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HomeMy WebLinkAbout13.0 Traffic StudyTUTTLE MCCLURE RIVER RANCH PUD TRAFFIC IMPACT STUDY CARBONDALE, GARFIELD COUNTY, CO PREPARED FOR: Aspen Polo Partners, LLP 715 West Main Street 1 Suite 201 1 Aspen 1 CO 81611 FOX HERNANDEZ TRANSPORTATIONGROUP PREPARED BY: CABBIE SLADE, PE, PT❑E ORIGINAL DATE: OCT❑BER 5, 2017 UPDATED DATE: OCTOBER 29, 2019 FTH PROJECT: #17046 P.O. BOX 1 9768, BOULDER, CO 80308-2768 PHONE: 303-652-3571 I FAX: 303-652-6574 McClure River Ranch PUD (FTH#17046) Traffic Impact Study 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 10 4.3 Level of Service Criteria 10 5.0 Existing Conditions 11 5.1 Roadways 11 5.2 Intersections 12 5.3 Pedestrian and Bicycle Facilities 12 5.4 Transit 13 5.5 Existing Intersection Capacity Analysis 13 6.0 Future Background Traffic Conditions 16 6.1 Annual Growth Factor and Future Volume Methodology 16 6.2 Year 2021 Background Intersection Capacity Analysis 17 6.3 Year 2040 Background Intersection Capacity Analysis 18 7.0 Proposed Development Traffic 20 7.1 Trip Generation 20 7.2 Trip Distribution and Assignment 23 Fox Tuttle Hernandez Transportation Group, LLC Page 2 Updated October 29, 2019 McClure River Ranch PUD (FTH#17046) Traffic Impact Study 8.0 Future Traffic Conditions with Site Development 24 8.1 Year 2021 Background + Project Intersection Capacity Analysis 24 8.2 Year 2040 Background + Project Intersection Capacity Analysis 25 9.0 Queuing Analysis 26 10.0 Auxiliary Lane Evaluation 27 11.0 Access Design 28 12.0 Road Impact Fees and Cost Contribution 29 13.0 Conclusion 31 LIST OF TABLES Table 1A — Weekday Peak Hour Intersection Level of Service Summary 34 Table 1B — Saturday Peak Hour Intersection Level of Service Summary 35 Table 2A — Weekday Peak Hour Queue Summary 36 Table 2A — Saturday Peak Hour Queue Summary 37 Table 3A — Phase 1 Trip Generation Summary (Weekday — Summer) 38 Table 3B — Phase 1 Trip Generation Summary (Saturday — Summer) 39 Table 4A — Phase 2 Trip Generation Summary (Weekday — Summer) 40 Table 4B — Phase 2 Trip Generation Summary (Saturday — Summer) 41 Table 5 - Existing Auxiliary Lane Evaluation (Informational Purposes Only) 29 Table 6: Road Impact Fee Estimate 30 Table 7: McClure River Ranch Trips at SH 82 at Catherine Store Road / CR 100 31 Fox Tuttle Hernandez Transportation Group, LLC Page 3 Updated October 29, 2019 McClure River Ranch PUD (FTH#17046) Traffic Impact Study LIST OF FIGURES Figure 1 — Vicinity Map 42 Figure 2 — Conceptual Site Plan 43 Figure 3A — Year 2019 Existing Weekday Traffic Volumes 44 Figure 3B — Year 2019 Existing Saturday Traffic Volumes 45 Figure 4A — Year 2021 Background Weekday Traffic Volumes 46 Figure 4B — Year 2021 Background Saturday Traffic Volumes 47 Figure 5A — Year 2040 Background Weekday Traffic Volumes 48 Figure 5B — Year 2040 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 2021 Weekday Background + Site -Generated Traffic Volumes 56 Figure 9B — Year 2021 Saturday Background + Site -Generated Traffic Volumes 57 Figure 10A — Year 2040 Weekday Background + Site -Generated Traffic Volumes 58 Figure 10B — Year 2040 Saturday Background + Site -Generated Traffic Volumes 59 APPENDIX Level of Service Definitions Existing Traffic Data CDOT Correspondence Polo Club Trip Generation Reference Intersection Capacity Worksheets Fox Tuttle Hernandez Transportation Group, LLC Page 4 Updated October 29, 2019 McClure River Ranch PUD (FTH#17046) Traffic Impact Study McCLURE RIVER RANCH PUD TRAFFIC IMPACT STUDY 1.0 EXECUTIVE SUMMARY Fox Tuttle Hernandez 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. The project proposes to develop two polo fields with a clubhouse, barns and stables, a horse exercise track, employee housing, and guest cabins during the first phase. Up to 40 dwelling units will be constructed during the second phase. There will be up to 54 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. It is proposed that the development will be completed in two phases with the polo fields and facilities within the short-term phase and majority of the dwelling units in the long-term phase. This study focused on the summer weekday AM and PM peak hours which represents 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 McClure River Ranch PUD will generate approximately 406 weekday daily trips with 41 trips occurring in the AM peak hour and 47 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. 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 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 Fox Tuttle Hernandez Transportation Group, LLC Page 5 Updated October 29, 2019 McClure River Ranch PUD (FTH#17046) Traffic Impact Study highway. During the weekday peak hours, McClure River Ranch trips will be only 2% of the of the side -street volumes (includes inbound and outbound) in Year 2021 and 6% in Year 2040. Based on the intersection capacity and queue analysis for the existing, Year 2021, and Year 2040 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 4% of the of volume in the westbound left -turn lane and 3% in the northbound right -turn lane in Year 2040 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. Fox Tuttle Hernandez Transportation Group, LLC Page 6 Updated October 29, 2019 McClure River Ranch PUD (FTH#17046) Traffic Impact Study 2.0 INTRODUCTION This updated traffic impact study has been prepared by the Fox Tuttle Hernandez Transportation Group for the development of the McClure River Ranch PUD, previously referred to as Aspen Valley Polo Club, in east of Carbondale, CO. The project site is 100± acres of vacant property that is located south of State Highway (SH) 82 and east of Garfield County Road 100. The project proposes to develop two polo fields with a variety of amenities for horse owners, club members, and residents during the first phase. In the second phase, it is proposed that there will be single-family or multi -family homes on the south end of the property near the Roaring Fork River. 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 2021), and long-term (Year 2040) peak hour intersection conditions in the study area with and without the generated traffic for McClure River Ranch. 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 represents 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 (FTH, October 2017). The original traffic impact study for TCI Lane Ranch' that 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 proposes to develop two polo fields with a clubhouse, barns and stables, a horse exercise track, employee housing, and guest cabins during the first phase. One polo field will be oriented north -south along the west property line and the other one will be oriented parallel to SH 82 located near the center of the north property line. Up to 40 dwelling 1 Level 2 Traffic Impact Study for TCI Lane Ranch. Drexel, Barrell & Co. September 2008. Fox Tuttle Hernandez Transportation Group, LLC Page 7 Updated October 29, 2019 McClure River Ranch PUD (FTH#17046) Traffic Impact Study 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. The study evaluates each of the two phases in the short-term and long-term phase, respectively. 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 Code2 will be based on typical weekday traffic and not based volumes associated the polo club events since they are infrequent. A vicinity map is shown on Figure 1. The proposed site plan and accesses are 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 9) software. 4.1 Data Collection Weekday AM and PM and Saturday Midday peak hour turning movement volumes were collected in July 2017 at four existing intersections as part of the previous study. This is the same time period of the polo club season and the highest seasonal volumes on the highway. 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 12:45 PM. The intersection counts included vehicular volume per movement and pedestrian volume per crosswalk. 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. Fox Tuttle Hernandez Transportation Group, LLC Page 8 Updated October 29, 2019 McClure River Ranch PUD (FTH#17046) Traffic Impact Study 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 Daily volumes for SH 82 were gathered from CDOT's Transportation Management System (TMS) and Online Transportation Information System (OTIS). The Year 2017 existing volumes were projected to Year 2019. CDOT data indicated that the highway volume has increased by 4% annually over the past two years. This growth rate was applied to through traffic on the highway, while an annual 1% growth rate was used to project side -street traffic. The adjusted 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. Since counts were collected during the summer months, the traffic associated with the Waldorf School of Roaring Forks was not reflected within the counts. Since this is the highest trip generator on Highway 82 Access Road, trips were estimated and added to the existing traffic counts. School staff provided detailed information of their current operations. There are 185 students from pre -kindergarten to 8t" grade and 30 faculty/staff. The school year begins at the end of August and ends in early June. The school day starts at 8:15 AM and ends at 3:15 PM. There is one up -valley school bus and one down -valley school bus that are underutilized according to the staff. Parents utilize the east access and east parking lot to drop-off and pick- up their student(s). Faculty/staff typically drive to the campus and park in the staff parking lot accessed on the west side of the property. It was noted that the school has two big events per year at the school for outreach and fundraising with a high volume of traffic; one occurs on the first Saturday of December and the other occurs on the first Saturday of May. The school plans to coordinate with the new neighbor, McClure River Ranch, when these events occur. For the purpose of this study, weekday and weekend trips were estimated based on trip rates provided in the Institute of Transportation Engineers (ITE) Trip Generation Manual4 for land use #534 "Private School (K-8)". 4 Trip Generation 10th Edition, Institute of Transportation Engineers, 2017. Fox Tuttle Hernandez Transportation Group, LLC Page 9 Updated October 29, 2019 McClure River Ranch PUD (FTH#17046) Traffic Impact Study 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 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. Fox Tuttle Hernandez Transportation Group, LLC Page 10 Updated October 29, 2019 McClure River Ranch PUD (FTH#17046) Traffic Impact Study 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 1-70 corridor to the Town of Aspen and all the communities in between. SH 82 currently carries approximately 20,000 vehicle trips per day (vpd) in the vicinity of McClure River Ranch (Year 2016). 