------6.52 5.52 - 6.52 5.52 -
Critical Hdwy Stg 2 ------6.52 5.52 - 6.52 5.52 -
Follow-up Hdwy 2.21 - - 2.21 - - 3.51 4.01 - 3.51 4.01 -
Pot Cap-1 Maneuver 386 - 0 801 - 0 40 19 0 19 19 0
Stage 1 - - 0 - - 0 255 314 0 91 141 0
Stage 2 - - 0 - - 0 297 141 0 453 314 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 386 - - 801 - - 22 14 - ~ 11 14 -
Mov Cap-2 Maneuver ------2214-~ 1114-
Stage 1 ------194238-69135-
Stage 2 ------272135-336238-
Approach EB WB NB SB
HCM Control Delay, s 1.7 0.2 $ 611.6 $ 1108
HCM LOS F F
Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT WBL WBTSBLn1SBLn2
Capacity (veh/h)20 - 386 - 801 - 12 -
HCM Lane V/C Ratio 1.37 - 0.241 - 0.046 - 2.027 -
HCM Control Delay (s) $ 611.6 0 17.3 - 9.7 -$ 1108 0
HCM Lane LOS F A C - A - F A
HCM 95th %tile Q(veh) 3.7 - 0.9 - 0.1 - 3.9 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
2023 Existing PM 4: Valley Road & Old SH 82 Frontage Road
HCM 6th TWSC McClure River Ranch PUD Traffic Impact Study - Carbondale, CO
Fox Tuttle Transportation Group Synchro 11 Report
Intersection
Int Delay, s/veh 5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 31 26 61 28 27 30
Future Vol, veh/h 31 26 61 28 27 30
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 73 73 59 59 64 64
Heavy Vehicles, % 1 11111
Mvmt Flow 42 36 103 47 42 47
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 319 66 89 0 - 0
Stage 1 66 -----
Stage 2 253 -----
Critical Hdwy 6.41 6.21 4.11 - - -
Critical Hdwy Stg 1 5.41 -----
Critical Hdwy Stg 2 5.41 -----
Follow-up Hdwy 3.509 3.309 2.209 - - -
Pot Cap-1 Maneuver 676 1001 1513 - - -
Stage 1 959 -----
Stage 2 791 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 629 1001 1513 - - -
Mov Cap-2 Maneuver 629 -----
Stage 1 892 -----
Stage 2 791 -----
Approach EB NB SB
HCM Control Delay, s 10.3 5.2 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1513 - 757 - -
HCM Lane V/C Ratio 0.068 - 0.103 - -
HCM Control Delay (s) 7.6 0 10.3 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.2 - 0.3 - -
2023 Existing Midday Saturday 1: County Road 100/Catherine Store Road & State Highway 82
HCM 6th Signalized Intersection Summary McClure River Ranch PUD Traffic Impact Study - Carbondale, CO
Fox Tuttle Transportation Group Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 23 412 29 123 600 23 36 13 104 17 15 20
Future Volume (veh/h) 23 412 29 123 600 23 36 13 104 17 15 20
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885
Adj Flow Rate, veh/h 28 502 35 132 645 25 48 17 139 23 20 27
Peak Hour Factor 0.82 0.82 0.82 0.93 0.93 0.93 0.75 0.75 0.75 0.74 0.74 0.74
Percent Heavy Veh, %141141111111
Cap, veh/h 48 2262 1033 153 2465 1126 70 27 154 72 64 68
Arrive On Green 0.03 0.65 0.65 0.09 0.70 0.70 0.14 0.14 0.14 0.14 0.14 0.14
Sat Flow, veh/h 1795 3497 1598 1795 3497 1598 322 194 1102 320 459 489
Grp Volume(v), veh/h 28 502 35 132 645 25 204 0 0 70 0 0
Grp Sat Flow(s),veh/h/ln 1795 1749 1598 1795 1749 1598 1617 0 0 1268 0 0
Q Serve(g_s), s 2.7 10.3 1.4 12.7 11.7 0.8 14.0 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 2.7 10.3 1.4 12.7 11.7 0.8 21.6 0.0 0.0 7.6 0.0 0.0
Prop In Lane 1.00 1.00 1.00 1.00 0.24 0.68 0.33 0.39
Lane Grp Cap(c), veh/h 48 2262 1033 153 2465 1126 251 0 0 204 0 0
V/C Ratio(X) 0.58 0.22 0.03 0.86 0.26 0.02 0.81 0.00 0.00 0.34 0.00 0.00
Avail Cap(c_a), veh/h 67 2262 1033 170 2465 1126 283 0 0 240 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 84.0 12.7 11.1 78.9 9.3 7.7 73.7 0.0 0.0 67.6 0.0 0.0
Incr Delay (d2), s/veh 14.7 0.2 0.1 43.6 0.3 0.0 16.0 0.0 0.0 1.4 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.4 3.9 0.5 7.6 4.2 0.3 10.2 0.0 0.0 3.0 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 98.7 13.0 11.2 122.6 9.6 7.8 89.7 0.0 0.0 69.0 0.0 0.0
LnGrp LOS F B B F A A F AAEAA
Approach Vol, veh/h 565 802 204 70
Approach Delay, s/veh 17.1 28.1 89.7 69.0
Approach LOS B C F E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 23.4 120.0 31.4 13.2 130.2 31.4
Change Period (Y+Rc), s 8.5 7.0 * 7 8.5 7.0 7.0
Max Green Setting (Gmax), s 16.5 113.0 * 29 6.5 123.0 28.0
Max Q Clear Time (g_c+I1), s 14.7 12.3 9.6 4.7 13.7 23.6
Green Ext Time (p_c), s 0.2 40.7 0.3 0.0 59.7 0.4
Intersection Summary
HCM 6th Ctrl Delay 33.7
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
"i tt 7' "i tt 7' 4+ ---4+
2023 Existing Midday Saturday 1: County Road 100/Catherine Store Road & State Highway 82
Queues McClure River Ranch PUD Traffic Impact Study - Carbondale, CO
Fox Tuttle Transportation Group Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBT SBT
Lane Group Flow (vph) 28 502 35 132 645 25 204 70
v/c Ratio 0.43 0.23 0.03 0.80 0.27 0.02 0.80 0.38
Control Delay 106.2 14.4 0.1 109.9 11.0 0.0 77.7 58.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 106.2 14.4 0.1 109.9 11.0 0.0 77.7 58.6
Queue Length 50th (ft) 33 124 0 153 138 0 177 58
Queue Length 95th (ft) 68 165 0 #296 207 0 212 88
Internal Link Dist (ft)1364 1453 128 794
Turn Bay Length (ft) 465 440 330 345
Base Capacity (vph)65 2220 1068 166 2415 1135 295 221
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.43 0.23 0.03 0.80 0.27 0.02 0.69 0.32
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
20
2
3
E
x
i
s
t
i
n
g
M
i
d
d
a
y
S
a
t
u
r
d
a
y
2
:
C
o
u
n
t
y
R
o
a
d
1
0
0
/
C
o
u
n
t
y
R
o
a
d
1
0
0
&
O
l
d
S
H
8
2
F
r
o
n
t
a
g
e
R
o
a
d
HC
M
6
t
h
T
W
S
C
Mc
C
l
u
r
e
R
i
v
e
r
R
a
n
c
h
P
U
D
T
r
a
f
f
i
c
I
m
p
a
c
t
S
t
u
d
y
-
C
a
r
b
o
n
d
a
l
e
,
C
O
Fo
x
T
u
t
t
l
e
T
r
a
n
s
p
o
r
t
a
t
i
o
n
G
r
o
u
p
Sy
n
c
h
r
o
1
1
R
e
p
o
r
t
In
t
e
r
s
e
c
t
i
o
n
In
t
D
e
l
a
y
,
s
/
v
e
h
3
Mo
v
e
m
e
n
t
EB
L
E
B
T
E
B
R
W
B
L
W
B
T
W
B
R
N
B
L
N
B
T
N
B
R
S
B
L
S
B
T
S
B
R
La
n
e
C
o
n
f
i
g
u
r
a
t
i
o
n
s
Tr
a
f
f
i
c
V
o
l
,
v
e
h
/
h
2
0
2
8
3
6
3
2
5
6
1
0
1
2
2
2
0
1
2
5
1
2
Fu
t
u
r
e
V
o
l
,
v
e
h
/
h
2
0
2
8
3
6
3
2
5
6
1
0
1
2
2
2
0
1
2
5
1
2
Co
n
f
l
i
c
t
i
n
g
P
e
d
s
,
#
/
h
r
0
00
0
0
0
0
0
0
0
0
0
Si
g
n
C
o
n
t
r
o
l
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
RT
C
h
a
n
n
e
l
i
z
e
d
-
-
N
o
n
e
-
-
N
o
n
e
-
-
N
o
n
e
-
-
N
o
n
e
St
o
r
a
g
e
L
e
n
g
t
h
-
--
-
-
-
-
-
-
-
-
-
Ve
h
i
n
M
e
d
i
a
n
S
t
o
r
a
g
e
,
#
-
0
-
-
0
-
-
0
-
-
0
-
Gr
a
d
e
,
%
-
0
-
-
0
-
-
0
-
-
0
-
Pe
a
k
H
o
u
r
F
a
c
t
o
r
9
3
9
3
9
3
9
3
9
3
9
3
8
1
8
1
8
1
6
9
6
9
6
9
He
a
v
y
V
e
h
i
c
l
e
s
,
%
1
11
1
1
1
1
1
1
1
1
1
Mv
m
t
F
l
o
w
22
2
9
3
9
3
2
7
7
1
2
5
2
7
2
9
1
8
1
1
7
Ma
j
o
r
/
M
i
n
o
r
M
i
n
o
r
2
Mi
n
o
r
1
Ma
j
o
r
1
Ma
j
o
r
2
Co
n
f
l
i
c
t
i
n
g
F
l
o
w
A
l
l
4
1
6
4
1
4
1
9
0
4
0
6
4
0
9
1
3
9
1
9
8
0
0
1
5
2
0
0
S
t
a
g
e
1
2
4
8
2
4
8
-
1
5
3
1
5
3
--
-
-
-
-
-
S
t
a
g
e
2
1
6
8
1
6
6
-
2
5
3
2
5
6
--
-
-
-
-
-
Cr
i
t
i
c
a
l
H
d
w
y
7
.
1
1
6
.
5
1
6
.
2
1
7
.
1
1
6
.
5
1
6
.
2
1
4
.
1
1
-
-
4
.
1
1
-
-
Cr
i
t
i
c
a
l
H
d
w
y
S
t
g
1
6
.
1
1
5
.
5
1
-
6
.
1
1
5
.
5
1
--
-
-
-
-
-
Cr
i
t
i
c
a
l
H
d
w
y
S
t
g
2
6
.
1
1
5
.
5
1
-
6
.
1
1
5
.
5
1
--
-
-
-
-
-
Fo
l
l
o
w
-
u
p
H
d
w
y
3
.
5
0
9
4
.
0
0
9
3
.
3
0
9
3
.
5
0
9
4
.
0
0
9
3
.
3
0
9
2
.
2
0
9
-
-
2
.
2
0
9
-
-
Po
t
C
a
p
-
1
M
a
n
e
u
v
e
r
5
4
9
5
3
0
8
5
4
5
5
7
5
3
4
9
1
2
1
3
8
1
-
-
1
4
3
5
-
-
S
t
a
g
e
1
7
5
8
7
0
3
-
8
5
2
7
7
3
--
-
-
-
-
-
S
t
a
g
e
2
8
3
6
7
6
3
-
7
5
4
6
9
7
--
-
-
-
-
-
Pl
a
t
o
o
n
b
l
o
c
k
e
d
,
%
-
-
-
-
Mo
v
C
a
p
-
1
M
a
n
e
u
v
e
r
5
1
9
5
1
5
8
5
4
5
3
8
5
1
9
9
1
2
1
3
8
1
-
-
1
4
3
5
-
-
Mo
v
C
a
p
-
2
M
a
n
e
u
v
e
r
5
1
9
5
1
5
-
5
3
8
5
1
9
--
-
-
-
-
-
S
t
a
g
e
1
7
5
3
6
8
7
-
8
4
7
7
6
8
--
-
-
-
-
-
S
t
a
g
e
2
8
0
3
7
5
8
-
7
2
7
6
8
1
--
-
-
-
-
-
Ap
p
r
o
a
c
h
EB
WB
NB
SB
HC
M
C
o
n
t
r
o
l
D
e
l
a
y
,
s
1
1
.
6
11
.
3
0.
4
1
HC
M
L
O
S
B
B
Mi
n
o
r
L
a
n
e
/
M
a
j
o
r
M
v
m
t
N
B
L
N
B
T
N
B
R
E
B
L
n
1
W
B
L
n
1
S
B
L
S
B
T
S
B
R
Ca
p
a
c
i
t
y
(
v
e
h
/
h
)
13
8
1
-
-
5
7
9
6
3
9
1
4
3
5
-
-
HC
M
L
a
n
e
V
/
C
R
a
t
i
o
0
.
0
0
5
-
-
0
.
0
5
6
0
.
1
0
8
0
.
0
2
-
-
HC
M
C
o
n
t
r
o
l
D
e
l
a
y
(
s
)
7
.
6
0
-
1
1
.
6
1
1
.
3
7
.
6
0
-
HC
M
L
a
n
e
L
O
S
A
A
-
BB
A
A
-
HC
M
9
5
t
h
%
t
i
l
e
Q
(
v
e
h
)
0
-
-
0
.
2
0
.
4
0
.
1
-
-
4
4
4
4
2023 Existing Midday Saturday 3: Valley Road/JW Drive & State Highway 82
HCM 6th TWSC McClure River Ranch PUD Traffic Impact Study - Carbondale, CO
Fox Tuttle Transportation Group Synchro 11 Report
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 4 498 7 21 682 11 10 1 17 6 2 56
Future Vol, veh/h 4 498 7 21 682 11 10 1 17 6 2 56
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - Free - - Free - - Free - - Free
Storage Length 425 - 450 580 - 480 - - 50 - - 20
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 90 90 90 73 73 73 74 74 74
Heavy Vehicles, % 1 41141111111
Mvmt Flow 5 572 8 23 758 12 14 1 23 8 3 76
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 758 0 - 572 0 0 1009 1386 - 1101 1386 -
Stage 1 ------582582-804804-
Stage 2 ------427804-297582-
Critical Hdwy 4.12 - - 4.12 - - 7.52 6.52 - 7.52 6.52 -
Critical Hdwy Stg 1 ------6.52 5.52 - 6.52 5.52 -
Critical Hdwy Stg 2 ------6.52 5.52 - 6.52 5.52 -
Follow-up Hdwy 2.21 - - 2.21 - - 3.51 4.01 - 3.51 4.01 -
Pot Cap-1 Maneuver 856 - 0 1004 - 0 196 143 0 168 143 0
Stage 1 - - 0 - - 0 468 500 0 345 396 0
Stage 2 - - 0 - - 0 579 396 0 690 500 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 856 - - 1004 - - 189 139 - 163 139 -
Mov Cap-2 Maneuver ------189139-163139-
Stage 1 ------465497-343387-
Stage 2 ------562387-684497-
Approach EB WB NB SB
HCM Control Delay, s 0.1 0.3 26.4 29.8
HCM LOS D D
Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT WBL WBTSBLn1SBLn2
Capacity (veh/h)183 - 856 - 1004 - 156 -
HCM Lane V/C Ratio 0.082 - 0.005 - 0.023 - 0.069 -
HCM Control Delay (s) 26.4 0 9.2 - 8.7 - 29.8 0
HCM Lane LOS D A A - A - D A
HCM 95th %tile Q(veh) 0.3 - 0 - 0.1 - 0.2 -
2023 Existing Midday Saturday 4: Valley Road & Old SH 82 Frontage Road
HCM 6th TWSC McClure River Ranch PUD Traffic Impact Study - Carbondale, CO
Fox Tuttle Transportation Group Synchro 11 Report
Intersection
Int Delay, s/veh 5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 16 21 32 13 11 18
Future Vol, veh/h 16 21 32 13 11 18
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 73 73 59 59 64 64
Heavy Vehicles, % 1 11111
Mvmt Flow 22 29 54 22 17 28
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 161 31 45 0 - 0
Stage 1 31 -----
Stage 2 130 -----
Critical Hdwy 6.41 6.21 4.11 - - -
Critical Hdwy Stg 1 5.41 -----
Critical Hdwy Stg 2 5.41 -----
Follow-up Hdwy 3.509 3.309 2.209 - - -
Pot Cap-1 Maneuver 832 1046 1570 - - -
Stage 1 994 -----
Stage 2 898 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 803 1046 1570 - - -
Mov Cap-2 Maneuver 803 -----
Stage 1 959 -----
Stage 2 898 -----
Approach EB NB SB
HCM Control Delay, s 9.1 5.2 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1570 - 925 - -
HCM Lane V/C Ratio 0.035 - 0.055 - -
HCM Control Delay (s) 7.4 0 9.1 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0.1 - 0.2 - -
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Intersection Capacity Worksheets:
Existing
With Improvements
HCM 6th Signalized Intersection Summary 2023 Existing AM Optimized
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 14 1795 97 84 342 8 27 8 240 47 23 19
Future Volume (veh/h) 14 1795 97 84 342 8 27 8 240 47 23 19
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885
Adj Flow Rate, veh/h 17 2189 118 90 368 9 36 11 320 64 31 26
Peak Hour Factor 0.82 0.82 0.82 0.93 0.93 0.93 0.75 0.75 0.75 0.74 0.74 0.74
Percent Heavy Veh, %141141111111
Cap, veh/h 40 2166 990 96 2277 1040 48 18 301 80 38 24
Arrive On Green 0.02 0.62 0.62 0.05 0.65 0.65 0.20 0.20 0.20 0.20 0.20 0.20
Sat Flow, veh/h 1795 3497 1598 1795 3497 1598 131 88 1490 245 188 118
Grp Volume(v), veh/h 17 2189 118 90 368 9 367 0 0 121 0 0
Grp Sat Flow(s),veh/h/ln 1795 1749 1598 1795 1749 1598 1709 0 0 551 0 0
Q Serve(g_s), s 1.7 111.8 5.5 9.0 7.4 0.4 0.0 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 1.7 111.8 5.5 9.0 7.4 0.4 36.5 0.0 0.0 36.5 0.0 0.0
Prop In Lane 1.00 1.00 1.00 1.00 0.10 0.87 0.53 0.21
Lane Grp Cap(c), veh/h 40 2166 990 96 2277 1040 367 0 0 142 0 0
V/C Ratio(X) 0.43 1.01 0.12 0.93 0.16 0.01 1.00 0.00 0.00 0.85 0.00 0.00
Avail Cap(c_a), veh/h 59 2166 990 96 2277 1040 367 0 0 142 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 87.1 34.3 14.1 85.1 12.3 11.1 73.3 0.0 0.0 71.6 0.0 0.0
Incr Delay (d2), s/veh 10.0 21.9 0.2 74.7 0.2 0.0 46.6 0.0 0.0 37.3 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.9 49.5 2.0 6.1 2.8 0.1 22.1 0.0 0.0 7.2 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 97.1 56.3 14.4 159.7 12.4 11.1 119.9 0.0 0.0 108.8 0.0 0.0
LnGrp LOS F F B F B B F A A F A A
Approach Vol, veh/h 2324 467 367 121
Approach Delay, s/veh 54.5 40.8 119.9 108.8
Approach LOS D D F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 18.2 118.8 43.5 12.5 124.5 43.5
Change Period (Y+Rc), s 8.5 7.0 * 7 8.5 7.0 7.0
Max Green Setting (Gmax), s 9.7 111.8 * 37 5.9 115.6 36.0
Max Q Clear Time (g_c+I1), s 11.0 113.8 38.5 3.7 9.4 38.5
Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 28.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 61.8
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
"i tt 7' "i tt 7' 4+ ---4+
Queues 2023 Existing AM Optimized
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Lane Group EBL EBT EBR WBL WBT WBR NBT SBT
Lane Group Flow (vph) 17 2189 118 90 368 9 367 121
v/c Ratio 0.29 1.02 0.11 0.94 0.17 0.01 1.02 1.03
Control Delay 97.9 56.8 3.4 157.0 13.1 0.0 108.2 152.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 97.9 56.8 3.4 157.0 13.1 0.0 108.2 152.6
Queue Length 50th (ft) 20 ~1430 7 108 87 0 ~392 ~144
Queue Length 95th (ft) 47 1176 27 #234 112 0 #427 #213
Internal Link Dist (ft)1364 1453 128 794
Turn Bay Length (ft) 465 440 330 345
Base Capacity (vph)58 2155 1031 96 2229 1054 361 118
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.29 1.02 0.11 0.94 0.17 0.01 1.02 1.03
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM 6th Signalized Intersection Summary 2023 Existing PM Optimized
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 30 486 56 279 1742 38 84 27 141 17 28 38
Future Volume (veh/h) 30 486 56 279 1742 38 84 27 141 17 28 38
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885
Adj Flow Rate, veh/h 37 593 68 300 1873 41 112 36 188 23 38 51
Peak Hour Factor 0.82 0.82 0.82 0.93 0.93 0.93 0.75 0.75 0.75 0.74 0.74 0.74
Percent Heavy Veh, %141141111111
Cap, veh/h 57 1556 711 342 2111 964 141 43 198 79 131 155
Arrive On Green 0.03 0.44 0.44 0.19 0.60 0.60 0.24 0.24 0.24 0.24 0.24 0.24
Sat Flow, veh/h 1795 3497 1598 1795 3497 1598 480 180 839 229 554 655
Grp Volume(v), veh/h 37 593 68 300 1873 41 336 0 0 112 0 0
Grp Sat Flow(s),veh/h/ln 1795 1749 1598 1795 1749 1598 1499 0 0 1439 0 0
Q Serve(g_s), s 3.6 19.9 4.3 28.5 80.3 1.8 29.1 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 3.6 19.9 4.3 28.5 80.3 1.8 38.8 0.0 0.0 9.7 0.0 0.0
Prop In Lane 1.00 1.00 1.00 1.00 0.33 0.56 0.21 0.46
Lane Grp Cap(c), veh/h 57 1556 711 342 2111 964 382 0 0 365 0 0
V/C Ratio(X) 0.65 0.38 0.10 0.88 0.89 0.04 0.88 0.00 0.00 0.31 0.00 0.00
Avail Cap(c_a), veh/h 66 1556 711 449 2111 964 412 0 0 400 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 84.1 32.6 28.3 69.1 29.7 14.2 66.1 0.0 0.0 54.7 0.0 0.0
Incr Delay (d2), s/veh 19.9 0.7 0.3 25.8 6.0 0.1 19.0 0.0 0.0 0.7 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.9 8.4 1.7 15.2 32.7 0.7 16.9 0.0 0.0 4.2 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 104.0 33.3 28.5 94.9 35.7 14.3 85.1 0.0 0.0 55.4 0.0 0.0
LnGrp LOS F C C F D B F AAEAA
Approach Vol, veh/h 698 2214 336 112
Approach Delay, s/veh 36.6 43.3 85.1 55.4
Approach LOS D D F E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 41.9 85.2 48.6 14.1 113.0 48.6
Change Period (Y+Rc), s 8.5 7.0 * 7 8.5 7.0 7.0
Max Green Setting (Gmax), s 43.9 68.6 * 46 6.5 106.0 45.0
Max Q Clear Time (g_c+I1), s 30.5 21.9 11.7 5.6 82.3 40.8
Green Ext Time (p_c), s 2.9 31.1 0.7 0.0 23.7 0.8
Intersection Summary
HCM 6th Ctrl Delay 46.5
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
"i tt 7' "i tt 7' 4+ ---4+
Queues 2023 Existing PM Optimized
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Lane Group EBL EBT EBR WBL WBT WBR NBT SBT
Lane Group Flow (vph) 37 593 68 300 1873 41 336 112
v/c Ratio 0.57 0.40 0.09 0.79 0.90 0.04 0.94 0.30
Control Delay 115.8 38.0 0.2 81.7 38.7 0.2 93.8 46.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 115.8 38.0 0.2 81.7 38.7 0.2 93.8 46.0
Queue Length 50th (ft) 44 262 0 339 1011 0 354 86
Queue Length 95th (ft) #85 298 0 442 1135 1 381 117
Internal Link Dist (ft)1364 1453 128 794
Turn Bay Length (ft) 465 440 330 345
Base Capacity (vph)65 1471 751 443 2078 987 380 394
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.57 0.40 0.09 0.68 0.90 0.04 0.88 0.28
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM 6th Signalized Intersection Summary 2023 Existing Midday Saturday Optimized
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 23 412 29 123 600 23 36 13 104 17 15 20
Future Volume (veh/h) 23 412 29 123 600 23 36 13 104 17 15 20
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885
Adj Flow Rate, veh/h 28 502 35 132 645 25 48 17 139 23 20 27
Peak Hour Factor 0.82 0.82 0.82 0.93 0.93 0.93 0.75 0.75 0.75 0.74 0.74 0.74
Percent Heavy Veh, %141141111111
Cap, veh/h 49 2220 1014 165 2446 1117 71 27 153 73 65 69
Arrive On Green 0.03 0.63 0.63 0.09 0.70 0.70 0.14 0.14 0.14 0.14 0.14 0.14
Sat Flow, veh/h 1795 3497 1598 1795 3497 1598 320 196 1102 320 467 495
Grp Volume(v), veh/h 28 502 35 132 645 25 204 0 0 70 0 0
Grp Sat Flow(s),veh/h/ln 1795 1749 1598 1795 1749 1598 1617 0 0 1283 0 0
Q Serve(g_s), s 2.6 10.2 1.4 12.1 11.4 0.8 13.6 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 2.6 10.2 1.4 12.1 11.4 0.8 20.7 0.0 0.0 7.1 0.0 0.0
Prop In Lane 1.00 1.00 1.00 1.00 0.24 0.68 0.33 0.39
Lane Grp Cap(c), veh/h 49 2220 1014 165 2446 1117 251 0 0 206 0 0
V/C Ratio(X) 0.57 0.23 0.03 0.80 0.26 0.02 0.81 0.00 0.00 0.34 0.00 0.00
Avail Cap(c_a), veh/h 134 2220 1014 370 2446 1117 295 0 0 255 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 80.3 13.0 11.4 74.4 9.3 7.7 70.7 0.0 0.0 64.8 0.0 0.0
Incr Delay (d2), s/veh 13.7 0.2 0.1 31.8 0.3 0.0 15.2 0.0 0.0 1.4 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.4 3.9 0.5 6.9 4.0 0.3 9.7 0.0 0.0 2.8 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 94.0 13.3 11.5 106.2 9.5 7.7 86.0 0.0 0.0 66.2 0.0 0.0
LnGrp LOS F B B F A A F AAEAA
Approach Vol, veh/h 565 802 204 70
Approach Delay, s/veh 17.1 25.4 86.0 66.2
Approach LOS B C F E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 23.9 113.2 30.2 13.1 124.0 30.2
Change Period (Y+Rc), s 8.5 7.0 * 7 8.5 7.0 7.0
Max Green Setting (Gmax), s 34.5 95.0 * 29 12.5 117.0 28.0
Max Q Clear Time (g_c+I1), s 14.1 12.2 9.1 4.6 13.4 22.7
Green Ext Time (p_c), s 1.4 37.5 0.3 0.0 58.0 0.5
Intersection Summary
HCM 6th Ctrl Delay 31.8
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
"i tt 7' "i tt 7' 4+ ---4+
Queues 2023 Existing Midday Saturday Optimized
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Lane Group EBL EBT EBR WBL WBT WBR NBT SBT
Lane Group Flow (vph) 28 502 35 132 645 25 204 70
v/c Ratio 0.29 0.24 0.03 0.59 0.27 0.02 0.84 0.40
Control Delay 87.7 16.7 0.1 81.7 11.6 0.0 81.9 60.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 87.7 16.7 0.1 81.7 11.6 0.0 81.9 60.1
Queue Length 50th (ft) 31 134 0 144 145 0 173 57
Queue Length 95th (ft) 64 173 0 220 197 0 214 91
Internal Link Dist (ft)1364 1453 128 794
Turn Bay Length (ft) 465 440 330 345
Base Capacity (vph) 130 2115 1024 359 2369 1115 288 209
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.22 0.24 0.03 0.37 0.27 0.02 0.71 0.33
Intersection Summary
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Intersection Capacity Worksheets:
2021 Background
HCM 6th Signalized Intersection Summary 2026 Background AM
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 15 1905 100 85 390 10 25 10 245 50 25 20
Future Volume (veh/h) 15 1905 100 85 390 10 25 10 245 50 25 20
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885
Adj Flow Rate, veh/h 18 2323 122 91 419 11 33 13 327 68 34 27
Peak Hour Factor 0.82 0.82 0.82 0.93 0.93 0.93 0.75 0.75 0.75 0.74 0.74 0.74
Percent Heavy Veh, %141141111111
Cap, veh/h 42 2360 1078 114 2500 1142 144 51 208 99 48 30
Arrive On Green 0.02 0.67 0.67 0.06 0.71 0.71 0.13 0.13 0.13 0.13 0.13 0.13
Sat Flow, veh/h 1795 3497 1598 1795 3497 1598 827 392 1590 509 363 231
Grp Volume(v), veh/h 18 2323 122 91 419 11 46 0 327 129 0 0
Grp Sat Flow(s),veh/h/ln 1795 1749 1598 1795 1749 1598 1218 0 1590 1104 0 0
Q Serve(g_s), s 1.7 110.7 4.6 8.6 6.7 0.3 0.0 0.0 22.5 14.6 0.0 0.0
Cycle Q Clear(g_c), s 1.7 110.7 4.6 8.6 6.7 0.3 5.7 0.0 22.5 20.2 0.0 0.0
Prop In Lane 1.00 1.00 1.00 1.00 0.72 1.00 0.53 0.21
Lane Grp Cap(c), veh/h 42 2360 1078 114 2500 1142 196 0 208 177 0 0
V/C Ratio(X) 0.43 0.98 0.11 0.80 0.17 0.01 0.24 0.00 1.57 0.73 0.00 0.00
Avail Cap(c_a), veh/h 68 2360 1078 172 2500 1142 242 0 259 221 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 82.9 27.1 9.9 79.5 7.9 7.0 67.2 0.0 74.8 74.8 0.0 0.0
Incr Delay (d2), s/veh 9.7 15.2 0.2 42.5 0.1 0.0 0.9 0.0 278.0 10.7 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.9 44.9 1.6 5.3 2.3 0.1 1.9 0.0 25.4 6.2 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 92.6 42.3 10.1 122.0 8.1 7.1 68.1 0.0 352.8 85.6 0.0 0.0
LnGrp LOS F D B F AAEAFFAA
Approach Vol, veh/h 2463 521 373 129
Approach Delay, s/veh 41.1 28.0 317.7 85.6
Approach LOS D C F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 19.4 123.1 29.5 12.5 130.0 29.5
Change Period (Y+Rc), s 8.5 7.0 * 7 8.5 7.0 7.0
Max Green Setting (Gmax), s 16.5 113.0 * 29 6.5 123.0 28.0
Max Q Clear Time (g_c+I1), s 10.6 112.7 22.2 3.7 8.7 7.7
Green Ext Time (p_c), s 0.3 0.3 0.3 0.0 34.3 0.1
Intersection Summary
HCM 6th Ctrl Delay 70.4
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
t
Queues 2026 Background AM
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT
Lane Group Flow (vph) 18 2323 122 91 419 11 46 327 129
v/c Ratio 0.28 1.06 0.12 0.59 0.18 0.01 0.22 0.92 0.54
Control Delay 97.8 70.5 2.1 96.0 11.0 0.0 68.6 76.5 74.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 97.8 70.5 2.1 96.0 11.0 0.0 68.6 76.5 74.6
Queue Length 50th (ft) 21 ~1587 0 105 88 0 48 249 136
Queue Length 95th (ft) 49 #1557 19 180 131 0 76 273 169
Internal Link Dist (ft)1364 1453 128 794
Turn Bay Length (ft) 465 440 330 345
Base Capacity (vph)64 2189 1055 163 2365 1113 217 365 251
Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.28 1.06 0.12 0.56 0.18 0.01 0.21 0.90 0.51
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HC
M
6
t
h
T
W
S
C
20
2
6
B
a
c
k
g
r
o
u
n
d
A
M
2:
C
o
u
n
t
y
R
o
a
d
1
0
0
/
C
o
u
n
t
y
R
o
a
d
1
0
0
&
O
l
d
S
H
8
2
F
r
o
n
t
a
g
e
R
o
a
d
Mc
C
l
u
r
e
R
i
v
e
r
R
a
n
c
h
P
U
D
T
r
a
f
f
i
c
I
m
p
a
c
t
S
t
u
d
y
-
C
a
r
b
o
n
d
a
l
e
,
C
O
Sy
n
c
h
r
o
1
1
R
e
p
o
r
t
Fo
x
T
u
t
t
l
e
T
r
a
n
s
p
o
r
t
a
t
i
o
n
G
r
o
u
p
In
t
e
r
s
e
c
t
i
o
n
In
t
D
e
l
a
y
,
s
/
v
e
h
4
.
8
Mo
v
e
m
e
n
t
EB
L
E
B
T
E
B
R
W
B
L
W
B
T
W
B
R
N
B
L
N
B
T
N
B
R
S
B
L
S
B
T
S
B
R
La
n
e
C
o
n
f
i
g
u
r
a
t
i
o
n
s
Tr
a
f
f
i
c
V
o
l
,
v
e
h
/
h
3
5
5
5
5
5
0
4
5
1
0
2
7
0
8
5
8
5
1
2
0
1
0
Fu
t
u
r
e
V
o
l
,
v
e
h
/
h
3
5
5
5
5
5
0
4
5
1
0
2
7
0
8
5
8
5
1
2
0
1
0
Co
n
f
l
i
c
t
i
n
g
P
e
d
s
,
#
/
h
r
0
00
0
0
0
0
0
0
0
0
0
Si
g
n
C
o
n
t
r
o
l
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
RT
C
h
a
n
n
e
l
i
z
e
d
-
-
N
o
n
e
-
-
N
o
n
e
-
-
N
o
n
e
-
-
N
o
n
e
St
o
r
a
g
e
L
e
n
g
t
h
-
--
-
-
-
-
-
-
-
-
-
Ve
h
i
n
M
e
d
i
a
n
S
t
o
r
a
g
e
,
#
-
0
-
-
0
-
-
0
-
-
0
-
Gr
a
d
e
,
%
-
0
-
-
0
-
-
0
-
-
0
-
Pe
a
k
H
o
u
r
F
a
c
t
o
r
9
3
9
3
9
3
9
3
9
3
9
3
8
1
8
1
8
1
6
9
6
9
6
9
He
a
v
y
V
e
h
i
c
l
e
s
,
%
1
11
1
1
1
1
1
1
1
1
1
Mv
m
t
F
l
o
w
38
5
5
5
9
0
4
8
1
2
3
3
3
1
0
5
1
2
3
1
7
4
1
4
Ma
j
o
r
/
M
i
n
o
r
M
i
n
o
r
2
Mi
n
o
r
1
Ma
j
o
r
1
Ma
j
o
r
2
Co
n
f
l
i
c
t
i
n
g
F
l
o
w
A
l
l
8
6
1
8
8
9
1
8
1
8
4
2
8
4
4
3
8
6
1
8
8
0
0
4
3
8
0
0
S
t
a
g
e
1
4
2
7
4
2
7
-
4
1
0
4
1
0
--
-
-
-
-
-
S
t
a
g
e
2
4
3
4
4
6
2
-
4
3
2
4
3
4
--
-
-
-
-
-
Cr
i
t
i
c
a
l
H
d
w
y
7
.
1
1
6
.
5
1
6
.
2
1
7
.
1
1
6
.
5
1
6
.
2
1
4
.
1
1
-
-
4
.
1
1
-
-
Cr
i
t
i
c
a
l
H
d
w
y
S
t
g
1
6
.
1
1
5
.
5
1
-
6
.
1
1
5
.
5
1
--
-
-
-
-
-
Cr
i
t
i
c
a
l
H
d
w
y
S
t
g
2
6
.
1
1
5
.
5
1
-
6
.
1
1
5
.
5
1
--
-
-
-
-
-
Fo
l
l
o
w
-
u
p
H
d
w
y
3
.
5
0
9
4
.
0
0
9
3
.
3
0
9
3
.
5
0
9
4
.
0
0
9
3
.
3
0
9
2
.
2
0
9
-
-
2
.
2
0
9
-
-
Po
t
C
a
p
-
1
M
a
n
e
u
v
e
r
2
7
7
2
8
3
8
6
4
2
8
5
3
0
1
6
6
4
1
3
9
2
-
-
1
1
2
7
-
-
S
t
a
g
e
1
6
0
8
5
8
7
-
6
2
1
5
9
7
--
-
-
-
-
-
S
t
a
g
e
2
6
0
2
5
6
6
-
6
0
4
5
8
3
--
-
-
-
-
-
Pl
a
t
o
o
n
b
l
o
c
k
e
d
,
%
-
-
-
-
Mo
v
C
a
p
-
1
M
a
n
e
u
v
e
r
2
3
1
2
4
5
8
6
4
2
5
0
2
6
1
6
6
4
1
3
9
2
-
-
1
1
2
7
-
-
Mo
v
C
a
p
-
2
M
a
n
e
u
v
e
r
2
3
1
2
4
5
-
2
5
0
2
6
1
--
-
-
-
-
-
S
t
a
g
e
1
6
0
1
5
1
5
-
6
1
4
5
9
0
--
-
-
-
-
-
S
t
a
g
e
2
5
5
1
5
5
9
-
5
2
2
5
1
2
--
-
-
-
-
-
Ap
p
r
o
a
c
h
EB
WB
NB
SB
HC
M
C
o
n
t
r
o
l
D
e
l
a
y
,
s
2
2
.
6
20
0.
2
3.
4
HC
M
L
O
S
C
C
Mi
n
o
r
L
a
n
e
/
M
a
j
o
r
M
v
m
t
N
B
L
N
B
T
N
B
R
E
B
L
n
1
W
B
L
n
1
S
B
L
S
B
T
S
B
R
Ca
p
a
c
i
t
y
(
v
e
h
/
h
)
13
9
2
-
-
2
5
3
3
4
7
1
1
2
7
-
-
HC
M
L
a
n
e
V
/
C
R
a
t
i
o
0
.
0
0
9
-
-
0
.
1
9
1
0
.
3
1
0
.
1
0
9
-
-
HC
M
C
o
n
t
r
o
l
D
e
l
a
y
(
s
)
7
.
6
0
-
2
2
.
6
2
0
8
.
6
0
-
HC
M
L
a
n
e
L
O
S
A
A
-
C
C
A
A
-
HC
M
9
5
t
h
%
t
i
l
e
Q
(
v
e
h
)
0
-
-
0
.
7
1
.
3
0
.
4
-
-
4
4
4
4
HCM 6th TWSC 2026 Background AM
3: Valley Road/JW Drive & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Intersection
Int Delay, s/veh 14.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 65 1695 15 15 530 25 10 0 65 55 0 5
Future Vol, veh/h 65 1695 15 15 530 25 10 0 65 55 0 5
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - Free - - Free - - Free - - Free
Storage Length 425 - 450 580 - 480 - - 50 - - 20
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 90 90 90 73 73 73 74 74 74
Heavy Vehicles, % 1 41141111111
Mvmt Flow 75 1948 17 17 589 28 14 0 89 74 0 7
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 589 0 - 1948 0 0 2427 2721 - 1747 2721 -
Stage 1 ------2098 2098 - 623 623 -
Stage 2 ------329623-1124 2098 -
Critical Hdwy 4.12 - - 4.12 - - 7.52 6.52 - 7.52 6.52 -
Critical Hdwy Stg 1 ------6.52 5.52 - 6.52 5.52 -
Critical Hdwy Stg 2 ------6.52 5.52 - 6.52 5.52 -
Follow-up Hdwy 2.21 - - 2.21 - - 3.51 4.01 - 3.51 4.01 -
Pot Cap-1 Maneuver 989 - 0 300 - 0 17 21 0 ~ 56 21 0
Stage 1 - - 0 - - 0 54 93 0 443 479 0
Stage 2 - - 0 - - 0 661 479 0 220 93 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 989 - - 300 - - 15 18 - ~ 51 18 -
Mov Cap-2 Maneuver ------1518-~ 5118-
Stage 1 ------5086-409452-
Stage 2 ------624452-20386-
Approach EB WB NB SB
HCM Control Delay, s 0.3 0.5 $ 540.1 $ 417
HCM LOS F F
Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT WBL WBTSBLn1SBLn2
Capacity (veh/h)15 - 989 - 300 - 51 -
HCM Lane V/C Ratio 0.913 - 0.076 - 0.056 - 1.457 -
HCM Control Delay (s) $ 540.1 0 8.9 - 17.7 - $ 417 0
HCM Lane LOS F A A - C - F A
HCM 95th %tile Q(veh) 2.2 - 0.2 - 0.2 - 6.9 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
HCM 6th TWSC 2026 Background AM
4: Valley Road & Old SH 82 Frontage Road
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Intersection
Int Delay, s/veh 4.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 45 20 15 30 20 15
Future Vol, veh/h 45 20 15 30 20 15
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 73 73 59 59 64 64
Heavy Vehicles, % 1 11111
Mvmt Flow 62 27 25 51 31 23
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 144 43 54 0 - 0
Stage 1 43 -----
Stage 2 101 -----
Critical Hdwy 6.41 6.21 4.11 - - -
Critical Hdwy Stg 1 5.41 -----
Critical Hdwy Stg 2 5.41 -----
Follow-up Hdwy 3.509 3.309 2.209 - - -
Pot Cap-1 Maneuver 851 1030 1558 - - -
Stage 1 982 -----
Stage 2 926 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 837 1030 1558 - - -
Mov Cap-2 Maneuver 837 -----
Stage 1 965 -----
Stage 2 926 -----
Approach EB NB SB
HCM Control Delay, s 9.5 2.4 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1558 - 888 - -
HCM Lane V/C Ratio 0.016 - 0.1 - -
HCM Control Delay (s) 7.3 0 9.5 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0.1 - 0.3 - -
HCM 6th Signalized Intersection Summary 2026 Background AM Optimized
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 15 1905 100 85 390 10 25 10 245 50 25 20
Future Volume (veh/h) 15 1905 100 85 390 10 25 10 245 50 25 20
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885
Adj Flow Rate, veh/h 18 2323 122 91 419 11 33 13 327 68 34 27
Peak Hour Factor 0.82 0.82 0.82 0.93 0.93 0.93 0.75 0.75 0.75 0.74 0.74 0.74
Percent Heavy Veh, %141141111111
Cap, veh/h 41 2399 1096 97 2509 1146 144 51 209 98 47 30
Arrive On Green 0.02 0.69 0.69 0.05 0.72 0.72 0.13 0.13 0.13 0.13 0.13 0.13
Sat Flow, veh/h 1795 3497 1598 1795 3497 1598 826 390 1590 509 361 230
Grp Volume(v), veh/h 18 2323 122 91 419 11 46 0 327 129 0 0
Grp Sat Flow(s),veh/h/ln 1795 1749 1598 1795 1749 1598 1216 0 1590 1100 0 0
Q Serve(g_s), s 1.7 108.7 4.5 8.8 6.7 0.3 0.0 0.0 22.9 14.9 0.0 0.0
Cycle Q Clear(g_c), s 1.7 108.7 4.5 8.8 6.7 0.3 5.8 0.0 22.9 20.6 0.0 0.0
Prop In Lane 1.00 1.00 1.00 1.00 0.72 1.00 0.53 0.21
Lane Grp Cap(c), veh/h 41 2399 1096 97 2509 1146 195 0 209 176 0 0
V/C Ratio(X) 0.44 0.97 0.11 0.93 0.17 0.01 0.24 0.00 1.57 0.73 0.00 0.00
Avail Cap(c_a), veh/h 62 2399 1096 97 2509 1146 237 0 255 217 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 84.4 25.7 9.3 82.4 7.9 7.0 68.4 0.0 76.0 76.2 0.0 0.0
Incr Delay (d2), s/veh 10.1 12.3 0.2 74.3 0.1 0.0 0.9 0.0 277.6 11.4 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.9 43.1 1.5 6.0 2.4 0.1 1.9 0.0 25.5 6.4 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 94.5 38.0 9.5 156.7 8.1 7.0 69.2 0.0 353.6 87.5 0.0 0.0
LnGrp LOS F D A F AAEAFFAA
Approach Vol, veh/h 2463 521 373 129
Approach Delay, s/veh 37.0 34.0 318.6 87.5
Approach LOS D C F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 18.0 127.0 29.9 12.5 132.5 29.9
Change Period (Y+Rc), s 8.5 7.0 * 7 8.5 7.0 7.0
Max Green Setting (Gmax), s 9.5 120.0 * 29 6.0 123.5 28.0
Max Q Clear Time (g_c+I1), s 10.8 110.7 22.6 3.7 8.7 7.8
Green Ext Time (p_c), s 0.0 9.3 0.3 0.0 34.3 0.1
Intersection Summary
HCM 6th Ctrl Delay 68.6
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
t
Queues 2026 Background AM Optimized
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT
Lane Group Flow (vph) 18 2323 122 91 419 11 46 327 129
v/c Ratio 0.31 1.00 0.11 0.97 0.18 0.01 0.23 1.06 0.54
Control Delay 98.4 49.1 2.3 165.3 10.3 0.0 69.9 120.1 75.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 98.4 49.1 2.3 165.3 10.3 0.0 69.9 120.1 75.8
Queue Length 50th (ft) 21 ~1404 4 110 87 0 48 ~342 136
Queue Length 95th (ft) 48 1180 21 #239 111 0 77 #387 172
Internal Link Dist (ft)1364 1453 128 794
Turn Bay Length (ft) 465 440 330 345
Base Capacity (vph)59 2314 1103 94 2381 1120 204 309 238
Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.31 1.00 0.11 0.97 0.18 0.01 0.23 1.06 0.54
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM 6th Signalized Intersection Summary 2026 Background PM
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 30 560 55 300 1855 40 85 25 155 15 30 40
Future Volume (veh/h) 30 560 55 300 1855 40 85 25 155 15 30 40
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885
Adj Flow Rate, veh/h 37 683 67 323 1995 43 113 33 207 20 41 54
Peak Hour Factor 0.82 0.82 0.82 0.93 0.93 0.93 0.75 0.75 0.75 0.74 0.74 0.74
Percent Heavy Veh, %141141111111
Cap, veh/h 57 2189 1000 164 2399 1096 98 18 251 23 45 40
Arrive On Green 0.03 0.63 0.63 0.09 0.69 0.69 0.16 0.16 0.16 0.16 0.16 0.16
Sat Flow, veh/h 1795 3497 1598 1795 3497 1598 394 115 1592 0 287 254
Grp Volume(v), veh/h 37 683 67 323 1995 43 146 0 207 115 0 0
Grp Sat Flow(s),veh/h/ln 1795 1749 1598 1795 1749 1598 509 0 1592 540 0 0
Q Serve(g_s), s 3.7 16.4 3.0 16.5 75.3 1.6 0.0 0.0 22.7 0.0 0.0 0.0
Cycle Q Clear(g_c), s 3.7 16.4 3.0 16.5 75.3 1.6 28.5 0.0 22.7 28.5 0.0 0.0
Prop In Lane 1.00 1.00 1.00 1.00 0.77 1.00 0.17 0.47
Lane Grp Cap(c), veh/h 57 2189 1000 164 2399 1096 116 0 251 109 0 0
V/C Ratio(X) 0.65 0.31 0.07 1.97 0.83 0.04 1.26 0.00 0.82 1.06 0.00 0.00
Avail Cap(c_a), veh/h 65 2189 1000 164 2399 1096 116 0 251 109 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 86.4 15.7 13.2 82.0 20.7 9.1 80.4 0.0 73.6 71.4 0.0 0.0
Incr Delay (d2), s/veh 21.6 0.4 0.1 456.9 3.5 0.1 169.4 0.0 20.2 102.7 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.0 6.4 1.1 28.3 28.4 0.5 10.9 0.0 10.8 8.3 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 108.0 16.1 13.3 538.9 24.3 9.2 249.8 0.0 93.7 174.1 0.0 0.0
LnGrp LOS F B B F C A F A F F A A
Approach Vol, veh/h 787 2361 353 115
Approach Delay, s/veh 20.1 94.4 158.3 174.1
Approach LOS C F F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 25.0 120.0 35.5 14.2 130.8 35.5
Change Period (Y+Rc), s 8.5 7.0 * 7 8.5 7.0 7.0
Max Green Setting (Gmax), s 16.5 113.0 * 29 6.5 123.0 28.0
Max Q Clear Time (g_c+I1), s 18.5 18.4 30.5 5.7 77.3 30.5
Green Ext Time (p_c), s 0.0 57.4 0.0 0.0 45.7 0.0
Intersection Summary
HCM 6th Ctrl Delay 87.0
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
t
Queues 2026 Background PM
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT
Lane Group Flow (vph) 37 683 67 323 1995 43 146 207 115
v/c Ratio 0.58 0.31 0.06 1.98 0.84 0.04 0.84 0.49 0.43
Control Delay 118.8 16.5 0.1 498.8 26.5 0.3 111.4 11.3 60.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 118.8 16.5 0.1 498.8 26.5 0.3 111.4 11.3 60.4
Queue Length 50th (ft) 44 189 0 ~590 874 0 170 0 102
Queue Length 95th (ft) #91 230 0 #846 1144 2 211 27 134
Internal Link Dist (ft)1364 1453 128 794
Turn Bay Length (ft) 465 440 330 345
Base Capacity (vph)64 2177 1050 163 2369 1115 182 432 280
Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.58 0.31 0.06 1.98 0.84 0.04 0.80 0.48 0.41
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HC
M
6
t
h
T
W
S
C
20
2
6
B
a
c
k
g
r
o
u
n
d
P
M
2:
C
o
u
n
t
y
R
o
a
d
1
0
0
/
C
o
u
n
t
y
R
o
a
d
1
0
0
&
O
l
d
S
H
8
2
F
r
o
n
t
a
g
e
R
o
a
d
Mc
C
l
u
r
e
R
i
v
e
r
R
a
n
c
h
P
U
D
T
r
a
f
f
i
c
I
m
p
a
c
t
S
t
u
d
y
-
C
a
r
b
o
n
d
a
l
e
,
C
O
Sy
n
c
h
r
o
1
1
R
e
p
o
r
t
Fo
x
T
u
t
t
l
e
T
r
a
n
s
p
o
r
t
a
t
i
o
n
G
r
o
u
p
In
t
e
r
s
e
c
t
i
o
n
In
t
D
e
l
a
y
,
s
/
v
e
h
4
.
8
Mo
v
e
m
e
n
t
EB
L
E
B
T
E
B
R
W
B
L
W
B
T
W
B
R
N
B
L
N
B
T
N
B
R
S
B
L
S
B
T
S
B
R
La
n
e
C
o
n
f
i
g
u
r
a
t
i
o
n
s
Tr
a
f
f
i
c
V
o
l
,
v
e
h
/
h
3
5
5
2
0
8
0
5
4
5
5
1
9
5
4
0
3
0
3
2
0
2
0
Fu
t
u
r
e
V
o
l
,
v
e
h
/
h
3
5
5
2
0
8
0
5
4
5
5
1
9
5
4
0
3
0
3
2
0
2
0
Co
n
f
l
i
c
t
i
n
g
P
e
d
s
,
#
/
h
r
0
00
0
0
0
0
0
0
0
0
0
Si
g
n
C
o
n
t
r
o
l
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
RT
C
h
a
n
n
e
l
i
z
e
d
-
-
N
o
n
e
-
-
N
o
n
e
-
-
N
o
n
e
-
-
N
o
n
e
St
o
r
a
g
e
L
e
n
g
t
h
-
--
-
-
-
-
-
-
-
-
-
Ve
h
i
n
M
e
d
i
a
n
S
t
o
r
a
g
e
,
#
-
0
-
-
0
-
-
0
-
-
0
-
Gr
a
d
e
,
%
-
0
-
-
0
-
-
0
-
-
0
-
Pe
a
k
H
o
u
r
F
a
c
t
o
r
9
3
9
3
9
3
9
3
9
3
9
3
8
1
8
1
8
1
6
9
6
9
6
9
He
a
v
y
V
e
h
i
c
l
e
s
,
%
1
11
1
1
1
1
1
1
1
1
1
Mv
m
t
F
l
o
w
38
5
2
2
8
6
5
4
8
6
2
4
1
4
9
4
3
4
6
4
2
9
Ma
j
o
r
/
M
i
n
o
r
M
i
n
o
r
2
Mi
n
o
r
1
Ma
j
o
r
1
Ma
j
o
r
2
Co
n
f
l
i
c
t
i
n
g
F
l
o
w
A
l
l
8
6
9
8
6
7
4
7
9
8
5
6
8
5
7
2
6
6
4
9
3
0
0
2
9
0
0
0
S
t
a
g
e
1
5
6
5
5
6
5
-
2
7
8
2
7
8
--
-
-
-
-
-
S
t
a
g
e
2
3
0
4
3
0
2
-
5
7
8
5
7
9
--
-
-
-
-
-
Cr
i
t
i
c
a
l
H
d
w
y
7
.
1
1
6
.
5
1
6
.
2
1
7
.
1
1
6
.
5
1
6
.
2
1
4
.
1
1
-
-
4
.
1
1
-
-
Cr
i
t
i
c
a
l
H
d
w
y
S
t
g
1
6
.
1
1
5
.
5
1
-
6
.
1
1
5
.
5
1
--
-
-
-
-
-
Cr
i
t
i
c
a
l
H
d
w
y
S
t
g
2
6
.
1
1
5
.
5
1
-
6
.
1
1
5
.
5
1
--
-
-
-
-
-
Fo
l
l
o
w
-
u
p
H
d
w
y
3
.
5
0
9
4
.
0
0
9
3
.
3
0
9
3
.
5
0
9
4
.
0
0
9
3
.
3
0
9
2
.
2
0
9
-
-
2
.
2
0
9
-
-
Po
t
C
a
p
-
1
M
a
n
e
u
v
e
r
2
7
3
2
9
2
5
8
9
2
7
9
2
9
6
7
7
5
1
0
7
6
-
-
1
2
7
8
-
-
S
t
a
g
e
1
5
1
1
5
1
0
-
7
3
1
6
8
2
--
-
-
-
-
-
S
t
a
g
e
2
7
0
8
6
6
6
-
5
0
3
5
0
2
--
-
-
-
-
-
Pl
a
t
o
o
n
b
l
o
c
k
e
d
,
%
-
-
-
-
Mo
v
C
a
p
-
1
M
a
n
e
u
v
e
r
2
4
2
2
7
6
5
8
9
2
5
4
2
8
0
7
7
5
1
0
7
6
-
-
1
2
7
8
-
-
Mo
v
C
a
p
-
2
M
a
n
e
u
v
e
r
2
4
2
2
7
6
-
2
5
4
2
8
0
--
-
-
-
-
-
S
t
a
g
e
1
5
0
7
4
8
6
-
7
2
6
6
7
7
--
-
-
-
-
-
S
t
a
g
e
2
6
5
4
6
6
1
-
4
5
7
4
7
8
--
-
-
-
-
-
Ap
p
r
o
a
c
h
EB
WB
NB
SB
HC
M
C
o
n
t
r
o
l
D
e
l
a
y
,
s
1
9
.
9
23
.
4
0.
2
0.
6
HC
M
L
O
S
C
C
Mi
n
o
r
L
a
n
e
/
M
a
j
o
r
M
v
m
t
N
B
L
N
B
T
N
B
R
E
B
L
n
1
W
B
L
n
1
S
B
L
S
B
T
S
B
R
Ca
p
a
c
i
t
y
(
v
e
h
/
h
)
10
7
6
-
-
3
0
5
3
3
3
1
2
7
8
-
-
HC
M
L
a
n
e
V
/
C
R
a
t
i
o
0
.
0
0
6
-
-
0
.
2
1
2
0
.
4
2
0
.
0
3
4
-
-
HC
M
C
o
n
t
r
o
l
D
e
l
a
y
(
s
)
8
.
4
0
-
1
9
.
9
2
3
.
4
7
.
9
0
-
HC
M
L
a
n
e
L
O
S
A
A
-
C
C
A
A
-
HC
M
9
5
t
h
%
t
i
l
e
Q
(
v
e
h
)
0
-
-
0
.
8
2
0
.
1
-
-
4
4
4
4
HCM 6th TWSC 2026 Background PM
3: Valley Road/JW Drive & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Intersection
Int Delay, s/veh 39.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 85 805 20 35 1610 45 15 5 40 15 5 60
Future Vol, veh/h 85 805 20 35 1610 45 15 5 40 15 5 60
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - Free - - Free - - Free - - Free
Storage Length 425 - 450 580 - 480 - - 50 - - 20
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 90 90 90 73 73 73 74 74 74
Heavy Vehicles, % 1 41141111111
Mvmt Flow 98 925 23 39 1789 50 21 7 55 20 7 81
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1789 0 - 925 0 0 2097 2988 - 2529 2988 -
Stage 1 ------1121 1121 - 1867 1867 -
Stage 2 ------9761867 - 662 1121 -
Critical Hdwy 4.12 - - 4.12 - - 7.52 6.52 - 7.52 6.52 -
Critical Hdwy Stg 1 ------6.52 5.52 - 6.52 5.52 -
Critical Hdwy Stg 2 ------6.52 5.52 - 6.52 5.52 -
Follow-up Hdwy 2.21 - - 2.21 - - 3.51 4.01 - 3.51 4.01 -
Pot Cap-1 Maneuver 346 - 0 741 - 0 30 14 0 ~ 14 14 0
Stage 1 - - 0 - - 0 221 282 0 76 122 0
Stage 2 - - 0 - - 0 271 122 0 420 282 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 346 - - 741 - - ~ 11 10 - ~ 5 10 -
Mov Cap-2 Maneuver ------~ 1110-~ 510-
Stage 1 ------158202-54116-
Stage 2 ------242116-291202-
Approach EB WB NB SB
HCM Control Delay, s 1.9 0.2 $ 1360 $ 2749.2
HCM LOS F F
Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT WBL WBTSBLn1SBLn2
Capacity (veh/h)11 - 346 - 741 - 6 -
HCM Lane V/C Ratio 2.491 - 0.282 - 0.052 - 4.505 -
HCM Control Delay (s) $ 1360 0 19.4 - 10.1 -$ 2749.2 0
HCM Lane LOS F A C - B - F A
HCM 95th %tile Q(veh) 4.4 - 1.1 - 0.2 - 4.8 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
HCM 6th TWSC 2026 Background PM
4: Valley Road & Old SH 82 Frontage Road
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Intersection
Int Delay, s/veh 4.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 30 25 60 30 25 30
Future Vol, veh/h 30 25 60 30 25 30
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 73 73 59 59 64 64
Heavy Vehicles, % 1 11111
Mvmt Flow 41 34 102 51 39 47
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 318 63 86 0 - 0
Stage 1 63 -----
Stage 2 255 -----
Critical Hdwy 6.41 6.21 4.11 - - -
Critical Hdwy Stg 1 5.41 -----
Critical Hdwy Stg 2 5.41 -----
Follow-up Hdwy 3.509 3.309 2.209 - - -
Pot Cap-1 Maneuver 677 1004 1517 - - -
Stage 1 962 -----
Stage 2 790 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 630 1004 1517 - - -
Mov Cap-2 Maneuver 630 -----
Stage 1 896 -----
Stage 2 790 -----
Approach EB NB SB
HCM Control Delay, s 10.3 5 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1517 - 758 - -
HCM Lane V/C Ratio 0.067 - 0.099 - -
HCM Control Delay (s) 7.5 0 10.3 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.2 - 0.3 - -
HCM 6th Signalized Intersection Summary 2026 Background PM Optimized
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 30 560 55 300 1855 40 85 25 155 15 30 40
Future Volume (veh/h) 30 560 55 300 1855 40 85 25 155 15 30 40
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885
Adj Flow Rate, veh/h 37 683 67 323 1995 43 113 33 207 20 41 54
Peak Hour Factor 0.82 0.82 0.82 0.93 0.93 0.93 0.75 0.75 0.75 0.74 0.74 0.74
Percent Heavy Veh, %141141111111
Cap, veh/h 57 1709 781 365 2310 1055 104 20 290 24 47 41
Arrive On Green 0.03 0.49 0.49 0.20 0.66 0.66 0.18 0.18 0.18 0.18 0.18 0.18
Sat Flow, veh/h 1795 3497 1598 1795 3497 1598 375 110 1592 0 257 228
Grp Volume(v), veh/h 37 683 67 323 1995 43 146 0 207 115 0 0
Grp Sat Flow(s),veh/h/ln 1795 1749 1598 1795 1749 1598 485 0 1592 485 0 0
Q Serve(g_s), s 3.6 22.2 4.0 31.2 80.5 1.7 0.0 0.0 21.8 0.0 0.0 0.0
Cycle Q Clear(g_c), s 3.6 22.2 4.0 31.2 80.5 1.7 32.5 0.0 21.8 32.5 0.0 0.0
Prop In Lane 1.00 1.00 1.00 1.00 0.77 1.00 0.17 0.47
Lane Grp Cap(c), veh/h 57 1709 781 365 2310 1055 124 0 290 112 0 0
V/C Ratio(X) 0.65 0.40 0.09 0.88 0.86 0.04 1.18 0.00 0.71 1.03 0.00 0.00
Avail Cap(c_a), veh/h 75 1709 781 467 2310 1055 124 0 290 112 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 85.5 29.0 24.4 69.1 24.0 10.6 77.8 0.0 68.7 67.3 0.0 0.0
Incr Delay (d2), s/veh 16.5 0.7 0.2 25.3 4.6 0.1 136.5 0.0 8.8 93.0 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.9 9.2 1.5 16.5 31.3 0.6 10.5 0.0 9.7 8.1 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 102.0 29.7 24.6 94.3 28.6 10.7 214.3 0.0 77.5 160.3 0.0 0.0
LnGrp LOS F C C F C B F A E F A A
Approach Vol, veh/h 787 2361 353 115
Approach Delay, s/veh 32.7 37.2 134.1 160.3
Approach LOS C D F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 44.9 94.3 39.5 14.2 125.0 39.5
Change Period (Y+Rc), s 8.5 7.0 * 7 8.5 7.0 7.0
Max Green Setting (Gmax), s 46.5 79.0 * 33 7.5 118.0 32.0
Max Q Clear Time (g_c+I1), s 33.2 24.2 34.5 5.6 82.5 34.5
Green Ext Time (p_c), s 3.2 39.5 0.0 0.0 35.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 49.6
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
t
Queues 2026 Background PM Optimized
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT
Lane Group Flow (vph) 37 683 67 323 1995 43 146 207 115
v/c Ratio 0.50 0.40 0.08 0.81 0.85 0.04 0.86 0.50 0.44
Control Delay 106.3 30.5 0.2 80.0 27.2 0.3 112.0 11.4 58.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 106.3 30.5 0.2 80.0 27.2 0.3 112.0 11.4 58.6
Queue Length 50th (ft) 43 266 0 358 908 0 166 0 98
Queue Length 95th (ft) 81 314 0 471 1078 2 206 28 131
Internal Link Dist (ft)1364 1453 128 794
Turn Bay Length (ft) 465 440 330 345
Base Capacity (vph)76 1711 853 475 2345 1105 202 457 310
Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.49 0.40 0.08 0.68 0.85 0.04 0.72 0.45 0.37
Intersection Summary
HCM 6th Signalized Intersection Summary 2026 Background Midday Saturday
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 25 500 30 145 735 25 35 15 120 15 15 20
Future Volume (veh/h) 25 500 30 145 735 25 35 15 120 15 15 20
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885
Adj Flow Rate, veh/h 30 610 37 156 790 27 47 20 160 20 20 27
Peak Hour Factor 0.82 0.82 0.82 0.93 0.93 0.93 0.75 0.75 0.75 0.74 0.74 0.74
Percent Heavy Veh, %141141111111
Cap, veh/h 51 2375 1085 176 2617 1196 99 36 139 40 39 35
Arrive On Green 0.03 0.68 0.68 0.10 0.75 0.75 0.09 0.09 0.09 0.09 0.09 0.09
Sat Flow, veh/h 1795 3497 1598 1795 3497 1598 707 411 1587 138 449 396
Grp Volume(v), veh/h 30 610 37 156 790 27 67 0 160 67 0 0
Grp Sat Flow(s),veh/h/ln 1795 1749 1598 1795 1749 1598 1118 0 1587 982 0 0
Q Serve(g_s), s 2.7 11.3 1.3 14.3 12.2 0.7 0.0 0.0 14.6 2.2 0.0 0.0
Cycle Q Clear(g_c), s 2.7 11.3 1.3 14.3 12.2 0.7 10.2 0.0 14.6 12.4 0.0 0.0
Prop In Lane 1.00 1.00 1.00 1.00 0.70 1.00 0.30 0.40
Lane Grp Cap(c), veh/h 51 2375 1085 176 2617 1196 135 0 139 114 0 0
V/C Ratio(X) 0.58 0.26 0.03 0.89 0.30 0.02 0.50 0.00 1.15 0.59 0.00 0.00
Avail Cap(c_a), veh/h 70 2375 1085 178 2617 1196 255 0 267 241 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 79.9 10.4 8.8 74.1 6.8 5.4 73.6 0.0 75.9 73.7 0.0 0.0
Incr Delay (d2), s/veh 14.2 0.3 0.1 43.2 0.3 0.0 4.0 0.0 97.1 6.6 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.4 4.1 0.4 8.6 4.0 0.2 3.0 0.0 9.8 3.1 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 94.0 10.7 8.8 117.4 7.1 5.4 77.5 0.0 173.0 80.3 0.0 0.0
LnGrp LOS F B A F AAEAFFAA
Approach Vol, veh/h 677 973 227 67
Approach Delay, s/veh 14.2 24.7 144.8 80.3
Approach LOS B C F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 24.8 120.0 21.6 13.3 131.6 21.6
Change Period (Y+Rc), s 8.5 7.0 * 7 8.5 7.0 7.0
Max Green Setting (Gmax), s 16.5 113.0 * 29 6.5 123.0 28.0
Max Q Clear Time (g_c+I1), s 16.3 13.3 14.4 4.7 14.2 12.2
Green Ext Time (p_c), s 0.0 52.5 0.2 0.0 75.6 0.0
Intersection Summary
HCM 6th Ctrl Delay 37.0
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
t
Queues 2026 Background Midday Saturday
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT
Lane Group Flow (vph) 30 610 37 156 790 27 67 160 67
v/c Ratio 0.44 0.26 0.03 0.90 0.31 0.02 0.48 0.53 0.38
Control Delay 103.1 12.6 0.1 119.9 9.4 0.0 82.4 14.9 58.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 103.1 12.6 0.1 119.9 9.4 0.0 82.4 14.9 58.2
Queue Length 50th (ft) 33 127 0 171 139 0 72 0 53
Queue Length 95th (ft) 72 202 0 #368 263 0 104 29 82
Internal Link Dist (ft)1364 1453 128 794
Turn Bay Length (ft) 465 440 330 345
Base Capacity (vph)68 2318 1110 174 2523 1183 239 407 291
Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.44 0.26 0.03 0.90 0.31 0.02 0.28 0.39 0.23
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HC
M
6
t
h
T
W
S
C
20
2
6
B
a
c
k
g
r
o
u
n
d
M
i
d
d
a
y
S
a
t
u
r
d
a
y
2:
C
o
u
n
t
y
R
o
a
d
1
0
0
/
C
o
u
n
t
y
R
o
a
d
1
0
0
&
O
l
d
S
H
8
2
F
r
o
n
t
a
g
e
R
o
a
d
Mc
C
l
u
r
e
R
i
v
e
r
R
a
n
c
h
P
U
D
T
r
a
f
f
i
c
I
m
p
a
c
t
S
t
u
d
y
-
C
a
r
b
o
n
d
a
l
e
,
C
O
Sy
n
c
h
r
o
1
1
R
e
p
o
r
t
Fo
x
T
u
t
t
l
e
T
r
a
n
s
p
o
r
t
a
t
i
o
n
G
r
o
u
p
In
t
e
r
s
e
c
t
i
o
n
In
t
D
e
l
a
y
,
s
/
v
e
h
2
.