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; 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 between 11 feet in width with two -foot shoulders near Fox Tuttle Hernandez Transportation Group, LLC Page 11 Updated October 29, 2019 McClure River Ranch PUD (FTH#17046) Traffic Impact Study 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 1,300 vpd on Saturday (Year 2017) just east of County Road 100. West of Valley Road, Highway 82 Access Road currently services approximately 1,300 vpd during the week and approximately 1,200 vpd on Saturday (Year 2017). The roadway is the northern boundary of the project property. County Road 100 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 mph and is approximately 28 feet in width. This roadway services roughly 10,900 vpd during the week and nearly 7,100 vpd on Saturday just south of SH 82 (Year 2017). 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 Regulations5, 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. 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 (signalized) (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 5 Land Use Regulations. Appendix C. Eagle County. May 2012. Fox Tuttle Hernandez Transportation Group, LLC Page 12 Updated October 29, 2019 d Gerbamlaiel McClure River Ranch PUD (FTH#17046) Traffic Impact Study 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 local gravel 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 six RFTA bus routes between Rifle and Aspen. A snapshot of the RFTA bus map is shown to the right with the Catherine Store Road local bus stop circled. mar/Park Ride • SO's-s, 2718 St StallonIPark d Ride GLENWOOD „eti24 • Jw drive •..+ 0 El Jebel Pik&Ride CU n Carbondale Park&Ride •'+CaAM1't0.5' .. .`• t>wtlR1s 1.1.U.phi" M1S Q--� �_ �' FF. .Sy "� .s4 . m� Center 5' 8aiakkmie&Ride ® 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 data in the table shows that the side -street stop -controlled intersections on either end of the Highway 82 Access Road are operating acceptably overall in Fox Tuttle Hernandez Transportation Group, LLC Page 13 Updated October 29, 2019 McClure River Ranch PUD (FTH#17046) Traffic Impact Study 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 both weekday peak hours. 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 the 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 both the AM and PM peak hours 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 queues6 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. 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. 6 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. Fox Tuttle Hernandez Transportation Group, LLC Page 14 Updated October 29, 2019 McClure River Ranch PUD (FTH#17046) Traffic Impact Study It is recommended that 13 seconds from the eastbound through phase be reassigned 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. Even with the reduction in green time, the eastbound through movement will remain LOS B and the delay is increased by 1 second. The westbound left -turn will benefit from the additional green time with a significant reduction in delay from nearly 8 minutes to just under 2 minutes. The average and 95th percentile queues of the westbound left -turn in the PM peak hour will be maintained in the existing deceleration lane, utilizing a portion of the striped taper. With the addition of a northbound right -turn lane and adjustments in the signal timing, the intersection of SH 82 at Catherine Store Road/County Road 100 will improve to overall LOS C in both weekday peak hours and Saturday peak hour. The highway left - turns and side -street approaches will still experience delays equating to LOS E or F; however, the average queues will be maintained within the existing storage. Table 2A and 2B illustrate the change in operations due to implementation of the recommended improvements. • SH 82 at JW Drive/Valley Road: This side -street stop -controlled intersection currently operates overall at LOS C in the weekday AM peak hour, LOS B in the weekday PM peak hour, 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 65 feet or three vehicles). The southbound approach has a 95th percentile queue of 198 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. Fox Tuttle Hernandez Transportation Group, LLC Page 15 Updated October 29, 2019 McClure River Ranch PUD (FTH#17046) Traffic Impact Study 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 1.14' which equates to 0.66% 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: • The Fields — Located on Valley Road east of Parkside Lane. The approved development includes 26 single-family homes and 72 duplex homes. Volumes were gathered from Traffic Impact Study The Fields8. • 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 Study6. • Willits Town Center — Located in Basalt in the southeast corner of SH 82 and Willits Lane. Currently, about half of the development has been constructed with a variety of commercial businesses and services and residential units. The second half was assumed to be constructed by the short-term scenario. Volumes were gathered from Willits Town Center Traffic Analysis9. 7 The previous 20 -year factor was 1.315 (equates to 1.38% annually). The most current CDOT data indicated that the growth rate along the highway will not be as high as previously predicted. Also, Shadow Rock was included in the background volumes previously, however, the development is nearly completed and is assumed to be within the 4% annual rate utilized to project Year 2017 counts to Year 2019. 8 Traffic Impact Study The Fields. SGM Inc. June 2016. 9 Willits Town Center Traffic Impact Analysis. Felsburg Holt & Ullevig. October 2015. Note: Fox Tuttle Hernandez Transportation Group, LLC Page 16 Updated October 29, 2019 McClure River Ranch PUD (FTH#17046) Traffic Impact Study The background traffic growth is considered conservative and highway volumes will most likely include the approved developments within the valley. Using these assumptions, the 2021 background weekday traffic is provided on Figure 4A and Saturday traffic is summarized on Figure 4B. The 2040 background weekday traffic is provided on Figure 5A and Saturday traffic is summarized on Figure 5B. 6.2 Year 2021 Background Intersection Capacity Analysis The study intersections were evaluated to determine baseline operations for the Year 2021 background scenario and to identify any capacity constraints associated with background traffic. The recommended improvements suggested in the Year 2019 existing capacity analysis were included in the Year 2021 scenario. The level of service criteria discussed previously was 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 C in both the AM and 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 115 seconds (just under two minutes) which is near the maximum green time for the SH 82 through phase. 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 will begin to extend outside the existing storage length (about one vehicle) during the PM peak hour since the westbound deceleration lane is substandard to the State Highway Access Code requirements. Fox Tuttle Hernandez Transportation Group, LLC Page 17 Updated October 29, 2019 McClure River Ranch PUD (FTH#17046) Traffic Impact Study 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 2021 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 will begin to operate overall at LOS F in both the weekday AM and 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. Since the v/c ratio was calculated to significantly exceed 1.0, Synchro was unable to estimate the 95th percentile queue in the PM peak hour. 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 2040 Background Intersection Capacity Analysis The study intersections were evaluated to determine baseline operations for the Year 2040 background scenario and to identify any capacity constraints associated with background traffic. The recommended improvements suggested in the Year 2019 existing capacity analysis were included in the Year 2040 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 was 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 Fox Tuttle Hernandez Transportation Group, LLC Page 18 Updated October 29, 2019 McClure River Ranch PUD (FTH#17046) Traffic Impact Study 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 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 C in both the weekday peak hours and LOS C in the Saturday Midday peak hour with the 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; delays will remain at or under 130 seconds. 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 2040 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 will continue to operate overall at LOS F in both weekday peak hours and begin 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. Fox Tuttle Hernandez Transportation Group, LLC Page 19 Updated October 29, 2019 McClure River Ranch PUD (FTH#17046) Traffic Impact Study 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 Manua110 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 40 residential homes on the south end of the property. There will be a total of 54 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 + 40 homes = 54 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, a tennis court, and local park • A horse exercise track, an extensive trail system, and three small ponds 10 The previous traffic impact study (dated October 2017) utilized the 9th edition. This current study updated the trip generation with the most recent 10th edition of the ITE Trip Generation Manual. Fox Tuttle Hernandez Transportation Group, LLC Page 20 Updated October 29, 2019 McClure River Ranch PUD (FTH#17046) Traffic Impact Study 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/EI 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. Fox Tuttle Hernandez Transportation Group, LLC Page 21 Updated October 29, 2019 McClure River Ranch PUD (FTH#17046) Traffic Impact Study 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" 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. 11 International Polo Club Traffic Analysis to Support Comprehensive Plan Amendment. Via Planning, Inc. April 2017. Fox Tuttle Hernandez Transportation Group, LLC Page 22 Updated October 29, 2019 McClure River Ranch PUD (FTH#17046) Traffic Impact Study 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 vehicle12 (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 12 Efficiency Review for the Roaring Fork Transportation Authority. Parsons. October 2016. Fox Tuttle Hernandez Transportation Group, LLC Page 23 Updated October 29, 2019 McClure River Ranch PUD (FTH#17046) Traffic Impact Study 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. 