9
Mo
v
e
m
e
n
t
EB
L
E
B
T
E
B
R
W
B
L
W
B
T
W
B
R
N
B
L
N
B
T
N
B
R
S
B
L
S
B
T
S
B
R
La
n
e
C
o
n
f
i
g
u
r
a
t
i
o
n
s
Tr
a
f
f
i
c
V
o
l
,
v
e
h
/
h
2
0
0
1
0
3
5
5
2
5
5
1
0
5
2
0
2
0
1
2
5
1
0
Fu
t
u
r
e
V
o
l
,
v
e
h
/
h
2
0
0
1
0
3
5
5
2
5
5
1
0
5
2
0
2
0
1
2
5
1
0
Co
n
f
l
i
c
t
i
n
g
P
e
d
s
,
#
/
h
r
0
00
0
0
0
0
0
0
0
0
0
Si
g
n
C
o
n
t
r
o
l
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
RT
C
h
a
n
n
e
l
i
z
e
d
-
-
N
o
n
e
-
-
N
o
n
e
-
-
N
o
n
e
-
-
N
o
n
e
St
o
r
a
g
e
L
e
n
g
t
h
-
--
-
-
-
-
-
-
-
-
-
Ve
h
i
n
M
e
d
i
a
n
S
t
o
r
a
g
e
,
#
-
0
-
-
0
-
-
0
-
-
0
-
Gr
a
d
e
,
%
-
0
-
-
0
-
-
0
-
-
0
-
Pe
a
k
H
o
u
r
F
a
c
t
o
r
9
3
9
3
9
3
9
3
9
3
9
3
8
1
8
1
8
1
6
9
6
9
6
9
He
a
v
y
V
e
h
i
c
l
e
s
,
%
1
11
1
1
1
1
1
1
1
1
1
Mv
m
t
F
l
o
w
22
0
1
1
3
8
5
2
7
6
1
3
0
2
5
2
9
1
8
1
1
4
Ma
j
o
r
/
M
i
n
o
r
M
i
n
o
r
2
Mi
n
o
r
1
Ma
j
o
r
1
Ma
j
o
r
2
Co
n
f
l
i
c
t
i
n
g
F
l
o
w
A
l
l
4
1
7
4
1
3
1
8
8
4
0
7
4
0
8
1
4
3
1
9
5
0
0
1
5
5
0
0
S
t
a
g
e
1
2
4
6
2
4
6
-
1
5
5
1
5
5
--
-
-
-
-
-
S
t
a
g
e
2
1
7
1
1
6
7
-
2
5
2
2
5
3
--
-
-
-
-
-
Cr
i
t
i
c
a
l
H
d
w
y
7
.
1
1
6
.
5
1
6
.
2
1
7
.
1
1
6
.
5
1
6
.
2
1
4
.
1
1
-
-
4
.
1
1
-
-
Cr
i
t
i
c
a
l
H
d
w
y
S
t
g
1
6
.
1
1
5
.
5
1
-
6
.
1
1
5
.
5
1
--
-
-
-
-
-
Cr
i
t
i
c
a
l
H
d
w
y
S
t
g
2
6
.
1
1
5
.
5
1
-
6
.
1
1
5
.
5
1
--
-
-
-
-
-
Fo
l
l
o
w
-
u
p
H
d
w
y
3
.
5
0
9
4
.
0
0
9
3
.
3
0
9
3
.
5
0
9
4
.
0
0
9
3
.
3
0
9
2
.
2
0
9
-
-
2
.
2
0
9
-
-
Po
t
C
a
p
-
1
M
a
n
e
u
v
e
r
5
4
8
5
3
1
8
5
7
5
5
6
5
3
4
9
0
7
1
3
8
4
-
-
1
4
3
1
-
-
S
t
a
g
e
1
7
6
0
7
0
4
-
8
5
0
7
7
1
--
-
-
-
-
-
S
t
a
g
e
2
8
3
3
7
6
2
-
7
5
4
7
0
0
--
-
-
-
-
-
Pl
a
t
o
o
n
b
l
o
c
k
e
d
,
%
-
-
-
-
Mo
v
C
a
p
-
1
M
a
n
e
u
v
e
r
5
1
6
5
1
6
8
5
7
5
3
7
5
1
9
9
0
7
1
3
8
4
-
-
1
4
3
1
-
-
Mo
v
C
a
p
-
2
M
a
n
e
u
v
e
r
5
1
6
5
1
6
-
5
3
7
5
1
9
--
-
-
-
-
-
S
t
a
g
e
1
7
5
6
6
8
8
-
8
4
6
7
6
7
--
-
-
-
-
-
S
t
a
g
e
2
7
9
9
7
5
8
-
7
2
7
6
8
4
--
-
-
-
-
-
Ap
p
r
o
a
c
h
EB
WB
NB
SB
HC
M
C
o
n
t
r
o
l
D
e
l
a
y
,
s
1
1
.
4
11
.
4
0.
3
1
HC
M
L
O
S
B
B
Mi
n
o
r
L
a
n
e
/
M
a
j
o
r
M
v
m
t
N
B
L
N
B
T
N
B
R
E
B
L
n
1
W
B
L
n
1
S
B
L
S
B
T
S
B
R
Ca
p
a
c
i
t
y
(
v
e
h
/
h
)
13
8
4
-
-
5
9
5
6
3
5
1
4
3
1
-
-
HC
M
L
a
n
e
V
/
C
R
a
t
i
o
0
.
0
0
4
-
-
0
.
0
5
4
0
.
1
1
0
.
0
2
-
-
HC
M
C
o
n
t
r
o
l
D
e
l
a
y
(
s
)
7
.
6
0
-
1
1
.
4
1
1
.
4
7
.
6
0
-
HC
M
L
a
n
e
L
O
S
A
A
-
BB
A
A
-
HC
M
9
5
t
h
%
t
i
l
e
Q
(
v
e
h
)
0
-
-
0
.
2
0
.
4
0
.
1
-
-
4
4
4
4
HCM 6th TWSC 2026 Background Midday Saturday
3: Valley Road/JW Drive & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Intersection
Int Delay, s/veh 0.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 5 590 5 20 815 10 10 0 15 5 0 55
Future Vol, veh/h 5 590 5 20 815 10 10 0 15 5 0 55
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - Free - - Free - - Free - - Free
Storage Length 425 - 450 580 - 480 - - 50 - - 20
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 90 90 90 73 73 73 74 74 74
Heavy Vehicles, % 1 41141111111
Mvmt Flow 6 678 6 22 906 11 14 0 21 7 0 74
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 906 0 - 678 0 0 1187 1640 - 1301 1640 -
Stage 1 ------690690-950950-
Stage 2 ------497950-351690-
Critical Hdwy 4.12 - - 4.12 - - 7.52 6.52 - 7.52 6.52 -
Critical Hdwy Stg 1 ------6.52 5.52 - 6.52 5.52 -
Critical Hdwy Stg 2 ------6.52 5.52 - 6.52 5.52 -
Follow-up Hdwy 2.21 - - 2.21 - - 3.51 4.01 - 3.51 4.01 -
Pot Cap-1 Maneuver 753 - 0 917 - 0 145 100 0 120 100 0
Stage 1 - - 0 - - 0 404 447 0 282 339 0
Stage 2 - - 0 - - 0 526 339 0 641 447 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 753 - - 917 - - 142 97 - 117 97 -
Mov Cap-2 Maneuver ------14297-11797-
Stage 1 ------401443-280331-
Stage 2 ------513331-636443-
Approach EB WB NB SB
HCM Control Delay, s 0.1 0.2 33 37.6
HCM LOS D E
Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT WBL WBTSBLn1SBLn2
Capacity (veh/h)142 - 753 - 917 - 117 -
HCM Lane V/C Ratio 0.096 - 0.008 - 0.024 - 0.058 -
HCM Control Delay (s) 33 0 9.8 - 9 - 37.6 0
HCM Lane LOS D A A - A - E A
HCM 95th %tile Q(veh) 0.3 - 0 - 0.1 - 0.2 -
HCM 6th TWSC 2026 Background Midday Saturday
4: Valley Road & Old SH 82 Frontage Road
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Intersection
Int Delay, s/veh 4.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 15 20 30 15 10 20
Future Vol, veh/h 15 20 30 15 10 20
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 73 73 59 59 64 64
Heavy Vehicles, % 1 11111
Mvmt Flow 21 27 51 25 16 31
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 159 32 47 0 - 0
Stage 1 32 -----
Stage 2 127 -----
Critical Hdwy 6.41 6.21 4.11 - - -
Critical Hdwy Stg 1 5.41 -----
Critical Hdwy Stg 2 5.41 -----
Follow-up Hdwy 3.509 3.309 2.209 - - -
Pot Cap-1 Maneuver 834 1045 1567 - - -
Stage 1 993 -----
Stage 2 901 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 806 1045 1567 - - -
Mov Cap-2 Maneuver 806 -----
Stage 1 960 -----
Stage 2 901 -----
Approach EB NB SB
HCM Control Delay, s 9.1 4.9 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1567 - 927 - -
HCM Lane V/C Ratio 0.032 - 0.052 - -
HCM Control Delay (s) 7.4 0 9.1 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0.1 - 0.2 - -
HCM 6th Signalized Intersection Summary 2026 Background Midday Saturday Optimized
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 25 500 30 145 735 25 35 15 120 15 15 20
Future Volume (veh/h) 25 500 30 145 735 25 35 15 120 15 15 20
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885
Adj Flow Rate, veh/h 30 610 37 156 790 27 47 20 160 20 20 27
Peak Hour Factor 0.82 0.82 0.82 0.93 0.93 0.93 0.75 0.75 0.75 0.74 0.74 0.74
Percent Heavy Veh, %141141111111
Cap, veh/h 55 2276 1040 200 2559 1169 107 39 133 45 40 36
Arrive On Green 0.03 0.65 0.65 0.11 0.73 0.73 0.08 0.08 0.08 0.08 0.08 0.08
Sat Flow, veh/h 1795 3497 1598 1795 3497 1598 774 460 1586 159 480 431
Grp Volume(v), veh/h 30 610 37 156 790 27 67 0 160 67 0 0
Grp Sat Flow(s),veh/h/ln 1795 1749 1598 1795 1749 1598 1234 0 1586 1069 0 0
Q Serve(g_s), s 2.4 10.8 1.2 12.4 11.4 0.7 0.0 0.0 12.3 2.0 0.0 0.0
Cycle Q Clear(g_c), s 2.4 10.8 1.2 12.4 11.4 0.7 8.0 0.0 12.3 10.0 0.0 0.0
Prop In Lane 1.00 1.00 1.00 1.00 0.70 1.00 0.30 0.40
Lane Grp Cap(c), veh/h 55 2276 1040 200 2559 1169 145 0 133 122 0 0
V/C Ratio(X) 0.55 0.27 0.04 0.78 0.31 0.02 0.46 0.00 1.20 0.55 0.00 0.00
Avail Cap(c_a), veh/h 203 2276 1040 510 2559 1169 366 0 369 352 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 69.9 10.8 9.1 63.2 6.8 5.3 64.8 0.0 67.0 65.1 0.0 0.0
Incr Delay (d2), s/veh 11.6 0.3 0.1 25.4 0.3 0.0 3.2 0.0 111.5 5.4 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.3 3.8 0.4 6.9 3.6 0.2 2.6 0.0 9.1 2.7 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 81.5 11.1 9.2 88.6 7.1 5.4 68.0 0.0 178.5 70.5 0.0 0.0
LnGrp LOS F B A F AAEAFEAA
Approach Vol, veh/h 677 973 227 67
Approach Delay, s/veh 14.1 20.1 145.9 70.5
Approach LOS B C F E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 24.8 102.2 19.3 13.0 114.0 19.3
Change Period (Y+Rc), s 8.5 7.0 * 7 8.5 7.0 7.0
Max Green Setting (Gmax), s 41.5 82.0 * 35 16.5 107.0 34.0
Max Q Clear Time (g_c+I1), s 14.4 12.8 12.0 4.4 13.4 10.0
Green Ext Time (p_c), s 1.9 42.4 0.3 0.0 67.8 0.1
Intersection Summary
HCM 6th Ctrl Delay 34.4
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
t
Queues 2026 Background Midday Saturday Optimized
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT
Lane Group Flow (vph) 30 610 37 156 790 27 67 160 67
v/c Ratio 0.29 0.28 0.04 0.60 0.32 0.02 0.54 0.56 0.43
Control Delay 76.5 14.8 0.1 70.8 9.5 0.0 83.1 16.8 57.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 76.5 14.8 0.1 70.8 9.5 0.0 83.1 16.8 57.5
Queue Length 50th (ft) 29 140 0 147 145 0 65 0 47
Queue Length 95th (ft) 61 191 0 227 212 0 99 33 79
Internal Link Dist (ft)1364 1453 128 794
Turn Bay Length (ft) 465 440 330 345
Base Capacity (vph) 194 2145 1036 488 2446 1149 314 476 364
Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.15 0.28 0.04 0.32 0.32 0.02 0.21 0.34 0.18
Intersection Summary
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Intersection Capacity Worksheets:
2040 Background
HCM 6th Signalized Intersection Summary 2045 Background AM
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 15 2295 110 95 465 10 30 10 270 50 25 20
Future Volume (veh/h) 15 2295 110 95 465 10 30 10 270 50 25 20
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885
Adj Flow Rate, veh/h 18 2799 134 102 500 11 40 13 360 68 34 27
Peak Hour Factor 0.82 0.82 0.82 0.93 0.93 0.93 0.75 0.75 0.75 0.74 0.74 0.74
Percent Heavy Veh, %141141111111
Cap, veh/h 41 2317 1058 125 2479 1132 155 46 220 98 48 30
Arrive On Green 0.02 0.66 0.66 0.07 0.71 0.71 0.14 0.14 0.14 0.14 0.14 0.14
Sat Flow, veh/h 1795 3497 1598 1795 3497 1598 855 329 1591 476 345 217
Grp Volume(v), veh/h 18 2799 134 102 500 11 53 0 360 129 0 0
Grp Sat Flow(s),veh/h/ln 1795 1749 1598 1795 1749 1598 1184 0 1591 1038 0 0
Q Serve(g_s), s 1.7 115.0 5.4 9.7 8.4 0.4 0.0 0.0 24.0 14.9 0.0 0.0
Cycle Q Clear(g_c), s 1.7 115.0 5.4 9.7 8.4 0.4 6.9 0.0 24.0 21.8 0.0 0.0
Prop In Lane 1.00 1.00 1.00 1.00 0.75 1.00 0.53 0.21
Lane Grp Cap(c), veh/h 41 2317 1058 125 2479 1132 200 0 220 175 0 0
V/C Ratio(X) 0.43 1.21 0.13 0.82 0.20 0.01 0.26 0.00 1.63 0.74 0.00 0.00
Avail Cap(c_a), veh/h 67 2317 1058 171 2479 1132 234 0 257 208 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 83.6 29.3 10.8 79.7 8.6 7.4 67.2 0.0 74.8 75.2 0.0 0.0
Incr Delay (d2), s/veh 9.9 98.0 0.2 42.8 0.2 0.0 1.0 0.0 305.1 12.2 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.9 73.6 1.9 5.9 3.0 0.1 2.2 0.0 28.5 6.3 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 93.6 127.2 11.0 122.4 8.8 7.4 68.2 0.0 379.9 87.5 0.0 0.0
LnGrp LOS F F B F AAEAFFAA
Approach Vol, veh/h 2951 613 413 129
Approach Delay, s/veh 121.8 27.7 339.9 87.5
Approach LOS F C F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 20.5 122.0 31.0 12.5 130.0 31.0
Change Period (Y+Rc), s 8.5 7.0 * 7 8.5 7.0 7.0
Max Green Setting (Gmax), s 16.5 113.0 * 29 6.5 123.0 28.0
Max Q Clear Time (g_c+I1), s 11.7 117.0 23.8 3.7 10.4 8.9
Green Ext Time (p_c), s 0.3 0.0 0.3 0.0 43.6 0.1
Intersection Summary
HCM 6th Ctrl Delay 128.6
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
t
Queues 2045 Background AM
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT
Lane Group Flow (vph) 18 2799 134 102 500 11 53 360 129
v/c Ratio 0.29 1.29 0.13 0.65 0.21 0.01 0.26 0.99 0.52
Control Delay 97.9 165.2 2.8 100.3 11.6 0.0 69.6 92.2 73.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 97.9 165.2 2.8 100.3 11.6 0.0 69.6 92.2 73.7
Queue Length 50th (ft) 21 ~2200 3 118 108 0 56 ~316 136
Queue Length 95th (ft) 49 #2123 26 #203 157 0 85 318 169
Internal Link Dist (ft)1364 1453 128 794
Turn Bay Length (ft) 465 440 330 345
Base Capacity (vph)63 2169 1047 162 2348 1106 207 364 249
Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.29 1.29 0.13 0.63 0.21 0.01 0.26 0.99 0.52
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HC
M
6
t
h
T
W
S
C
20
4
5
P
r
o
j
e
c
t
A
M
2:
C
o
u
n
t
y
R
o
a
d
1
0
0
/
C
o
u
n
t
y
R
o
a
d
1
0
0
&
O
l
d
S
H
8
2
F
r
o
n
t
a
g
e
R
o
a
d
Mc
C
l
u
r
e
R
i
v
e
r
R
a
n
c
h
P
U
D
T
r
a
f
f
i
c
I
m
p
a
c
t
S
t
u
d
y
-
C
a
r
b
o
n
d
a
l
e
,
C
O
Sy
n
c
h
r
o
1
1
R
e
p
o
r
t
Fo
x
T
u
t
t
l
e
T
r
a
n
s
p
o
r
t
a
t
i
o
n
G
r
o
u
p
In
t
e
r
s
e
c
t
i
o
n
In
t
D
e
l
a
y
,
s
/
v
e
h
5
.
8
Mo
v
e
m
e
n
t
EB
L
E
B
T
E
B
R
W
B
L
W
B
T
W
B
R
N
B
L
N
B
T
N
B
R
S
B
L
S
B
T
S
B
R
La
n
e
C
o
n
f
i
g
u
r
a
t
i
o
n
s
Tr
a
f
f
i
c
V
o
l
,
v
e
h
/
h
4
0
5
1
0
6
1
0
5
8
1
0
2
9
5
9
5
9
5
1
2
5
1
0
Fu
t
u
r
e
V
o
l
,
v
e
h
/
h
4
0
5
1
0
6
1
0
5
8
1
0
2
9
5
9
5
9
5
1
2
5
1
0
Co
n
f
l
i
c
t
i
n
g
P
e
d
s
,
#
/
h
r
0
00
0
0
0
0
0
0
0
0
0
Si
g
n
C
o
n
t
r
o
l
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
RT
C
h
a
n
n
e
l
i
z
e
d
-
-
N
o
n
e
-
-
N
o
n
e
-
-
N
o
n
e
-
-
N
o
n
e
St
o
r
a
g
e
L
e
n
g
t
h
-
--
-
-
-
-
-
-
-
-
-
Ve
h
i
n
M
e
d
i
a
n
S
t
o
r
a
g
e
,
#
-
0
-
-
0
-
-
0
-
-
0
-
Gr
a
d
e
,
%
-
0
-
-
0
-
-
0
-
-
0
-
Pe
a
k
H
o
u
r
F
a
c
t
o
r
9
3
9
3
9
3
9
3
9
3
9
3
8
1
8
1
8
1
6
9
6
9
6
9
He
a
v
y
V
e
h
i
c
l
e
s
,
%
1
11
1
1
1
1
1
1
1
1
1
Mv
m
t
F
l
o
w
43
5
1
1
6
6
0
6
2
1
2
3
6
4
1
1
7
1
3
8
1
8
1
1
4
Ma
j
o
r
/
M
i
n
o
r
M
i
n
o
r
2
Mi
n
o
r
1
Ma
j
o
r
1
Ma
j
o
r
2
Co
n
f
l
i
c
t
i
n
g
F
l
o
w
A
l
l
9
4
2
9
6
9
1
8
8
9
1
9
9
1
8
4
2
3
1
9
5
0
0
4
8
1
0
0
S
t
a
g
e
1
4
6
4
4
6
4
-
4
4
7
4
4
7
--
-
-
-
-
-
S
t
a
g
e
2
4
7
8
5
0
5
-
4
7
2
4
7
1
--
-
-
-
-
-
Cr
i
t
i
c
a
l
H
d
w
y
7
.
1
1
6
.
5
1
6
.
2
1
7
.
1
1
6
.
5
1
6
.
2
1
4
.
1
1
-
-
4
.
1
1
-
-
Cr
i
t
i
c
a
l
H
d
w
y
S
t
g
1
6
.
1
1
5
.
5
1
-
6
.
1
1
5
.
5
1
--
-
-
-
-
-
Cr
i
t
i
c
a
l
H
d
w
y
S
t
g
2
6
.
1
1
5
.
5
1
-
6
.
1
1
5
.
5
1
--
-
-
-
-
-
Fo
l
l
o
w
-
u
p
H
d
w
y
3
.
5
0
9
4
.
0
0
9
3
.
3
0
9
3
.
5
0
9
4
.
0
0
9
3
.
3
0
9
2
.
2
0
9
-
-
2
.
2
0
9
-
-
Po
t
C
a
p
-
1
M
a
n
e
u
v
e
r
2
4
4
2
5
5
8
5
7
2
5
3
2
7
3
6
3
3
1
3
8
4
-
-
1
0
8
7
-
-
S
t
a
g
e
1
5
8
0
5
6
5
-
5
9
3
5
7
5
--
-
-
-
-
-
S
t
a
g
e
2
5
7
0
5
4
2
-
5
7
4
5
6
1
--
-
-
-
-
-
Pl
a
t
o
o
n
b
l
o
c
k
e
d
,
%
-
-
-
-
Mo
v
C
a
p
-
1
M
a
n
e
u
v
e
r
1
9
4
2
1
6
8
5
7
2
1
6
2
3
1
6
3
3
1
3
8
4
-
-
1
0
8
7
-
-
Mo
v
C
a
p
-
2
M
a
n
e
u
v
e
r
1
9
4
2
1
6
-
2
1
6
2
3
1
--
-
-
-
-
-
S
t
a
g
e
1
5
7
3
4
8
4
-
5
8
6
5
6
8
--
-
-
-
-
-
S
t
a
g
e
2
5
0
8
5
3
5
-
4
8
0
4
8
1
--
-
-
-
-
-
Ap
p
r
o
a
c
h
EB
WB
NB
SB
HC
M
C
o
n
t
r
o
l
D
e
l
a
y
,
s
2
6
.
2
23
.
7
0.
2
3.
6
HC
M
L
O
S
D
C
Mi
n
o
r
L
a
n
e
/
M
a
j
o
r
M
v
m
t
N
B
L
N
B
T
N
B
R
E
B
L
n
1
W
B
L
n
1
S
B
L
S
B
T
S
B
R
Ca
p
a
c
i
t
y
(
v
e
h
/
h
)
13
8
4
-
-
2
2
8
3
1
8
1
0
8
7
-
-
HC
M
L
a
n
e
V
/
C
R
a
t
i
o
0
.
0
0
9
-
-
0
.
2
5
9
0
.
4
0
2
0
.
1
2
7
-
-
HC
M
C
o
n
t
r
o
l
D
e
l
a
y
(
s
)
7
.
6
0
-
2
6
.
2
2
3
.
7
8
.
8
0
-
HC
M
L
a
n
e
L
O
S
A
A
-
D
C
A
A
-
HC
M
9
5
t
h
%
t
i
l
e
Q
(
v
e
h
)
0
-
-
1
1
.
9
0
.
4
-
-
4
4
4
4
HCM 6th TWSC 2045 Project AM
3: Valley Road/JW Drive & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Intersection
Int Delay, s/veh 49.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 70 2045 20 15 642 30 15 0 71 65 0 5
Future Vol, veh/h 70 2045 20 15 642 30 15 0 71 65 0 5
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - Free - - Free - - Free - - Free
Storage Length 425 - 450 580 - 480 - - 50 - - 20
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 90 90 90 73 73 73 74 74 74
Heavy Vehicles, % 1 41141111111
Mvmt Flow 80 2351 23 17 713 33 21 0 97 88 0 7
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 713 0 - 2351 0 0 2902 3258 - 2083 3258 -
Stage 1 ------2511 2511 - 747 747 -
Stage 2 ------391747-1336 2511 -
Critical Hdwy 4.12 - - 4.12 - - 7.52 6.52 - 7.52 6.52 -
Critical Hdwy Stg 1 ------6.52 5.52 - 6.52 5.52 -
Critical Hdwy Stg 2 ------6.52 5.52 - 6.52 5.52 -
Follow-up Hdwy 2.21 - - 2.21 - - 3.51 4.01 - 3.51 4.01 -
Pot Cap-1 Maneuver 889 - 0 209 - 0 ~ 7 9 0 ~ 31 9 0
Stage 1 - - 0 - - 0 29 57 0 373 421 0
Stage 2 - - 0 - - 0 608 421 0 163 57 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 889 - - 209 - - ~ 6 8 - ~ 27 8 -
Mov Cap-2 Maneuver ------~ 68-~ 278-
Stage 1 ------2652-339387-
Stage 2 ------559387-14852-
Approach EB WB NB SB
HCM Control Delay, s 0.3 0.5 $ 2256.1 $ 1317.8
HCM LOS F F
Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT WBL WBTSBLn1SBLn2
Capacity (veh/h)6 - 889 - 209 - 27 -
HCM Lane V/C Ratio 3.425 - 0.091 - 0.08 - 3.253 -
HCM Control Delay (s) $ 2256.1 0 9.5 - 23.7 -$ 1317.8 0
HCM Lane LOS F A A - C - F A
HCM 95th %tile Q(veh) 3.8 - 0.3 - 0.3 - 10.7 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
HCM 6th TWSC 2045 Project AM
4: Valley Road & Old SH 82 Frontage Road
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Intersection
Int Delay, s/veh 4.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 51 21 20 35 20 15
Future Vol, veh/h 51 21 20 35 20 15
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 73 73 59 59 64 64
Heavy Vehicles, % 1 11111
Mvmt Flow 70 29 34 59 31 23
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 170 43 54 0 - 0
Stage 1 43 -----
Stage 2 127 -----
Critical Hdwy 6.41 6.21 4.11 - - -
Critical Hdwy Stg 1 5.41 -----
Critical Hdwy Stg 2 5.41 -----
Follow-up Hdwy 3.509 3.309 2.209 - - -
Pot Cap-1 Maneuver 823 1030 1558 - - -
Stage 1 982 -----
Stage 2 901 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 804 1030 1558 - - -
Mov Cap-2 Maneuver 804 -----
Stage 1 959 -----
Stage 2 901 -----
Approach EB NB SB
HCM Control Delay, s 9.7 2.7 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1558 - 859 - -
HCM Lane V/C Ratio 0.022 - 0.115 - -
HCM Control Delay (s) 7.4 0 9.7 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0.1 - 0.4 - -
HCM 6th TWSC 2045 Project AM
25: Old SH 82 Frontage Road
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Intersection
Int Delay, s/veh 0.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 51 5 0 192 16 2
Future Vol, veh/h 51 5 0 192 16 2
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 1 11111
Mvmt Flow 55 5 0 209 17 2
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 60 0 267 58
Stage 1 - - - - 58 -
Stage 2 - - - - 209 -
Critical Hdwy - - 4.11 - 6.41 6.21
Critical Hdwy Stg 1 - - - - 5.41 -
Critical Hdwy Stg 2 - - - - 5.41 -
Follow-up Hdwy - - 2.209 - 3.509 3.309
Pot Cap-1 Maneuver - - 1550 - 724 1011
Stage 1 - - - - 967 -
Stage 2 - - - - 828 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1550 - 724 1011
Mov Cap-2 Maneuver - - - - 724 -
Stage 1 - - - - 967 -
Stage 2 - - - - 828 -
Approach EB WB NB
HCM Control Delay, s 0 0 9.9
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)748 - - 1550 -
HCM Lane V/C Ratio 0.026 ----
HCM Control Delay (s) 9.9 - - 0 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) 0.1 - - 0 -
HCM 6th TWSC 2045 Project AM
26: Old SH 82 Frontage Road
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Intersection
Int Delay, s/veh 0.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 51 1 0 190 2 1
Future Vol, veh/h 51 1 0 190 2 1
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 1 11111
Mvmt Flow 55 1 0 207 2 1
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 56 0 263 56
Stage 1 - - - - 56 -
Stage 2 - - - - 207 -
Critical Hdwy - - 4.11 - 6.41 6.21
Critical Hdwy Stg 1 - - - - 5.41 -
Critical Hdwy Stg 2 - - - - 5.41 -
Follow-up Hdwy - - 2.209 - 3.509 3.309
Pot Cap-1 Maneuver - - 1555 - 728 1013
Stage 1 - - - - 969 -
Stage 2 - - - - 830 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1555 - 728 1013
Mov Cap-2 Maneuver - - - - 728 -
Stage 1 - - - - 969 -
Stage 2 - - - - 830 -
Approach EB WB NB
HCM Control Delay, s 0 0 9.5
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)803 - - 1555 -
HCM Lane V/C Ratio 0.004 ----
HCM Control Delay (s) 9.5 - - 0 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) 0 - - 0 -
HCM 6th Signalized Intersection Summary 2045 Background AM Optimized
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 15 2295 110 95 465 10 30 10 270 50 25 20
Future Volume (veh/h) 15 2295 110 95 465 10 30 10 270 50 25 20
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885
Adj Flow Rate, veh/h 18 2799 134 102 500 11 40 13 360 68 34 27
Peak Hour Factor 0.82 0.82 0.82 0.93 0.93 0.93 0.75 0.75 0.75 0.74 0.74 0.74
Percent Heavy Veh, %141141111111
Cap, veh/h 40 2422 1106 94 2529 1155 143 42 207 90 43 27
Arrive On Green 0.02 0.69 0.69 0.05 0.72 0.72 0.13 0.13 0.13 0.13 0.13 0.13
Sat Flow, veh/h 1795 3497 1598 1795 3497 1598 832 323 1590 461 331 210
Grp Volume(v), veh/h 18 2799 134 102 500 11 53 0 360 129 0 0
Grp Sat Flow(s),veh/h/ln 1795 1749 1598 1795 1749 1598 1155 0 1590 1002 0 0
Q Serve(g_s), s 1.8 125.0 5.1 9.5 8.3 0.3 0.0 0.0 23.5 16.0 0.0 0.0
Cycle Q Clear(g_c), s 1.8 125.0 5.1 9.5 8.3 0.3 7.3 0.0 23.5 23.3 0.0 0.0
Prop In Lane 1.00 1.00 1.00 1.00 0.75 1.00 0.53 0.21
Lane Grp Cap(c), veh/h 40 2422 1106 94 2529 1155 185 0 207 161 0 0
V/C Ratio(X) 0.45 1.16 0.12 1.08 0.20 0.01 0.29 0.00 1.74 0.80 0.00 0.00
Avail Cap(c_a), veh/h 60 2422 1106 94 2529 1155 185 0 207 161 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 87.2 27.8 9.3 85.5 8.1 7.0 71.3 0.0 78.5 80.2 0.0 0.0
Incr Delay (d2), s/veh 11.0 75.2 0.2 115.7 0.2 0.0 1.2 0.0 351.8 25.5 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.9 70.2 1.7 7.4 2.9 0.1 2.3 0.0 29.9 7.2 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 98.2 102.9 9.5 201.2 8.3 7.0 72.5 0.0 430.3 105.7 0.0 0.0
LnGrp LOS F F A F AAEAFFAA
Approach Vol, veh/h 2951 613 413 129
Approach Delay, s/veh 98.7 40.3 384.4 105.7
Approach LOS F D F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 18.0 132.0 30.5 12.5 137.5 30.5
Change Period (Y+Rc), s 8.5 7.0 * 7 8.5 7.0 7.0
Max Green Setting (Gmax), s 9.5 125.0 * 24 6.0 128.5 23.0
Max Q Clear Time (g_c+I1), s 11.5 127.0 25.3 3.8 10.3 9.3
Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 44.3 0.1
Intersection Summary
HCM 6th Ctrl Delay 118.9
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
t
Queues 2045 Background AM Optimized
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT
Lane Group Flow (vph) 18 2799 134 102 500 11 53 360 129
v/c Ratio 0.31 1.16 0.12 1.09 0.20 0.01 0.34 1.35 0.66
Control Delay 98.4 105.2 2.3 191.1 8.8 0.0 78.3 221.7 87.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 98.4 105.2 2.3 191.1 8.8 0.0 78.3 221.7 87.8
Queue Length 50th (ft) 21 ~2051 8 ~134 97 0 58 ~473 141
Queue Length 95th (ft) 48 #1813 25 #271 120 0 90 #510 178
Internal Link Dist (ft)1364 1453 128 794
Turn Bay Length (ft) 465 440 330 345
Base Capacity (vph)59 2410 1144 94 2477 1163 156 267 196
Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.31 1.16 0.12 1.09 0.20 0.01 0.34 1.35 0.66
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM 6th Signalized Intersection Summary 2045 Background PM
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 35 665 60 330 2235 40 95 30 170 20 30 40
Future Volume (veh/h) 35 665 60 330 2235 40 95 30 170 20 30 40
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885
Adj Flow Rate, veh/h 43 811 73 355 2403 43 127 40 227 27 41 54
Peak Hour Factor 0.82 0.82 0.82 0.93 0.93 0.93 0.75 0.75 0.75 0.74 0.74 0.74
Percent Heavy Veh, %141141111111
Cap, veh/h 62 2189 1000 164 2388 1091 106 22 251 24 37 29
Arrive On Green 0.03 0.63 0.63 0.09 0.68 0.68 0.16 0.16 0.16 0.16 0.16 0.16
Sat Flow, veh/h 1795 3497 1598 1795 3497 1598 447 141 1592 0 233 185
Grp Volume(v), veh/h 43 811 73 355 2403 43 167 0 227 122 0 0
Grp Sat Flow(s),veh/h/ln 1795 1749 1598 1795 1749 1598 588 0 1592 418 0 0
Q Serve(g_s), s 4.3 20.4 3.2 16.5 123.2 1.6 0.0 0.0 25.3 0.0 0.0 0.0
Cycle Q Clear(g_c), s 4.3 20.4 3.2 16.5 123.2 1.6 28.5 0.0 25.3 28.5 0.0 0.0
Prop In Lane 1.00 1.00 1.00 1.00 0.76 1.00 0.22 0.44
Lane Grp Cap(c), veh/h 62 2189 1000 164 2388 1091 128 0 251 90 0 0
V/C Ratio(X) 0.69 0.37 0.07 2.16 1.01 0.04 1.31 0.00 0.90 1.35 0.00 0.00
Avail Cap(c_a), veh/h 65 2189 1000 164 2388 1091 128 0 251 90 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 86.1 16.4 13.2 82.0 28.6 9.3 79.9 0.0 74.6 71.9 0.0 0.0
Incr Delay (d2), s/veh 28.4 0.5 0.1 543.0 20.0 0.1 182.6 0.0 33.0 214.0 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.4 7.9 1.2 32.3 51.4 0.5 12.5 0.0 12.7 9.7 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 114.6 16.9 13.4 625.0 48.6 9.4 262.5 0.0 107.6 285.9 0.0 0.0
LnGrp LOS F B B F F A F A F F A A
Approach Vol, veh/h 927 2801 394 122
Approach Delay, s/veh 21.2 121.1 173.3 285.9
Approach LOS C F F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 25.0 120.0 35.5 14.8 130.2 35.5
Change Period (Y+Rc), s 8.5 7.0 * 7 8.5 7.0 7.0
Max Green Setting (Gmax), s 16.5 113.0 * 29 6.5 123.0 28.0
Max Q Clear Time (g_c+I1), s 18.5 22.4 30.5 6.3 125.2 30.5
Green Ext Time (p_c), s 0.0 66.8 0.0 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 108.8
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
t
Queues 2045 Background PM
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT
Lane Group Flow (vph) 43 811 73 355 2403 43 167 227 122
v/c Ratio 0.68 0.38 0.07 2.19 1.02 0.04 0.92 0.51 0.51
Control Delay 130.5 17.8 0.1 590.3 53.6 0.3 122.1 11.0 65.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 130.5 17.8 0.1 590.3 53.6 0.3 122.1 11.0 65.9
Queue Length 50th (ft) 51 236 0 ~668 ~1566 0 199 0 114
Queue Length 95th (ft) #111 280 0 #933 #1826 2 240 25 147
Internal Link Dist (ft)1364 1453 128 794
Turn Bay Length (ft) 465 440 330 345
Base Capacity (vph)63 2158 1042 162 2348 1106 182 447 239
Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.68 0.38 0.07 2.19 1.02 0.04 0.92 0.51 0.51
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HC
M
6
t
h
T
W
S
C
20
4
5
B
a
c
k
g
r
o
u
n
d
P
M
2:
C
o
u
n
t
y
R
o
a
d
1
0
0
/
C
o
u
n
t
y
R
o
a
d
1
0
0
&
O
l
d
S
H
8
2
F
r
o
n
t
a
g
e
R
o
a
d
Mc
C
l
u
r
e
R
i
v
e
r
R
a
n
c
h
P
U
D
T
r
a
f
f
i
c
I
m
p
a
c
t
S
t
u
d
y
-
C
a
r
b
o
n
d
a
l
e
,
C
O
Sy
n
c
h
r
o
1
1
R
e
p
o
r
t
Fo
x
T
u
t
t
l
e
T
r
a
n
s
p
o
r
t
a
t
i
o
n
G
r
o
u
p
In
t
e
r
s
e
c
t
i
o
n
In
t
D
e
l
a
y
,
s
/
v
e
h
6
.
6
Mo
v
e
m
e
n
t
EB
L
E
B
T
E
B
R
W
B
L
W
B
T
W
B
R
N
B
L
N
B
T
N
B
R
S
B
L
S
B
T
S
B
R
La
n
e
C
o
n
f
i
g
u
r
a
t
i
o
n
s
Tr
a
f
f
i
c
V
o
l
,
v
e
h
/
h
4
0
5
2
5
9
0
1
0
5
0
5
2
1
5
4
5
3
5
3
5
0
2
0
Fu
t
u
r
e
V
o
l
,
v
e
h
/
h
4
0
5
2
5
9
0
1
0
5
0
5
2
1
5
4
5
3
5
3
5
0
2
0
Co
n
f
l
i
c
t
i
n
g
P
e
d
s
,
#
/
h
r
0
00
0
0
0
0
0
0
0
0
0
Si
g
n
C
o
n
t
r
o
l
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
RT
C
h
a
n
n
e
l
i
z
e
d
-
-
N
o
n
e
-
-
N
o
n
e
-
-
N
o
n
e
-
-
N
o
n
e
St
o
r
a
g
e
L
e
n
g
t
h
-
--
-
-
-
-
-
-
-
-
-
Ve
h
i
n
M
e
d
i
a
n
S
t
o
r
a
g
e
,
#
-
0
-
-
0
-
-
0
-
-
0
-
Gr
a
d
e
,
%
-
0
-
-
0
-
-
0
-
-
0
-
Pe
a
k
H
o
u
r
F
a
c
t
o
r
9
3
9
3
9
3
9
3
9
3
9
3
8
1
8
1
8
1
6
9
6
9
6
9
He
a
v
y
V
e
h
i
c
l
e
s
,
%
1
11
1
1
1
1
1
1
1
1
1
Mv
m
t
F
l
o
w
43
5
2
7
9
7
1
1
5
4
6
2
6
5
5
6
5
1
5
0
7
2
9
Ma
j
o
r
/
M
i
n
o
r
M
i
n
o
r
2
Mi
n
o
r
1
Ma
j
o
r
1
Ma
j
o
r
2
Co
n
f
l
i
c
t
i
n
g
F
l
o
w
A
l
l
9
6
2
9
5
7
5
2
2
9
4
5
9
4
3
2
9
3
5
3
6
0
0
3
2
1
0
0
S
t
a
g
e
1
6
2
4
6
2
4
-
3
0
5
3
0
5
--
-
-
-
-
-
S
t
a
g
e
2
3
3
8
3
3
3
-
6
4
0
6
3
8
--
-
-
-
-
-
Cr
i
t
i
c
a
l
H
d
w
y
7
.
1
1
6
.
5
1
6
.
2
1
7
.
1
1
6
.
5
1
6
.
2
1
4
.
1
1
-
-
4
.
1
1
-
-
Cr
i
t
i
c
a
l
H
d
w
y
S
t
g
1
6
.
1
1
5
.
5
1
-
6
.
1
1
5
.
5
1
--
-
-
-
-
-
Cr
i
t
i
c
a
l
H
d
w
y
S
t
g
2
6
.
1
1
5
.
5
1
-
6
.
1
1
5
.
5
1
--
-
-
-
-
-
Fo
l
l
o
w
-
u
p
H
d
w
y
3
.
5
0
9
4
.
0
0
9
3
.
3
0
9
3
.
5
0
9
4
.
0
0
9
3
.
3
0
9
2
.
2
0
9
-
-
2
.
2
0
9
-
-
Po
t
C
a
p
-
1
M
a
n
e
u
v
e
r
2
3
6
2
5
9
5
5
7
2
4
3
2
6
4
7
4
9
1
0
3
7
-
-
1
2
4
5
-
-
S
t
a
g
e
1
4
7
5
4
7
9
-
7
0
7
6
6
4
--
-
-
-
-
-
S
t
a
g
e
2
6
7
9
6
4
6
-
4
6
5
4
7
2
--
-
-
-
-
-
Pl
a
t
o
o
n
b
l
o
c
k
e
d
,
%
-
-
-
-
Mo
v
C
a
p
-
1
M
a
n
e
u
v
e
r
2
0
1
2
4
2
5
5
7
2
1
6
2
4
7
7
4
9
1
0
3
7
-
-
1
2
4
5
-
-
Mo
v
C
a
p
-
2
M
a
n
e
u
v
e
r
2
0
1
2
4
2
-
2
1
6
2
4
7
--
-
-
-
-
-
S
t
a
g
e
1
4
7
2
4
5
1
-
7
0
2
6
5
9
--
-
-
-
-
-
S
t
a
g
e
2
6
1
6
6
4
1
-
4
1
1
4
4
4
--
-
-
-
-
-
Ap
p
r
o
a
c
h
EB
WB
NB
SB
HC
M
C
o
n
t
r
o
l
D
e
l
a
y
,
s
2
3
.
9
32
.
7
0.
2
0.
7
HC
M
L
O
S
C
D
Mi
n
o
r
L
a
n
e
/
M
a
j
o
r
M
v
m
t
N
B
L
N
B
T
N
B
R
E
B
L
n
1
W
B
L
n
1
S
B
L
S
B
T
S
B
R
Ca
p
a
c
i
t
y
(
v
e
h
/
h
)
10
3
7
-
-
2
6
5
2
8
6
1
2
4
5
-
-
HC
M
L
a
n
e
V
/
C
R
a
t
i
o
0
.
0
0
6
-
-
0
.
2
8
4
0
.
5
6
4
0
.
0
4
1
-
-
HC
M
C
o
n
t
r
o
l
D
e
l
a
y
(
s
)
8
.
5
0
-
2
3
.
9
3
2
.
7
8
0
-
HC
M
L
a
n
e
L
O
S
A
A
-
C
D
A
A
-
HC
M
9
5
t
h
%
t
i
l
e
Q
(
v
e
h
)
0
-
-
1
.
1
3
.
2
0
.
1
-
-
4
4
4
4
HCM 6th TWSC 2045 Background PM
3: Valley Road/JW Drive & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Intersection
Int Delay, s/veh 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 90 960 20 35 1935 50 20 5 45 15 5 65
Future Vol, veh/h 90 960 20 35 1935 50 20 5 45 15 5 65
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - Free - - Free - - Free - - Free
Storage Length 425 - 450 580 - 480 - - 50 - - 20
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 90 90 90 73 73 73 74 74 74
Heavy Vehicles, % 1 41141111111
Mvmt Flow 103 1103 23 39 2150 56 27 7 62 20 7 88
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 2150 0 - 1103 0 0 2466 3537 - 2989 3537 -
Stage 1 ------1309 1309 - 2228 2228 -
Stage 2 ------1157 2228 - 761 1309 -
Critical Hdwy 4.12 - - 4.12 - - 7.52 6.52 - 7.52 6.52 -
Critical Hdwy Stg 1 ------6.52 5.52 - 6.52 5.52 -
Critical Hdwy Stg 2 ------6.52 5.52 - 6.52 5.52 -
Follow-up Hdwy 2.21 - - 2.21 - - 3.51 4.01 - 3.51 4.01 -
Pot Cap-1 Maneuver 251 - 0 635 - 0 ~ 16 ~ 6 0 ~ 6 ~ 6 0
Stage 1 - - 0 - - 0 170 229 0 44 80 0
Stage 2 - - 0 - - 0 210 80 0 366 229 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 251 - - 635 - - - ~ 3 - - ~ 3 -
Mov Cap-2 Maneuver -------~ 3--~ 3-
Stage 1 ------100135-2675-
Stage 2 ------17975-205135-
Approach EB WB NB SB
HCM Control Delay, s 2.5 0.2
HCM LOS --
Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT WBL WBTSBLn1SBLn2
Capacity (veh/h)- - 251 - 635 - - -
HCM Lane V/C Ratio - - 0.412 - 0.061 - - -
HCM Control Delay (s) - 0 29 - 11 - - 0
HCM Lane LOS - A D - B - - A
HCM 95th %tile Q(veh) - - 1.9 - 0.2 - - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
HCM 6th TWSC 2045 Background PM
4: Valley Road & Old SH 82 Frontage Road
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Intersection
Int Delay, s/veh 5.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 35 30 70 30 30 35
Future Vol, veh/h 35 30 70 30 30 35
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 73 73 59 59 64 64
Heavy Vehicles, % 1 11111
Mvmt Flow 48 41 119 51 47 55
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 364 75 102 0 - 0
Stage 1 75 -----
Stage 2 289 -----
Critical Hdwy 6.41 6.21 4.11 - - -
Critical Hdwy Stg 1 5.41 -----
Critical Hdwy Stg 2 5.41 -----
Follow-up Hdwy 3.509 3.309 2.209 - - -
Pot Cap-1 Maneuver 637 989 1496 - - -
Stage 1 950 -----
Stage 2 762 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 585 989 1496 - - -
Mov Cap-2 Maneuver 585 -----
Stage 1 872 -----
Stage 2 762 -----
Approach EB NB SB
HCM Control Delay, s 10.7 5.3 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1496 - 721 - -
HCM Lane V/C Ratio 0.079 - 0.123 - -
HCM Control Delay (s) 7.6 0 10.7 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.3 - 0.4 - -
HCM 6th Signalized Intersection Summary 2045 Background PM Optimized
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 35 665 60 330 2235 40 95 30 170 20 30 40
Future Volume (veh/h) 35 665 60 330 2235 40 95 30 170 20 30 40
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885
Adj Flow Rate, veh/h 43 811 73 355 2403 43 127 40 227 27 41 54
Peak Hour Factor 0.82 0.82 0.82 0.93 0.93 0.93 0.75 0.75 0.75 0.74 0.74 0.74
Percent Heavy Veh, %141141111111
Cap, veh/h 53 1750 799 400 2426 1108 104 22 242 24 37 29
Arrive On Green 0.03 0.50 0.50 0.22 0.69 0.69 0.15 0.15 0.15 0.15 0.15 0.15
Sat Flow, veh/h 1795 3497 1598 1795 3497 1598 452 142 1591 0 241 191
Grp Volume(v), veh/h 43 811 73 355 2403 43 167 0 227 122 0 0
Grp Sat Flow(s),veh/h/ln 1795 1749 1598 1795 1749 1598 594 0 1591 432 0 0
Q Serve(g_s), s 4.3 27.2 4.3 34.6 121.4 1.5 0.0 0.0 25.5 0.0 0.0 0.0
Cycle Q Clear(g_c), s 4.3 27.2 4.3 34.6 121.4 1.5 27.5 0.0 25.5 27.5 0.0 0.0
Prop In Lane 1.00 1.00 1.00 1.00 0.76 1.00 0.22 0.44
Lane Grp Cap(c), veh/h 53 1750 799 400 2426 1108 126 0 242 90 0 0
V/C Ratio(X) 0.82 0.46 0.09 0.89 0.99 0.04 1.33 0.00 0.94 1.35 0.00 0.00
Avail Cap(c_a), veh/h 53 1750 799 500 2426 1108 126 0 242 90 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 87.1 29.3 23.6 68.0 27.1 8.7 80.3 0.0 75.6 72.7 0.0 0.0
Incr Delay (d2), s/veh 63.7 0.9 0.2 24.2 16.2 0.1 192.6 0.0 41.0 215.6 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.9 11.3 1.7 18.2 49.1 0.5 12.7 0.0 13.2 9.7 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 150.8 30.2 23.8 92.2 43.3 8.8 272.9 0.0 116.6 288.3 0.0 0.0
LnGrp LOS F C C F D A F A F F A A
Approach Vol, veh/h 927 2801 394 122
Approach Delay, s/veh 35.3 48.9 182.9 288.3
Approach LOS D D F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 48.7 97.3 34.5 13.8 132.2 34.5
Change Period (Y+Rc), s 8.5 7.0 * 7 8.5 7.0 7.0
Max Green Setting (Gmax), s 50.3 80.2 * 28 5.3 125.2 27.0
Max Q Clear Time (g_c+I1), s 36.6 29.2 29.5 6.3 123.4 29.5
Green Ext Time (p_c), s 3.6 42.1 0.0 0.0 1.8 0.0
Intersection Summary
HCM 6th Ctrl Delay 65.3
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
t
Queues 2045 Background PM Optimized
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT
Lane Group Flow (vph) 43 811 73 355 2403 43 167 227 122
v/c Ratio 0.83 0.48 0.09 0.82 1.00 0.04 1.02 0.53 0.59
Control Delay 163.6 33.5 0.2 79.9 44.0 0.2 148.6 11.9 72.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 163.6 33.5 0.2 79.9 44.0 0.2 148.6 11.9 72.0
Queue Length 50th (ft) 52 342 0 397 1393 0 ~209 0 115
Queue Length 95th (ft) #119 378 0 509 #1648 2 #282 28 150
Internal Link Dist (ft)1364 1453 128 794
Turn Bay Length (ft) 465 440 330 345
Base Capacity (vph)52 1675 837 499 2414 1135 163 429 208
Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.83 0.48 0.09 0.71 1.00 0.04 1.02 0.53 0.59
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM 6th Signalized Intersection Summary 2045 Background Midday Saturday
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 25 585 30 155 855 25 40 15 130 20 15 20
Future Volume (veh/h) 25 585 30 155 855 25 40 15 130 20 15 20
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885
Adj Flow Rate, veh/h 30 713 37 167 919 27 53 20 173 27 20 27
Peak Hour Factor 0.82 0.82 0.82 0.93 0.93 0.93 0.75 0.75 0.75 0.74 0.74 0.74
Percent Heavy Veh, %141141111111
Cap, veh/h 51 2320 1060 174 2559 1169 113 37 171 49 38 34
Arrive On Green 0.03 0.66 0.66 0.10 0.73 0.73 0.11 0.11 0.11 0.11 0.11 0.11
Sat Flow, veh/h 1795 3497 1598 1795 3497 1598 707 344 1589 191 351 311
Grp Volume(v), veh/h 30 713 37 167 919 27 73 0 173 74 0 0
Grp Sat Flow(s),veh/h/ln 1795 1749 1598 1795 1749 1598 1051 0 1589 853 0 0
Q Serve(g_s), s 2.8 14.7 1.4 15.8 16.3 0.8 0.0 0.0 18.4 4.3 0.0 0.0
Cycle Q Clear(g_c), s 2.8 14.7 1.4 15.8 16.3 0.8 11.8 0.0 18.4 16.2 0.0 0.0
Prop In Lane 1.00 1.00 1.00 1.00 0.73 1.00 0.36 0.36
Lane Grp Cap(c), veh/h 51 2320 1060 174 2559 1169 150 0 171 121 0 0
V/C Ratio(X) 0.59 0.31 0.03 0.96 0.36 0.02 0.49 0.00 1.01 0.61 0.00 0.00
Avail Cap(c_a), veh/h 68 2320 1060 174 2559 1169 233 0 261 208 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 81.8 12.1 9.9 76.6 8.3 6.2 72.8 0.0 76.0 75.0 0.0 0.0
Incr Delay (d2), s/veh 14.6 0.3 0.1 58.6 0.4 0.0 3.5 0.0 52.6 7.0 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.5 5.4 0.5 10.0 5.6 0.3 3.2 0.0 10.1 3.5 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 96.4 12.5 10.0 135.2 8.7 6.3 76.2 0.0 128.6 81.9 0.0 0.0
LnGrp LOS F B A F AAEAFFAA
Approach Vol, veh/h 780 1113 246 74
Approach Delay, s/veh 15.6 27.6 113.0 81.9
Approach LOS B C F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 25.0 120.0 25.4 13.3 131.7 25.4
Change Period (Y+Rc), s 8.5 7.0 * 7 8.5 7.0 7.0
Max Green Setting (Gmax), s 16.5 113.0 * 29 6.5 123.0 28.0
Max Q Clear Time (g_c+I1), s 17.8 16.7 18.2 4.8 18.3 13.8
Green Ext Time (p_c), s 0.0 62.0 0.2 0.0 84.4 0.1
Intersection Summary
HCM 6th Ctrl Delay 34.7
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
t
Queues 2045 Background Midday Saturday
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT
Lane Group Flow (vph) 30 713 37 167 919 27 73 173 74
v/c Ratio 0.44 0.31 0.03 0.97 0.37 0.02 0.53 0.54 0.42
Control Delay 103.4 13.3 0.1 133.9 10.2 0.0 84.5 14.6 63.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 103.4 13.3 0.1 133.9 10.2 0.0 84.5 14.6 63.3
Queue Length 50th (ft) 33 158 0 185 174 0 78 0 63
Queue Length 95th (ft) 72 241 0 #401 317 0 111 28 94
Internal Link Dist (ft)1364 1453 128 794
Turn Bay Length (ft) 465 440 330 345
Base Capacity (vph)68 2309 1106 173 2513 1179 231 417 279
Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.44 0.31 0.03 0.97 0.37 0.02 0.32 0.41 0.27
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HC
M
6
t
h
T
W
S
C
20
4
5
B
a
c
k
g
r
o
u
n
d
M
i
d
d
a
y
S
a
t
u
r
d
a
y
2:
C
o
u
n
t
y
R
o
a
d
1
0
0
/
C
o
u
n
t
y
R
o
a
d
1
0
0
&
O
l
d
S
H
8
2
F
r
o
n
t
a
g
e
R
o
a
d
Mc
C
l
u
r
e
R
i
v
e
r
R
a
n
c
h
P
U
D
T
r
a
f
f
i
c
I
m
p
a
c
t
S
t
u
d
y
-
C
a
r
b
o
n
d
a
l
e
,
C
O
Sy
n
c
h
r
o
1
1
R
e
p
o
r
t
Fo
x
T
u
t
t
l
e
T
r
a
n
s
p
o
r
t
a
t
i
o
n
G
r
o
u
p
In
t
e
r
s
e
c
t
i
o
n
In
t
D
e
l
a
y
,
s
/
v
e
h
2
.
9
Mo
v
e
m
e
n
t
EB
L
E
B
T
E
B
R
W
B
L
W
B
T
W
B
R
N
B
L
N
B
T
N
B
R
S
B
L
S
B
T
S
B
R
La
n
e
C
o
n
f
i
g
u
r
a
t
i
o
n
s
Tr
a
f
f
i
c
V
o
l
,
v
e
h
/
h
2
0
0
1
0
4
5
5
3
0
5
1
3
0
2
5
2
0
1
6
0
1
5
Fu
t
u
r
e
V
o
l
,
v
e
h
/
h
2
0
0
1
0
4
5
5
3
0
5
1
3
0
2
5
2
0
1
6
0
1
5
Co
n
f
l
i
c
t
i
n
g
P
e
d
s
,
#
/
h
r
0
00
0
0
0
0
0
0
0
0
0
Si
g
n
C
o
n
t
r
o
l
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
RT
C
h
a
n
n
e
l
i
z
e
d
-
-
N
o
n
e
-
-
N
o
n
e
-
-
N
o
n
e
-
-
N
o
n
e
St
o
r
a
g
e
L
e
n
g
t
h
-
--
-
-
-
-
-
-
-
-
-
Ve
h
i
n
M
e
d
i
a
n
S
t
o
r
a
g
e
,
#
-
0
-
-
0
-
-
0
-
-
0
-
Gr
a
d
e
,
%
-
0
-
-
0
-
-
0
-
-
0
-
Pe
a
k
H
o
u
r
F
a
c
t
o
r
9
3
9
3
9
3
9
3
9
3
9
3
8
1
8
1
8
1
6
9
6
9
6
9
He
a
v
y
V
e
h
i
c
l
e
s
,
%
1
11
1
1
1
1
1
1
1
1
1
Mv
m
t
F
l
o
w
22
0
1
1
4
8
5
3
2
6
1
6
0
3
1
2
9
2
3
2
2
2
Ma
j
o
r
/
M
i
n
o
r
M
i
n
o
r
2
Mi
n
o
r
1
Ma
j
o
r
1
Ma
j
o
r
2
Co
n
f
l
i
c
t
i
n
g
F
l
o
w
A
l
l
5
0
7
5
0
4
2
4
3
4
9
5
5
0
0
1
7
6
2
5
4
0
0
1
9
1
0
0
S
t
a
g
e
1
3
0
1
3
0
1
-
1
8
8
1
8
8
--
-
-
-
-
-
S
t
a
g
e
2
2
0
6
2
0
3
-
3
0
7
3
1
2
--
-
-
-
-
-
Cr
i
t
i
c
a
l
H
d
w
y
7
.
1
1
6
.
5
1
6
.
2
1
7
.
1
1
6
.
5
1
6
.
2
1
4
.
1
1
-
-
4
.
1
1
-
-
Cr
i
t
i
c
a
l
H
d
w
y
S
t
g
1
6
.
1
1
5
.
5
1
-
6
.
1
1
5
.
5
1
--
-
-
-
-
-
Cr
i
t
i
c
a
l
H
d
w
y
S
t
g
2
6
.
1
1
5
.
5
1
-
6
.
1
1
5
.
5
1
--
-
-
-
-
-
Fo
l
l
o
w
-
u
p
H
d
w
y
3
.
5
0
9
4
.
0
0
9
3
.
3
0
9
3
.
5
0
9
4
.
0
0
9
3
.
3
0
9
2
.
2
0
9
-
-
2
.
2
0
9
-
-
Po
t
C
a
p
-
1
M
a
n
e
u
v
e
r
4
7
8
4
7
2
7
9
8
4
8
7
4
7
4
8
7
0
1
3
1
7
-
-
1
3
8
9
-
-
S
t
a
g
e
1
7
1
0
6
6
7
-
8
1
6
7
4
6
--
-
-
-
-
-
S
t
a
g
e
2
7
9
8
7
3
5
-
7
0
5
6
5
9
--
-
-
-
-
-
Pl
a
t
o
o
n
b
l
o
c
k
e
d
,
%
-
-
-
-
Mo
v
C
a
p
-
1
M
a
n
e
u
v
e
r
4
4
6
4
5
8
7
9
8
4
7
0
4
6
0
8
7
0
1
3
1
7
-
-
1
3
8
9
-
-
Mo
v
C
a
p
-
2
M
a
n
e
u
v
e
r
4
4
6
4
5
8
-
4
7
0
4
6
0
--
-
-
-
-
-
S
t
a
g
e
1
7
0
6
6
5
1
-
8
1
2
7
4
2
--
-
-
-
-
-
S
t
a
g
e
2
7
5
9
7
3
1
-
6
7
9
6
4
3
--
-
-
-
-
-
Ap
p
r
o
a
c
h
EB
WB
NB
SB
HC
M
C
o
n
t
r
o
l
D
e
l
a
y
,
s
1
2
.
3
12
.
5
0.
2
0.
8
HC
M
L
O
S
B
B
Mi
n
o
r
L
a
n
e
/
M
a
j
o
r
M
v
m
t
N
B
L
N
B
T
N
B
R
E
B
L
n
1
W
B
L
n
1
S
B
L
S
B
T
S
B
R
Ca
p
a
c
i
t
y
(
v
e
h
/
h
)
13
1
7
-
-
5
2
3
5
6
7
1
3
8
9
-
-
HC
M
L
a
n
e
V
/
C
R
a
t
i
o
0
.
0
0
5
-
-
0
.