8.1 Year 2021 Background + Project Intersection Capacity Analysis The site -generated traffic volumes were added to the Year 2021 background volumes to analyze potential site impacts in the short-term build -out scenario. The Year 2021 background + site -generated traffic volumes for the weekday are illustrated on Figure 9A and Year 2021 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). Fox Tuttle Hernandez Transportation Group, LLC Page 24 Updated October 29, 2019 McClure River Ranch PUD (FTH#17046) Traffic Impact Study 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 2021 background scenario. The intersection of SH 82 at JW Drive/Valley Road will operate the same as estimated for Year 2021 background at LOS F in both peak hours during the weekday. During the weekend events, 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 951" 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 475 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 2040 Background + Project Intersection Capacity Analysis The site -generated traffic volumes were added to the Year 2040 background volumes to analyze potential site impacts in the long-term build -out scenario. The Year 2040 background + site -generated traffic volumes for the weekday are illustrated on Figure 10A and Year 2040 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 2040 background scenario. The intersection of SH 82 at JW DriveNalley Road will operate the same as estimated for Year 2040 background at LOS F in both peak hours during the weekday. During the weekend events, 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 Fox Tuttle Hernandez Transportation Group, LLC Page 25 Updated October 29, 2019 McClure River Ranch PUD (FTH#17046) Traffic Impact Study except the 95th percentile westbound left -turn queue on SH 82 at Catherine Store Road/County Road 100 which is expected to extend 504 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 DriveNalley Road in existing and future scenarios (highlighted with blue bold font). With the recommendation of a northbound right -turn lane at SH 82 at Catherine Store Road/County Road 100 the average queues will remain within the proposed storage lengths. It should be noted that the project trips only slightly increase a few queues with up to two vehicles per movement during the weekday. On the weekend during a special event, there are two movements at SH 82 and Catherine Store Road/County Road 100 that will have queues increased by up to six vehicles during the peak hour with the average queues being maintained by the existing storage length. Fox Tuttle Hernandez Transportation Group, LLC Page 26 Updated October 29, 2019 McClure River Ranch PUD (FTH#17046) Traffic Impact Study 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 2021 and 6% in Year 2040. 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 is 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. Fox Tuttle Hernandez Transportation Group, LLC Page 27 Updated October 29, 2019 McClure River Ranch PUD (FTH#17046) Traffic Impact Study Table 5: Existing Auxiliary Lane Evaluation (Informational Purposes Only) Intersection / Movement Existing State Code Design Criteria Criteria Met? Deceleration / Storage Length Taper Length g Total Deceleration + Storage Length Taper Length (2) g 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' X X X 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' C C 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 the 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 earlier in Year 2019 and accepted by CDOT. Fox Tuttle Hernandez Transportation Group, LLC Page 28 Updated October 29, 2019 McClure River Ranch PUD (FTH#17046) Traffic Impact Study It would be beneficial for the McClure River Ranch to develop and implement an event traffic plan for special events. The plan will evolve over time and be adjusted as appropriate to the future conditions and changes within the area. Consider involving the local law enforcement and CDOT Region 3 staff in developing an event traffic plan. 12.0 ROAD IMPACT FEES AND COST CONTRIBUTION It is understood that the McClure River Ranch estimated that the project will pay approximately $147,544 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, on the following page. Table 6: Road Impact Fee Estimate Aspen Valley Polo Club PUD: Road Impact Fee Estimate Development Type per Table 7-405 Description Quantity Square Feet Applicable Fee per Table 7-405 Total Zone 1 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 Zone 2 (estimated residential development based on PUD) Residential Single Family 20 1,901 to 2,400 $ 2,385 $ 47,700 Residential Single Family 20 2,401 and greater $ 2,703 $ 54,060 Commercial HOA Community Center 1 1450 $ 3,766 $ 5,461 Subtotal Zone 2 $ 107,221 Total Road Impact Fee Estimate $ 147,544 Fox Tuttle Hernandez Transportation Group, LLC Page 29 Updated October 29, 2019 McClure River Ranch PUD (FTH#17046) Traffic Impact Study 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. 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). The McClure River Ranch trips will be only 2% of the weekday peak hour volumes on County Road 100 at SH 82 (includes inbound and outbound) in Year 2021 and only 6% in Year 2040 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. Existing northbound lane width New asphat area = 862 sq. ft. z.� E Table 7: McClure River Ranch Trips at SH 82 at Catherine Store Road / CR 100 Intersection / Movement % of Trip Volume (Year 2040) 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% 6% 4% 10% 4% 6% 13% 3% 15% 3% The data indicates that the McClure River Ranch trips will be only 4% of the total volume in the northbound right -turn during the AM peak hour and 3% in the PM peak hour. If the project paid the corresponding percentage of trips, then the project's cost contribution would be between $3,495 and $4,660 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. Fox Tuttle Hernandez Transportation Group, LLC Page 30 Updated October 29, 2019 McClure River Ranch PUD (FTH#17046) Traffic Impact Study 13.0 CONCLUSION The McClure River Ranch PUD proposes to construct two polo fields with a clubhouse, barns and stables, horse exercise track, employee housing, guest cabins, and residential homes. There will be up to 54 dwelling units at full buildout. This study focused on the summer season when the polo club would be 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. The 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 have two accesses on Highway 82 Access Road. The main entrance will be approximately 0.40 miles east of the intersection of County Road 100 and the secondary access will be about 0.25 mile east of the first access and 325 feet from the Waldorf School staff driveway. The project is estimated to generate approximately 406 weekday daily trips with 41 trips occurring in the AM peak hour and 47 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. 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. • 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. Fox Tuttle Hernandez Transportation Group, LLC Page 31 Updated October 29, 2019 McClure River Ranch PUD (FTH#17046) Traffic Impact Study It should be noted that the McClure River Ranch trips will be only 2% of the weekday peak hour volumes on the side -street (includes inbound and outbound) in Year 2021 and only 6% in Year 2040 at SH 82 and Catherine Store Road/County Road 100. In the long-term horizon, the project trips will be 15% or less of the total volume per movement in Year 2040 (refer to the data in Section 12.0). Fox Tuttle Hernandez Transportation Group, LLC Page 32 Updated October 29, 2019 McClure River Ranch PUD (FTH#17046) Traffic Impact Study Tables and Figures: Table 1A — Weekday Peak Hour Intersection Level -of -Service Summary Table 18 — Saturday Peak Hour Intersection Level -of -Service Summary Table 2A — Weekday Peak Hour Queue Summary Table 28 — Saturday Peak Hour Queue Summary Table 3A — Phase 1 Trip Generation Summary (Weekday — Summer) Table 38 — Phase 1 Trip Generation Summary (Saturday — Summer) Table 4A — Phase 2 Trip Generation Summary (Weekday — Summer) Table 48 — 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 2 — Conceptual Site Plan Figure 3A —Existing Weekday Traffic Volumes Figure 38 —Existing Saturday Traffic Volumes Figure 4A — Year 2021 Background Weekday Traffic Volumes Figure 48 — Year 2021 Background Saturday Traffic Volumes Figure SA — Year 2040 Background Weekday Traffic Volumes Figure 58 — 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 78 — Phase 1 Saturday Site -Generated Traffic Volumes Figure 8A — Phase 2 Weekday Site -Generated Traffic Volumes Figure 88 — Phase 2 Saturday Site -Generated Traffic Volumes Figure 9A — Year 2021 Weekday Background + Phase 1 Site -Generated Traffic Volumes Figure 98 — Year 2021 Saturday Background + Phase 1 Site -Generated Traffic Volumes Figure 10A — Year 2040 Weekday Background + Full Buildout Site -Generated Traffic Volumes Figure 108 — Year 2040 Saturday Background + Full Buildout Site -Generated Traffic Volumes FTH# 17046 1:1)( TLITTLE HERNANDEZI TRANSPORTATION GROUP McClure River Ranch PUD Traffic Impact Study Carbondale, CO Table 1A - Weekday Peak Hour Intersection Level of Service Summary 10/29/2019 Intersection and Lanes Groups 2019 Existing AM Peak PM Peak 2019 Existing with AM Peak Improvements' PM Peak 2021 Background AM Peak PM Peak 2021 Bkgrd (Phase AM Peak + Project 1) PM Peak 2040 Background AM Peak PM Peak 2040 Bkgrd (Phases AM Peak + Project 1 & 2) PM Peak Delay LOS Delay LOS 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 2 A 3 A 2 A 3 A 2 A 3 A 2 AAAA3 A 2 A 3 A Access Road Eastbound Left+Through+Right 0 A 15 C 0 A 16 C 0 A 16 C 0 A 16 C 0 A 17 C Westbound Left+Through+Right 11 8 16 C 12 B 16 C 11 B 16 C 12 B 16 C 12 8 15 B Northbound Left+Through+Right 1 A 1 A 0 A 1 A 0 A 1 A 0 A 1 A 0 A 1 A Southbound Left+Through+Right 2 A 1 A 2 A 1 A 2 A 1 A 2 A 1 A 2 A 1 A • r SH 82 at JW Drive/ Valley Road 21 C 12 B 73 F >120 F 73 F >120 F >120 F >120 F >120 F >120 F Eastbound Left 9 A 17 C 9 A 24 C 9 A 24 C 10 A 28 D 10 A 29 D Eastbound Through 0 A 0 A 0 A 0 A 0 A 0 A 0 A 0 A 0 A 0 A Eastbound Right 0 A 0 A 0 A 0 A 0 A 0 A 0 A 0 A 0 A 0 A Westbound Left 18 C 10 A 23 C 11 B 23 C 11 B 28 D 11 B 28 D 12 B Westbound Through 0 A 0 A 0 A 0 A 0 A0 A 0 A 0 A 0 A 0 A Westbound Right 0 A 0 A 0 A 0 A 0 A 0 A 0 A 0 A 0 A 0 A Northbound Left+Through+Right Southbound Left+Through+Right >120 >120 >120 >120 >120 >120 >120 >120 F >120 >120 F >120 >120 F >120 r >120 F F >120 >120 F F >120 A >120 1F >120 >120 Valley Road at Highway 82 Access 5 A 5 A 5 A 5 A 5 A 5 A 5 A 5 A 5 A 5 A Road Eastbound Left+Right 10 B 10 A 11 B 10 B 11 B 10 B 10 B 10 B 10 B 11 B Northbound Left+Through 3 A 5 A 2 A 5 A 2 A 5 A 2 A 5 A 2 A 5 A Southbound Through+Right 0 A 0 A 0 A 0 A 0 A 0 A 0 A 0 A 0 A 0 A Highway 82 Access Road at Chukka 0 A 1 A 1 A 1 A Trail (West) Eastbound Right+Through 0 A 0 A 0 A 0 A Westbound Left+Through 1 A 0 A 1 A 0 A Northbound Left+Right . 