0
6
2
0
.
1
5
2
0
.
0
2
1
-
-
HC
M
C
o
n
t
r
o
l
D
e
l
a
y
(
s
)
7
.
7
0
-
1
2
.
3
1
2
.
5
7
.
6
0
-
HC
M
L
a
n
e
L
O
S
A
A
-
BB
A
A
-
HC
M
9
5
t
h
%
t
i
l
e
Q
(
v
e
h
)
0
-
-
0
.
2
0
.
5
0
.
1
-
-
4
4
4
4
HCM 6th TWSC 2045 Background Midday Saturday
3: Valley Road/JW Drive & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
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 5 690 10 25 955 10 10 0 20 5 0 60
Future Vol, veh/h 5 690 10 25 955 10 10 0 20 5 0 60
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - Free - - Free - - Free - - Free
Storage Length 425 - 450 580 - 480 - - 50 - - 20
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 90 90 90 73 73 73 74 74 74
Heavy Vehicles, % 1 41141111111
Mvmt Flow 6 793 11 28 1061 11 14 0 27 7 0 81
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1061 0 - 793 0 0 1392 1922 - 1526 1922 -
Stage 1 ------805805-1117 1117 -
Stage 2 ------5871117 - 409 805 -
Critical Hdwy 4.12 - - 4.12 - - 7.52 6.52 - 7.52 6.52 -
Critical Hdwy Stg 1 ------6.52 5.52 - 6.52 5.52 -
Critical Hdwy Stg 2 ------6.52 5.52 - 6.52 5.52 -
Follow-up Hdwy 2.21 - - 2.21 - - 3.51 4.01 - 3.51 4.01 -
Pot Cap-1 Maneuver 658 - 0 830 - 0 102 67 0 81 67 0
Stage 1 - - 0 - - 0 344 396 0 223 283 0
Stage 2 - - 0 - - 0 465 283 0 593 396 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 658 - - 830 - - 99 64 - 78 64 -
Mov Cap-2 Maneuver ------9964-7864-
Stage 1 ------341392-221273-
Stage 2 ------449273-588392-
Approach EB WB NB SB
HCM Control Delay, s 0.1 0.2 47.1 55.5
HCM LOS E F
Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT WBL WBTSBLn1SBLn2
Capacity (veh/h)99 - 658 - 830 - 78 -
HCM Lane V/C Ratio 0.138 - 0.009 - 0.033 - 0.087 -
HCM Control Delay (s) 47.1 0 10.5 - 9.5 - 55.5 0
HCM Lane LOS E A B - A - F A
HCM 95th %tile Q(veh) 0.5 - 0 - 0.1 - 0.3 -
HCM 6th TWSC 2045 Background Midday Saturday
4: Valley Road & Old SH 82 Frontage Road
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Intersection
Int Delay, s/veh 5.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 20 25 35 15 10 20
Future Vol, veh/h 20 25 35 15 10 20
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 73 73 59 59 64 64
Heavy Vehicles, % 1 11111
Mvmt Flow 27 34 59 25 16 31
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 175 32 47 0 - 0
Stage 1 32 -----
Stage 2 143 -----
Critical Hdwy 6.41 6.21 4.11 - - -
Critical Hdwy Stg 1 5.41 -----
Critical Hdwy Stg 2 5.41 -----
Follow-up Hdwy 3.509 3.309 2.209 - - -
Pot Cap-1 Maneuver 817 1045 1567 - - -
Stage 1 993 -----
Stage 2 887 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 786 1045 1567 - - -
Mov Cap-2 Maneuver 786 -----
Stage 1 955 -----
Stage 2 887 -----
Approach EB NB SB
HCM Control Delay, s 9.2 5.2 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1567 - 912 - -
HCM Lane V/C Ratio 0.038 - 0.068 - -
HCM Control Delay (s) 7.4 0 9.2 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0.1 - 0.2 - -
HCM 6th Signalized Intersection Summary 2045 Background Midday Saturday Optimized
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 25 585 30 155 855 25 40 15 130 20 15 20
Future Volume (veh/h) 25 585 30 155 855 25 40 15 130 20 15 20
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885
Adj Flow Rate, veh/h 30 713 37 167 919 27 53 20 173 27 20 27
Peak Hour Factor 0.82 0.82 0.82 0.93 0.93 0.93 0.75 0.75 0.75 0.74 0.74 0.74
Percent Heavy Veh, %141141111111
Cap, veh/h 54 2205 1007 211 2511 1147 119 39 163 53 40 35
Arrive On Green 0.03 0.63 0.63 0.12 0.72 0.72 0.10 0.10 0.10 0.10 0.10 0.10
Sat Flow, veh/h 1795 3497 1598 1795 3497 1598 753 376 1588 199 392 340
Grp Volume(v), veh/h 30 713 37 167 919 27 73 0 173 74 0 0
Grp Sat Flow(s),veh/h/ln 1795 1749 1598 1795 1749 1598 1129 0 1588 931 0 0
Q Serve(g_s), s 2.5 14.2 1.3 13.6 15.1 0.7 0.0 0.0 15.4 3.4 0.0 0.0
Cycle Q Clear(g_c), s 2.5 14.2 1.3 13.6 15.1 0.7 9.7 0.0 15.4 13.1 0.0 0.0
Prop In Lane 1.00 1.00 1.00 1.00 0.73 1.00 0.36 0.36
Lane Grp Cap(c), veh/h 54 2205 1007 211 2511 1147 157 0 163 128 0 0
V/C Ratio(X) 0.56 0.32 0.04 0.79 0.37 0.02 0.46 0.00 1.06 0.58 0.00 0.00
Avail Cap(c_a), veh/h 185 2205 1007 495 2511 1147 339 0 359 315 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 72.0 12.9 10.5 64.6 8.1 6.1 64.7 0.0 67.5 66.1 0.0 0.0
Incr Delay (d2), s/veh 12.1 0.4 0.1 25.6 0.4 0.0 3.0 0.0 56.7 5.7 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.3 5.2 0.5 7.5 5.0 0.2 2.8 0.0 8.8 3.0 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 84.1 13.3 10.6 90.2 8.5 6.1 67.7 0.0 124.2 71.8 0.0 0.0
LnGrp LOS F B B F AAEAFEAA
Approach Vol, veh/h 780 1113 246 74
Approach Delay, s/veh 15.9 20.7 107.4 71.8
Approach LOS B C F E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 26.2 101.9 22.4 13.0 115.0 22.4
Change Period (Y+Rc), s 8.5 7.0 * 7 8.5 7.0 7.0
Max Green Setting (Gmax), s 41.5 82.0 * 35 15.5 108.0 34.0
Max Q Clear Time (g_c+I1), s 15.6 16.2 15.1 4.5 17.1 11.7
Green Ext Time (p_c), s 2.0 47.5 0.3 0.0 75.1 0.1
Intersection Summary
HCM 6th Ctrl Delay 30.4
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
t
Queues 2045 Background Midday Saturday Optimized
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT
Lane Group Flow (vph) 30 713 37 167 919 27 73 173 74
v/c Ratio 0.29 0.34 0.04 0.62 0.38 0.02 0.58 0.57 0.47
Control Delay 77.8 16.4 0.1 71.9 10.4 0.0 85.3 16.1 62.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 77.8 16.4 0.1 71.9 10.4 0.0 85.3 16.1 62.9
Queue Length 50th (ft) 29 177 0 160 182 0 72 0 58
Queue Length 95th (ft) 61 238 0 244 265 0 107 32 91
Internal Link Dist (ft)1364 1453 128 794
Turn Bay Length (ft) 465 440 330 345
Base Capacity (vph) 179 2115 1024 481 2435 1144 298 482 349
Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.17 0.34 0.04 0.35 0.38 0.02 0.24 0.36 0.21
Intersection Summary
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Intersection Capacity Worksheets:
2021 Background + Project
HCM 6th Signalized Intersection Summary 2026 Project AM
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 15 1905 104 87 390 10 28 11 250 50 25 20
Future Volume (veh/h) 15 1905 104 87 390 10 28 11 250 50 25 20
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885
Adj Flow Rate, veh/h 18 2323 127 94 419 11 37 15 333 68 34 27
Peak Hour Factor 0.82 0.82 0.82 0.93 0.93 0.93 0.75 0.75 0.75 0.74 0.74 0.74
Percent Heavy Veh, %141141111111
Cap, veh/h 42 2342 1070 117 2489 1137 146 54 215 98 48 30
Arrive On Green 0.02 0.67 0.67 0.07 0.71 0.71 0.14 0.14 0.14 0.14 0.14 0.14
Sat Flow, veh/h 1795 3497 1598 1795 3497 1598 820 398 1591 489 355 223
Grp Volume(v), veh/h 18 2323 127 94 419 11 52 0 333 129 0 0
Grp Sat Flow(s),veh/h/ln 1795 1749 1598 1795 1749 1598 1218 0 1591 1067 0 0
Q Serve(g_s), s 1.7 113.0 4.9 8.9 6.8 0.3 0.0 0.0 23.4 14.6 0.0 0.0
Cycle Q Clear(g_c), s 1.7 113.0 4.9 8.9 6.8 0.3 6.5 0.0 23.4 21.1 0.0 0.0
Prop In Lane 1.00 1.00 1.00 1.00 0.71 1.00 0.53 0.21
Lane Grp Cap(c), veh/h 42 2342 1070 117 2489 1137 200 0 215 176 0 0
V/C Ratio(X) 0.43 0.99 0.12 0.80 0.17 0.01 0.26 0.00 1.55 0.73 0.00 0.00
Avail Cap(c_a), veh/h 68 2342 1070 171 2489 1137 240 0 258 214 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 83.3 28.1 10.3 79.7 8.2 7.2 67.3 0.0 74.7 75.1 0.0 0.0
Incr Delay (d2), s/veh 9.8 16.8 0.2 42.6 0.1 0.0 1.0 0.0 268.8 11.5 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.9 46.5 1.7 5.4 2.4 0.1 2.1 0.0 25.7 6.3 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 93.1 44.9 10.5 122.4 8.3 7.3 68.2 0.0 343.6 86.6 0.0 0.0
LnGrp LOS F D B F AAEAFFAA
Approach Vol, veh/h 2468 524 385 129
Approach Delay, s/veh 43.5 28.8 306.4 86.6
Approach LOS D C F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 19.8 122.7 30.4 12.5 130.0 30.4
Change Period (Y+Rc), s 8.5 7.0 * 7 8.5 7.0 7.0
Max Green Setting (Gmax), s 16.5 113.0 * 29 6.5 123.0 28.0
Max Q Clear Time (g_c+I1), s 10.9 115.0 23.1 3.7 8.8 8.5
Green Ext Time (p_c), s 0.3 0.0 0.3 0.0 34.3 0.1
Intersection Summary
HCM 6th Ctrl Delay 71.7
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
t
Queues 2026 Project AM
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT
Lane Group Flow (vph) 18 2323 127 94 419 11 52 333 129
v/c Ratio 0.28 1.06 0.12 0.61 0.18 0.01 0.25 0.93 0.53
Control Delay 97.9 71.9 2.3 97.2 11.1 0.0 69.4 78.3 74.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 97.9 71.9 2.3 97.2 11.1 0.0 69.4 78.3 74.4
Queue Length 50th (ft) 21 ~1587 0 109 88 0 55 258 136
Queue Length 95th (ft) 49 #1557 22 187 131 0 84 281 169
Internal Link Dist (ft)1364 1453 128 794
Turn Bay Length (ft) 465 440 330 345
Base Capacity (vph)64 2182 1052 162 2359 1111 214 365 250
Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.28 1.06 0.12 0.58 0.18 0.01 0.24 0.91 0.52
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HC
M
6
t
h
T
W
S
C
20
2
6
P
r
o
j
e
c
t
A
M
2:
C
o
u
n
t
y
R
o
a
d
1
0
0
/
C
o
u
n
t
y
R
o
a
d
1
0
0
&
O
l
d
S
H
8
2
F
r
o
n
t
a
g
e
R
o
a
d
Mc
C
l
u
r
e
R
i
v
e
r
R
a
n
c
h
P
U
D
T
r
a
f
f
i
c
I
m
p
a
c
t
S
t
u
d
y
-
C
a
r
b
o
n
d
a
l
e
,
C
O
Sy
n
c
h
r
o
1
1
R
e
p
o
r
t
Fo
x
T
u
t
t
l
e
T
r
a
n
s
p
o
r
t
a
t
i
o
n
G
r
o
u
p
In
t
e
r
s
e
c
t
i
o
n
In
t
D
e
l
a
y
,
s
/
v
e
h
5
Mo
v
e
m
e
n
t
EB
L
E
B
T
E
B
R
W
B
L
W
B
T
W
B
R
N
B
L
N
B
T
N
B
R
S
B
L
S
B
T
S
B
R
La
n
e
C
o
n
f
i
g
u
r
a
t
i
o
n
s
Tr
a
f
f
i
c
V
o
l
,
v
e
h
/
h
3
5
5
5
5
6
0
5
3
1
0
2
7
0
8
5
9
0
1
2
0
1
0
Fu
t
u
r
e
V
o
l
,
v
e
h
/
h
3
5
5
5
5
6
0
5
3
1
0
2
7
0
8
5
9
0
1
2
0
1
0
Co
n
f
l
i
c
t
i
n
g
P
e
d
s
,
#
/
h
r
0
00
0
0
0
0
0
0
0
0
0
Si
g
n
C
o
n
t
r
o
l
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
RT
C
h
a
n
n
e
l
i
z
e
d
-
-
N
o
n
e
-
-
N
o
n
e
-
-
N
o
n
e
-
-
N
o
n
e
St
o
r
a
g
e
L
e
n
g
t
h
-
--
-
-
-
-
-
-
-
-
-
Ve
h
i
n
M
e
d
i
a
n
S
t
o
r
a
g
e
,
#
-
0
-
-
0
-
-
0
-
-
0
-
Gr
a
d
e
,
%
-
0
-
-
0
-
-
0
-
-
0
-
Pe
a
k
H
o
u
r
F
a
c
t
o
r
9
3
9
3
9
3
9
3
9
3
9
3
8
1
8
1
8
1
6
9
6
9
6
9
He
a
v
y
V
e
h
i
c
l
e
s
,
%
1
11
1
1
1
1
1
1
1
1
1
Mv
m
t
F
l
o
w
38
5
5
6
0
0
5
7
1
2
3
3
3
1
0
5
1
3
0
1
7
4
1
4
Ma
j
o
r
/
M
i
n
o
r
M
i
n
o
r
2
Mi
n
o
r
1
Ma
j
o
r
1
Ma
j
o
r
2
Co
n
f
l
i
c
t
i
n
g
F
l
o
w
A
l
l
8
7
9
9
0
3
1
8
1
8
5
6
8
5
8
3
8
6
1
8
8
0
0
4
3
8
0
0
S
t
a
g
e
1
4
4
1
4
4
1
-
4
1
0
4
1
0
--
-
-
-
-
-
S
t
a
g
e
2
4
3
8
4
6
2
-
4
4
6
4
4
8
--
-
-
-
-
-
Cr
i
t
i
c
a
l
H
d
w
y
7
.
1
1
6
.
5
1
6
.
2
1
7
.
1
1
6
.
5
1
6
.
2
1
4
.
1
1
-
-
4
.
1
1
-
-
Cr
i
t
i
c
a
l
H
d
w
y
S
t
g
1
6
.
1
1
5
.
5
1
-
6
.
1
1
5
.
5
1
--
-
-
-
-
-
Cr
i
t
i
c
a
l
H
d
w
y
S
t
g
2
6
.
1
1
5
.
5
1
-
6
.
1
1
5
.
5
1
--
-
-
-
-
-
Fo
l
l
o
w
-
u
p
H
d
w
y
3
.
5
0
9
4
.
0
0
9
3
.
3
0
9
3
.
5
0
9
4
.
0
0
9
3
.
3
0
9
2
.
2
0
9
-
-
2
.
2
0
9
-
-
Po
t
C
a
p
-
1
M
a
n
e
u
v
e
r
2
6
9
2
7
8
8
6
4
2
7
9
2
9
5
6
6
4
1
3
9
2
-
-
1
1
2
7
-
-
S
t
a
g
e
1
5
9
7
5
7
9
-
6
2
1
5
9
7
--
-
-
-
-
-
S
t
a
g
e
2
5
9
9
5
6
6
-
5
9
3
5
7
5
--
-
-
-
-
-
Pl
a
t
o
o
n
b
l
o
c
k
e
d
,
%
-
-
-
-
Mo
v
C
a
p
-
1
M
a
n
e
u
v
e
r
2
2
0
2
3
9
8
6
4
2
4
4
2
5
4
6
6
4
1
3
9
2
-
-
1
1
2
7
-
-
Mo
v
C
a
p
-
2
M
a
n
e
u
v
e
r
2
2
0
2
3
9
-
2
4
4
2
5
4
--
-
-
-
-
-
S
t
a
g
e
1
5
9
0
5
0
4
-
6
1
4
5
9
0
--
-
-
-
-
-
S
t
a
g
e
2
5
4
1
5
5
9
-
5
0
8
5
0
1
--
-
-
-
-
-
Ap
p
r
o
a
c
h
EB
WB
NB
SB
HC
M
C
o
n
t
r
o
l
D
e
l
a
y
,
s
2
3
.
6
20
.
2
0.
2
3.
5
HC
M
L
O
S
C
C
Mi
n
o
r
L
a
n
e
/
M
a
j
o
r
M
v
m
t
N
B
L
N
B
T
N
B
R
E
B
L
n
1
W
B
L
n
1
S
B
L
S
B
T
S
B
R
Ca
p
a
c
i
t
y
(
v
e
h
/
h
)
13
9
2
-
-
2
4
2
3
5
2
1
1
2
7
-
-
HC
M
L
a
n
e
V
/
C
R
a
t
i
o
0
.
0
0
9
-
-
0
.
2
0
.
3
3
3
0
.
1
1
6
-
-
HC
M
C
o
n
t
r
o
l
D
e
l
a
y
(
s
)
7
.
6
0
-
2
3
.
6
2
0
.
2
8
.
6
0
-
HC
M
L
a
n
e
L
O
S
A
A
-
C
C
A
A
-
HC
M
9
5
t
h
%
t
i
l
e
Q
(
v
e
h
)
0
-
-
0
.
7
1
.
4
0
.
4
-
-
4
4
4
4
HCM 6th TWSC 2026 Project AM
3: Valley Road/JW Drive & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Intersection
Int Delay, s/veh 14.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 65 1700 15 15 532 25 10 0 66 55 0 5
Future Vol, veh/h 65 1700 15 15 532 25 10 0 66 55 0 5
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - Free - - Free - - Free - - Free
Storage Length 425 - 450 580 - 480 - - 50 - - 20
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 90 90 90 73 73 73 74 74 74
Heavy Vehicles, % 1 41141111111
Mvmt Flow 75 1954 17 17 591 28 14 0 90 74 0 7
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 591 0 - 1954 0 0 2434 2729 - 1752 2729 -
Stage 1 ------2104 2104 - 625 625 -
Stage 2 ------330625-1127 2104 -
Critical Hdwy 4.12 - - 4.12 - - 7.52 6.52 - 7.52 6.52 -
Critical Hdwy Stg 1 ------6.52 5.52 - 6.52 5.52 -
Critical Hdwy Stg 2 ------6.52 5.52 - 6.52 5.52 -
Follow-up Hdwy 2.21 - - 2.21 - - 3.51 4.01 - 3.51 4.01 -
Pot Cap-1 Maneuver 988 - 0 299 - 0 17 20 0 ~ 55 20 0
Stage 1 - - 0 - - 0 53 92 0 442 478 0
Stage 2 - - 0 - - 0 660 478 0 220 92 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 988 - - 299 - - 15 17 - ~ 50 17 -
Mov Cap-2 Maneuver ------1517-~ 5017-
Stage 1 ------4985-408451-
Stage 2 ------622451-20385-
Approach EB WB NB SB
HCM Control Delay, s 0.3 0.5 $ 540.1 $ 431.7
HCM LOS F F
Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT WBL WBTSBLn1SBLn2
Capacity (veh/h)15 - 988 - 299 - 50 -
HCM Lane V/C Ratio 0.913 - 0.076 - 0.056 - 1.486 -
HCM Control Delay (s) $ 540.1 0 8.9 - 17.8 -$ 431.7 0
HCM Lane LOS F A A - C - F A
HCM 95th %tile Q(veh) 2.2 - 0.2 - 0.2 - 7 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
HCM 6th TWSC 2026 Project AM
4: Valley Road & Old SH 82 Frontage Road
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Intersection
Int Delay, s/veh 4.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 46 21 15 30 20 15
Future Vol, veh/h 46 21 15 30 20 15
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 73 73 59 59 64 64
Heavy Vehicles, % 1 11111
Mvmt Flow 63 29 25 51 31 23
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 144 43 54 0 - 0
Stage 1 43 -----
Stage 2 101 -----
Critical Hdwy 6.41 6.21 4.11 - - -
Critical Hdwy Stg 1 5.41 -----
Critical Hdwy Stg 2 5.41 -----
Follow-up Hdwy 3.509 3.309 2.209 - - -
Pot Cap-1 Maneuver 851 1030 1558 - - -
Stage 1 982 -----
Stage 2 926 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 837 1030 1558 - - -
Mov Cap-2 Maneuver 837 -----
Stage 1 965 -----
Stage 2 926 -----
Approach EB NB SB
HCM Control Delay, s 9.5 2.4 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1558 - 889 - -
HCM Lane V/C Ratio 0.016 - 0.103 - -
HCM Control Delay (s) 7.3 0 9.5 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0.1 - 0.3 - -
HCM 6th TWSC 2026 Project AM
25: Old SH 82 Frontage Road
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Intersection
Int Delay, s/veh 0.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 46 5 0 172 7 1
Future Vol, veh/h 46 5 0 172 7 1
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 1 11111
Mvmt Flow 50 5 0 187 8 1
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 55 0 240 53
Stage 1 - - - - 53 -
Stage 2 - - - - 187 -
Critical Hdwy - - 4.11 - 6.41 6.21
Critical Hdwy Stg 1 - - - - 5.41 -
Critical Hdwy Stg 2 - - - - 5.41 -
Follow-up Hdwy - - 2.209 - 3.509 3.309
Pot Cap-1 Maneuver - - 1556 - 750 1017
Stage 1 - - - - 972 -
Stage 2 - - - - 847 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1556 - 750 1017
Mov Cap-2 Maneuver - - - - 750 -
Stage 1 - - - - 972 -
Stage 2 - - - - 847 -
Approach EB WB NB
HCM Control Delay, s 0 0 9.7
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)775 - - 1556 -
HCM Lane V/C Ratio 0.011 ----
HCM Control Delay (s) 9.7 - - 0 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) 0 - - 0 -
HCM 6th TWSC 2026 Project AM
27: Old SH 82 Frontage Road
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Intersection
Int Delay, s/veh 0.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 46 1 0 170 2 1
Future Vol, veh/h 46 1 0 170 2 1
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 1 11111
Mvmt Flow 50 1 0 185 2 1
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 51 0 236 51
Stage 1 - - - - 51 -
Stage 2 - - - - 185 -
Critical Hdwy - - 4.11 - 6.41 6.21
Critical Hdwy Stg 1 - - - - 5.41 -
Critical Hdwy Stg 2 - - - - 5.41 -
Follow-up Hdwy - - 2.209 - 3.509 3.309
Pot Cap-1 Maneuver - - 1562 - 754 1020
Stage 1 - - - - 974 -
Stage 2 - - - - 849 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1562 - 754 1020
Mov Cap-2 Maneuver - - - - 754 -
Stage 1 - - - - 974 -
Stage 2 - - - - 849 -
Approach EB WB NB
HCM Control Delay, s 0 0 9.4
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)826 - - 1562 -
HCM Lane V/C Ratio 0.004 ----
HCM Control Delay (s) 9.4 - - 0 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) 0 - - 0 -
HCM 6th Signalized Intersection Summary 2026 Project AM Optimized
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 15 1905 104 87 390 10 28 11 250 50 25 20
Future Volume (veh/h) 15 1905 104 87 390 10 28 11 250 50 25 20
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885
Adj Flow Rate, veh/h 18 2323 127 94 419 11 37 15 333 68 34 27
Peak Hour Factor 0.82 0.82 0.82 0.93 0.93 0.93 0.75 0.75 0.75 0.74 0.74 0.74
Percent Heavy Veh, %141141111111
Cap, veh/h 41 2376 1085 103 2497 1141 146 54 215 97 48 30
Arrive On Green 0.02 0.68 0.68 0.06 0.71 0.71 0.14 0.14 0.14 0.14 0.14 0.14
Sat Flow, veh/h 1795 3497 1598 1795 3497 1598 819 396 1591 489 353 223
Grp Volume(v), veh/h 18 2323 127 94 419 11 52 0 333 129 0 0
Grp Sat Flow(s),veh/h/ln 1795 1749 1598 1795 1749 1598 1216 0 1591 1064 0 0
Q Serve(g_s), s 1.7 111.5 4.9 9.2 6.8 0.3 0.0 0.0 23.8 14.9 0.0 0.0
Cycle Q Clear(g_c), s 1.7 111.5 4.9 9.2 6.8 0.3 6.6 0.0 23.8 21.5 0.0 0.0
Prop In Lane 1.00 1.00 1.00 1.00 0.71 1.00 0.53 0.21
Lane Grp Cap(c), veh/h 41 2376 1085 103 2497 1141 199 0 215 175 0 0
V/C Ratio(X) 0.44 0.98 0.12 0.91 0.17 0.01 0.26 0.00 1.55 0.74 0.00 0.00
Avail Cap(c_a), veh/h 61 2376 1085 103 2497 1141 235 0 253 210 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 84.8 26.9 9.8 82.4 8.2 7.2 68.4 0.0 76.0 76.4 0.0 0.0
Incr Delay (d2), s/veh 10.3 13.9 0.2 66.9 0.1 0.0 1.0 0.0 268.7 12.2 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.9 44.9 1.7 6.1 2.4 0.1 2.2 0.0 25.8 6.4 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 95.0 40.8 10.0 149.3 8.3 7.3 69.4 0.0 344.7 88.5 0.0 0.0
LnGrp LOS F D B F AAEAFFAA
Approach Vol, veh/h 2468 524 385 129
Approach Delay, s/veh 39.6 33.6 307.5 88.5
Approach LOS D C F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 18.6 126.4 30.8 12.5 132.5 30.8
Change Period (Y+Rc), s 8.5 7.0 * 7 8.5 7.0 7.0
Max Green Setting (Gmax), s 10.1 119.4 * 29 6.0 123.5 28.0
Max Q Clear Time (g_c+I1), s 11.2 113.5 23.5 3.7 8.8 8.6
Green Ext Time (p_c), s 0.0 5.9 0.3 0.0 34.3 0.1
Intersection Summary
HCM 6th Ctrl Delay 69.9
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
t
Queues 2026 Project AM Optimized
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT
Lane Group Flow (vph) 18 2323 127 94 419 11 52 333 129
v/c Ratio 0.31 1.01 0.12 0.94 0.18 0.01 0.26 1.08 0.54
Control Delay 98.4 50.8 2.3 155.6 10.3 0.0 70.8 125.3 75.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 98.4 50.8 2.3 155.6 10.3 0.0 70.8 125.3 75.9
Queue Length 50th (ft) 21 ~1441 5 113 87 0 55 ~357 136
Queue Length 95th (ft) 48 1193 22 #242 111 0 85 #399 172
Internal Link Dist (ft)1364 1453 128 794
Turn Bay Length (ft) 465 440 330 345
Base Capacity (vph)59 2302 1099 100 2381 1120 201 309 237
Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.31 1.01 0.12 0.94 0.18 0.01 0.26 1.08 0.54
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM 6th Signalized Intersection Summary 2026 Project PM
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 30 560 59 305 1855 40 88 30 156 15 31 40
Future Volume (veh/h) 30 560 59 305 1855 40 88 30 156 15 31 40
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885
Adj Flow Rate, veh/h 37 683 72 328 1995 43 117 40 208 20 42 54
Peak Hour Factor 0.82 0.82 0.82 0.93 0.93 0.93 0.75 0.75 0.75 0.74 0.74 0.74
Percent Heavy Veh, %141141111111
Cap, veh/h 57 2189 1000 164 2399 1096 96 21 251 23 46 40
Arrive On Green 0.03 0.63 0.63 0.09 0.69 0.69 0.16 0.16 0.16 0.16 0.16 0.16
Sat Flow, veh/h 1795 3497 1598 1795 3497 1598 388 133 1592 0 291 254
Grp Volume(v), veh/h 37 683 72 328 1995 43 157 0 208 116 0 0
Grp Sat Flow(s),veh/h/ln 1795 1749 1598 1795 1749 1598 521 0 1592 545 0 0
Q Serve(g_s), s 3.7 16.4 3.2 16.5 75.3 1.6 0.0 0.0 22.9 0.0 0.0 0.0
Cycle Q Clear(g_c), s 3.7 16.4 3.2 16.5 75.3 1.6 28.5 0.0 22.9 28.5 0.0 0.0
Prop In Lane 1.00 1.00 1.00 1.00 0.75 1.00 0.17 0.47
Lane Grp Cap(c), veh/h 57 2189 1000 164 2399 1096 117 0 251 109 0 0
V/C Ratio(X) 0.65 0.31 0.07 2.00 0.83 0.04 1.34 0.00 0.83 1.06 0.00 0.00
Avail Cap(c_a), veh/h 65 2189 1000 164 2399 1096 117 0 251 109 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 86.4 15.7 13.2 82.0 20.7 9.1 80.2 0.0 73.6 71.4 0.0 0.0
Incr Delay (d2), s/veh 21.6 0.4 0.1 470.3 3.5 0.1 199.7 0.0 20.7 102.9 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.0 6.4 1.2 28.9 28.4 0.5 12.0 0.0 10.9 8.3 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 108.0 16.1 13.4 552.3 24.3 9.2 279.9 0.0 94.3 174.3 0.0 0.0
LnGrp LOS F B B F C A F A F F A A
Approach Vol, veh/h 792 2366 365 116
Approach Delay, s/veh 20.1 97.2 174.1 174.3
Approach LOS C F F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 25.0 120.0 35.5 14.2 130.8 35.5
Change Period (Y+Rc), s 8.5 7.0 * 7 8.5 7.0 7.0
Max Green Setting (Gmax), s 16.5 113.0 * 29 6.5 123.0 28.0
Max Q Clear Time (g_c+I1), s 18.5 18.4 30.5 5.7 77.3 30.5
Green Ext Time (p_c), s 0.0 57.2 0.0 0.0 45.7 0.0
Intersection Summary
HCM 6th Ctrl Delay 90.6
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
t
Queues 2026 Project PM
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT
Lane Group Flow (vph) 37 683 72 328 1995 43 157 208 116
v/c Ratio 0.58 0.31 0.07 2.02 0.85 0.04 0.88 0.49 0.44
Control Delay 119.1 16.7 0.1 515.0 26.9 0.3 115.9 11.2 60.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 119.1 16.7 0.1 515.0 26.9 0.3 115.9 11.2 60.8
Queue Length 50th (ft) 44 189 0 ~602 874 0 185 0 103
Queue Length 95th (ft) #91 230 0 #858 1144 2 225 27 135
Internal Link Dist (ft)1364 1453 128 794
Turn Bay Length (ft) 465 440 330 345
Base Capacity (vph)64 2169 1047 162 2360 1111 184 432 272
Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.58 0.31 0.07 2.02 0.85 0.04 0.85 0.48 0.43
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HC
M
6
t
h
T
W
S
C
20
2
6
P
r
o
j
e
c
t
P
M
2:
C
o
u
n
t
y
R
o
a
d
1
0
0
/
C
o
u
n
t
y
R
o
a
d
1
0
0
&
O
l
d
S
H
8
2
F
r
o
n
t
a
g
e
R
o
a
d
Mc
C
l
u
r
e
R
i
v
e
r
R
a
n
c
h
P
U
D
T
r
a
f
f
i
c
I
m
p
a
c
t
S
t
u
d
y
-
C
a
r
b
o
n
d
a
l
e
,
C
O
Sy
n
c
h
r
o
1
1
R
e
p
o
r
t
Fo
x
T
u
t
t
l
e
T
r
a
n
s
p
o
r
t
a
t
i
o
n
G
r
o
u
p
In
t
e
r
s
e
c
t
i
o
n
In
t
D
e
l
a
y
,
s
/
v
e
h
5
.
2
Mo
v
e
m
e
n
t
EB
L
E
B
T
E
B
R
W
B
L
W
B
T
W
B
R
N
B
L
N
B
T
N
B
R
S
B
L
S
B
T
S
B
R
La
n
e
C
o
n
f
i
g
u
r
a
t
i
o
n
s
Tr
a
f
f
i
c
V
o
l
,
v
e
h
/
h
3
5
5
2
0
8
0
5
5
2
5
1
9
5
4
6
4
0
3
2
0
2
0
Fu
t
u
r
e
V
o
l
,
v
e
h
/
h
3
5
5
2
0
8
0
5
5
2
5
1
9
5
4
6
4
0
3
2
0
2
0
Co
n
f
l
i
c
t
i
n
g
P
e
d
s
,
#
/
h
r
0
00
0
0
0
0
0
0
0
0
0
Si
g
n
C
o
n
t
r
o
l
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
RT
C
h
a
n
n
e
l
i
z
e
d
-
-
N
o
n
e
-
-
N
o
n
e
-
-
N
o
n
e
-
-
N
o
n
e
St
o
r
a
g
e
L
e
n
g
t
h
-
--
-
-
-
-
-
-
-
-
-
Ve
h
i
n
M
e
d
i
a
n
S
t
o
r
a
g
e
,
#
-
0
-
-
0
-
-
0
-
-
0
-
Gr
a
d
e
,
%
-
0
-
-
0
-
-
0
-
-
0
-
Pe
a
k
H
o
u
r
F
a
c
t
o
r
9
3
9
3
9
3
9
3
9
3
9
3
8
1
8
1
8
1
6
9
6
9
6
9
He
a
v
y
V
e
h
i
c
l
e
s
,
%
1
11
1
1
1
1
1
1
1
1
1
Mv
m
t
F
l
o
w
38
5
2
2
8
6
5
5
6
6
2
4
1
5
7
5
8
4
6
4
2
9
Ma
j
o
r
/
M
i
n
o
r
M
i
n
o
r
2
Mi
n
o
r
1
Ma
j
o
r
1
Ma
j
o
r
2
Co
n
f
l
i
c
t
i
n
g
F
l
o
w
A
l
l
9
0
7
9
0
5
4
7
9
8
9
0
8
9
1
2
7
0
4
9
3
0
0
2
9
8
0
0
S
t
a
g
e
1
5
9
5
5
9
5
-
2
8
2
2
8
2
--
-
-
-
-
-
S
t
a
g
e
2
3
1
2
3
1
0
-
6
0
8
6
0
9
--
-
-
-
-
-
Cr
i
t
i
c
a
l
H
d
w
y
7
.
1
1
6
.
5
1
6
.
2
1
7
.
1
1
6
.
5
1
6
.
2
1
4
.
1
1
-
-
4
.
1
1
-
-
Cr
i
t
i
c
a
l
H
d
w
y
S
t
g
1
6
.
1
1
5
.
5
1
-
6
.
1
1
5
.
5
1
--
-
-
-
-
-
Cr
i
t
i
c
a
l
H
d
w
y
S
t
g
2
6
.
1
1
5
.
5
1
-
6
.
1
1
5
.
5
1
--
-
-
-
-
-
Fo
l
l
o
w
-
u
p
H
d
w
y
3
.
5
0
9
4
.
0
0
9
3
.
3
0
9
3
.
5
0
9
4
.
0
0
9
3
.
3
0
9
2
.
2
0
9
-
-
2
.
2
0
9
-
-
Po
t
C
a
p
-
1
M
a
n
e
u
v
e
r
2
5
8
2
7
7
5
8
9
2
6
5
2
8
3
7
7
1
1
0
7
6
-
-
1
2
6
9
-
-
S
t
a
g
e
1
4
9
3
4
9
4
-
7
2
7
6
8
0
--
-
-
-
-
-
S
t
a
g
e
2
7
0
1
6
6
1
-
4
8
5
4
8
7
--
-
-
-
-
-
Pl
a
t
o
o
n
b
l
o
c
k
e
d
,
%
-
-
-
-
Mo
v
C
a
p
-
1
M
a
n
e
u
v
e
r
2
2
3
2
5
8
5
8
9
2
3
8
2
6
3
7
7
1
1
0
7
6
-
-
1
2
6
9
-
-
Mo
v
C
a
p
-
2
M
a
n
e
u
v
e
r
2
2
3
2
5
8
-
2
3
8
2
6
3
--
-
-
-
-
-
S
t
a
g
e
1
4
9
0
4
6
3
-
7
2
2
6
7
5
--
-
-
-
-
-
S
t
a
g
e
2
6
4
0
6
5
6
-
4
3
3
4
5
6
--
-
-
-
-
-
Ap
p
r
o
a
c
h
EB
WB
NB
SB
HC
M
C
o
n
t
r
o
l
D
e
l
a
y
,
s
2
1
.
3
25
0.
2
0.
8
HC
M
L
O
S
C
D
Mi
n
o
r
L
a
n
e
/
M
a
j
o
r
M
v
m
t
N
B
L
N
B
T
N
B
R
E
B
L
n
1
W
B
L
n
1
S
B
L
S
B
T
S
B
R
Ca
p
a
c
i
t
y
(
v
e
h
/
h
)
10
7
6
-
-
2
8
5
3
2
4
1
2
6
9
-
-
HC
M
L
a
n
e
V
/
C
R
a
t
i
o
0
.
0
0
6
-
-
0
.
2
2
6
0
.
4
5
5
0
.
0
4
6
-
-
HC
M
C
o
n
t
r
o
l
D
e
l
a
y
(
s
)
8
.
4
0
-
2
1
.
3
2
5
8
0
-
HC
M
L
a
n
e
L
O
S
A
A
-
C
D
A
A
-
HC
M
9
5
t
h
%
t
i
l
e
Q
(
v
e
h
)
0
-
-
0
.
9
2
.
3
0
.
1
-
-
4
4
4
4
HCM 6th TWSC 2026 Project PM
3: Valley Road/JW Drive & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Intersection
Int Delay, s/veh 48.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 85 806 20 36 1615 45 15 5 41 15 5 60
Future Vol, veh/h 85 806 20 36 1615 45 15 5 41 15 5 60
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - Free - - Free - - Free - - Free
Storage Length 425 - 450 580 - 480 - - 50 - - 20
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 90 90 90 73 73 73 74 74 74
Heavy Vehicles, % 1 41141111111
Mvmt Flow 98 926 23 40 1794 50 21 7 56 20 7 81
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1794 0 - 926 0 0 2103 2996 - 2537 2996 -
Stage 1 ------1122 1122 - 1874 1874 -
Stage 2 ------9811874 - 663 1122 -
Critical Hdwy 4.12 - - 4.12 - - 7.52 6.52 - 7.52 6.52 -
Critical Hdwy Stg 1 ------6.52 5.52 - 6.52 5.52 -
Critical Hdwy Stg 2 ------6.52 5.52 - 6.52 5.52 -
Follow-up Hdwy 2.21 - - 2.21 - - 3.51 4.01 - 3.51 4.01 -
Pot Cap-1 Maneuver 345 - 0 740 - 0 30 14 0 ~ 14 14 0
Stage 1 - - 0 - - 0 221 282 0 75 121 0
Stage 2 - - 0 - - 0 270 121 0 419 282 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 345 - - 740 - - ~ 9 9 - ~ 4 9 -
Mov Cap-2 Maneuver ------~ 99-~ 49-
Stage 1 ------158202-54114-
Stage 2 ------240114-290202-
Approach EB WB NB SB
HCM Control Delay, s 1.9 0.2 $ 1736.4 $ 3369.7
HCM LOS F F
Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT WBL WBTSBLn1SBLn2
Capacity (veh/h)9 - 345 - 740 - 5 -
HCM Lane V/C Ratio 3.044 - 0.283 - 0.054 - 5.405 -
HCM Control Delay (s) $ 1736.4 0 19.5 - 10.1 -$ 3369.7 0
HCM Lane LOS F A C - B - F A
HCM 95th %tile Q(veh) 4.6 - 1.1 - 0.2 - 4.8 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
HCM 6th TWSC 2026 Project PM
4: Valley Road & Old SH 82 Frontage Road
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Intersection
Int Delay, s/veh 5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 31 25 61 30 25 31
Future Vol, veh/h 31 25 61 30 25 31
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 73 73 59 59 64 64
Heavy Vehicles, % 1 11111
Mvmt Flow 42 34 103 51 39 48
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 320 63 87 0 - 0
Stage 1 63 -----
Stage 2 257 -----
Critical Hdwy 6.41 6.21 4.11 - - -
Critical Hdwy Stg 1 5.41 -----
Critical Hdwy Stg 2 5.41 -----
Follow-up Hdwy 3.509 3.309 2.209 - - -
Pot Cap-1 Maneuver 676 1004 1515 - - -
Stage 1 962 -----
Stage 2 788 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 629 1004 1515 - - -
Mov Cap-2 Maneuver 629 -----
Stage 1 895 -----
Stage 2 788 -----
Approach EB NB SB
HCM Control Delay, s 10.3 5.1 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1515 - 755 - -
HCM Lane V/C Ratio 0.068 - 0.102 - -
HCM Control Delay (s) 7.5 0 10.3 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.2 - 0.3 - -
HCM 6th TWSC 2026 Project PM
25: Old SH 82 Frontage Road
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Intersection
Int Delay, s/veh 0.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 62 8 1 81 6 1
Future Vol, veh/h 62 8 1 81 6 1
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 1 11111
Mvmt Flow 67 9 1 88 7 1
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 76 0 162 72
Stage 1 - - - - 72 -
Stage 2 - - - - 90 -
Critical Hdwy - - 4.11 - 6.41 6.21
Critical Hdwy Stg 1 - - - - 5.41 -
Critical Hdwy Stg 2 - - - - 5.41 -
Follow-up Hdwy - - 2.209 - 3.509 3.309
Pot Cap-1 Maneuver - - 1529 - 831 993
Stage 1 - - - - 953 -
Stage 2 - - - - 936 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1529 - 830 993
Mov Cap-2 Maneuver - - - - 830 -
Stage 1 - - - - 953 -
Stage 2 - - - - 935 -
Approach EB WB NB
HCM Control Delay, s 0 0.1 9.3
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)850 - - 1529 -
HCM Lane V/C Ratio 0.009 - - 0.001 -
HCM Control Delay (s) 9.3 - - 7.4 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0 - - 0 -
HCM 6th TWSC 2026 Project PM
27: Old SH 82 Frontage Road
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Intersection
Int Delay, s/veh 0.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 61 2 1 81 1 0
Future Vol, veh/h 61 2 1 81 1 0
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 1 11111
Mvmt Flow 66 2 1 88 1 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 68 0 157 67
Stage 1 - - - - 67 -
Stage 2 - - - - 90 -
Critical Hdwy - - 4.11 - 6.41 6.21
Critical Hdwy Stg 1 - - - - 5.41 -
Critical Hdwy Stg 2 - - - - 5.41 -
Follow-up Hdwy - - 2.209 - 3.509 3.309
Pot Cap-1 Maneuver - - 1540 - 837 999
Stage 1 - - - - 958 -
Stage 2 - - - - 936 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1540 - 836 999
Mov Cap-2 Maneuver - - - - 836 -
Stage 1 - - - - 958 -
Stage 2 - - - - 935 -
Approach EB WB NB
HCM Control Delay, s 0 0.1 9.3
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)836 - - 1540 -
HCM Lane V/C Ratio 0.001 - - 0.001 -
HCM Control Delay (s) 9.3 - - 7.3 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0 - - 0 -
HCM 6th Signalized Intersection Summary 2026 Project PM Optimized
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 30 560 59 305 1855 40 88 30 156 15 31 40
Future Volume (veh/h) 30 560 59 305 1855 40 88 30 156 15 31 40
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885
Adj Flow Rate, veh/h 37 683 72 328 1995 43 117 40 208 20 42 54
Peak Hour Factor 0.82 0.82 0.82 0.93 0.93 0.93 0.75 0.75 0.75 0.74 0.74 0.74
Percent Heavy Veh, %141141111111
Cap, veh/h 57 1679 767 371 2290 1046 104 23 299 24 48 42
Arrive On Green 0.03 0.48 0.48 0.21 0.65 0.65 0.19 0.19 0.19 0.19 0.19 0.19
Sat Flow, veh/h 1795 3497 1598 1795 3497 1598 366 125 1592 0 255 222
Grp Volume(v), veh/h 37 683 72 328 1995 43 157 0 208 116 0 0
Grp Sat Flow(s),veh/h/ln 1795 1749 1598 1795 1749 1598 491 0 1592 477 0 0
Q Serve(g_s), s 3.6 22.5 4.4 31.7 81.9 1.7 0.0 0.0 21.8 0.0 0.0 0.0
Cycle Q Clear(g_c), s 3.6 22.5 4.4 31.7 81.9 1.7 33.5 0.0 21.8 33.5 0.0 0.0
Prop In Lane 1.00 1.00 1.00 1.00 0.75 1.00 0.17 0.47
Lane Grp Cap(c), veh/h 57 1679 767 371 2290 1046 127 0 299 113 0 0
V/C Ratio(X) 0.65 0.41 0.09 0.88 0.87 0.04 1.23 0.00 0.70 1.03 0.00 0.00
Avail Cap(c_a), veh/h 75 1679 767 471 2290 1046 127 0 299 113 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 85.5 30.0 25.3 68.8 24.8 10.9 77.2 0.0 67.8 66.5 0.0 0.0
Incr Delay (d2), s/veh 16.5 0.7 0.2 25.1 4.9 0.1 155.7 0.0 7.6 91.9 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.9 9.4 1.7 16.8 32.0 0.6 11.4 0.0 9.6 8.2 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 102.0 30.7 25.5 93.9 29.7 11.0 232.9 0.0 75.4 158.4 0.0 0.0
LnGrp LOS F C C F C B F A E F A A
Approach Vol, veh/h 792 2366 365 116
Approach Delay, s/veh 33.6 38.2 143.2 158.4
Approach LOS C D F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 45.4 92.8 40.5 14.2 124.0 40.5
Change Period (Y+Rc), s 8.5 7.0 * 7 8.5 7.0 7.0
Max Green Setting (Gmax), s 46.9 77.6 * 34 7.5 117.0 33.0
Max Q Clear Time (g_c+I1), s 33.7 24.5 35.5 5.6 83.9 35.5
Green Ext Time (p_c), s 3.2 38.4 0.0 0.0 33.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 51.6
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
t
Queues 2026 Project PM Optimized
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT
Lane Group Flow (vph) 37 683 72 328 1995 43 157 208 116
v/c Ratio 0.50 0.41 0.09 0.81 0.86 0.04 0.87 0.49 0.43
Control Delay 106.4 31.6 0.2 80.0 28.3 0.3 111.1 11.1 58.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 106.4 31.6 0.2 80.0 28.3 0.3 111.1 11.1 58.4
Queue Length 50th (ft) 43 272 0 364 933 0 178 0 99
Queue Length 95th (ft) 81 318 0 477 1097 2 219 28 131
Internal Link Dist (ft)1364 1453 128 794
Turn Bay Length (ft) 465 440 330 345
Base Capacity (vph)76 1681 839 479 2323 1095 213 466 312
Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.49 0.41 0.09 0.68 0.86 0.04 0.74 0.45 0.37
Intersection Summary
HCM 6th Signalized Intersection Summary 2026 Project Midday Saturday
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 25 500 37 147 735 25 38 15 124 15 16 20
Future Volume (veh/h) 25 500 37 147 735 25 38 15 124 15 16 20
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885
Adj Flow Rate, veh/h 30 610 45 158 790 27 51 20 165 20 22 27
Peak Hour Factor 0.82 0.82 0.82 0.93 0.93 0.93 0.75 0.75 0.75 0.74 0.74 0.74
Percent Heavy Veh, %141141111111
Cap, veh/h 51 2347 1072 176 2591 1183 103 35 154 39 42 34
Arrive On Green 0.03 0.67 0.67 0.10 0.74 0.74 0.10 0.10 0.10 0.10 0.10 0.10
Sat Flow, veh/h 1795 3497 1598 1795 3497 1598 677 356 1588 119 432 354
Grp Volume(v), veh/h 30 610 45 158 790 27 71 0 165 69 0 0
Grp Sat Flow(s),veh/h/ln 1795 1749 1598 1795 1749 1598 1033 0 1588 905 0 0
Q Serve(g_s), s 2.8 11.7 1.6 14.7 12.7 0.8 0.0 0.0 16.4 2.2 0.0 0.0
Cycle Q Clear(g_c), s 2.8 11.7 1.6 14.7 12.7 0.8 12.0 0.0 16.4 14.2 0.0 0.0
Prop In Lane 1.00 1.00 1.00 1.00 0.72 1.00 0.29 0.39
Lane Grp Cap(c), veh/h 51 2347 1072 176 2591 1183 137 0 154 116 0 0
V/C Ratio(X) 0.59 0.26 0.04 0.90 0.30 0.02 0.52 0.00 1.07 0.60 0.00 0.00
Avail Cap(c_a), veh/h 69 2347 1072 176 2591 1183 239 0 264 225 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 80.8 11.0 9.4 75.1 7.3 5.8 73.6 0.0 76.0 73.4 0.0 0.0
Incr Delay (d2), s/veh 14.4 0.3 0.1 45.3 0.3 0.0 4.3 0.0 69.7 6.8 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.5 4.3 0.5 8.8 4.2 0.2 3.2 0.0 9.7 3.2 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 95.2 11.3 9.4 120.4 7.6 5.8 77.9 0.0 145.7 80.3 0.0 0.0
LnGrp LOS F B A F AAEAFFAA
Approach Vol, veh/h 685 975 236 69
Approach Delay, s/veh 14.8 25.8 125.3 80.3
Approach LOS B C F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 25.0 120.0 23.4 13.3 131.7 23.4
Change Period (Y+Rc), s 8.5 7.0 * 7 8.5 7.0 7.0
Max Green Setting (Gmax), s 16.5 113.0 * 29 6.5 123.0 28.0
Max Q Clear Time (g_c+I1), s 16.7 13.7 16.2 4.8 14.7 14.0
Green Ext Time (p_c), s 0.0 52.0 0.2 0.0 75.3 0.1
Intersection Summary
HCM 6th Ctrl Delay 35.9
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
t
Queues 2026 Project Midday Saturday
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT
Lane Group Flow (vph) 30 610 45 158 790 27 71 165 69
v/c Ratio 0.44 0.26 0.04 0.91 0.31 0.02 0.51 0.53 0.38
Control Delay 103.3 12.7 0.1 122.5 9.5 0.0 83.6 14.7 59.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 103.3 12.7 0.1 122.5 9.5 0.0 83.6 14.7 59.7
Queue Length 50th (ft) 33 129 0 174 142 0 76 0 57
Queue Length 95th (ft) 72 202 0 #373 263 0 107 29 85
Internal Link Dist (ft)1364 1453 128 794
Turn Bay Length (ft) 465 440 330 345
Base Capacity (vph)68 2312 1107 174 2516 1180 235 411 291
Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.44 0.26 0.04 0.91 0.31 0.02 0.30 0.40 0.24
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HC
M
6
t
h
T
W
S
C
20
2
6
P
r
o
j
e
c
t
M
i
d
d
a
y
S
a
t
u
r
d
a
y
2:
C
o
u
n
t
y
R
o
a
d
1
0
0
/
C
o
u
n
t
y
R
o
a
d
1
0
0
&
O
l
d
S
H
8
2
F
r
o
n
t
a
g
e
R
o
a
d
Mc
C
l
u
r
e
R
i
v
e
r
R
a
n
c
h
P
U
D
T
r
a
f
f
i
c
I
m
p
a
c
t
S
t
u
d
y
-
C
a
r
b
o
n
d
a
l
e
,
C
O
Sy
n
c
h
r
o
1
1
R
e
p
o
r
t
Fo
x
T
u
t
t
l
e
T
r
a
n
s
p
o
r
t
a
t
i
o
n
G
r
o
u
p
In
t
e
r
s
e
c
t
i
o
n
In
t
D
e
l
a
y
,
s
/
v
e
h
3
.
2
Mo
v
e
m
e
n
t
EB
L
E
B
T
E
B
R
W
B
L
W
B
T
W
B
R
N
B
L
N
B
T
N
B
R
S
B
L
S
B
T
S
B
R
La
n
e
C
o
n
f
i
g
u
r
a
t
i
o
n
s
Tr
a
f
f
i
c
V
o
l
,
v
e
h
/
h
2
0
0
1
0
3
5
5
3
2
5
1
0
5
2
1
2
9
1
2
5
1
0
Fu
t
u
r
e
V
o
l
,
v
e
h
/
h
2
0
0
1
0
3
5
5
3
2
5
1
0
5
2
1
2
9
1
2
5
1
0
Co
n
f
l
i
c
t
i
n
g
P
e
d
s
,
#
/
h
r
0
00
0
0
0
0
0
0
0
0
0
Si
g
n
C
o
n
t
r
o
l
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
RT
C
h
a
n
n
e
l
i
z
e
d
-
-
N
o
n
e
-
-
N
o
n
e
-
-
N
o
n
e
-
-
N
o
n
e
St
o
r
a
g
e
L
e
n
g
t
h
-
--
-
-
-
-
-
-
-
-
-
Ve
h
i
n
M
e
d
i
a
n
S
t
o
r
a
g
e
,
#
-
0
-
-
0
-
-
0
-
-
0
-
Gr
a
d
e
,
%
-
0
-
-
0
-
-
0
-
-
0
-
Pe
a
k
H
o
u
r
F
a
c
t
o
r
9
3
9
3
9
3
9
3
9
3
9
3
8
1
8
1
8
1
6
9
6
9
6
9
He
a
v
y
V
e
h
i
c
l
e
s
,
%
1
11
1
1
1
1
1
1
1
1
1
Mv
m
t
F
l
o
w
22
0
1
1
3
8
5
3
4
6
1
3
0
2
6
4
2
1
8
1
1
4
Ma
j
o
r
/
M
i
n
o
r
M
i
n
o
r
2
Mi
n
o
r
1
Ma
j
o
r
1
Ma
j
o
r
2
Co
n
f
l
i
c
t
i
n
g
F
l
o
w
A
l
l
4
4
7
4
4
0
1
8
8
4
3
3
4
3
4
1
4
3
1
9
5
0
0
1
5
6
0
0
S
t
a
g
e
1
2
7
2
2
7
2
-
1
5
5
1
5
5
--
-
-
-
-
-
S
t
a
g
e
2
1
7
5
1
6
8
-
2
7
8
2
7
9
--
-
-
-
-
-
Cr
i
t
i
c
a
l
H
d
w
y
7
.
1
1
6
.
5
1
6
.
2
1
7
.
1
1
6
.
5
1
6
.
2
1
4
.
1
1
-
-
4
.
1
1
-
-
Cr
i
t
i
c
a
l
H
d
w
y
S
t
g
1
6
.
1
1
5
.
5
1
-
6
.
1
1
5
.
5
1
--
-
-
-
-
-
Cr
i
t
i
c
a
l
H
d
w
y
S
t
g
2
6
.
1
1
5
.
5
1
-
6
.
1
1
5
.
5
1
--
-
-
-
-
-
Fo
l
l
o
w
-
u
p
H
d
w
y
3
.
5
0
9
4
.
0
0
9
3
.
3
0
9
3
.
5
0
9
4
.
0
0
9
3
.
3
0
9
2
.
2
0
9
-
-
2
.
2
0
9
-
-
Po
t
C
a
p
-
1
M
a
n
e
u
v
e
r
5
2
3
5
1
3
8
5
7
5
3
5
5
1
7
9
0
7
1
3
8
4
-
-
1
4
3
0
-
-
S
t
a
g
e
1
7
3
6
6
8
6
-
8
5
0
7
7
1
--
-
-
-
-
-
S
t
a
g
e
2
8
2
9
7
6
1
-
7
3
1
6
8
2
--
-
-
-
-
-
Pl
a
t
o
o
n
b
l
o
c
k
e
d
,
%
-
-
-
-
Mo
v
C
a
p
-
1
M
a
n
e
u
v
e
r
4
8
5
4
9
4
8
5
7
5
1
3
4
9
7
9
0
7
1
3
8
4
-
-
1
4
3
0
-
-
Mo
v
C
a
p
-
2
M
a
n
e
u
v
e
r
4
8
5
4
9
4
-
5
1
3
4
9
7
--
-
-
-
-
-
S
t
a
g
e
1
7
3
2
6
6
3
-
8
4
6
7
6
7
--
-
-
-
-
-
S
t
a
g
e
2
7
8
8
7
5
7
-
6
9
8
6
5
9
--
-
-
-
-
-
Ap
p
r
o
a
c
h
EB
WB
NB
SB
HC
M
C
o
n
t
r
o
l
D
e
l
a
y
,
s
1
1
.
7
11
.
5
0.
3
1.
3
HC
M
L
O
S
B
B
Mi
n
o
r
L
a
n
e
/
M
a
j
o
r
M
v
m
t
N
B
L
N
B
T
N
B
R
E
B
L
n
1
W
B
L
n
1
S
B
L
S
B
T
S
B
R
Ca
p
a
c
i
t
y
(
v
e
h
/
h
)
13
8
4
-
-
5
6
7
6
3
4
1
4
3
0
-
-
HC
M
L
a
n
e
V
/
C
R
a
t
i
o
0
.
0
0
4
-
-
0
.
0
5
7
0
.
1
2
2
0
.
0
2
9
-
-
HC
M
C
o
n
t
r
o
l
D
e
l
a
y
(
s
)
7
.
6
0
-
1
1
.
7
1
1
.
5
7
.
6
0
-
HC
M
L
a
n
e
L
O
S
A
A
-
BB
A
A
-
HC
M
9
5
t
h
%
t
i
l
e
Q
(
v
e
h
)
0
-
-
0
.
2
0
.
4
0
.