9 A 9 A 10 A 9 A Highway 82 Access Road at 0 A 0 A 0 A 1 A Riverstone Drive (East) Eastbound Right+Through 0 A 0 A 0 A 0 A Westbound Left+Through 0 A 0 A 0 A 0 A Northbound Left+Right 9 A 9 A 9 A 9 A SIGNAL CONTROL SH 82 at Catherine Store Rd/ County 56 E 73 E 24 C 26 C 24 C 28 C 24 C 26 C 28 C 30 C 29 C 33 C Road 100 I Eastbound Left 101 F 101 F 93 F 93 F 92 F 93 F 92 F 92 F 94 F 92 F 95 m F 93 F Eastbound Through 25 C 16 B 17 B 17 B 20 C 20 C 21 C 19 B 26 C 20 C 28 C 21 C Eastbound Right 13 B 13 B 9 A 14 B 9 A 14 B 9 A 14 B 10 A 14 B 10 B 15 B Westbound Left >120 ■ F >120 F 116 F 106 F 115 F 112 F 115 F 109 F 117 F >120 F 118 F >120 F Westbound Through 11 B 18 B 7 A 11 B 7 A 15 B 7 A 14 B 8 A 16 B 8 A 17 B Westbound Right 9 A 9 A 6 A 5 A 5 A 5 A 5 A 5 A 6 A 5 A 6 A 6 A Northbound Left+Through+Right >120 F >120 F Northbound Left+Through 78 E 80 E 78 E 80 F 78 E 79 E 78 E 80 E 79 E 80 F Northbound Right 0 A 0 A 0 A 0 A 0 A 0 A 0 A 0 A 0 A 0 A Southbound Left+Through+Right 87 F 69 E 78 E 75 E 76 E 95 F 75 E 73 E 79 E 75 E 78 E 74 E Note: Delay represented in average seconds per vehicle. 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 -tum lane. These mitigation measures were assumed to be in place prior to Year 2021 background. 17046_LOS_v2 FTH# 17046 FOX TUTTLE HERNANDEZ] TRANS FUR TATION GROUP McClure River Ranch PUD Traffic Impact Study Carbondale, CO Table 1B - Saturday Peak Hour Intersection Level of Service Summary Intersection and Lanes Groups 2019 Existing Saturday Peak 2019 Existing with Improvements Saturday Peak 2021 Background Saturday Peak 2021 Bkgrd + Project (Phase 1) Saturday Peak 2040 Background Saturday Peak 2040 Bkgrd + Project (Ph 1 & 2) Saturday Peak Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS ■ STOP SIGN CONTROL County Road 100 at Highway 82 3 A 3 A 5 A 3 A 5 A Access Road Eastbound Left+Through+Right 12 B 12 B 15 C 12 B 17 C Westbound Left+Through+Right 11 B 12 B 14 B 12 B 14 B Northbound Left+Through+Right 0 A 0 A 0 A 0 A 0 A Southbound Left+Through+Right 0 A 0 A 3 A 0 A 3 A SH 82 at JW Drive/ Valley Road 2 A 5 A 9 A 8 A 15 B Eastbound Left W LL Q 000,004,j 11 B 12 B 11 B 12 B Eastbound Through 0 A 0 A 0 A 0 A Eastbound Right 0 A 0 A 0 A 0 A Westbound Left 10 A 10 A 11 B 11 B Westbound Through 0 A 0 A 0 A 0 A Westbound Right 0 A 0 A 0 A 0 A Northbound Left+Through+Right 100 F >120 F >120 F >120 F Southbound Left+Through+Right >120 I F >120 F >120 >120 Valley Road at Highway 82 Access 4 A 3 A 3 A 3 A 3 A Road Eastbound Left+Right 9 A 9 A 9 A 9 A 9 A Northbound Left+Through 5 A 7 A 7 A 4 A 4 A Southbound Through+Right 0 A 0 A 0 A 0 A 0 A Highway 82 Access Road at Chukka 2 A 2 A Trail (West) Eastbound Right+Through 0 A 0 A Westbound Left+Through 3 A 3 A Northbound Left+Right 10 A 10 A Highway 82 Access Road at 1 A 1 A Riverstone Drive (East) Eastbound Right+Through 0 A 0 A Westbound Left+Through 1 A 1 A Northbound Left+Right 9 A 9 A SIGNAL CONTROL SH 82 at Catherine Store Rd/ County Road 100 32 C 22 C 20 B 26 C 22 C 29 C Eastbound Left 101 F 90 F 91 F 110 F 114 F 100 Eastbound Through 14 B 8 A 9 A 10 A 11 B 12 B Eastbound Right 12 B 7 A 7 A 8 A 8 A 9 A Westbound Left >120 F 111 F 111 F 160 F 114 F >120 F Westbound Through 10 A 5 A 6 A 6 A 7 A 8 A Westbound Right 8 A 4 A 4 A 4 A 5 A 5 A Northbound Left+Through+Right 92 79 E 79 E 80 F 79 E 81 F Northbound Right 0 A 0 A 0 A 0 A 0 A Southbound Left+Through+Right 70 80 F 80 F 80 E 82 F 79 E Note: Delay represented in average seconds per vehicle. 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 -tum lane. These mitigation measures were assumed to be in place prior to Year 2021 background. 10/29/2019 17046_LOS_v2 FTH# 17046 FDX TUTTLE HERNANDEZ` TRANSPoPrATION GROUP • McClure River Ranch PUD Traffic Impact Study Table 2A - Weekday Peak Hour Queue Summary 10/29/2019 Intersection and Lanes Groups Storage2019 OR Upstream Int. 2019 Existing AM Peak PM Peak Existing Improvements AM Peak with PM Peak 2021 Background AM Peak PM Peak 2021 Bkgrd (Phase AM Peak + Project 1) PM Peak 2040 Background AM Peak PM Peak 2040 Bkgrd (Phases AM Peak + Project 1 & 2) PM Peak Avg. 95th Avg. 95th Avg. 95th Avg. 95th Avg. 95th Avg. 95th Avg. 95th Avg. 95th Avg. 95th Avg. 95th Avg. 95th Avg. 95th County Road 100 at Highway 82 Access Road Eastbound Left+Through+Right 110' - 0' - 8' - 0' - 8' - 0' - 8' - 0' - 8' - 0' - 8' Westbound Left+Through+Right 200' - 3' - 15' - 3' - 18' - 5' - 20' - 5' - 18' - 8' - 20' Northbound Left+Through+Right 690' - 3' - 5' - 3' - 5' - 3' - 5' - 3' - 5' - 3' - 5' Southbound Left+Through+Right 120' - 5' - 3' - 5' - 3' - 8' - 3' - 5' - 3' - 8'- 3' SH 82 at JW Drive/ Valley Road Eastbound Left 515' - 5' - 23' - 8' - 35' - 8' - 35' - 8' - 45' - 8' - 45' 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' - 13' - 5' - 18' - 5' - 18' - 5' - 23' - 8' - 23' - 8' 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' - 65' - 28' - 138' - * - 138' - * - * - * - * - * Southbound Left+Through+Right 360' - 198' - 83' - 248' - * - 248' - * - * - * - * - Valley Road at Highway 82 Access Road Eastbound Left+Right 630' - 15' - 10' - 18' - 10' - 18' - 10' - 18' - 10' - 18' - 10' Northbound Left+Through 175' - 3' - 5' - 3' - 5' - 3'- 5' - 3' - 5' - 3' - 5' 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' - 5' - 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 SH 82 at Catherine Store Rd/ County Road 100 Eastbound Left 465' 32' 66' 26' 63' 30' 66' 24' 63' 30' 66' 25' 63' 30' 66' 25' 63' 36' 91' 23' 62' 36' 91' 24' 62' Eastbound Through 4500' 716' 766' 207' 281' 607' 766' 220' 333' 885' 1061' 354' 520' 887' 1061' 358' 520' 1000' 1553' 383' 567' 1013' 1553' 396' 567' Eastbound Right 440' 0' 23' 0' 0' 0' 23' 0' 0' 2' 26' 0' 0' 3' 27' 0' 0' 5' 40' 0' 0' 6' 41' 0' 1' Westbound Left 330' 144' 270' 533' 781' 136' 270' 338' 623' 139' 275' 349' 644' 143' 283' 355' 647' 158' 326' 409' 713' 165' 342' 442' 742' Westbound Through 4000' 128' 182' 601' 791' 105' 182' 492' 791' 143' 240' 777' 1233' 143' 240' 794' 1233' 175' 296' 848' 1371' 177' 296' 892' 1371' Westbound Right 345' 0' 0' 0' 0' 0' 0' 0' 0' 0' 0' 0' 0' 0' 0' 0' 0' 0' 0' 0' 2' 0' 0' 0' 2' Northbound Left+Through+Right 120' 450' 451' 305' 343' Northbound Left+Through 120' 95' 131' 102' 145' 97' 131' 104' 147' 100' 134' 112' 156' 92' 154' 97' 162' 101' 168' 114' 184' Northbound Right 120' 0' 0' 0' 0' 0' 0' 0' 0' 0' 0' 0' 0' 0' 0' 0' 0' 0' 0' 0' 0' Southbound Left+Through+Right 820' 146' 192' 65' 106' 119' 152' 64' 104' 122' 156' 64' 104' 123' 156' 64' 104' 115' 189' 62' 118' 116' 190' 64' 120' 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. 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. 17046_LOS_v2 FTH# 17046 McClure River Ranch PUD 10/29/2019 Traffic Impact Study FOX TLITTLE HERNANDEZ TRANS v o R T A T i o H G ROUP Table 2B - Saturday Peak Hour Queue Summary Intersection and Lanes Groups Storage 2019 Existing Saturday Peak 2019 Existing with Improvements Saturday Peak Background Saturday Peak 2021 Bkgrd + Project (Phase 1) Saturday Peak 2040 Background Saturday Peak 2040 Bkgrd + Project (Ph 1 & 2) Saturday Peak 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' - 5' - 3' - 4' - 8' - 13' Westbound Left+Through+Right 200' - 8' - 8' - 15' - 8' - 15' Northbound Left+Through+Right 690' - 0' - 0' - 0' - 0' - 0' Southbound Left+Through+Right 120' - 0' - 0' - 8' - 0' - 8' SH 82 at JW Drive/ Valley Road Eastbound Left 515' - 5' - 8' - 8' - 10' - 10' Eastbound Through 1800' - 0' - 0' - 0' - 0' - 0' Eastbound Right 515' - 0' - 0' - 0' - 0' - 0' Westbound Left 650' - 0' - 0' - 3' - 0' - 3' Westbound Through 5400' - 0' - 0' - 0' - 0' - 0' Westbound Right 460' - 0' - 0' - 0' - 0' - 0' Northbound Left+Through+Right 120' - 10' - 38' - 53' - 53' - 70' Southbound Left+Through+Right 360' - 38' - 73' - 110' - 98' - 135' Valley Road at Highway 82 Access Road Eastbound Left+Right 630' - 3' - 3' - 3' - 3' - 3' Northbound Left+Through 175' - 0' - 0' - 3' - 0' - 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' - 3' 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 CON SH 82 at Catherine Store Road/ County Road 100 Eastbound Left 465' 39' 93' 37' 96' 41' 111' 41' 111' 46' 127' 47' 127' Eastbound Through 4500' 168' 234' 139' 256' 190' 344' 196' 344' 259' 447' 277' 447' Eastbound Right 440' 0' 0' 0' 0' 0' 0' 0' 15' 0' 0' 0' 27' Westbound Left 330' 170' 319' 159' 332' 164' 347' 244' 75' 172' 373' 263' 504' Westbound Through 4000' 151' 211' 118' 232' 172' 329' 179' 329' 202' 381' 220' 381' Westbound Right 345' 0' 0' 0' 0' 0' 0' 0' 0' 0' 0' 0' 0' Northbound Left+Through+Right 120' 160' 224' Northbound Left+Through 120' 60' 101' 57' 97' 68' 112' 70' 124' 91' 153' Northbound Right 120' 0' 0' 0' 0' 0' 0' 0' 0' 0' 0' Southbound Left+Through+Right 820' 55' 108' 54' 106' 48' 97' 58' 109' 79' 139' 90' 152' Note: Queues estimated with Synchro (version 9). Blue font highlights queues that are predicted to exceed the available existing storage length. 17046_LOS_v2 FTH #17046 F ruT -LL� McClure River Ranch PUD Traffic Impact Study Table 3A - Phase 1 Trip Generation Summary (Weekday - Summer) 10/29/2019 Land Use Size Unit Non -Auto Factor Internal Capture Adjust Rate Average Daily Trips Total In Out Rate AM Peak Hour Trips Total In Out Rate PM Peak Hour Trips Total In Out ITE 210 - Single -Family Detached Dwelling 0 0.85 1.00 9.44 0 0 0 0.74 0 0 0 0.99 0 0 0 Housing Units ITE 220 - Multi -family Housing (cabins + Dwelling extra DU) 5 Units 0.85 1.00 7.32 31 16 15 0.46 2 0 2 0.56 2 1 1 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 Subtotal for Residential Trips: 31 16 15 2 0 2 2 1 1 Subtotal for Polo Club Trips: 49 25 24 12 9 3 10 3 7 Total Weekday New Trips for Aspen Polo Club (Phase 1): 80 41 39 AM > 14 9 5 PM > 12 4 8 Source : ITE Trip Generation 10th Edition, 2017. Updated from 9th Edition in original traffic study. 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. 17046_Volumes_v2 - Trip Gen_Phl FTH #17046 FOX® HE RNAND EZ McClure River Ranch PUD Traffic Impact Study Table 3B - Phase 1 Trip Generation Summary (Saturday - Summer) Land Use Size Unit Non -Auto Factor Internal Capture Adjust Rate Average Weekend Daily Trips Total In Out Saturday Peak Hour Trips Rate Total In Out ITE 210 - Single -Family Detached Dwelling 0 0.85 1.00 9.54 0 0 0 0.93 0 0 0 Housing Units ITE 220 - Multi -family Housing (cabins + Dwelling extra DU) 5 Units 0.85 1.00 8.14 35 18 17 0.70 3 2 1 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 Subtotal for Residential Trips: 35 18 17 3 2 1 Subtotal for Polo Club Trips: 499 252 247 151 133 18 Total Weekend New Trips for Aspen Polo Club (Phase 1): 534 270 264 AM > 154 135 19 Source : ITE Trip Generation 10th Edition, 2017. Updated from 9th Edition in original traffic study. 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. 10/29/2019 17046_Volumes_v2 - Trip Gen_Phl FTH #17046 FOX ruT -LL� McClure River Ranch PUD Traffic Impact Study Table 4A - Phase 2 Trip Generation Summary (Weekday - Summer) 10/29/2019 Land Use Size Unit Non -Auto Factor Internal Capture Adjust Rate Average Daily Trips Total In Out Rate AM Peak Hour Trips Total In Out Rate PM Peak Hour Trips Total In Out ITE 210 - Single -Family Detached Dwelling 40 0.85 1.00 9.44 321 161 160 0.74 25 6 19 0.99 34 21 13 Housing Units 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 Subtotal for Residential Trips: 321 161 160 25 6 19 34 21 13 Subtotal for Polo Club Trips: 5 3 2 2 2 0 1 0 1 Total Weekend New Trips for Aspen Polo Club (Phase 2): 326 164 162 AM > 27 8 19 PM > 35 21 14 Source : ITE Trip Generation 10th Edition, 2017. Updated from 9th Edition in original traffic study. 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. 17046_Volumes_v2 - Trip Gen_Ph2 FTH #17046 FOX® HE RNAND EZ ho nou McClure River Ranch PUD Traffic Impact Study Table 4B - Phase 2 Trip Generation Summary (Saturday - Summer) Land Use Size Unit Non -Auto Factor Internal Capture Adjust Rate Average Weekend Daily Trips Total In Out Saturday Peak Hour Trips Rate Total In Out ITE 210 Single Family Detached Dwelling 0.85 1.00 9.54 324 162 162 0.93 32 17 15 Housing Units Employees (greenhouse, gardens, community ctr, etc.) 2 Persons 0.85 1.00 3.00 5 3 2 0.80 1 1 0 Subtotal for Residential Trips: 324 162 162 32 17 15 Subtotal for Polo Club Trips: 5 3 2 1 1 0 Total Weekend New Trips for Aspen Polo Club (Phase 2): 329 165 164 AM > 33 18 15 Source : ITE Trip Generation 10th Edition, 2017. Updated from 9th Edition in original traffic study. 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. 10/29/2019 17046_Volumes_v2 - Trip Gen_Ph2 newEnnsaree CarLbbrida El Jebel S,IJerre. Breckenridge fasteerbel cent. ail awe 11,iALA hr5dh�, Mawr WO.IIP55 .Evergreen t.L.L Thornton Westth1rnsterr m Arvada,-- er ; [omme nalden dY easrv10s1-- e Denver L[ Lakewood ����e a,e Englewood c s EeY 'tilbEry Its Village ire 'hv: e'LRtfMon Ken CayI CONtininCente FOX®HERNANDEZ TRANSPORTATIONcJe GROUP McCLURE RIVER RANCH PUD TRAFFIC IMPACT STUDY VICINITY MAP Project # 17046 Original Scale NTS Date 10/29/19 Drawn by CRS Figure # 1 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 Barn 3 (Foster) (FUTURE DEVELOPMENT) N, $: Buildings are shown for concenitypees in both design nd locopQp,and—drYiubject to change. FOX TUTTLE HERNANDEZ TRANSPORTATION G POUF Project # 17046 Original Scale McCLURE RIVER RANCH PUD TRAFFIC IMPACT STUDY CONCEPTUAL SITE PLAN NTS Date 10/29/19 Drawn by CRS Figure # 2 co o) I— o N N 22 (21) 11 (33) 1368 (696) y 535 (1538) 122 (60)114 (276) tt N N CO CO `n • CO TATE H/GHW ,, 8 0(6) 0 (2) .4 0 (8) • a7 1 CV CO 1.0 N) N N N — CD o aD CON xxx (xxx) x,xxx KEY AM (PM) PEAK HOUR TRAFFIC VOLUME WEEKDAY DAILY TRAFFIC VOLUME LANE CONFIGURATION co If) N 1-0 • 64 (81) 24 (45) 1623 (742) y 491 (1533) 16 (19) i\ C 40 (42) CN) 0 COUNTY ROAD 100 1,700 PROJECT SITE FOX TUTTLE HERNANDEZ TRANSPORTATION GROUP 84 (36) 23 (27) • 1,400 McCLURE RIVER RANCH PUD TRAFFIC IMPACT STUDY YEAR 2019 EXISTING WEEKDAY TRAFFIC VOLUMES Project # 17046 Original Scale NTS Date 10/29/19 Drawn by CRS Figure # 3A ► 32 630 41 / J 7,200 N N I— N N COUNTY ROAD 100 1,300 19 f 641 130 TATE H/CHW ,, 8 PROJECT SITE FOX TUTTLE HERNANDEZ TRANSPORTATIONGROUP 23 4 9 M 15,100 i 11 3 19 KEY XXX MIDDAY PEAK HOUR TRAFFIC VOLUME SATURDAY DAILY TRAFFIC VOLUME LANE CONFIGURATION CO 0) N N • 57 / 30 691 y 700 15 i� 10 '1'• 0L, FRoN rycf O:86*Ay 827 7 15 • 0) o 1,200 VALLEY ROAD McCLURE RIVER RANCH PUD TRAFFIC IMPACT STUDY YEAR 2019 EXISTING SATURDAY TRAFFIC VOLUMES Project # 17046 Original Scale NTS Date 10/29/19 Drawn by CRS Figure # 3B ► 22 (21) 1627 (990) —4.-- 124 124 (61) N- O) r- a❑ O N N N rO N O) CO 11 (34) 681 (1893) 116 (282) 0(6) 0 (2) .4 0 (8) . 27,200 xxx (xxx) x,xxx KEY AM (PM) PEAK HOUR TRAFFIC VOLUME WEEKDAY DAILY TRAFFIC VOLUME LANE CONFIGURATION (0 NLO • 65 (83) 24 (47) 881 (1014) y 636 (1888) 22 (42) i\ / 41 (43) '+'" • N c.iNLO COUNTY ROAD 100 1,800 PROJECT SITE FOX TUTTLE HERNANDEZ TRANSPORTATION GROUP 86 (37) 23 (28) • Lr) 1,400 McCLURE RIVER RANCH PUD TRAFFIC IMPACT STUDY YEAR 2021 BACKGROUND WEEKDAY TRAFFIC VOLUMES Project # 17046 Original Scale NTS Date 10/29/19 Drawn by CRS Figure # 4A 35 806 40 / J 7,300 / N N ON COUNTY ROAD 100 1,400 20 f 853 135 TATE H/CHW ,, 8 PROJECT SITE FOX TUTTLE HERNANDEZ TRANSPORTATION GROUP i 25 5 10 COLO 19,100 i • 10 5 20 KEY XXX MIDDAY PEAK HOUR TRAFFIC VOLUME SATURDAY DAILY TRAFFIC VOLUME LANE CONFIGURATION • 60 "K \\ 30 850 y 913 31 10 • esi Lo °4o Fj�oN rycf O:86*Ay 827 VALLEY ROAD McCLURE RIVER RANCH PUD TRAFFIC IMPACT STUDY YEAR 2021 BACKGROUND SATURDAY TRAFFIC VOLUMES Project # 17046 Original Scale NTS Date 10/29/19 Drawn by CRS Figure # 4B ► 30 (20) 1995 (1055) 140 (65) / J 14,200 0 0 0 r') N N Lf) 0 0 M N LO CD LCD CO 10 (40) 825 (2040) 135 (315) TATE H/GHW, ,, 8 0(5) 0 (5) .4 0 (10) . 29,300 xxx (xxx) x,xxx KEY AM (PM) PEAK HOUR TRAFFIC VOLUME WEEKDAY DAILY TRAFFIC VOLUME LANE CONFIGURATION LO Ln Ln Ln CD • 70 (9 5) J/ 30 (5 5) 2250 (1080) y 780 (2035) 25 (75) i\ / 45 (50) NLO o Ln COUNTY ROAD 100 2,300 PROJECT SITE FOX TUTTLE HERNANDEZ TRANSPORTATION GROUP 95 (40) 30 (35) • Ln 00 Ln Ln Ln Ln 0 0 cD 1,750 McCLURE RIVER RANCH PUD TRAFFIC IMPACT STUDY YEAR 2040 BACKGROUND WEEKDAY TRAFFIC VOLUMES Project # 17046 Original Scale NTS Date 10/29/19 Drawn by CRS Figure # 5A 40 1005 50 / J 9,900 / o O O re) M N O O O M 17 COUNTY ROAD 100 1,700 20 f 1000 150 TATE H/CHW, ,, 8 PROJECT SITE FOX TUTTLE HERNANDEZ TRANSPORTATION GROUP i 30 5 10 0 LC) N In LC) O 22,800 i • 10 5 20 KEY XXX MIDDAY PEAK HOUR TRAFFIC VOLUME SATURDAY DAILY TRAFFIC VOLUME LANE CONFIGURATION o LO 65 35 1050 y 1060 50 10 LO LO o °4o Fj�oN rycf O:86*Ay 827 5 15 • In 0 0 N 1,500 VALLEY ROAD McCLURE RIVER RANCH PUD TRAFFIC IMPACT STUDY YEAR 2040 BACKGROUND SATURDAY TRAFFIC VOLUMES Project # 17046 Original Scale NTS Date 10/29/19 Drawn by CRS Figure # 5B LC) o CO ENTER 55% AM 30% PM EXIT 30% AM 55% PM To/From West SH 82 l -- AM PEAK HOUR o Lc) o f 1 CATHERINE STORE ROAD PM PEAK HOUR CD 0 CD In o 0%/ 0% 0% _y 0% 0% f 0% 0% — : f 0% 55% f C 20% 30% f/ C 45% 5%AM&PM To/From North Catherine Store L bD o 0 0 o CO 0%Ji [80%] 0% — f [0%] 0% [5%] 0 0 0 ENTER 30% AM 55% PM Exrr 55% AM 30% PM To/From East SH 82 AM PEAK HOUR 0 0 0 0%J/ 0% [45%] -- f 20% 0 0 0 PM PEAK HOUR m m 0% J/ 0% [20%] — f 45% 0 0 0 o / o Y Y o 1 o I v PROJECT j1 SITE o 1 o 5% AM & PM To/From South \\ County Road 100 \ RIVERSTONE \ Tq 20% f [20%] 65% / 10% FOX TUTTLE HERNANDEZ TRANSPORTATION GROUP [10%] y f 10% 20% / 5% xxx [xxx] KEY To/From South Valley Road / r), [10%] [5%] • f (n ENTERING [EXITING] TRIP PERCENTAGE TRIP DIRECTION PROPOSED ACCESS o b� i VALLEY ROAD McCLURE RIVER RANCH PUD TRAFFIC IMPACT STUDY RESIDENTIAL SITE TRIP DISTRIBUTION Project # 17046 Original Scale NTS Date 10/29/19 Drawn by CRS Figure # 6A 40% To/From West SH 82 CATHERINE STORE RO 0 0 0 o In o 1 0% o% 0%� f 0% 40%--1\�� 30% 0 CD o LC) o 5% To/From North Catherine Store T= H/Cy�yAY 8 COUNTY ROAD 100 5% W Q PROJECT SITE To/From South \ County Road 100 \ ti U 5% y f [5%] 75% 15% " i FOX TUTTLE HERNANDEZ TRANSPORTATION GROUP 0 0, u) 0 I� IR • 0% / [75%] 0% f [0%] 0% [5%] • 0 0 IIt) 40% To/From East SH 82 691 0% / 0% [30%] -- f 30% 0% / 10% \CD0 T.. CD u 5% II To/From North JW Drive [15%] y 15% 5% / 5% xxx [xxx] l• LO LC)LO KEY ENTERING [EXITING] TRIP PERCENTAGE TRIP DIRECTION PROPOSED ACCESS 5% To/From South Valley Road / VALLEY ROAD McCLURE RIVER RANCH PUD TRAFFIC IMPACT STUDY POLO CLUB SITE TRIP DISTRIBUTION Project # 17046 Original Scale NTS Date 10/29/19 Drawn by CRS Figure # 6B ► 0 ti 0 (0) / 1 0 (0) 0 (0) —6-- f 0 (0) LO O N N O N 0 0 Ci - c) O I� 0 (0) 1 4 (7) 0 (0) —.-- ---0(0) 0 0 s- 0 0 0 O 2 (2) 3 (1) O O COUNTY ROAD 100 70 0(0)� f 0 (1) 7 (4) \ , 2 (0) FOX TUTTLE O HERNANDEZ 0 (2) — f 2 (0) 0 (0) c 0 (1) i• 0 KEY XXX/XXX AM (PM) PEAK HOUR TRIP VOLUME TRIP DIRECTION PROPOSED ACCESS O 00 VALLEY ROAD TRANSPORTATION GROUP Project # 17046 Original Scale McCLURE RIVER RANCH PUD TRAFFIC IMPACT STUDY PHASE 1 WEEKDAY SITE -GENERATED TRAFFIC VOLUMES NTS Date 10/29/19 Drawn by CRS Figure # 7A 0 d�� 0 o - I f 0 55 --'\ '\f( /('- 39 00 ct ce0 Lu W, o O 0 /A\,‘• 14 0 — f 0 ° •'\frr , 100 O O r-- 100 � 5 f 39 0 �/ � 13 s- COUNTY ROAD 100 455 455 N O 7 y 1 101 / 20 FOX TUTTLE HERNANDEZ KEY XXX/XXX AM (PM) PEAK HOUR TRIP VOLUME TRIP DIRECTION PROPOSED ACCESS I. o VALLEY ROAD TRANSPORTATION GROUP McCLURE RIVER RANCH PUD TRAFFIC IMPACT STUDY PHASE 1 SATURDAY SITE -GENERATED TRAFFIC VOLUMES Project # 17046 Original Scale NTS Date 10/29/19 Drawn by CRS Figure # 7B 0 O 0 (0) / 1 0 (0) 0 (0) f 0 (0) 5 (7) '\f( c-2 (9) I•-• M LO 0 1– O I� 0 (0) _2, IR 15 (11) 0 (0) — f 0 (0) 0 0 0 o O 9 (3) 2 (9) 0 (0) f / c-1 (2) 0 0 O O N COUNTY ROAD 100 275 1 (4) f 4 (3) 6 (14) / 1 (2) FOX TUTTLE N HERNANDEZ 2 (1) — f 1 (2) 1 (4) / 0(1) i• KEY XXX/XXX AM (PM) PEAK HOUR TRIP VOLUME TRIP DIRECTION PROPOSED ACCESS v o O O VALLEY ROAD TRANSPORTATION GROUP McCLURE RIVER RANCH PUD TRAFFIC IMPACT STUDY PHASE 2 WEEKDAY SITE -GENERATED TRAFFIC VOLUMES Project # 17046 Original Scale NTS Date 10/29/19 Drawn by CRS Figure # 8A ► ct W ce0 W , 0 r 1 0 0 — I f 0 10 --'\ �/ /('- 3 0 0 0 'A\,‘• ,2 0 — f 0 ° •'\frr , o O o •A\. 6 —•---/f 3 COUNTY ROAD 100 280 3 3 12 2 FOX TUTTLE HERNANDEZ KEY XXX/XXX AM (PM) PEAK HOUR TRIP VOLUME TRIP DIRECTION PROPOSED ACCESS VALLEY ROAD TRANSPORTATION GROUP McCLURE RIVER RANCH PUD TRAFFIC IMPACT STUDY PHASE 2 SATURDAY SITE -GENERATED TRAFFIC VOLUMES Project # 17046 Original Scale NTS Date 10/29/19 Drawn by CRS Figure # 8B 22 (21) 1627 (990) —4.