1
-
-
4
4
4
4
HCM 6th TWSC 2026 Project Midday Saturday
3: Valley Road/JW Drive & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
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 5 594 5 32 817 10 10 0 15 5 0 55
Future Vol, veh/h 5 594 5 32 817 10 10 0 15 5 0 55
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - Free - - Free - - Free - - Free
Storage Length 425 - 450 580 - 480 - - 50 - - 20
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 90 90 90 73 73 73 74 74 74
Heavy Vehicles, % 1 41141111111
Mvmt Flow 6 683 6 36 908 11 14 0 21 7 0 74
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 908 0 - 683 0 0 1221 1675 - 1334 1675 -
Stage 1 ------695695-980980-
Stage 2 ------526980-354695-
Critical Hdwy 4.12 - - 4.12 - - 7.52 6.52 - 7.52 6.52 -
Critical Hdwy Stg 1 ------6.52 5.52 - 6.52 5.52 -
Critical Hdwy Stg 2 ------6.52 5.52 - 6.52 5.52 -
Follow-up Hdwy 2.21 - - 2.21 - - 3.51 4.01 - 3.51 4.01 -
Pot Cap-1 Maneuver 752 - 0 913 - 0 137 95 0 113 95 0
Stage 1 - - 0 - - 0 401 444 0 270 328 0
Stage 2 - - 0 - - 0 506 328 0 639 444 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 752 - - 913 - - 132 91 - 109 91 -
Mov Cap-2 Maneuver ------13291-10991-
Stage 1 ------398440-268315-
Stage 2 ------486315-634440-
Approach EB WB NB SB
HCM Control Delay, s 0.1 0.3 35.4 40.2
HCM LOS E E
Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT WBL WBTSBLn1SBLn2
Capacity (veh/h)132 - 752 - 913 - 109 -
HCM Lane V/C Ratio 0.104 - 0.008 - 0.039 - 0.062 -
HCM Control Delay (s) 35.4 0 9.8 - 9.1 - 40.2 0
HCM Lane LOS E A A - A - E A
HCM 95th %tile Q(veh) 0.3 - 0 - 0.1 - 0.2 -
HCM 6th TWSC 2026 Project Midday Saturday
4: Valley Road & Old SH 82 Frontage Road
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Intersection
Int Delay, s/veh 4.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 15 20 31 15 10 21
Future Vol, veh/h 15 20 31 15 10 21
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 73 73 59 59 64 64
Heavy Vehicles, % 1 11111
Mvmt Flow 21 27 53 25 16 33
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 164 33 49 0 - 0
Stage 1 33 -----
Stage 2 131 -----
Critical Hdwy 6.41 6.21 4.11 - - -
Critical Hdwy Stg 1 5.41 -----
Critical Hdwy Stg 2 5.41 -----
Follow-up Hdwy 3.509 3.309 2.209 - - -
Pot Cap-1 Maneuver 829 1043 1564 - - -
Stage 1 992 -----
Stage 2 898 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 801 1043 1564 - - -
Mov Cap-2 Maneuver 801 -----
Stage 1 958 -----
Stage 2 898 -----
Approach EB NB SB
HCM Control Delay, s 9.1 5 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1564 - 923 - -
HCM Lane V/C Ratio 0.034 - 0.052 - -
HCM Control Delay (s) 7.4 0 9.1 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0.1 - 0.2 - -
HCM 6th TWSC 2026 Project Midday Saturday
25: Old SH 82 Frontage Road
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Intersection
Int Delay, s/veh 1.6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 40 109 21 48 20 3
Future Vol, veh/h 40 109 21 48 20 3
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 1 11111
Mvmt Flow 43 118 23 52 22 3
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 161 0 200 102
Stage 1 - - - - 102 -
Stage 2 - - - - 98 -
Critical Hdwy - - 4.11 - 6.41 6.21
Critical Hdwy Stg 1 - - - - 5.41 -
Critical Hdwy Stg 2 - - - - 5.41 -
Follow-up Hdwy - - 2.209 - 3.509 3.309
Pot Cap-1 Maneuver - - 1424 - 791 956
Stage 1 - - - - 925 -
Stage 2 - - - - 928 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1424 - 778 956
Mov Cap-2 Maneuver - - - - 778 -
Stage 1 - - - - 925 -
Stage 2 - - - - 912 -
Approach EB WB NB
HCM Control Delay, s 0 2.3 9.7
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)797 - - 1424 -
HCM Lane V/C Ratio 0.031 - - 0.016 -
HCM Control Delay (s) 9.7 - - 7.6 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -
HCM 6th TWSC 2026 Project Midday Saturday
27: Old SH 82 Frontage Road
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Intersection
Int Delay, s/veh 0.8
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 33 10 8 66 3 1
Future Vol, veh/h 33 10 8 66 3 1
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 1 11111
Mvmt Flow 36 11 9 72 3 1
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 47 0 132 42
Stage 1 - - - - 42 -
Stage 2 - - - - 90 -
Critical Hdwy - - 4.11 - 6.41 6.21
Critical Hdwy Stg 1 - - - - 5.41 -
Critical Hdwy Stg 2 - - - - 5.41 -
Follow-up Hdwy - - 2.209 - 3.509 3.309
Pot Cap-1 Maneuver - - 1567 - 864 1032
Stage 1 - - - - 983 -
Stage 2 - - - - 936 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1567 - 859 1032
Mov Cap-2 Maneuver - - - - 859 -
Stage 1 - - - - 983 -
Stage 2 - - - - 930 -
Approach EB WB NB
HCM Control Delay, s 0 0.8 9
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)897 - - 1567 -
HCM Lane V/C Ratio 0.005 - - 0.006 -
HCM Control Delay (s) 9 - - 7.3 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0 - - 0 -
HCM 6th Signalized Intersection Summary 2026 Project Midday Saturday Optimized
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 25 500 37 147 735 25 38 15 124 15 16 20
Future Volume (veh/h) 25 500 37 147 735 25 38 15 124 15 16 20
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885
Adj Flow Rate, veh/h 30 610 45 158 790 27 51 20 165 20 22 27
Peak Hour Factor 0.82 0.82 0.82 0.93 0.93 0.93 0.75 0.75 0.75 0.74 0.74 0.74
Percent Heavy Veh, %141141111111
Cap, veh/h 55 2256 1030 202 2543 1162 110 37 142 44 44 36
Arrive On Green 0.03 0.65 0.65 0.11 0.73 0.73 0.09 0.09 0.09 0.09 0.09 0.09
Sat Flow, veh/h 1795 3497 1598 1795 3497 1598 755 408 1587 135 487 400
Grp Volume(v), veh/h 30 610 45 158 790 27 71 0 165 69 0 0
Grp Sat Flow(s),veh/h/ln 1795 1749 1598 1795 1749 1598 1164 0 1587 1022 0 0
Q Serve(g_s), s 2.4 11.0 1.5 12.6 11.7 0.7 0.0 0.0 13.2 1.7 0.0 0.0
Cycle Q Clear(g_c), s 2.4 11.0 1.5 12.6 11.7 0.7 9.2 0.0 13.2 10.9 0.0 0.0
Prop In Lane 1.00 1.00 1.00 1.00 0.72 1.00 0.29 0.39
Lane Grp Cap(c), veh/h 55 2256 1030 202 2543 1162 146 0 142 123 0 0
V/C Ratio(X) 0.55 0.27 0.04 0.78 0.31 0.02 0.49 0.00 1.16 0.56 0.00 0.00
Avail Cap(c_a), veh/h 201 2256 1030 506 2543 1162 355 0 367 344 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 70.4 11.2 9.5 63.6 7.1 5.6 64.9 0.0 67.0 64.7 0.0 0.0
Incr Delay (d2), s/veh 11.7 0.3 0.1 25.5 0.3 0.0 3.5 0.0 93.7 5.6 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.3 4.0 0.5 7.0 3.8 0.2 2.7 0.0 9.1 2.8 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 82.1 11.5 9.6 89.0 7.4 5.6 68.4 0.0 160.7 70.3 0.0 0.0
LnGrp LOS F B A F AAEAFEAA
Approach Vol, veh/h 685 975 236 69
Approach Delay, s/veh 14.5 20.6 132.9 70.3
Approach LOS B C F E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 25.0 101.9 20.2 13.0 114.0 20.2
Change Period (Y+Rc), s 8.5 7.0 * 7 8.5 7.0 7.0
Max Green Setting (Gmax), s 41.5 82.0 * 35 16.5 107.0 34.0
Max Q Clear Time (g_c+I1), s 14.6 13.0 12.9 4.4 13.7 11.2
Green Ext Time (p_c), s 1.9 42.1 0.3 0.0 67.7 0.1
Intersection Summary
HCM 6th Ctrl Delay 33.7
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
t
Queues 2026 Project Midday Saturday Optimized
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT
Lane Group Flow (vph) 30 610 45 158 790 27 71 165 69
v/c Ratio 0.29 0.29 0.04 0.61 0.32 0.02 0.56 0.56 0.43
Control Delay 77.0 15.2 0.1 71.2 9.7 0.0 83.6 16.2 57.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 77.0 15.2 0.1 71.2 9.7 0.0 83.6 16.2 57.9
Queue Length 50th (ft) 29 142 0 149 147 0 69 0 50
Queue Length 95th (ft) 62 194 0 231 216 0 105 33 82
Internal Link Dist (ft)1364 1453 128 794
Turn Bay Length (ft) 465 440 330 345
Base Capacity (vph) 193 2131 1031 486 2435 1144 307 479 364
Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.16 0.29 0.04 0.33 0.32 0.02 0.23 0.34 0.19
Intersection Summary
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Intersection Capacity Worksheets:
2040 Background + Project
HCM 6th Signalized Intersection Summary 2045 Project AM
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 15 2295 114 97 465 10 33 11 275 50 25 20
Future Volume (veh/h) 15 2295 114 97 465 10 33 11 275 50 25 20
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885
Adj Flow Rate, veh/h 18 2799 139 104 500 11 44 15 367 68 34 27
Peak Hour Factor 0.82 0.82 0.82 0.93 0.93 0.93 0.75 0.75 0.75 0.74 0.74 0.74
Percent Heavy Veh, %141141111111
Cap, veh/h 41 2299 1050 126 2465 1126 157 49 228 97 48 30
Arrive On Green 0.02 0.66 0.66 0.07 0.70 0.70 0.14 0.14 0.14 0.14 0.14 0.14
Sat Flow, veh/h 1795 3497 1598 1795 3497 1598 846 340 1591 459 332 209
Grp Volume(v), veh/h 18 2799 139 104 500 11 59 0 367 129 0 0
Grp Sat Flow(s),veh/h/ln 1795 1749 1598 1795 1749 1598 1186 0 1591 1000 0 0
Q Serve(g_s), s 1.7 114.7 5.7 10.0 8.6 0.4 0.0 0.0 25.0 15.1 0.0 0.0
Cycle Q Clear(g_c), s 1.7 114.7 5.7 10.0 8.6 0.4 7.7 0.0 25.0 22.8 0.0 0.0
Prop In Lane 1.00 1.00 1.00 1.00 0.75 1.00 0.53 0.21
Lane Grp Cap(c), veh/h 41 2299 1050 126 2465 1126 206 0 228 175 0 0
V/C Ratio(X) 0.44 1.22 0.13 0.82 0.20 0.01 0.29 0.00 1.61 0.74 0.00 0.00
Avail Cap(c_a), veh/h 67 2299 1050 170 2465 1126 231 0 255 200 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 84.1 29.9 11.2 80.0 8.9 7.7 67.2 0.0 74.8 75.5 0.0 0.0
Incr Delay (d2), s/veh 10.1 102.0 0.3 43.0 0.2 0.0 1.1 0.0 294.2 13.3 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.9 74.9 2.0 6.0 3.1 0.1 2.5 0.0 28.9 6.4 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 94.2 131.9 11.5 123.0 9.1 7.7 68.2 0.0 368.9 88.8 0.0 0.0
LnGrp LOS F F B F AAEAFFAA
Approach Vol, veh/h 2956 615 426 129
Approach Delay, s/veh 126.0 28.3 327.3 88.8
Approach LOS F C F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 20.8 121.7 32.0 12.5 130.0 32.0
Change Period (Y+Rc), s 8.5 7.0 * 7 8.5 7.0 7.0
Max Green Setting (Gmax), s 16.5 113.0 * 29 6.5 123.0 28.0
Max Q Clear Time (g_c+I1), s 12.0 116.7 24.8 3.7 10.6 9.7
Green Ext Time (p_c), s 0.3 0.0 0.2 0.0 43.5 0.1
Intersection Summary
HCM 6th Ctrl Delay 131.1
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
t
Queues 2045 Project AM
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT
Lane Group Flow (vph) 18 2799 139 104 500 11 59 367 129
v/c Ratio 0.29 1.29 0.13 0.67 0.21 0.01 0.29 1.01 0.52
Control Delay 97.9 165.4 3.0 101.1 11.6 0.0 70.5 97.0 73.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 97.9 165.4 3.0 101.1 11.6 0.0 70.5 97.0 73.9
Queue Length 50th (ft) 21 ~2200 5 121 108 0 63 ~333 136
Queue Length 95th (ft) 49 #2123 29 #208 157 0 94 330 170
Internal Link Dist (ft)1364 1453 128 794
Turn Bay Length (ft) 465 440 330 345
Base Capacity (vph)63 2168 1046 162 2348 1106 205 364 248
Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.29 1.29 0.13 0.64 0.21 0.01 0.29 1.01 0.52
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HC
M
6
t
h
T
W
S
C
20
4
5
P
r
o
j
e
c
t
A
M
2:
C
o
u
n
t
y
R
o
a
d
1
0
0
/
C
o
u
n
t
y
R
o
a
d
1
0
0
&
O
l
d
S
H
8
2
F
r
o
n
t
a
g
e
R
o
a
d
Mc
C
l
u
r
e
R
i
v
e
r
R
a
n
c
h
P
U
D
T
r
a
f
f
i
c
I
m
p
a
c
t
S
t
u
d
y
-
C
a
r
b
o
n
d
a
l
e
,
C
O
Sy
n
c
h
r
o
1
1
R
e
p
o
r
t
Fo
x
T
u
t
t
l
e
T
r
a
n
s
p
o
r
t
a
t
i
o
n
G
r
o
u
p
In
t
e
r
s
e
c
t
i
o
n
In
t
D
e
l
a
y
,
s
/
v
e
h
5
.
8
Mo
v
e
m
e
n
t
EB
L
E
B
T
E
B
R
W
B
L
W
B
T
W
B
R
N
B
L
N
B
T
N
B
R
S
B
L
S
B
T
S
B
R
La
n
e
C
o
n
f
i
g
u
r
a
t
i
o
n
s
Tr
a
f
f
i
c
V
o
l
,
v
e
h
/
h
4
0
5
1
0
6
1
0
5
8
1
0
2
9
5
9
5
9
5
1
2
5
1
0
Fu
t
u
r
e
V
o
l
,
v
e
h
/
h
4
0
5
1
0
6
1
0
5
8
1
0
2
9
5
9
5
9
5
1
2
5
1
0
Co
n
f
l
i
c
t
i
n
g
P
e
d
s
,
#
/
h
r
0
00
0
0
0
0
0
0
0
0
0
Si
g
n
C
o
n
t
r
o
l
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
RT
C
h
a
n
n
e
l
i
z
e
d
-
-
N
o
n
e
-
-
N
o
n
e
-
-
N
o
n
e
-
-
N
o
n
e
St
o
r
a
g
e
L
e
n
g
t
h
-
--
-
-
-
-
-
-
-
-
-
Ve
h
i
n
M
e
d
i
a
n
S
t
o
r
a
g
e
,
#
-
0
-
-
0
-
-
0
-
-
0
-
Gr
a
d
e
,
%
-
0
-
-
0
-
-
0
-
-
0
-
Pe
a
k
H
o
u
r
F
a
c
t
o
r
9
3
9
3
9
3
9
3
9
3
9
3
8
1
8
1
8
1
6
9
6
9
6
9
He
a
v
y
V
e
h
i
c
l
e
s
,
%
1
11
1
1
1
1
1
1
1
1
1
Mv
m
t
F
l
o
w
43
5
1
1
6
6
0
6
2
1
2
3
6
4
1
1
7
1
3
8
1
8
1
1
4
Ma
j
o
r
/
M
i
n
o
r
M
i
n
o
r
2
Mi
n
o
r
1
Ma
j
o
r
1
Ma
j
o
r
2
Co
n
f
l
i
c
t
i
n
g
F
l
o
w
A
l
l
9
4
2
9
6
9
1
8
8
9
1
9
9
1
8
4
2
3
1
9
5
0
0
4
8
1
0
0
S
t
a
g
e
1
4
6
4
4
6
4
-
4
4
7
4
4
7
--
-
-
-
-
-
S
t
a
g
e
2
4
7
8
5
0
5
-
4
7
2
4
7
1
--
-
-
-
-
-
Cr
i
t
i
c
a
l
H
d
w
y
7
.
1
1
6
.
5
1
6
.
2
1
7
.
1
1
6
.
5
1
6
.
2
1
4
.
1
1
-
-
4
.
1
1
-
-
Cr
i
t
i
c
a
l
H
d
w
y
S
t
g
1
6
.
1
1
5
.
5
1
-
6
.
1
1
5
.
5
1
--
-
-
-
-
-
Cr
i
t
i
c
a
l
H
d
w
y
S
t
g
2
6
.
1
1
5
.
5
1
-
6
.
1
1
5
.
5
1
--
-
-
-
-
-
Fo
l
l
o
w
-
u
p
H
d
w
y
3
.
5
0
9
4
.
0
0
9
3
.
3
0
9
3
.
5
0
9
4
.
0
0
9
3
.
3
0
9
2
.
2
0
9
-
-
2
.
2
0
9
-
-
Po
t
C
a
p
-
1
M
a
n
e
u
v
e
r
2
4
4
2
5
5
8
5
7
2
5
3
2
7
3
6
3
3
1
3
8
4
-
-
1
0
8
7
-
-
S
t
a
g
e
1
5
8
0
5
6
5
-
5
9
3
5
7
5
--
-
-
-
-
-
S
t
a
g
e
2
5
7
0
5
4
2
-
5
7
4
5
6
1
--
-
-
-
-
-
Pl
a
t
o
o
n
b
l
o
c
k
e
d
,
%
-
-
-
-
Mo
v
C
a
p
-
1
M
a
n
e
u
v
e
r
1
9
4
2
1
6
8
5
7
2
1
6
2
3
1
6
3
3
1
3
8
4
-
-
1
0
8
7
-
-
Mo
v
C
a
p
-
2
M
a
n
e
u
v
e
r
1
9
4
2
1
6
-
2
1
6
2
3
1
--
-
-
-
-
-
S
t
a
g
e
1
5
7
3
4
8
4
-
5
8
6
5
6
8
--
-
-
-
-
-
S
t
a
g
e
2
5
0
8
5
3
5
-
4
8
0
4
8
1
--
-
-
-
-
-
Ap
p
r
o
a
c
h
EB
WB
NB
SB
HC
M
C
o
n
t
r
o
l
D
e
l
a
y
,
s
2
6
.
2
23
.
7
0.
2
3.
6
HC
M
L
O
S
D
C
Mi
n
o
r
L
a
n
e
/
M
a
j
o
r
M
v
m
t
N
B
L
N
B
T
N
B
R
E
B
L
n
1
W
B
L
n
1
S
B
L
S
B
T
S
B
R
Ca
p
a
c
i
t
y
(
v
e
h
/
h
)
13
8
4
-
-
2
2
8
3
1
8
1
0
8
7
-
-
HC
M
L
a
n
e
V
/
C
R
a
t
i
o
0
.
0
0
9
-
-
0
.
2
5
9
0
.
4
0
2
0
.
1
2
7
-
-
HC
M
C
o
n
t
r
o
l
D
e
l
a
y
(
s
)
7
.
6
0
-
2
6
.
2
2
3
.
7
8
.
8
0
-
HC
M
L
a
n
e
L
O
S
A
A
-
D
C
A
A
-
HC
M
9
5
t
h
%
t
i
l
e
Q
(
v
e
h
)
0
-
-
1
1
.
9
0
.
4
-
-
4
4
4
4
HCM 6th TWSC 2045 Project AM
3: Valley Road/JW Drive & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Intersection
Int Delay, s/veh 49.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 70 2045 20 15 642 30 15 0 71 65 0 5
Future Vol, veh/h 70 2045 20 15 642 30 15 0 71 65 0 5
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - Free - - Free - - Free - - Free
Storage Length 425 - 450 580 - 480 - - 50 - - 20
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 90 90 90 73 73 73 74 74 74
Heavy Vehicles, % 1 41141111111
Mvmt Flow 80 2351 23 17 713 33 21 0 97 88 0 7
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 713 0 - 2351 0 0 2902 3258 - 2083 3258 -
Stage 1 ------2511 2511 - 747 747 -
Stage 2 ------391747-1336 2511 -
Critical Hdwy 4.12 - - 4.12 - - 7.52 6.52 - 7.52 6.52 -
Critical Hdwy Stg 1 ------6.52 5.52 - 6.52 5.52 -
Critical Hdwy Stg 2 ------6.52 5.52 - 6.52 5.52 -
Follow-up Hdwy 2.21 - - 2.21 - - 3.51 4.01 - 3.51 4.01 -
Pot Cap-1 Maneuver 889 - 0 209 - 0 ~ 7 9 0 ~ 31 9 0
Stage 1 - - 0 - - 0 29 57 0 373 421 0
Stage 2 - - 0 - - 0 608 421 0 163 57 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 889 - - 209 - - ~ 6 8 - ~ 27 8 -
Mov Cap-2 Maneuver ------~ 68-~ 278-
Stage 1 ------2652-339387-
Stage 2 ------559387-14852-
Approach EB WB NB SB
HCM Control Delay, s 0.3 0.5 $ 2256.1 $ 1317.8
HCM LOS F F
Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT WBL WBTSBLn1SBLn2
Capacity (veh/h)6 - 889 - 209 - 27 -
HCM Lane V/C Ratio 3.425 - 0.091 - 0.08 - 3.253 -
HCM Control Delay (s) $ 2256.1 0 9.5 - 23.7 -$ 1317.8 0
HCM Lane LOS F A A - C - F A
HCM 95th %tile Q(veh) 3.8 - 0.3 - 0.3 - 10.7 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
HCM 6th TWSC 2045 Project AM
4: Valley Road & Old SH 82 Frontage Road
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Intersection
Int Delay, s/veh 4.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 51 21 20 35 20 15
Future Vol, veh/h 51 21 20 35 20 15
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 73 73 59 59 64 64
Heavy Vehicles, % 1 11111
Mvmt Flow 70 29 34 59 31 23
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 170 43 54 0 - 0
Stage 1 43 -----
Stage 2 127 -----
Critical Hdwy 6.41 6.21 4.11 - - -
Critical Hdwy Stg 1 5.41 -----
Critical Hdwy Stg 2 5.41 -----
Follow-up Hdwy 3.509 3.309 2.209 - - -
Pot Cap-1 Maneuver 823 1030 1558 - - -
Stage 1 982 -----
Stage 2 901 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 804 1030 1558 - - -
Mov Cap-2 Maneuver 804 -----
Stage 1 959 -----
Stage 2 901 -----
Approach EB NB SB
HCM Control Delay, s 9.7 2.7 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1558 - 859 - -
HCM Lane V/C Ratio 0.022 - 0.115 - -
HCM Control Delay (s) 7.4 0 9.7 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0.1 - 0.4 - -
HCM 6th TWSC 2045 Project AM
25: Old SH 82 Frontage Road
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Intersection
Int Delay, s/veh 0.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 51 5 0 192 16 2
Future Vol, veh/h 51 5 0 192 16 2
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 1 11111
Mvmt Flow 55 5 0 209 17 2
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 60 0 267 58
Stage 1 - - - - 58 -
Stage 2 - - - - 209 -
Critical Hdwy - - 4.11 - 6.41 6.21
Critical Hdwy Stg 1 - - - - 5.41 -
Critical Hdwy Stg 2 - - - - 5.41 -
Follow-up Hdwy - - 2.209 - 3.509 3.309
Pot Cap-1 Maneuver - - 1550 - 724 1011
Stage 1 - - - - 967 -
Stage 2 - - - - 828 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1550 - 724 1011
Mov Cap-2 Maneuver - - - - 724 -
Stage 1 - - - - 967 -
Stage 2 - - - - 828 -
Approach EB WB NB
HCM Control Delay, s 0 0 9.9
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)748 - - 1550 -
HCM Lane V/C Ratio 0.026 ----
HCM Control Delay (s) 9.9 - - 0 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) 0.1 - - 0 -
HCM 6th TWSC 2045 Project AM
26: Old SH 82 Frontage Road
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Intersection
Int Delay, s/veh 0.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 51 1 0 190 2 1
Future Vol, veh/h 51 1 0 190 2 1
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 1 11111
Mvmt Flow 55 1 0 207 2 1
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 56 0 263 56
Stage 1 - - - - 56 -
Stage 2 - - - - 207 -
Critical Hdwy - - 4.11 - 6.41 6.21
Critical Hdwy Stg 1 - - - - 5.41 -
Critical Hdwy Stg 2 - - - - 5.41 -
Follow-up Hdwy - - 2.209 - 3.509 3.309
Pot Cap-1 Maneuver - - 1555 - 728 1013
Stage 1 - - - - 969 -
Stage 2 - - - - 830 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1555 - 728 1013
Mov Cap-2 Maneuver - - - - 728 -
Stage 1 - - - - 969 -
Stage 2 - - - - 830 -
Approach EB WB NB
HCM Control Delay, s 0 0 9.5
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)803 - - 1555 -
HCM Lane V/C Ratio 0.004 ----
HCM Control Delay (s) 9.5 - - 0 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) 0 - - 0 -
HCM 6th Signalized Intersection Summary 2045 Project AM Optimized
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 15 2295 114 97 465 10 33 11 275 50 25 20
Future Volume (veh/h) 15 2295 114 97 465 10 33 11 275 50 25 20
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885
Adj Flow Rate, veh/h 18 2799 139 104 500 11 44 15 367 68 34 27
Peak Hour Factor 0.82 0.82 0.82 0.93 0.93 0.93 0.75 0.75 0.75 0.74 0.74 0.74
Percent Heavy Veh, %141141111111
Cap, veh/h 40 2403 1098 94 2509 1146 147 45 216 91 44 28
Arrive On Green 0.02 0.69 0.69 0.05 0.72 0.72 0.14 0.14 0.14 0.14 0.14 0.14
Sat Flow, veh/h 1795 3497 1598 1795 3497 1598 828 335 1591 444 327 204
Grp Volume(v), veh/h 18 2799 139 104 500 11 59 0 367 129 0 0
Grp Sat Flow(s),veh/h/ln 1795 1749 1598 1795 1749 1598 1163 0 1591 976 0 0
Q Serve(g_s), s 1.8 124.0 5.4 9.5 8.5 0.4 0.0 0.0 24.5 15.9 0.0 0.0
Cycle Q Clear(g_c), s 1.8 124.0 5.4 9.5 8.5 0.4 8.1 0.0 24.5 23.9 0.0 0.0
Prop In Lane 1.00 1.00 1.00 1.00 0.75 1.00 0.53 0.21
Lane Grp Cap(c), veh/h 40 2403 1098 94 2509 1146 193 0 216 163 0 0
V/C Ratio(X) 0.45 1.16 0.13 1.10 0.20 0.01 0.31 0.00 1.70 0.79 0.00 0.00
Avail Cap(c_a), veh/h 60 2403 1098 94 2509 1146 193 0 216 163 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 87.2 28.3 9.7 85.5 8.4 7.3 70.7 0.0 78.0 79.7 0.0 0.0
Incr Delay (d2), s/veh 11.0 79.2 0.2 122.4 0.2 0.0 1.3 0.0 334.1 23.8 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.9 71.3 1.8 7.5 3.0 0.1 2.6 0.0 30.1 7.1 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 98.2 107.4 9.9 207.9 8.6 7.3 72.0 0.0 412.1 103.5 0.0 0.0
LnGrp LOS F F A F AAEAFFAA
Approach Vol, veh/h 2956 615 426 129
Approach Delay, s/veh 102.8 42.3 365.0 103.5
Approach LOS F D F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 18.0 131.0 31.5 12.5 136.5 31.5
Change Period (Y+Rc), s 8.5 7.0 * 7 8.5 7.0 7.0
Max Green Setting (Gmax), s 9.5 124.0 * 25 6.0 127.5 24.0
Max Q Clear Time (g_c+I1), s 11.5 126.0 25.9 3.8 10.5 10.1
Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 44.1 0.1
Intersection Summary
HCM 6th Ctrl Delay 120.9
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
t
Queues 2045 Project AM Optimized
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT
Lane Group Flow (vph) 18 2799 139 104 500 11 59 367 129
v/c Ratio 0.31 1.17 0.12 1.11 0.20 0.01 0.36 1.33 0.63
Control Delay 98.4 109.5 2.5 196.3 9.2 0.0 78.0 216.0 84.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 98.4 109.5 2.5 196.3 9.2 0.0 78.0 216.0 84.8
Queue Length 50th (ft) 21 ~2063 9 ~139 99 0 65 ~481 140
Queue Length 95th (ft) 48 #1825 26 #278 123 0 97 #515 177
Internal Link Dist (ft)1364 1453 128 794
Turn Bay Length (ft) 465 440 330 345
Base Capacity (vph)59 2391 1136 94 2458 1154 164 275 204
Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.31 1.17 0.12 1.11 0.20 0.01 0.36 1.33 0.63
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM 6th Signalized Intersection Summary 2045 Project PM
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 35 665 64 335 2235 40 98 30 171 20 31 40
Future Volume (veh/h) 35 665 64 335 2235 40 98 30 171 20 31 40
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885
Adj Flow Rate, veh/h 43 811 78 360 2403 43 131 40 228 27 42 54
Peak Hour Factor 0.82 0.82 0.82 0.93 0.93 0.93 0.75 0.75 0.75 0.74 0.74 0.74
Percent Heavy Veh, %141141111111
Cap, veh/h 62 2189 1000 164 2388 1091 106 22 251 24 37 29
Arrive On Green 0.03 0.63 0.63 0.09 0.68 0.68 0.16 0.16 0.16 0.16 0.16 0.16
Sat Flow, veh/h 1795 3497 1598 1795 3497 1598 446 136 1592 0 237 185
Grp Volume(v), veh/h 43 811 78 360 2403 43 171 0 228 123 0 0
Grp Sat Flow(s),veh/h/ln 1795 1749 1598 1795 1749 1598 582 0 1592 422 0 0
Q Serve(g_s), s 4.3 20.4 3.5 16.5 123.2 1.6 0.0 0.0 25.4 0.0 0.0 0.0
Cycle Q Clear(g_c), s 4.3 20.4 3.5 16.5 123.2 1.6 28.5 0.0 25.4 28.5 0.0 0.0
Prop In Lane 1.00 1.00 1.00 1.00 0.77 1.00 0.22 0.44
Lane Grp Cap(c), veh/h 62 2189 1000 164 2388 1091 127 0 251 91 0 0
V/C Ratio(X) 0.69 0.37 0.08 2.19 1.01 0.04 1.34 0.00 0.91 1.35 0.00 0.00
Avail Cap(c_a), veh/h 65 2189 1000 164 2388 1091 127 0 251 91 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 86.1 16.4 13.3 82.0 28.6 9.3 79.9 0.0 74.7 71.9 0.0 0.0
Incr Delay (d2), s/veh 28.4 0.5 0.2 556.5 20.0 0.1 198.4 0.0 33.8 214.3 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.4 7.9 1.3 32.9 51.4 0.5 13.0 0.0 12.8 9.7 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 114.6 16.9 13.4 638.5 48.6 9.4 278.4 0.0 108.5 286.2 0.0 0.0
LnGrp LOS F B B F F A F A F F A A
Approach Vol, veh/h 932 2806 399 123
Approach Delay, s/veh 21.1 123.7 181.3 286.2
Approach LOS C F F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 25.0 120.0 35.5 14.8 130.2 35.5
Change Period (Y+Rc), s 8.5 7.0 * 7 8.5 7.0 7.0
Max Green Setting (Gmax), s 16.5 113.0 * 29 6.5 123.0 28.0
Max Q Clear Time (g_c+I1), s 18.5 22.4 30.5 6.3 125.2 30.5
Green Ext Time (p_c), s 0.0 66.7 0.0 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 111.3
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
t
Queues 2045 Project PM
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT
Lane Group Flow (vph) 43 811 78 360 2403 43 171 228 123
v/c Ratio 0.68 0.38 0.07 2.22 1.02 0.04 0.95 0.51 0.52
Control Delay 130.5 17.8 0.1 603.5 53.6 0.3 128.9 10.9 66.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 130.5 17.8 0.1 603.5 53.6 0.3 128.9 10.9 66.6
Queue Length 50th (ft) 51 236 0 ~680 ~1566 0 205 0 115
Queue Length 95th (ft) #111 280 0 #946 #1826 2 246 25 148
Internal Link Dist (ft)1364 1453 128 794
Turn Bay Length (ft) 465 440 330 345
Base Capacity (vph)63 2158 1042 162 2348 1106 180 448 235
Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.68 0.38 0.07 2.22 1.02 0.04 0.95 0.51 0.52
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HC
M
6
t
h
T
W
S
C
20
4
5
P
r
o
j
e
c
t
P
M
2:
C
o
u
n
t
y
R
o
a
d
1
0
0
/
C
o
u
n
t
y
R
o
a
d
1
0
0
&
O
l
d
S
H
8
2
F
r
o
n
t
a
g
e
R
o
a
d
Mc
C
l
u
r
e
R
i
v
e
r
R
a
n
c
h
P
U
D
T
r
a
f
f
i
c
I
m
p
a
c
t
S
t
u
d
y
-
C
a
r
b
o
n
d
a
l
e
,
C
O
Sy
n
c
h
r
o
1
1
R
e
p
o
r
t
Fo
x
T
u
t
t
l
e
T
r
a
n
s
p
o
r
t
a
t
i
o
n
G
r
o
u
p
In
t
e
r
s
e
c
t
i
o
n
In
t
D
e
l
a
y
,
s
/
v
e
h
7
.
3
Mo
v
e
m
e
n
t
EB
L
E
B
T
E
B
R
W
B
L
W
B
T
W
B
R
N
B
L
N
B
T
N
B
R
S
B
L
S
B
T
S
B
R
La
n
e
C
o
n
f
i
g
u
r
a
t
i
o
n
s
Tr
a
f
f
i
c
V
o
l
,
v
e
h
/
h
4
0
5
2
5
9
0
1
0
5
7
5
2
1
5
4
6
4
5
3
5
0
2
0
Fu
t
u
r
e
V
o
l
,
v
e
h
/
h
4
0
5
2
5
9
0
1
0
5
7
5
2
1
5
4
6
4
5
3
5
0
2
0
Co
n
f
l
i
c
t
i
n
g
P
e
d
s
,
#
/
h
r
0
00
0
0
0
0
0
0
0
0
0
Si
g
n
C
o
n
t
r
o
l
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
RT
C
h
a
n
n
e
l
i
z
e
d
-
-
N
o
n
e
-
-
N
o
n
e
-
-
N
o
n
e
-
-
N
o
n
e
St
o
r
a
g
e
L
e
n
g
t
h
-
--
-
-
-
-
-
-
-
-
-
Ve
h
i
n
M
e
d
i
a
n
S
t
o
r
a
g
e
,
#
-
0
-
-
0
-
-
0
-
-
0
-
Gr
a
d
e
,
%
-
0
-
-
0
-
-
0
-
-
0
-
Pe
a
k
H
o
u
r
F
a
c
t
o
r
9
3
9
3
9
3
9
3
9
3
9
3
8
1
8
1
8
1
6
9
6
9
6
9
He
a
v
y
V
e
h
i
c
l
e
s
,
%
1
11
1
1
1
1
1
1
1
1
1
Mv
m
t
F
l
o
w
43
5
2
7
9
7
1
1
6
1
6
2
6
5
5
7
6
5
5
0
7
2
9
Ma
j
o
r
/
M
i
n
o
r
M
i
n
o
r
2
Mi
n
o
r
1
Ma
j
o
r
1
Ma
j
o
r
2
Co
n
f
l
i
c
t
i
n
g
F
l
o
w
A
l
l
9
9
4
9
8
6
5
2
2
9
7
4
9
7
2
2
9
4
5
3
6
0
0
3
2
2
0
0
S
t
a
g
e
1
6
5
2
6
5
2
-
3
0
6
3
0
6
--
-
-
-
-
-
S
t
a
g
e
2
3
4
2
3
3
4
-
6
6
8
6
6
6
--
-
-
-
-
-
Cr
i
t
i
c
a
l
H
d
w
y
7
.
1
1
6
.
5
1
6
.
2
1
7
.
1
1
6
.
5
1
6
.
2
1
4
.
1
1
-
-
4
.
1
1
-
-
Cr
i
t
i
c
a
l
H
d
w
y
S
t
g
1
6
.
1
1
5
.
5
1
-
6
.
1
1
5
.
5
1
--
-
-
-
-
-
Cr
i
t
i
c
a
l
H
d
w
y
S
t
g
2
6
.
1
1
5
.
5
1
-
6
.
1
1
5
.
5
1
--
-
-
-
-
-
Fo
l
l
o
w
-
u
p
H
d
w
y
3
.
5
0
9
4
.
0
0
9
3
.
3
0
9
3
.
5
0
9
4
.
0
0
9
3
.
3
0
9
2
.
2
0
9
-
-
2
.
2
0
9
-
-
Po
t
C
a
p
-
1
M
a
n
e
u
v
e
r
2
2
5
2
4
9
5
5
7
2
3
2
2
5
3
7
4
8
1
0
3
7
-
-
1
2
4
4
-
-
S
t
a
g
e
1
4
5
8
4
6
6
-
7
0
6
6
6
3
--
-
-
-
-
-
S
t
a
g
e
2
6
7
5
6
4
5
-
4
4
9
4
5
9
--
-
-
-
-
-
Pl
a
t
o
o
n
b
l
o
c
k
e
d
,
%
-
-
-
-
Mo
v
C
a
p
-
1
M
a
n
e
u
v
e
r
1
8
7
2
2
9
5
5
7
2
0
3
2
3
3
7
4
8
1
0
3
7
-
-
1
2
4
4
-
-
Mo
v
C
a
p
-
2
M
a
n
e
u
v
e
r
1
8
7
2
2
9
-
2
0
3
2
3
3
--
-
-
-
-
-
S
t
a
g
e
1
4
5
5
4
3
1
-
7
0
1
6
5
8
--
-
-
-
-
-
S
t
a
g
e
2
6
0
5
6
4
0
-
3
9
0
4
2
5
--
-
-
-
-
-
Ap
p
r
o
a
c
h
EB
WB
NB
SB
HC
M
C
o
n
t
r
o
l
D
e
l
a
y
,
s
2
5
.