-- 128 128 (64) COUNTY ROAD 100 / J 7,360 / 1,470 107 (75) 7 (4) FOX TUTTLE N- 0) r- 00 O N N N ,r 00 N CO LC) LO • CNI 11 (34) 681 (1893) 119 (283) T= H/Cy/yAY 8 0(6) 0 (2) .4 0 (8) • N r•-• O 19,120 xxx (xxx) x,xxx KEY AM (PM) PEAK HOUR TRAFFIC VOLUME WEEKDAY DAILY TRAFFIC VOLUME LANE CONFIGURATION PROPOSED ACCESS • 65 (83).._}/ 24 (47) 1883 (1016) y 639 (1889) 22 (42) i\ / 42 (44) N CD CD N O • ti Q PROJECT SITE = U � U O 24 (30) 7 2 (0 ) • HERNANDEZ 107 (77) 0 (0) 7 26 (29) 0 (1) • O 87 (39) 23 (28) • 1,310 VALLEY ROAD TRANSPORTATION GROUP McCLURE RIVER RANCH PUD TRAFFIC IMPACT STUDY YEAR 2021 WEEKDAY BACKGROUND + SITE -GENERATED TRAFFIC VOLUMES Project # 17046 Original Scale NTS Date 10/29/19 Drawn by CRS Figure # 9A 35 806 95 COUNTY ROAD 100 / 7,730 / 1,855 CD N. up N N M N (V 20 f 853 174 = H/CH AY 8 yti • -. W ct Q PROJECT SITE Y = U 2 U 37 36 101 7 20 FOX TUTTLE • - M HERNANDEZ • • 25 5 10 LO C M 19,200 i 24 5 21 KEY XXX MIDDAY PEAK HOUR TRAFFIC VOLUME SATURDAY DAILY TRAFFIC VOLUME LANE CONFIGURATION PROPOSED ACCESS - 03 CV • f 60 i 1\\ 30 855 y 952 31 / 23 • CV Lf) N • • Gy OqO SAY 82/ 1,380 VALLEY ROAD TRANSPORTATION GROUP McCLURE RIVER RANCH PUD TRAFFIC IMPACT STUDY YEAR 2021 SATURDAY BACKGROUND + SITE -GENERATED TRAFFIC VOLUMES Project # 17046 Original Scale NTS Date 10/29/19 Drawn by CRS Figure # 9B ► 30 (20) 1995 (1055) 149 (75) COUNTY ROAD 100 / J 14,520 2,645 121 (89) 13 (18) 0 0 r7 N N LC) O O M N LO N O ao n � `n 10 (40) 825 (2040) 140 (325) H/CH AY 8 , PROJECT SITE = U � U LO N O • 34 (39) 3 (2 ) FOX®HERNANDEZ LO r.0 0 C. C CC0 0(5) 0 (5) .4 0 (10) • 29,385 • 39 (33) 0 (5 ) 6 (11) LO M LID oN o IC) OD N xxx (xxx) x,xxx KEY AM (PM) PEAK HOUR TRAFFIC VOLUME WEEKDAY DAILY TRAFFIC VOLUME LANE CONFIGURATION PROPOSED ACCESS • LO 70 (95) J/ 30 (55) 2261 (1085) y 785 (2045) 25 (75)-1\ / 47 (53) \ 122 (88) 1 (4) 7 33 (37) 0 (2) • - N Gy OqO kAY 82/ 98 (43) 31 (36) • CO LO L0 N cD 1,810 VALLEY ROAD TRANSPORTATION GROUP McCLURE RIVER RANCH PUD TRAFFIC IMPACT STUDY YEAR 2040 WEEKDAY BACKGROUND + SITE -GENERATED TRAFFIC VOLUMES Project # 17046 Original Scale NTS Date 10/29/19 Drawn by CRS Figure # 10A ► 40 1005 115 O O O re) M N 1 • 20 1000 J 192 / / J 10,590 COUNTY ROAD 100 2,435 45 113 FOX TUTTLE W , PROJECT SITE = U � U H/CH AY 8 7 44 22 • C - N HERNANDEZ 30 5 10 N LC) N Ir) LC) CO 22,965 i 39 10 36 5 22 KEY XXX MIDDAY PEAK HOUR TRAFFIC VOLUME SATURDAY DAILY TRAFFIC VOLUME LANE CONFIGURATION PROPOSED ACCESS 65 35 1061 y 1102 50 i� 25 N r 62 8 • 9 17 Gy OqO SAY 82/ ND LO CO• O N 1,630 VALLEY ROAD TRANSPORTATION GROUP McCLURE RIVER RANCH PUD TRAFFIC IMPACT STUDY YEAR 2040 SATURDAY BACKGROUND + SITE -GENERATED TRAFFIC VOLUMES Project # 17046 Original Scale NTS Date 10/29/19 Drawn by CRS Figure # 10B ► McClure River Ranch PUD (FTH#17046) 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 (FTH#17046) Traffic Impact Study Level of Service Definitions FOX TUTTLE HERNANDEZ TRANSPORTATION GROUP LEVEL OF SERVICE DEFINITIONS In rating roadway and intersection operating conditions with existing or future traffic volumes, "Levels of Service" (LOS) A through F are used, with LOS A indicating very good operation and LOS F indicating poor operation. Levels of service at signalized and unsignalized intersections are closely associated with vehicle delays experienced in seconds per vehicle. More complete level of service definitions and delay data for signal and stop sign controlled intersections are contained in the following table for reference. Level of Service Rating Delay in seconds per vehicle (a) Definition Signalized Unsignalized A 0.0 to 10.0 0.0 to 10.0 Low vehicular traffic volumes; primarily free flow operations. Density is low and vehicles can freely maneuver within the traffic stream. Drivers are able to maintain their desired speeds with little or no delay. B 10.1 to 20.0 10.1 to 15.0 Stable vehicular traffic volume flow with potential for some restriction of operating speeds due to traffic conditions. Vehicle maneuvering is only slightly restricted. The stopped delays are not bothersome and drivers are not subject to appreciable tension. C 20.1 to 35.0 15.1 to 25.0 Stable traffic operations, however the ability for vehicles to maneuver is more restricted by the increase in traffic volumes. Relatively satisfactory operating speeds prevail, but adverse signal coordination or longer vehicle queues cause delays along the corridor. D 35.1 to 55.0 25.1 to 35.0 Approaching unstable vehicular traffic flow where small increases in volume could cause substantial delays. Most drivers are restricted in ability to maneuver and selection of travel speeds due to congestion. Driver comfort and convenience are low, but tolerable. E 55.1 to 80.0 35.1 to 50.0 Traffic operations characterized by significant approach delays and average travel speeds of one-half to one-third the free flow speed. Vehicular flow is unstable and there is potential for stoppages of brief duration. High signal density, extensive vehicle queuing, or corridor signal progression/timing are the typical causes of vehicle delays at signalized corridors. F > 80.0 > 50.0 Forced vehicular traffic flow and operations with high approach delays at critical intersections. Vehicle speeds are reduced substantially and stoppages may occur for short or long periods of time because of downstream congestion. (a) Delay ranges based on 2010 Highway Capacity Manual criteria. McClure River Ranch PUD (FTH#17046) Traffic Impact Study Existing Traffic Data N/S STREET: CR -100 EN STREET: HWY-82 CITY: COUNTY: GARFIELD Start Time Factor 06:30 AM 06:45 AM Total 07:00 AM 07:15 AM 07:30 AM 07:45 AM Total 08:00 AM 08:15 AM Total COUNTER MEASURES INC. 1889 YORK STREET DENVER.COLORADO 303-333-7409 Groups Printed- 1 - VEHICLES CR -100 HWY-82 CR -100 Southbound ! Westbound Northbound . Left Thru Right Peds Left Thru Right Peds ! Left Thru Right Peds 1.0 1.0 1.0 , 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 2 0 2 0 13 46 0 0 5 0 52 0 8 3 3 0' 15 56 5 1 15 0 36 0 10 3 5 0 28 102 5 1 20 0 88 0 10 3 6 0 10 76 2 0 5 2 40 13 8 6 0 14 79 2 0 6 2 37 15 3 6 0 21 139 3 0 7 2 36 11 10 8 0 41 120 4 2 102 37 49 24 26 0 86 414 11 2'i 28 8 150 6 3 6 0! 25 109 0 0 7 5 70 8 4 6 0! 25 126 4 0 5 5 59 14 7 12 0 50 235 4 0 12 File Name : CR1OHWY8WEDNES Site Code : 00000010 Start Date : 7/12/2017 Page No : 1 HWY-82 Eastbound Left Thru Right Peds 1.0 1.0 1 1.0 1.0 11 362 13 0 8 324 25 0 19 686 38 0 0 4 355 0 4 348 0 r 5 392 0 ! 6 274 0 19 1369 28 17 15 22 82 0i 0 1 0 Int. Total 506 499 1005 541 536 645 547 2269 3 285 14 0 533 8 313 19 0 582 10 129 0'. 11 598 04:00 PM 5 7 16 0 64 349 8 0 11 3 24 04:15 PM 4 3 8 0 60 340 11 0 10 4 33 04:30 PM 4 6 7 0 64 361 6 0 17 2 30 04:45 PM 4 3 3 0 66 337 12 1 9 2 34 Total 17 19 34 0 254 1387 37 1 47 11 121 05:00 PM 5 7 7 0 81 383 3 0! 15 4 46 05:15 PM 4 8 4 0 78 338 8 0 21 2 31 05:30 PM 1 2 4 0 70 338 10 0' 18 5 24 05:45 PM 5 4 6 0 57 323 14 0 27 3 25 Total 15 21 21 0 286 1382 35 0 81 14 126 Grand Total 105 Apprch % 37.9 Total % 1.1 74 98 0 704 3520 92 4 188 43 614 26.7 35.4 0.0 16.3 81.5 2.1 0.1 22.2 5.1 72.7 0.8 1.0 0.0 ! 7.3 36.5 1.0 0.0 1.9 0.4 6.4 33 0 1115 0i 11 153 12 0 663 0 7 156 18 0 654 0 3 152 10 1 663 0 4 163 15 0 653 0 25 624 55 1 2633 0 7 172 11 0 741 0 13 141 3 0 ! 651 01 6 120 8 O 606 0 8 139 16 0 627 0 34 572 38 0 2625 0 108 3849 246 2 ! 9647 0.0 2.6 91.5 5.9 0.0 0.0 1.1 39.9 2.6 0.0 N/S STREET: CR -100 ENV STREET: HWY-82 CITY: COUNTY: GARFIELD COUNTER MEASURES INC. 1889 YORK STREET DENVER.COLORADO 303-333-7409 CR -100 I HWY-82 Southbound f Westbound Start Thr RigPed , App.Thr RigPed App. Time Left u ht s Total Left u ; ht 1 s I Total Peak Hour From 06:30 AM to 08:30 AM - Peak 1 of 1 Intersecti 07:30 AM on Volume Percent 07:30 Volume Peak Factor High Int. Volume Peak Factor File Name : CR1OHWY8WEDNES Site Code : 00000010 Start Date : 7/12/2017 Page No : 2 CR -100 I HWY-82 Northbound Eastbound Left Thr Rig Ped App. • Left Thr Ri•g Ped App.Int. u .ht s Total u ht s Total ' Total 40 20 26 0 86 112 494 11 2 619 29 14 202 0 46. 23. 30. 1 18. 79. 11. 82 5 3 2 0.0 1 8 1.8 0.3 8 5.7 4 0.0 15 3 6 0 24 1 21 139 3 0 163 ! 7 2 36 0 1 07:45 AM 07:45 AM "! 08:00 AM 11 10 8 0 29 41 120 4 2 167 7 5 70 0.74 0.92 1 7 245 22 124 70 1 1357 2307 1.6 93' 5.2 0.1 1 45 5 392 15 1 413 645 0.894 0 82 0.74 7 07:30 AM 5 392 15 1 413 0.82 1 ;CO 01 CO C O CR -100 Out In Total 47 86 I 133; 26 20. 401 01 Right Thru Left Peds North 7/12/2017 7:30:00 AM 7/12/2017 8:15:00 AM j 1 - VEHICLES 4, Left Thru Right Peds 291 141 2021 0; 2021 : 245 447 Out In Total CR -100 1 N � �N! v CD N • COUNTER MEASURES INC. 1889 YORK STREET N/S STREET: CR -100 DENVER.COLORADO File Name : CR1OHWY8WEDNES E/W STREET: HWY-82 303-333-7409 Site Code : 00000010 CITY: Start Date : 7/12/2017 COUNTY: GARFIELD Page No : 2 , CR -100 HWY-82 i CR -100 HWY-82 I Southbound Westbound Northbound Eastbound Start Left Thr Rig Ped' App Left Thr Rig • Ped ! App.Left Thr Rig Ped App. Left Thr Rig Ped App. Int. Time u ht s Total u : ht s Total u ht : s Total u ht s Total I Total Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 Intersecti 04:15 PM on Volume 17 19 25 0 61 271 142 32 1 1725 51 12 143 0 206 21 643 54 1 719 2711 27. 31. 41. 15. 82. 24. 69. 89. Percent 9 1 0 0'0 I 7 4 1.9 0.1 8 5.8 4 0.0 2.9 4 7.5 0.1 05:00 5 7 7 0 19 ; 81 383 3 0 467 ! 15 4 46 0 65 7 172 11 0 190 741 Volume Peak 1 1 0.915 Factor High Int. 05:00 PM 05:00 PM 05:00 PM 05:00 PM 1 Volume 5 7 7 0 19 i 81 383 3 0 467 15 4 46 0 65 ': 7 172 11 0 190 1 Peak 0.80 1 0.92 0.79 0.94 I Factor 3 1 3 1 2 :, 6 j `c0 CL CR-100 Out In Total 65 [ 61 126 25 19 177 0: Right Thru Left Peds North 7/12/2017 4:15:00 PM 7/12/2017 5:00:00 PM 1 - VEHICLES 1-, ► Left_ Thru Right Peds 511 121 1431 0 344ii 1 206 I 550 Out In Total CR -100 0 W = Jlj K :CTi: CO COUNTER MEASURES INC. 1889 YORK STREET N/S STREET: CR -100 DENVER.COLORADO File Name : CR1OHWY8SATUR E/W STREET: HWY-82 303-333-7409 Site Code : 00000010 CITY: Start Date : 7/15/2017 COUNTY: GRRFIELD Page No : 1 Groups Printed- VEHICLES CR -100 � HWY-82 CR -100 HWY-82 Southbound I 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; 1.0 1.0 1.0, 1.0 1.0' 1.0' 1.0 1.0 1 1.0 1.0' 1.0 1.0 1.0' 1.0 1.0' 11:45 AM 2 0 6 1 I 35 162 5 1 8 5 30 3 6 148 15 0 427 Total 2 0 6 1; 35 162 5 1 T 8 5 30 3 6 148 15 0' 427 12:00 PM 5 2 4 2 25 118 8 0 7 2 23 0 1 142 4 0! 343 12:15 PM 12 9 6 6 25 124 23 0 5 8 29 0 5 122 8 1 383 12:30 PM 2 4 6 0 35 125 8 0 7 1 30 2 3 141 6 0 370 12:45 PM 3 7 7 1 ! 30 144 5 0 i 9 10 30 1 11 152 13 0 423 Total 22 22 23 9 115 511 44 0 28 21 112 3 20 557 31 1 : 1519 01:00 PM 5 4 6 0 27 146 6 0 4 8 32 0 9 126 6 0 379 01:15 PM 3 5 4 3 34 131 6 0 2 3 36 0 4 148 11 0 390 01:30 PM 6 6 5 1 36 171 2 0 10 1 19 2 7 156 10 0 432 Grand Total 38 37 44 14 247 1121 63 1 52 38 229 8 46 1135 73 1 3147 Apprch % 28.6 27.8 33.1 10.5 ! 17.2 78.3 4.4 0.1 15.9 11.6 70.0 2.4 3.7 90.4 5.8 0.1 Total % 1.2 1.2 1.4 0.4 7.8 35.6 2.0 0.0 1.7 1.2 7.3 0.3 1.5 36.1 2.3 0.0 N/S STREET: CR -100 ENV STREET: HWY-82 CITY: COUNTY: GRRFIELD COUNTER MEASURES INC. 1889 YORK STREET DENVER.COLORADO 303-333-7409 File Name : CR1OHWY8SATUR Site Code : 00000010 Start Date : 7/15/2017 Page No : 2 CR -100 HWY-82 CR -100 !._ HWY-82 Southbound Westbound Northbound Eastbound Start Left Thr Rig Ped App.Left 1 Thr : Rig Ped App.: Left Thr Rig Ped App ' Left Thr Rig Ped App. , Int. Time u ht s Total u ht s Total u ht , s . Total u ht , s i Total Total Peak Hour From 11:45 AM to 01:30 PM Peak 1 of 1 Intersecti on Volume Percent 01:30 Volume Peak Factor High Int. Volume Peak Factor 12:45 PM 1 17 22 22 5 66 1 127 592 25. 33. 33.7 6 i 17. 80. 8 3 3 ; 2 2 6 6 5 1 1 V 36 171 2 0 209 19 0 738 2.6 0.0 12:45 PM 01:30 PM 3 7 7 1 18! 36 171 2 0 209 0.91 0.88 7 3 25 22 117 3 167 ! 31 582 40 0 653 1624 15. 13. 70. 1.8 4.7 89. 6.1 0.0 0 2 1 1 10 1 19 2 32 '', 7 156 10 0 173 � 432 0.940 12:45 PM 12:45 PM 9 10 30 1 50 11 152 13 0 176 0.830.92 5,' 8 .0012 IkrY(O 8 co CR -100 Out In Total 72 66' 138! 22 22 17 I51 Right Thru Left Peds North 7/15/2017 12:45:00 PM 1 7/15/2017 1:30:00 PM `VEHICLES Left Thru Right Peds 25[ 221 1171 3 1891 I 167 356 Out In Total CR -100 + Z7 -r'(9 m; N rl _ccoo a N N/S STREET: CR -100 E/W STREET: HWY -82 FRONTAGE RD CITY: COUNTY: GARFIELD COUNTER MEASURES INC. 1889 YORK STREET DENVER.COLORADO 303-333-7409 Groups Printed- 1 - VEHICLES CR -100 HWY-82 FRONTAGE RD CR -100 , RETAIL ACCESS Southbound Westbound Northbound Eastbound Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Int. Total File Name : CR1OHWY8WED Site Code : 00000015 Start Date : 7/12/2017 Page No : 1 Factor: 1.0 . 1.0 1 1.0 1.0 1 1.0 1.0 , 1.0 L 1.0 i 1.0 : 1.0 1.0 ; 1.0 1.0 1.0 1.0 ; 1.0 06:30 AM 0 26 0 0 1 1 0 2 1 0 53 4 0. 2 0 0 0 89 06:45 AM 4 32 7 0; 1 0 0 2 0! 1 49 4 0 0 0 0 0 1 99 Total 4 58 7 0 1 1 0 4 1 1 102 8 0 2 0 0 0 188 07:00 AM 7 32 2 0 i 0 0 0 0 3 47 9 01 0 0 0 0 100 07:15 AM 11 20 8 0, 0 0 0 0 5 45 11 0' 0 0 0 0 100 07:30 AM 3 28 8 0 0 0 0 0 5 45 15 01 0 0 0 0 104 07:45 AM 3 61 9 0 1 0 0 0 0 5 49 7 0 0 0 0 0 134 Total 24 141 27 0 0 0 0 0 18 186 42 0, 0 0 0 0 438 08:00 AM 2 36 4 0 0 0 0 08:15 AM 3 43 2 0 0 0 Total 5 79 6 0 0 0 04:00 PM 3 78 2 0 7 0 04:15 PM 6 61 14 0 7 1 04:30 PM 6 68 6 0 4 0 04:45 PM 5 69 10 0 !: 0 1 Total 20 276 32 0 ; 18 2 0 0 3 1 0 0, 0 2 82 9 0': 0 0 0 0 1 135 6 69 7 0' 0 0 0 01 130 8 151 16 0i 0 0 0 0; 265 5 37 14 01 1 0 1 0 1 148 2 42 5 01 2 1 5 0 1 149 20 44 14 01 4 1 3 0 171 15 45 12 0! 0 0 0 01:. 157 42 168 45 0 7 2 9 0 1 625 05:00 PM 4 88 7 0 1 0 0 0 0 i 9 65 13 0' 0 0 0 0 1 186 05:15 PM 2 70 17 0. 0 0 0 0 9 53 14 0. 1 0 0 0 i 166 05:30 PM 3 74 3 0 0 0 0 0 22 47 24 01 0 0 2 0 175 05:45 PM 2 69 6 0. 0 0 0 0 '_ 6 55 22 00 0 1 0. 161 Total 11 301 33 0 0 0 0 0' 46 220 73 0 1 0 3 0 688 Grand Total 64 855 105 0 ' 19 2 8 1 115 827 184 0 ' 10 2 12 0 i 2204 Apprch % 6.3 83.5 10.3 0.0 ' 63.3 6.7 26.7 3.3 10.2 73.4 16.3 0.0 41.7 8.3 50.0 0.0 Total % 2.9 38.8 4.8 0.0 0.9 0.1 0.4 0.0 5.2 37.5 8.3 0.0 0.5 0.1 0.5 0.0 N/S STREET: CR -100 E/W STREET: HWY -82 FRONTAGE RD CITY: COUNTY: GARFIELD CR -100 Southbound Start Left Thr Rig • Ped Time u ht s Peak Hour From 06:30 AM to 08:30 Intersecti on Volume 11 168 23 0 Percent 5.4 83. 2 08:00 Volume Peak Factor High Int. Volume Peak Factor 07:30 AM 11. 0.0 4 2 36 4 0 COUNTER MEASURES INC. 1889 YORK STREET DENVER.COLORADO 303-333-7409 HWY-82 FRONTAGE RD i CR -100 Westbound j Northbound App Left Thr Rig Ped , App• Left 1 Thr Rig Ped' App. Left Total u , ht . s i Total I u , ht 1 s I Total , AM - Peak 1 of 1 File Name : CR1OHWY8WED Site Code : 00000015 Start Date : 7/12/2017 Page No : 2 RETAIL ACCESS Eastbound Thr Rig Ped App. Int. u ht , s Total Total 202 0 0 0 0 0 18 245 38 0 301 0 0 0 0 0.0 0.0 0.0 0.0 6.0 8 4 1 6 0.0 0.0 0.0 0.0 0.0 42 0 0 0 0 0 2 82 9 0 93 0 0 0 0 07:45 AM 3 61 9 0 73 0.69! 2 6:15:00 AM 0 0 0 08:00 AM 6:15:00 AM 0 0 2 82 9 0 93 0.80 9 J r CR -100 Out In Total L 2451 11. 202-1 447; 23' 168' 11 Right Thru Left Peds North 17/12/2017 7:30:00 AM 7/12/2017 8:15:00 AM 1 - VEHICLES Left Thru _Right Peds 1 181 2451 381 0' 1.68, 1 301 1 469 Out In Total CR -100 _SI ' 4 o73 503 135 0.931 COUNTER MEASURES INC. 1889 YORK STREET N/S STREET: CR -100 DENVER.COLORADO File Name : CR1OHWY8WED E/W STREET: HWY -82 FRONTAGE RD 303-333-7409 Site Code : 00000015 CITY: Start Date : 7/12/2017 COUNTY: GARFIELD Page No : 2 CR -100 I HWY-82 FRONTAGE RD CR -100 RETAIL ACCESS Left : Southbound Left Westbound pp Left NRig Left Rigand Start Thr RigPed App.Thr RigPed A Thr RI Ped App.Thr Ped App.Int. j Time u ht s • Total u • ht s Total u , ht s ; Total u ht s Total , Total Peak Hour From 04:15 PM to 05:00 PM Peak 1 of 1 Intersecti on Volume Percent 05:00 Volume Peak Factor High Int. 05:00 PM 04:15 PM l € 21 286 37 0 344 11 2 4 0 17 46 196 44 0 286 6 2 8 0 16 663 83. 10. 64. 11. 23. 16. 68. 15. 37. 12. 50. 6.1 1 8 0.0 7 8 5 0.0 1 5 4 0.0 5 5 0 0.0 4 88 7 0 99 1 0 0 0 0 0 9 65 13 0 87 0 0 0 0 0 186 0.891 Volume Peak Factor 04:15 PM 05:00 PM 04:15 PM 4 88 7 0 99 7 1 3 0 11 ! 9 65 13 0 87 2 1 5 0 8 0.86 0.38 0.82 0.50 9i 6 2 0 CR -100 Out In Total 206. 344 5501, 371 286 i 21: 01 Right Thru Left Peds North 7/12/2017 4:15:00 PM —1 7/12/2017 5:00:00 PM 1 - VEHICLES 4 -- Left Thru Right Peds 461 1961 44J 0r 3051 286 591'. Out In Total CR -100 N/S STREET: CR -100 E/W STREET: HWY-82 FRONTAGE RD CITY: COUNTY: GARFIELD Start Time Left Factor 1.0 11:45 AM 3 Total 3 CR -100 Southbound Thru Right Peds 1.0 1.0 46 1 46 1 COUNTER MEASURES INC. 1889 YORK STREET DENVER.COLORADO 303-333-7409 Groups Printed- VEHICLES HWY-82 FRONTAGE RD CR -100 ! RETAIL ACCESS Westbound Northbound Eastbound Left Thru Right Peds Left Thru Right Peds i Left Thru ; Right Peds File Name : CR1OHWY8SAT Site Code : 00000015 Start Date : 7/15/2017 Page No : 1 10 10; 2[ 4 2[ 4 1.0 , 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1 3 0 2 34 1 2; 6 0 3 1 109 1 3 0 2 34 1 2 6 0 3 1 109 Int. Total 12:00 PM 1 30 0 2' 5 0 4 0 1 26 3 0 2 1 1 0 76 12:15 PM 3 38 1 0 6 0 8 6 1 31 3 0 1 3 2 0 0 102 12:30 PM 4 41 0 0' 5 0 4 0 0 33 4 1 1 0 1 0 94 12:45 PM 5 45 0 2 9 0 51 0 40 1 1 4 1 4 0 118 Total 13 154 1 4 25 0 21 7 2 130 11 2 j 10 4 6 0. 390 01:00 PM 01:15 PM 01:30 PM Grand Total Apprch Total % 1 2 3 22 6.0 2.8 36 47 49 332 90.7 41.8 0 1 0 3 0.8 0.4 0 3 2 6 1 1 9 39 2.5 47.6 1.1 4.9 1 2 2 1 36 3 2 6 3 2 0 98 1 1 0 0 31 6 0 9 0 1 1 108 1 3 0 0 23 2 1 1 4 0 2 0 90 4 30 9 5 254 23 7 35 7 14 2 795 4.9 36.6 11.0 ',' 1.7 87.9 8.0 2.4 60.3 12.1 24.1 3.4 0.5 3.8 1.1 0.6 31.9 2.9 0.9 4.4 0.9 1.8 0.3 (. N/S STREET: CR -100 ENV STREET: HWY-82 FRONTAGE RD CITY: COUNTY: GARFIELD COUNTER MEASURES INC. 1889 YORK STREET DENVER.COLORADO 303-333-7409 CR -100 i HWY-82 FRONTAGE RD Southbound 1 Westbound Start Thr Rig Ped . App. Thr Rig Ped App. Left Left Left • Time u ht s Total u ht s Tot Peak Hour From 12:45 PM to 01:30 PM - Peak 1 of 1 Intersects 12:45 PM on Volume 11 177 Percent 5.7 9 Z 0.5 2.6 12:45 Volume Peak Factor High Int. 01:30 PM Volume 3 49 Peak Factor CR -100 Northbound Thr Rig Ped Total 1 5 194 5 45 0 2 52 ht s 19 3 11 3 36 1 130 12 4 52. 8.3 30. 8.3 ! 0.7 8 4 8.2 2.7 9 0 5 1 15 0 40 1 1 42 4 1 4 0 App Left Total File Name : CR1OHWY8SAT Site Code : 00000015 Start Date : 7/15/2017 Page No : 2 RETAIL ACCESS Eastbound Thr Rig Ped App. 1 Int. u ht s Total Total 147 23 4 9 1 37 414 62. 10. 24. 27 2 8 3 i 12:45 PM 0 1 53 9 0 5 1 15 0.91 0.60 5! 0 12:45 PM 01:00 PM 0 40 1 1 42 6 3 0.87 5 2 0 11 0.84 1 CR -100 Out In Total 164, 194 3581 1 177 11 _ Right Thru Left Peds North 7/15/2017 12:45:00 PM- 7/15/2017 1:30:00 PM VEHICLES Left Thru _Right Peds 11 1301 121 4!. 205 147 352' Out In Total CR -100 118 0.877 N/S STREET: VALLEY RD E/W STREET: HWY-82 CITY: COUNTY: EAGLE VALLEY RD Southbound T - Start Time Left Thru Right Peds Factor 1.0 06:30 AM 6 06:45 AM 6 Total 12 07:00 AM 07:15 AM 07:30 AM 07:45 AM Total 6 10 6 13 35 COUNTER MEASURES INC. 1889 YORK STREET DENVER.COLORADO 303-333-7409 Groups Printed- 1 - VEHICLES HAY -82 VALLEY RD Westbound Northbound T i Left Thru 1 Right Peds ! Left Thru Right Peds ; 1 1.0 1.0 . 1.0 i 1.0 1.0 1.0 1.0 '. 1.0 1.0 1.0 1.0 0 0 0 1 3 49 1 0 1 0 0 6 0i 0 1 01 6 73 1 0' 3 09 01 0 1 0 9 122 2 0 3 0_ 15 0 0 0 0 2 1 3 08:00 AM 18 1 2 08:15 AM 18 1 0 Total 36 2 2 04:00 PM 2 04:15 PM 2 04:30 PM 4 04:45 PM 4 Total 12 05:00 PM 4 05:15 PM 2 05:30 PM 3 05:45 PM 4 Total 13 0 0 0 0. Ot 6 57 1 5 66 1 2 112 7 1 119 6 14 354 15 0 0 0 0 5 99 5 0i 7 124 6 0 0 r 12 223 11 0 0 16 0' 1 12 0 1 14 0 15 2 57 0 8 7 5 13 33 353 317 386 341 1397 9 8 11 14 42 0 0 0 0 3 4 4 5 16 0 0 0 11 17 21 11 60 2 0 9 0 0 20 0 1 7 0 4 1 1 3 12 5 File Name : VALLHWY8WED Site Code : 00000005 Start Date : 7/12/2017 Page No : 1 HAY -82 Eastbound Left Thru . Right Peds 1.0 1.0 1.0 1.0 6 416 4 0 9 404 2 0 0 15 820 6 0 0 0 0 0 11 18 16 16 61 388 415 436 366 1605 17 9 3 2 31 Int. Total 491 514 1005 0 502 0 546 0 610 0 540 0 2198 9 358 6 0 514 22 340 5 0 ` 543 29 0 31 698 11 0 1057 6 7 12 5 30 0 1 13 0' 18 0, 15 0 22 0 68 188 166 143 192 689 2 15 0 7 373 120', 4 0 13 0 24 185 2 23 0 8 376 10 0 2 1 9 0 18 179 0 26 0 14 278 8 0 2 0 13 0 17 121 1 25 0 7 347 7 0 4 0 5 0 20 147 5 89 0 1 36 1374 37 0 1 12 1 40 0 1 79 632 Grand Total 108 9 Apprch % 39.7 3.3 Total % 1.2 0.1 155 57.0 1.7 0.0 0.0 104 2.8 1.2 3470 107 94.3 2.9 38.7 1.2 0 0.0 0.0 45 19.9 0.5 7 3.1 0.1 174 77.0 1.9 0 254 0.0 5.3 0.0 2.8 4444 92.8 49.6 7 7 2 3 19 7 3 1 13 24 0 0 0 0 0 0 0 603 552 598 613 2366 646 633 483 580 2342 91 0 8968 1.9 0.0 1.0 0.0 COUNTER MEASURES INC. 1889 YORK STREET N/S STREET: VALLEY RD DENVER.COLORADO File Name : VALLHWY8WED E/W STREET: HWY-82 303-333-7409 Site Code : 00000005 CITY: Start Date : 7/12/2017 COUNTY: EAGLE Page No : 2 VALLEY RD i HAY -82 VALLEY RD I HAY -82 Southbound I Westbound Northbound Eastbound Start Left Thr Rig Ped App I Left Thr Rig Ped App. ' Left Thr Rig Ped App. Left Thr Rig Ped App. Int. Time u ht s Total u ht s Total u hts : Total , u ht s Total Total !, Peak Hour From 07:30 AM to 08:15 AM - Peak 1 of 1 Intersecti 07:30 AM on Volume 55 2 5 0 62 15 454 24 0 493 11 1 61 0 73 63 150 16 0 1579 2207 Percent 88 3.2 8.1 0.0 3.0 92. 4.9 0.0 15. 1.4 8 6 .0 ! 4.0 95' 1.0 0.0 07:30 Volume 6 0 3 0 9 2 112 7 0 121 f 4 0 21 0 25 1 16 436 3 0 455 610 Peak Factor 0.905 High Int. 08:00 AM 08:15 AM 07:30 AM Volume 18 1 2 0 21 7 124 6 0 137 4 0 21 0 25 16 436 3 0 455 Peak 0.73 0.90 0.73 ' 0.86 Factor 8j 0; 0, 8` 07:30 AM VALLEYRD Out In Total 881 62 150 5 2: 55 0l_ Right Thru Left Peds 4 mi —, 00 a..,— o North 0) F',.)'. CV �. ► 1 �p CO, — x7112/2017 7:30:00 AM ' c a 2 r 1/12/2017 8:15:00 AM r^ w'= o 1 gt O v o 1 -VEHICLES ° N'—I o --• 0 Ia 0_ om o:— 1, ► Left Thru Right Peds 111 11 611 0 33 73 106' Out In Total VALLEY RD COUNTER MEASURES INC. 1889 YORK STREET N/S STREET: VALLEY RD DENVER.COLORADO File Name : VALLHWY8WED E/W STREET: HWY-82 303-333-7409 Site Code : 00000005 CITY: Start Date : 7/12/2017 COUNTY: EAGLE Page No : 2 VALLEY RD I HAY -82 VALLEY RD Southbound I Westbound Northbound Start • Left Thr Rig Ped App. 1 Left Thr ; Rig Ped App. Left Thr Rig Ped f App. Time u ht s Total u i ht s Total 1 u i ht i s I Total Peak Hour From 04:15 PM to 05:00 PM - Peak 1 of 1 Intersecti on 04:15 PM Volume 14 4 56 0 74 32 141 45 0 1494 16 4 37 0 57 18.75 94 28. 64 Percent 5.4 0.0 2.1 8 3.0 0.0 1 7.0 9 0.0 05:00 Volume 4 2 15 0 21 7 373 12 0 392 4 0 13 0 17 Peak Factor High Int. 05:00 PM . 04:30 PM 04:30 PM Volume 4 2 15 0 21 " 5 386 11 0 402 4 1 12 0 17 Peak 0.88 0.92 0.83 Factor 1 9 "; 8 Left HAY -82 Eastbound Thr Rig Ped App. Int. u ht s Total Total 79 686 10. 87. 1 5 24 185 19 0 784 2409 2.4 0.0 7 0 216 646 04:45 PM 22 192 3 0 217 0.90 3 � N J VALLEY RD Out In Total 128 74 202! 