6
35
.
9
0.
2
0.
9
HC
M
L
O
S
D
E
Mi
n
o
r
L
a
n
e
/
M
a
j
o
r
M
v
m
t
N
B
L
N
B
T
N
B
R
E
B
L
n
1
W
B
L
n
1
S
B
L
S
B
T
S
B
R
Ca
p
a
c
i
t
y
(
v
e
h
/
h
)
10
3
7
-
-
2
4
9
2
7
9
1
2
4
4
-
-
HC
M
L
a
n
e
V
/
C
R
a
t
i
o
0
.
0
0
6
-
-
0
.
3
0
2
0
.
6
0
5
0
.
0
5
2
-
-
HC
M
C
o
n
t
r
o
l
D
e
l
a
y
(
s
)
8
.
5
0
-
2
5
.
6
3
5
.
9
8
.
1
0
-
HC
M
L
a
n
e
L
O
S
A
A
-
D
E
A
A
-
HC
M
9
5
t
h
%
t
i
l
e
Q
(
v
e
h
)
0
-
-
1
.
2
3
.
6
0
.
2
-
-
4
4
4
4
HCM 6th TWSC 2045 Project PM
3: Valley Road/JW Drive & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Intersection
Int Delay, s/veh 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 90 961 20 36 1940 50 20 5 46 15 5 65
Future Vol, veh/h 90 961 20 36 1940 50 20 5 46 15 5 65
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - Free - - Free - - Free - - Free
Storage Length 425 - 450 580 - 480 - - 50 - - 20
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 90 90 90 73 73 73 74 74 74
Heavy Vehicles, % 1 41141111111
Mvmt Flow 103 1105 23 40 2156 56 27 7 63 20 7 88
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 2156 0 - 1105 0 0 2473 3547 - 2998 3547 -
Stage 1 ------1311 1311 - 2236 2236 -
Stage 2 ------1162 2236 - 762 1311 -
Critical Hdwy 4.12 - - 4.12 - - 7.52 6.52 - 7.52 6.52 -
Critical Hdwy Stg 1 ------6.52 5.52 - 6.52 5.52 -
Critical Hdwy Stg 2 ------6.52 5.52 - 6.52 5.52 -
Follow-up Hdwy 2.21 - - 2.21 - - 3.51 4.01 - 3.51 4.01 -
Pot Cap-1 Maneuver 249 - 0 633 - 0 ~ 16 ~ 6 0 ~ 6 ~ 6 0
Stage 1 - - 0 - - 0 169 229 0 44 79 0
Stage 2 - - 0 - - 0 209 79 0 366 229 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 249 - - 633 - - - ~ 3 - - ~ 3 -
Mov Cap-2 Maneuver -------~ 3--~ 3-
Stage 1 ------99134-2674-
Stage 2 ------17874-204134-
Approach EB WB NB SB
HCM Control Delay, s 2.5 0.2
HCM LOS --
Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT WBL WBTSBLn1SBLn2
Capacity (veh/h)- - 249 - 633 - - -
HCM Lane V/C Ratio - - 0.415 - 0.063 - - -
HCM Control Delay (s) - 0 29.4 - 11.1 - - 0
HCM Lane LOS - A D - B - - A
HCM 95th %tile Q(veh) - - 1.9 - 0.2 - - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
HCM 6th TWSC 2045 Project PM
4: Valley Road & Old SH 82 Frontage Road
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Intersection
Int Delay, s/veh 5.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 36 30 71 30 30 36
Future Vol, veh/h 36 30 71 30 30 36
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 73 73 59 59 64 64
Heavy Vehicles, % 1 11111
Mvmt Flow 49 41 120 51 47 56
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 366 75 103 0 - 0
Stage 1 75 -----
Stage 2 291 -----
Critical Hdwy 6.41 6.21 4.11 - - -
Critical Hdwy Stg 1 5.41 -----
Critical Hdwy Stg 2 5.41 -----
Follow-up Hdwy 3.509 3.309 2.209 - - -
Pot Cap-1 Maneuver 636 989 1495 - - -
Stage 1 950 -----
Stage 2 761 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 583 989 1495 - - -
Mov Cap-2 Maneuver 583 -----
Stage 1 871 -----
Stage 2 761 -----
Approach EB NB SB
HCM Control Delay, s 10.7 5.4 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1495 - 717 - -
HCM Lane V/C Ratio 0.08 - 0.126 - -
HCM Control Delay (s) 7.6 0 10.7 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.3 - 0.4 - -
HCM 6th TWSC 2045 Project PM
25: Old SH 82 Frontage Road
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Intersection
Int Delay, s/veh 0.9
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 72 8 1 91 15 3
Future Vol, veh/h 72 8 1 91 15 3
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 1 11111
Mvmt Flow 78 9 1 99 16 3
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 87 0 184 83
Stage 1 - - - - 83 -
Stage 2 - - - - 101 -
Critical Hdwy - - 4.11 - 6.41 6.21
Critical Hdwy Stg 1 - - - - 5.41 -
Critical Hdwy Stg 2 - - - - 5.41 -
Follow-up Hdwy - - 2.209 - 3.509 3.309
Pot Cap-1 Maneuver - - 1515 - 808 979
Stage 1 - - - - 943 -
Stage 2 - - - - 926 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1515 - 807 979
Mov Cap-2 Maneuver - - - - 807 -
Stage 1 - - - - 943 -
Stage 2 - - - - 925 -
Approach EB WB NB
HCM Control Delay, s 0 0.1 9.4
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)831 - - 1515 -
HCM Lane V/C Ratio 0.024 - - 0.001 -
HCM Control Delay (s) 9.4 - - 7.4 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -
HCM 6th TWSC 2045 Project PM
26: Old SH 82 Frontage Road
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Intersection
Int Delay, s/veh 0.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 71 2 1 91 1 0
Future Vol, veh/h 71 2 1 91 1 0
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 1 11111
Mvmt Flow 77 2 1 99 1 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 79 0 179 78
Stage 1 - - - - 78 -
Stage 2 - - - - 101 -
Critical Hdwy - - 4.11 - 6.41 6.21
Critical Hdwy Stg 1 - - - - 5.41 -
Critical Hdwy Stg 2 - - - - 5.41 -
Follow-up Hdwy - - 2.209 - 3.509 3.309
Pot Cap-1 Maneuver - - 1526 - 813 985
Stage 1 - - - - 948 -
Stage 2 - - - - 926 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1526 - 812 985
Mov Cap-2 Maneuver - - - - 812 -
Stage 1 - - - - 948 -
Stage 2 - - - - 925 -
Approach EB WB NB
HCM Control Delay, s 0 0.1 9.4
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)812 - - 1526 -
HCM Lane V/C Ratio 0.001 - - 0.001 -
HCM Control Delay (s) 9.4 - - 7.4 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0 - - 0 -
HCM 6th Signalized Intersection Summary 2045 Project PM Optimized
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 35 665 64 335 2235 40 98 30 171 20 31 40
Future Volume (veh/h) 35 665 64 335 2235 40 98 30 171 20 31 40
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885
Adj Flow Rate, veh/h 43 811 78 360 2403 43 131 40 228 27 42 54
Peak Hour Factor 0.82 0.82 0.82 0.93 0.93 0.93 0.75 0.75 0.75 0.74 0.74 0.74
Percent Heavy Veh, %141141111111
Cap, veh/h 51 1740 795 405 2430 1110 104 21 242 24 37 29
Arrive On Green 0.03 0.50 0.50 0.23 0.69 0.69 0.15 0.15 0.15 0.15 0.15 0.15
Sat Flow, veh/h 1795 3497 1598 1795 3497 1598 451 138 1591 0 245 191
Grp Volume(v), veh/h 43 811 78 360 2403 43 171 0 228 123 0 0
Grp Sat Flow(s),veh/h/ln 1795 1749 1598 1795 1749 1598 588 0 1591 436 0 0
Q Serve(g_s), s 4.3 27.4 4.7 35.1 121.0 1.5 0.0 0.0 25.6 0.0 0.0 0.0
Cycle Q Clear(g_c), s 4.3 27.4 4.7 35.1 121.0 1.5 27.5 0.0 25.6 27.5 0.0 0.0
Prop In Lane 1.00 1.00 1.00 1.00 0.77 1.00 0.22 0.44
Lane Grp Cap(c), veh/h 51 1740 795 405 2430 1110 125 0 242 91 0 0
V/C Ratio(X) 0.85 0.47 0.10 0.89 0.99 0.04 1.37 0.00 0.94 1.36 0.00 0.00
Avail Cap(c_a), veh/h 51 1740 795 505 2430 1110 125 0 242 91 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 87.3 29.7 24.0 67.7 26.9 8.6 80.4 0.0 75.7 72.6 0.0 0.0
Incr Delay (d2), s/veh 74.6 0.9 0.2 24.0 15.8 0.1 208.7 0.0 41.9 216.0 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.0 11.4 1.8 18.4 48.8 0.5 13.1 0.0 13.4 9.8 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 161.9 30.6 24.2 91.7 42.7 8.7 289.1 0.0 117.6 288.6 0.0 0.0
LnGrp LOS F C C F D A F A F F A A
Approach Vol, veh/h 932 2806 399 123
Approach Delay, s/veh 36.1 48.5 191.1 288.6
Approach LOS D D F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 49.2 96.8 34.5 13.6 132.4 34.5
Change Period (Y+Rc), s 8.5 7.0 * 7 8.5 7.0 7.0
Max Green Setting (Gmax), s 50.8 79.7 * 28 5.1 125.4 27.0
Max Q Clear Time (g_c+I1), s 37.1 29.4 29.5 6.3 123.0 29.5
Green Ext Time (p_c), s 3.7 41.6 0.0 0.0 2.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 66.1
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
t
Queues 2045 Project PM Optimized
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT
Lane Group Flow (vph) 43 811 78 360 2403 43 171 228 123
v/c Ratio 0.86 0.49 0.09 0.82 0.99 0.04 1.06 0.53 0.60
Control Delay 172.8 33.9 0.4 79.7 43.5 0.2 155.4 12.0 73.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 172.8 33.9 0.4 79.7 43.5 0.2 155.4 12.0 73.9
Queue Length 50th (ft) 52 344 0 402 1388 0 ~220 0 118
Queue Length 95th (ft) #121 380 0 515 #1645 2 #291 27 155
Internal Link Dist (ft)1364 1453 128 794
Turn Bay Length (ft) 465 440 330 345
Base Capacity (vph)50 1665 833 504 2418 1137 162 429 204
Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.86 0.49 0.09 0.71 0.99 0.04 1.06 0.53 0.60
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM 6th Signalized Intersection Summary 2045 Project Midday Saturday
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 25 585 37 157 855 25 43 15 134 20 16 20
Future Volume (veh/h) 25 585 37 157 855 25 43 15 134 20 16 20
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885
Adj Flow Rate, veh/h 30 713 45 169 919 27 57 20 179 27 22 27
Peak Hour Factor 0.82 0.82 0.82 0.93 0.93 0.93 0.75 0.75 0.75 0.74 0.74 0.74
Percent Heavy Veh, %141141111111
Cap, veh/h 51 2298 1050 172 2535 1158 117 36 184 49 40 33
Arrive On Green 0.03 0.66 0.66 0.10 0.72 0.72 0.12 0.12 0.12 0.12 0.12 0.12
Sat Flow, veh/h 1795 3497 1598 1795 3497 1598 690 309 1589 174 347 287
Grp Volume(v), veh/h 30 713 45 169 919 27 77 0 179 76 0 0
Grp Sat Flow(s),veh/h/ln 1795 1749 1598 1795 1749 1598 999 0 1589 808 0 0
Q Serve(g_s), s 2.8 15.1 1.7 16.2 16.9 0.8 0.0 0.0 19.3 4.4 0.0 0.0
Cycle Q Clear(g_c), s 2.8 15.1 1.7 16.2 16.9 0.8 13.3 0.0 19.3 17.8 0.0 0.0
Prop In Lane 1.00 1.00 1.00 1.00 0.74 1.00 0.36 0.36
Lane Grp Cap(c), veh/h 51 2298 1050 172 2535 1158 152 0 184 122 0 0
V/C Ratio(X) 0.59 0.31 0.04 0.98 0.36 0.02 0.51 0.00 0.97 0.62 0.00 0.00
Avail Cap(c_a), veh/h 68 2298 1050 172 2535 1158 221 0 259 196 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 82.6 12.7 10.4 77.6 8.8 6.6 72.7 0.0 75.7 74.9 0.0 0.0
Incr Delay (d2), s/veh 14.8 0.4 0.1 63.8 0.4 0.0 3.7 0.0 43.2 7.2 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.5 5.6 0.6 10.4 5.8 0.3 3.4 0.0 10.1 3.6 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 97.3 13.0 10.5 141.3 9.2 6.7 76.4 0.0 118.9 82.1 0.0 0.0
LnGrp LOS F B B F AAEAFFAA
Approach Vol, veh/h 788 1115 256 76
Approach Delay, s/veh 16.1 29.2 106.1 82.1
Approach LOS B C F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 25.0 120.0 27.0 13.3 131.7 27.0
Change Period (Y+Rc), s 8.5 7.0 * 7 8.5 7.0 7.0
Max Green Setting (Gmax), s 16.5 113.0 * 29 6.5 123.0 28.0
Max Q Clear Time (g_c+I1), s 18.2 17.1 19.8 4.8 18.9 15.3
Green Ext Time (p_c), s 0.0 61.6 0.2 0.0 84.0 0.1
Intersection Summary
HCM 6th Ctrl Delay 35.2
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
t
Queues 2045 Project Midday Saturday
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT
Lane Group Flow (vph) 30 713 45 169 919 27 77 179 76
v/c Ratio 0.44 0.31 0.04 0.98 0.37 0.02 0.55 0.54 0.42
Control Delay 103.8 13.5 0.1 137.7 10.3 0.0 85.6 14.3 64.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 103.8 13.5 0.1 137.7 10.3 0.0 85.6 14.3 64.4
Queue Length 50th (ft) 33 160 0 189 177 0 83 0 66
Queue Length 95th (ft) 72 241 0 #406 317 0 116 28 97
Internal Link Dist (ft)1364 1453 128 794
Turn Bay Length (ft) 465 440 330 345
Base Capacity (vph)68 2302 1103 173 2505 1175 227 421 279
Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.44 0.31 0.04 0.98 0.37 0.02 0.34 0.43 0.27
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HC
M
6
t
h
T
W
S
C
20
4
5
P
r
o
j
e
c
t
M
i
d
d
a
y
S
a
t
u
r
d
a
y
2:
C
o
u
n
t
y
R
o
a
d
1
0
0
/
C
o
u
n
t
y
R
o
a
d
1
0
0
&
O
l
d
S
H
8
2
F
r
o
n
t
a
g
e
R
o
a
d
Mc
C
l
u
r
e
R
i
v
e
r
R
a
n
c
h
P
U
D
T
r
a
f
f
i
c
I
m
p
a
c
t
S
t
u
d
y
-
C
a
r
b
o
n
d
a
l
e
,
C
O
Sy
n
c
h
r
o
1
1
R
e
p
o
r
t
Fo
x
T
u
t
t
l
e
T
r
a
n
s
p
o
r
t
a
t
i
o
n
G
r
o
u
p
In
t
e
r
s
e
c
t
i
o
n
In
t
D
e
l
a
y
,
s
/
v
e
h
3
.
1
Mo
v
e
m
e
n
t
EB
L
E
B
T
E
B
R
W
B
L
W
B
T
W
B
R
N
B
L
N
B
T
N
B
R
S
B
L
S
B
T
S
B
R
La
n
e
C
o
n
f
i
g
u
r
a
t
i
o
n
s
Tr
a
f
f
i
c
V
o
l
,
v
e
h
/
h
2
0
0
1
0
4
5
5
3
7
5
1
3
0
2
6
2
9
1
6
0
1
5
Fu
t
u
r
e
V
o
l
,
v
e
h
/
h
2
0
0
1
0
4
5
5
3
7
5
1
3
0
2
6
2
9
1
6
0
1
5
Co
n
f
l
i
c
t
i
n
g
P
e
d
s
,
#
/
h
r
0
00
0
0
0
0
0
0
0
0
0
Si
g
n
C
o
n
t
r
o
l
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
S
t
o
p
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
F
r
e
e
RT
C
h
a
n
n
e
l
i
z
e
d
-
-
N
o
n
e
-
-
N
o
n
e
-
-
N
o
n
e
-
-
N
o
n
e
St
o
r
a
g
e
L
e
n
g
t
h
-
--
-
-
-
-
-
-
-
-
-
Ve
h
i
n
M
e
d
i
a
n
S
t
o
r
a
g
e
,
#
-
0
-
-
0
-
-
0
-
-
0
-
Gr
a
d
e
,
%
-
0
-
-
0
-
-
0
-
-
0
-
Pe
a
k
H
o
u
r
F
a
c
t
o
r
9
3
9
3
9
3
9
3
9
3
9
3
8
1
8
1
8
1
6
9
6
9
6
9
He
a
v
y
V
e
h
i
c
l
e
s
,
%
1
11
1
1
1
1
1
1
1
1
1
Mv
m
t
F
l
o
w
22
0
1
1
4
8
5
4
0
6
1
6
0
3
2
4
2
2
3
2
2
2
Ma
j
o
r
/
M
i
n
o
r
M
i
n
o
r
2
Mi
n
o
r
1
Ma
j
o
r
1
Ma
j
o
r
2
Co
n
f
l
i
c
t
i
n
g
F
l
o
w
A
l
l
5
3
8
5
3
1
2
4
3
5
2
1
5
2
6
1
7
6
2
5
4
0
0
1
9
2
0
0
S
t
a
g
e
1
3
2
7
3
2
7
-
1
8
8
1
8
8
--
-
-
-
-
-
S
t
a
g
e
2
2
1
1
2
0
4
-
3
3
3
3
3
8
--
-
-
-
-
-
Cr
i
t
i
c
a
l
H
d
w
y
7
.
1
1
6
.
5
1
6
.
2
1
7
.
1
1
6
.
5
1
6
.
2
1
4
.
1
1
-
-
4
.
1
1
-
-
Cr
i
t
i
c
a
l
H
d
w
y
S
t
g
1
6
.
1
1
5
.
5
1
-
6
.
1
1
5
.
5
1
--
-
-
-
-
-
Cr
i
t
i
c
a
l
H
d
w
y
S
t
g
2
6
.
1
1
5
.
5
1
-
6
.
1
1
5
.
5
1
--
-
-
-
-
-
Fo
l
l
o
w
-
u
p
H
d
w
y
3
.
5
0
9
4
.
0
0
9
3
.
3
0
9
3
.
5
0
9
4
.
0
0
9
3
.
3
0
9
2
.
2
0
9
-
-
2
.
2
0
9
-
-
Po
t
C
a
p
-
1
M
a
n
e
u
v
e
r
4
5
6
4
5
5
7
9
8
4
6
8
4
5
8
8
7
0
1
3
1
7
-
-
1
3
8
8
-
-
S
t
a
g
e
1
6
8
8
6
5
0
-
8
1
6
7
4
6
--
-
-
-
-
-
S
t
a
g
e
2
7
9
3
7
3
5
-
6
8
3
6
4
2
--
-
-
-
-
-
Pl
a
t
o
o
n
b
l
o
c
k
e
d
,
%
-
-
-
-
Mo
v
C
a
p
-
1
M
a
n
e
u
v
e
r
4
1
8
4
3
7
7
9
8
4
4
8
4
4
0
8
7
0
1
3
1
7
-
-
1
3
8
8
-
-
Mo
v
C
a
p
-
2
M
a
n
e
u
v
e
r
4
1
8
4
3
7
-
4
4
8
4
4
0
--
-
-
-
-
-
S
t
a
g
e
1
6
8
5
6
2
7
-
8
1
2
7
4
2
--
-
-
-
-
-
S
t
a
g
e
2
7
4
7
7
3
1
-
6
5
0
6
2
0
--
-
-
-
-
-
Ap
p
r
o
a
c
h
EB
WB
NB
SB
HC
M
C
o
n
t
r
o
l
D
e
l
a
y
,
s
1
2
.
7
12
.
6
0.
2
1.
1
HC
M
L
O
S
B
B
Mi
n
o
r
L
a
n
e
/
M
a
j
o
r
M
v
m
t
N
B
L
N
B
T
N
B
R
E
B
L
n
1
W
B
L
n
1
S
B
L
S
B
T
S
B
R
Ca
p
a
c
i
t
y
(
v
e
h
/
h
)
13
1
7
-
-
4
9
7
5
6
4
1
3
8
8
-
-
HC
M
L
a
n
e
V
/
C
R
a
t
i
o
0
.
0
0
5
-
-
0
.
0
6
5
0
.
1
6
6
0
.
0
3
-
-
HC
M
C
o
n
t
r
o
l
D
e
l
a
y
(
s
)
7
.
7
0
-
1
2
.
7
1
2
.
6
7
.
7
0
-
HC
M
L
a
n
e
L
O
S
A
A
-
BB
A
A
-
HC
M
9
5
t
h
%
t
i
l
e
Q
(
v
e
h
)
0
-
-
0
.
2
0
.
6
0
.
1
-
-
4
4
4
4
HCM 6th TWSC 2045 Project Midday Saturday
3: Valley Road/JW Drive & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
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 5 694 10 26 957 10 10 0 20 5 0 60
Future Vol, veh/h 5 694 10 26 957 10 10 0 20 5 0 60
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - Free - - Free - - Free - - Free
Storage Length 425 - 450 580 - 480 - - 50 - - 20
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 90 90 90 73 73 73 74 74 74
Heavy Vehicles, % 1 41141111111
Mvmt Flow 6 798 11 29 1063 11 14 0 27 7 0 81
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1063 0 - 798 0 0 1400 1931 - 1532 1931 -
Stage 1 ------810810-1121 1121 -
Stage 2 ------5901121 - 411 810 -
Critical Hdwy 4.12 - - 4.12 - - 7.52 6.52 - 7.52 6.52 -
Critical Hdwy Stg 1 ------6.52 5.52 - 6.52 5.52 -
Critical Hdwy Stg 2 ------6.52 5.52 - 6.52 5.52 -
Follow-up Hdwy 2.21 - - 2.21 - - 3.51 4.01 - 3.51 4.01 -
Pot Cap-1 Maneuver 657 - 0 827 - 0 101 66 0 81 66 0
Stage 1 - - 0 - - 0 342 394 0 221 282 0
Stage 2 - - 0 - - 0 463 282 0 591 394 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 657 - - 827 - - 98 63 - 78 63 -
Mov Cap-2 Maneuver ------9863-7863-
Stage 1 ------339390-219272-
Stage 2 ------447272-586390-
Approach EB WB NB SB
HCM Control Delay, s 0.1 0.3 47.6 55.5
HCM LOS E F
Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT WBL WBTSBLn1SBLn2
Capacity (veh/h)98 - 657 - 827 - 78 -
HCM Lane V/C Ratio 0.14 - 0.009 - 0.035 - 0.087 -
HCM Control Delay (s) 47.6 0 10.5 - 9.5 - 55.5 0
HCM Lane LOS E A B - A - F A
HCM 95th %tile Q(veh) 0.5 - 0 - 0.1 - 0.3 -
HCM 6th TWSC 2045 Project Midday Saturday
4: Valley Road & Old SH 82 Frontage Road
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Intersection
Int Delay, s/veh 5.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 20 25 36 15 10 21
Future Vol, veh/h 20 25 36 15 10 21
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 73 73 59 59 64 64
Heavy Vehicles, % 1 11111
Mvmt Flow 27 34 61 25 16 33
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 180 33 49 0 - 0
Stage 1 33 -----
Stage 2 147 -----
Critical Hdwy 6.41 6.21 4.11 - - -
Critical Hdwy Stg 1 5.41 -----
Critical Hdwy Stg 2 5.41 -----
Follow-up Hdwy 3.509 3.309 2.209 - - -
Pot Cap-1 Maneuver 812 1043 1564 - - -
Stage 1 992 -----
Stage 2 883 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 780 1043 1564 - - -
Mov Cap-2 Maneuver 780 -----
Stage 1 952 -----
Stage 2 883 -----
Approach EB NB SB
HCM Control Delay, s 9.3 5.2 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1564 - 907 - -
HCM Lane V/C Ratio 0.039 - 0.068 - -
HCM Control Delay (s) 7.4 0 9.3 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0.1 - 0.2 - -
HCM 6th TWSC 2045 Project Midday Saturday
25: Old SH 82 Frontage Road
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Intersection
Int Delay, s/veh 1.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 45 109 21 53 20 3
Future Vol, veh/h 45 109 21 53 20 3
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 1 11111
Mvmt Flow 49 118 23 58 22 3
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 167 0 212 108
Stage 1 - - - - 108 -
Stage 2 - - - - 104 -
Critical Hdwy - - 4.11 - 6.41 6.21
Critical Hdwy Stg 1 - - - - 5.41 -
Critical Hdwy Stg 2 - - - - 5.41 -
Follow-up Hdwy - - 2.209 - 3.509 3.309
Pot Cap-1 Maneuver - - 1417 - 779 949
Stage 1 - - - - 919 -
Stage 2 - - - - 923 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1417 - 766 949
Mov Cap-2 Maneuver - - - - 766 -
Stage 1 - - - - 919 -
Stage 2 - - - - 907 -
Approach EB WB NB
HCM Control Delay, s 0 2.2 9.7
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)786 - - 1417 -
HCM Lane V/C Ratio 0.032 - - 0.016 -
HCM Control Delay (s) 9.7 - - 7.6 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -
HCM 6th TWSC 2045 Project Midday Saturday
26: Old SH 82 Frontage Road
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Intersection
Int Delay, s/veh 0.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 38 10 8 71 3 1
Future Vol, veh/h 38 10 8 71 3 1
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 1 11111
Mvmt Flow 41 11 9 77 3 1
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 52 0 142 47
Stage 1 - - - - 47 -
Stage 2 - - - - 95 -
Critical Hdwy - - 4.11 - 6.41 6.21
Critical Hdwy Stg 1 - - - - 5.41 -
Critical Hdwy Stg 2 - - - - 5.41 -
Follow-up Hdwy - - 2.209 - 3.509 3.309
Pot Cap-1 Maneuver - - 1560 - 853 1025
Stage 1 - - - - 978 -
Stage 2 - - - - 931 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1560 - 848 1025
Mov Cap-2 Maneuver - - - - 848 -
Stage 1 - - - - 978 -
Stage 2 - - - - 925 -
Approach EB WB NB
HCM Control Delay, s 0 0.7 9.1
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)886 - - 1560 -
HCM Lane V/C Ratio 0.005 - - 0.006 -
HCM Control Delay (s) 9.1 - - 7.3 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0 - - 0 -
HCM 6th Signalized Intersection Summary 2045 Project Midday Saturday Optimized
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 25 585 37 157 855 25 43 15 134 20 16 20
Future Volume (veh/h) 25 585 37 157 855 25 43 15 134 20 16 20
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885
Adj Flow Rate, veh/h 30 713 45 169 919 27 57 20 179 27 22 27
Peak Hour Factor 0.82 0.82 0.82 0.93 0.93 0.93 0.75 0.75 0.75 0.74 0.74 0.74
Percent Heavy Veh, %141141111111
Cap, veh/h 54 2179 995 213 2488 1137 122 37 175 52 43 35
Arrive On Green 0.03 0.62 0.62 0.12 0.71 0.71 0.11 0.11 0.11 0.11 0.11 0.11
Sat Flow, veh/h 1795 3497 1598 1795 3497 1598 734 336 1589 180 387 313
Grp Volume(v), veh/h 30 713 45 169 919 27 77 0 179 76 0 0
Grp Sat Flow(s),veh/h/ln 1795 1749 1598 1795 1749 1598 1070 0 1589 881 0 0
Q Serve(g_s), s 2.5 14.7 1.7 13.9 15.6 0.8 0.0 0.0 16.8 3.5 0.0 0.0
Cycle Q Clear(g_c), s 2.5 14.7 1.7 13.9 15.6 0.8 11.0 0.0 16.8 14.5 0.0 0.0
Prop In Lane 1.00 1.00 1.00 1.00 0.74 1.00 0.36 0.36
Lane Grp Cap(c), veh/h 54 2179 995 213 2488 1137 159 0 175 129 0 0
V/C Ratio(X) 0.56 0.33 0.05 0.80 0.37 0.02 0.48 0.00 1.02 0.59 0.00 0.00
Avail Cap(c_a), veh/h 183 2179 995 491 2488 1137 326 0 356 302 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 72.6 13.6 11.1 65.1 8.6 6.4 64.7 0.0 67.5 66.0 0.0 0.0
Incr Delay (d2), s/veh 12.3 0.4 0.1 25.7 0.4 0.0 3.2 0.0 43.1 5.9 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.3 5.4 0.6 7.7 5.2 0.2 3.0 0.0 8.9 3.2 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 84.9 14.0 11.2 90.8 9.0 6.5 67.9 0.0 110.6 71.9 0.0 0.0
LnGrp LOS F B B F AAEAFEAA
Approach Vol, veh/h 788 1115 256 76
Approach Delay, s/veh 16.5 21.3 97.8 71.9
Approach LOS B C F E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 26.5 101.6 23.8 13.0 115.0 23.8
Change Period (Y+Rc), s 8.5 7.0 * 7 8.5 7.0 7.0
Max Green Setting (Gmax), s 41.5 82.0 * 35 15.5 108.0 34.0
Max Q Clear Time (g_c+I1), s 15.9 16.7 16.5 4.5 17.6 13.0
Green Ext Time (p_c), s 2.1 47.1 0.3 0.0 74.7 0.1
Intersection Summary
HCM 6th Ctrl Delay 30.1
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
t
Queues 2045 Project Midday Saturday Optimized
1: County Road 100/Catherine Store Road & State Highway 82
McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Synchro 11 Report
Fox Tuttle Transportation Group
Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT
Lane Group Flow (vph) 30 713 45 169 919 27 77 179 76
v/c Ratio 0.29 0.34 0.04 0.63 0.38 0.02 0.60 0.57 0.46
Control Delay 78.2 16.8 0.1 72.1 10.6 0.0 86.2 15.6 62.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 78.2 16.8 0.1 72.1 10.6 0.0 86.2 15.6 62.6
Queue Length 50th (ft) 30 180 0 162 185 0 76 0 60
Queue Length 95th (ft) 62 242 0 247 270 0 113 32 93
Internal Link Dist (ft)1364 1453 128 794
Turn Bay Length (ft) 465 440 330 345
Base Capacity (vph) 179 2101 1018 479 2425 1140 292 486 349
Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.17 0.34 0.04 0.35 0.38 0.02 0.26 0.37 0.22
Intersection Summary
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Access Permit
Approval Letters
McClure River Ranch PUD (FT#23101) Traffic Impact Study
Construction Cost Estimate
McClure River Ranch
2017-13
9/10/2019
AMR
Description Quantity Units Unit Cost Total Cost
Mobilization/Demobilization 1 LS $7,500.00 $7,500.00
Traffic Control 1 LS $24,000.00 $24,000.00
Erosion Control 1 LS $5,000.00 $5,000.00
Drainage improvements 1 LS $10,000.00 $10,000.00
Unclassed Excavation 20 CY $50.00 $1,000.00
Removal of Asphalt 12 SY $20.00 $240.00
Removal of Asphalt Mat( Planning) 430 SY $12.00 $5,160.00
Saw cutting 6"100 LF $10.00 $1,000.00
Saw cutting 2"250 LF $6.00 $1,500.00
Aggregate Base Course ( Class 6)60 Ton $50.00 $3,000.00
Hot Mixed Asphalt SX 75 ( Pg 58-28)80 Ton $150.00 $12,000.00
Pavement Markings 1 LS $4,500.00 $4,500.00
$74,900.00
Geotech $4,500.00
Survey $7,500.00
Inspection $2,500.00
Permitting $1,500.00
Design drawings $15,000.00
Contingency (10%)$10,590.00
Total $116,500.00
Construction Total
OPINION OF PROBABLE COSTS
Page 1 of 1
ROARING FORK
ENGINEERING