561 41 141 01 Right Thru Left Peds North 7/12/2017 4:15:00 PM 7/12/2017 5:00:00 PM 1 - VEHICLES 1 --► Left Thru Right Peds 16j 4J 371 ._ 0' 55 57 112 Out In Total VALLEY RD Iw1 0.932 COUNTER MEASURES INC. 1889 YORK STREET N/S STREET: VALLEY RD DENVER.COLORADO File Name : VALLHWY8SAT E/W STREET: HWY-82 303-333-7409 Site Code : 00000005 CITY: Start Date : 7/15/2017 COUNTY: EAGLE Page No : 1 Groups Printed- VEHICLES VALLEY RD HWY-82VALLEY RD HWY-82 i Southbound i Westbound Northbound Eastbound Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds : tal Total Factor 1.0 1.0 ' 1.0 1.0 i 1 0 1.0 1.0 1.0 1.0 1 1.0 1.0 1.0 ; 1.0 1.0 1.0 1.0 11:45 AM 6 0 1 0 f 2 172 11 0 1 4 0 6 0 10 169 4 0 385 Total 6 0 1 01 2 172 11 0 4 0 6 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 0 13 547 34 0 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 0.07.7 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 j 3.8 44.7 1.1 0.0 COUNTER MEASURES INC. 1889 YORK STREET N/S STREET: VALLEY RD DENVER.COLORADO File Name : VALLHWY8SAT E/W STREET: HWY-82 303-333-7409 Site Code : 00000005 CITY: Start Date : 7/15/2017 COUNTY: EAGLE Page No : 2 VALLEY RD HWY-82 VALLEY RD HWY-82 Southbound Westbound Northbound Eastbound Start Left Thr Rig Ped App. Left Thr i Rig Ped App. Left Thr Rig Ped App. Left , Thr Rig Ped App. Int. Time u ht s Total u ht s Total u ht s Total ; u ht s ; Total Total Peak Hour From 12:45 PM to 01:30 PM - Peak 1 of 1 Intersecti on Volume Percent 01:30 Volume Peak Factor High Int. 01:15 PM 12:45 PM I 1 25 2 9 0 36 10 647 29 0 686 4 5 8 0 17 ! 56 639 15 0 710 ' 1449 69. 25 94 23. 29. 47. 90 4 5.6 0 0.0 1.5 3 4.2 0.0 5 4 1 0.0 7.9 2.1 0.0 8 0 4 0 12 5 191 9 0 205 0 0 3 0 3 8 172 1 0 181 401 I 1 101:30 PM 01:00 PM 01:30 PM 8 2 2 0 12 ' 5 191 9 0 205 2 2 2 0 6 8 172 1 0 181 0.75 0.83 0.70 0.98 01 7 8 1 Volume Peak Factor 0 VALLEY RD Out In Total 90! 36 126, 2 25 Right Thru Left Peds 4J t N t 'LIQ North m INh 4=•:c1), 7/15/2017 12:45:00 PM c!3 i 7/15/2017 1:30:00 PM I r a) Co VEHICLES a. co — 1—; ► Left Thru Right Peds 41 51 e( O. 27 17 44. Out In Total VALLEY RD 0.903 COUNTER MEASURES INC. 1889 YORK STREET N/S STREET: VALLEY RD DENVER.COLORADO File Name : VALLHWY8WEDA E/W STREET: HWY-82 FRONTAGE RD 303-333-7409 Site Code : 00000008 CITY: Start Date : 7/12/2017 COUNTY: EAGLE Page No : 1 Groups Printed- 1 - VEHICLES VALLEY RD VALLEY RD j HWY-82 FRONTAGE RD Southbound Westbound Northbound Eastbound Start Time Left Thru • Right Peds Left Thru Right Peds ! Left Thru Right Peds 1 Left Thru Right Peds : Total Factor 1.0 1.0 ' 1.0 1.0 1.0 1.0 1.0 1.0 1 0 1.0 1.0 1 0 1.0 1.0 ' 1.0 1..0 06:30 AM 0 5 2 0 t 0 0 0 0- 1 2 :_ 0 0 4 0 2 0 • 16 . 06:45 AM 0 4 40 0 0 0 0` 1 6 0 0 6 0 3 0 24 Total 0 9 6 0 0 0 0 0 2 8 0 0 10 0 5 0 40 07:00 AM 0 18 5 0 r 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 07:45 AM 0 0 3 0, 0 0 0 0 5 9 0 0, 8 0 5 0 30 Total 0 31 14 0 0 0 0 0 18 39 0 0 38 0 17 0 157 08:00 AM 0 8 4 0 0 0 0 0! 3 3 0 0 8 0 6 0 08:15 AM 0 7 6 0', 0 0 0 0 5 2 0 0, 18 0 3 0 Total 0 15 10 0, 0 0 0 0 8 5 0 0J 26 0 9 0 32 41 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 01 0 0 0 0. 15 4 0 0, 5 0 4 0, 44 Total 0 27 27 0 1 0 0 0 0 55 22 0 0 25 0 25 0' 181 05:00 PM 0 7 9 0 0 0 0 0 1 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 0 30 35 p 0 0 0 0 64 16 0 0 37 0 26 0 1 208 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 N/S STREET: VALLEY RD E/W STREET: HWY-82 FRONTAGE RD CITY: COUNTY: EAGLE COUNTER MEASURES INC. 1889 YORK STREET DENVER.COLORADO 303-333-7409 VALLEY RD l - VALLEY RD l Southbound I Westbound No_ rthbound Start ; Left Thr Rig Ped App. Left Thr . Rig Ped App. Left Thr Rig Ped App. Time . u ht : s Total u ht 1 s Total u : ht ; s ! Total Peak Hour From 07:30 AM to 08:30 AM Peak 1 of 1 ' Intersects on Volume Percent 0.0 07:30 AM 0 18 54. 5 08:15 Volume Peak Factor High Int. 08:15 AM Volume 0 7 Peak Factor 15 45. 5 0 33 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0 7 6 0 13 0 0 0 0 6 0 13 0 0.63! 5 0 16 31 0 0 34. 66. 0 0 0.0 0.0 0' 5 2 0 0 07:30 AM 0 0 0 0 3 17 File Name : VALLHWY8WEDA Site Code : 00000008 Start Date : 7/12/2017 Page No : 2 r HWY-82 FRONTAGE RD Eastbound Left Thr Rig Ped App. Int. u ht i s Total ; Total 47 42 0 19 0 61 141 68. 0.0 311 0.0 18 0 3 0 21 41 0.860 08:15 AM 0 0 20 18 0 0.58 8 3 0 21 0.721 6I VALLEY RD Out In Total 73 33 1061 15 15 0 0 Right Thru Left Peds 4 North 7/12/2017 7:3000 AM 1 7/12/2017 8:15:00 AM 1 - VEHICLES 1-I Left Thru Right Peds Lr 161 311 01 0 37 47 84'. Out In Total VALLEY RD o, -z v 0 3 Q 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 303-333-7409 Site Code : 00000008 CITY: Start Date : 7/12/2017 COUNTY: EAGLE Page No : 2 VALLEY RD I _ VALLEY RD HWY-82 FRONTAGE RD Southbound Westbound Northbound Eastbound Start •• Left Thr Rig .Ped App. Left Thr Rig Ped App. Left Thr Rig Ped App. Left Thr Rig Ped App. Int. Time u ht ' s Total u ht s Total u ht s Total u ht s , Total ! Total Peak Hour From 04:00 PM to 05:00 PM - Peak 1 of 1 Intersecti 04:15 PM on Volume 0 26 29 0 55 0 0 0 0 0 59 27 0 0 86 30 0 25 0 55 196 68. 31. Percent 0.0 4 3 5 0.0 0.0 0.0 0.0 0.0 6 4 0.0 0.0 54. 5 •0.0 45. 5 0.0 0 7 9 0 16 0 0 0 0 0 11 6 0 0 17 11 0 8 0 19 52 0.942 05:00 Volume Peak Factor High Int. Volume Peak Factor 04:45 PM 04:15 PM 04:30 PM 0 5 11 0 16 0 0 0 0 0 18 9 0 0 27 9 0 10 0 19 0.85 0.79. 0.72 9' 6 4 VALLEY RD Out In Total 57 55 112 29 26 0 0 Right Thru Left Peds f ► North '112/2017 4:15:00 PM 7/12/2017 5:00:00 PM 5117 '11- - VEHICLES o'. N, nl ,Wof 0: 4—, Left Thru Right Peds 591 27f 01 - 0 51 86 137 Out In Total VALLEY RD COUNTER MEASURES INC. 1889 YORK STREET N/S STREET: VALLEY RD DENVER.COLORADO File Name : VALLHWY8FRONTSAT E/W STREET: HWY-82 FRONTAGE RD 303-333-7409 Site Code : 00000008 CITY: Start Date : 7/15/2017 COUNTY: EAGLE Page No : 1 Groups Printed- VEHICLES VALLEY RD iVALLEY RD HWY-82 FRONTAGE RD Southbound Westbound Northbound Eastbound l Start Time Left Thru Right Peds Left Thru Right Peds Left Thru : Right Peds I Left' Thru Right Peds i Total Int. Factor. 1.0 10. 1 0 : 1 0 1 0 10. 10. 1.0 1.0 1.0 1.0 1.0 1.0 ' 1.0 1.0 11:45 AM 0 5 1 0 0 0 0 0 3 4 0 0 6 0 4 0 23 Total 0 5 1 O i 0 0 0 0 3 4 0 0 1 6 0 4 0 23 12:00 PM 0 4 5 0 0 0 12:15 PM 0 5 6 0 0 0 12:30 PM 0 4 3 0 0 0 12:45 PM 0 4 3 0i 00 Total 0 17 17 0 0 - - 0 0 0 0 0 9 3 0 0 5 0 5 0 31 0 4 1 0 0 3 0 4 0 23 0 5 8 0 0 !: 1 0 3 0 24 0' 6 3 0 0 0 0 2 0 18 0 24 15 0 0 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 01:15 PM 0 6 3 0 0 0 0 0 5 2 0 0 3 0 4 0 23 01:30 PM 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 N/S STREET: VALLEY RD ENV STREET: HWY-82 FRONTAGE RD CITY: COUNTY: EAGLE COUNTER MEASURES INC. 1889 YORK STREET DENVER.COLORADO 303-333-7409 VALLEY RD T Southbound 1 Westbound Start Left Thr Rig Ped • App. Left Thr Rig ; Ped App. Left Time u ht .• s Total u ( ht i s 1 Total Peak Hour From 12:45 PM to 01:30 PM - Peak 1 of 1 Intersecti on 12:45 PM Volume 0 14 Percent 0.0 51. 9 01:15 Volume Peak Factor High Int. 01:15 PM Volume 0 6 Peak Factor 13 48. 1 0 27 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0 6 3 0 9 0 0 0 0 File Name : VALLHWY8FRONTSAT Site Code : 00000008 Start Date : 7/15/2017 Page No : 2 VALLEY RD HWY-82 FRONTAGE RD Northbound Eastbound Thr 1 Rig Ped App. Left Thr Rig Ped App. u i ht i s LTotal 1 i u i ht j s 1. Total 19 10 0 0 65. 34. 0.0 0.0 5 5 5 2 0 0 Int. Total 29 7 0 15 0 22 78 1318 00 682. 0.0 7� 3 0 4 0 7', 23 0.848 3 0 9I 0.75 0' 12:45 PM 0 0 0 0 0 6 3 0 0 9 0.80 6 01:30 PM 2 0 6 0 8 0.68 8', VALLEY RD Out In Total 171 I 27 I I 44; 13 14 0 0 Right Thru Left Peds North ;x/2017 12:45:00 PM I 7/15/2017 1:30:00 PM 'VEHICLES 4-1 ► Left Thru Right Peds 191 101 01 0 1 29 I I 29 I 58 Out In Total VALLEY RD S.: 1 -1 Z O o' 3 n O Page 1 Location: CR -100 S/O HWY-82 City: County: GARFIELD Direction: NORTHBOUND -SOUTHBOUND COUNTER MEASURES INC. 1889 YORK STREET DENVER,COLORADO 80206 303-333-7409 Site Code: 071210 Station ID: 071210 Start 13 -Jul -17 Time Thu NB SB Total 12:00 AM 8 8 16 01:00 0 1 1 02:00 1 3 4 03:00 6 ; 6 12 04:00 9 8 17 05:00 40 46 86 06:00 226 250 476 07:00 302 344 646 08:00 341 420 761 09:00 254 298 552 10:00 224 285 509 11:00 256 312 568 12:00 PM 245 308 553 01:00 266 332 598 02:00 357 423 780 03:00 360 '' 414 774 04:00 484 524 1008 05:00 502 544 1046 06:00 415 484 899 07:00 ' 211 264 475 08:00 152 205 357 09:00 249 264 513 10:00 72 104 176 11:00 34 ; 49 83 Total 5014 5896 10910 Percent 46.0% 54.0% AM Peak 08:00 08:00 - - 08:00 Vol. 341 420 - 761 PM Peak 17:00 17:00 17:00 Vol. 502 544 1046 Grand 5014 5896 Total Percent 46.0% 54.0% ADT ADT 10,910 MDT 10,910 10910 Page 1 Location: CR -100 S/O HWY-82 City: County: GARFIELD Direction: NORTHBOUND -SOUTHBOUND COUNTER MEASURES INC. 1889 YORK STREET DENVER,COLORADO 80206 303-333-7409 Site Code: 071210 Station ID: 071210 Start 15 -Jul -17 Time Sat NB SB Total 12:00 AM 8 10 18 01:00 10 14 24 02:00 9 9 18 03:00 3 4 7 04:00 8 6 14 05:00 26 23 49 06:00 84 90 174 07:00 108 ' 123 231 08:00 158 180 338 09:00 ' 188 242 430 10:00 188 232 420 11:00 ' :250 296 546 12:00 PM 236 286 522 01:00 256 308 564 02:00 242 285 527 03:00 235 298 533 04:00 260 298 558 05:00 237 310; 547 06:00 192 256 448 07:00 146 200 346 08:00 120 165 285 09:00 120 144 264 10:00 58 92 150 11:00 26 40 66 Total 3168 3911 7079 Percent 44.8% 55.2% AM Peak - 11:00 11:00 Vol. 250 296 PM Peak 16:00 17:00 Vol. 260 310 Grand 3168 3911 Total Percent 44.8% 55.2% ADT ADT 7,079 AADT 7,079 11:00 546 13:00 564 7079 Page 1 COUNTER MEASURES INC. Location: HWY-82 FRONTAGE RD E/O CR -100 City: County: GARFIELD Direction: WESTBOUND -EASTBOUND 1889 YORK STREET DENVER,COLORADO 80206 303-333-7409 Site Code: 071207 Station ID: 071207 Start 13 -Jul -17 Time Thu WB EB Total 12:00 AM 1 0 1 01:00 1 0 1 02:00 0 0 0 03:00 0 0 0 04:00 1 1 2 05:00 8 6 14 06:00 38 50 88 07:00 54 70 124 08:00 38 43 81 09:00 36 38 74 10:00 37 30 67 11:00 51 48 99 12:00 PM 45 32 77 01:00 57 50 107 02:00 48 39 87 03:00 65 51 116 04:00 78 64 142 05:00 141 88 229 06:00 106 62 168 07:00 26 23 49 08:00 28 21 49 09:00 38 36 74 10:00 26 26 52 11:00 6 8 14 Total 929 786 1715 Percent 54.2% 45.8% AM Peak 07:00 07:00 - 07:00 Vol. 54 70 - 124 PM Peak 17:00 17:00 17:00 Vol. 141 88 229 Grand Total 929 786 1715 Percent 54.2% 45.8% ADT ADT 1,715 MDT1,715 Page 1 COUNTER MEASURES INC. Location: HWY-82 FRONTAGE RD E/O CR -100 1889 YORK STREET City: DENVER,COLORADO 80206 County: GARFIELD 303-333-7409 Direction: WESTBOUND -EASTBOUND Site Code: 071207 Station ID: 071207 Start 15 -Jul -17 Time Sat WB EB Total 12:00 AM 6 4 10 01:00 4 8 12 02:00 7 03:00 1 1 2 04:00 2 2 4 05:00 2 1 3 06:00 22 21 43 07:00 21 28 49 08:00 38 26 64 09:00 42 30 72 10:00 40 39 79 11:00 77 57 134 12:00 PM 64 50 114 01:00 42 32 74 02:00 41 40 81 03:00 38 36 74 04:00 60 63 113 05:00 46 40 86 06:00 34 31 65 07:00 36 32 68 08:00 15 18 33 09:00 21 18 39 10:00 12 10 22 11:00 2 3 5 Total - 669 584 1253 Percent 53.4% 46.6% AM Peak 11:00 11:00 - 11:00 Vol. 77 57 134 PM Peak 12:00 16:00 12:00 Vol. 64 53 114 Grand 669 584 Total 1253 Percent 53.4% 46.6% ADT ADT 1,253 AADT 1,253 Page 1 COUNTER MEASURES INC. Location: HWY-82 FRONTAGE RD W/O VALLEY RD 1889 YORK STREET City: DENVER,COLORADO 80206 County: EAGLE 303-333-7409 Direction: WESTBOUND -EASTBOUND Start 13 -Jul -17 Time Thu WB EB 12:00 AM 4 0 01:00 2 0 02:00 3 0 03:00 2 4 04:00 0 3 05:00 1 0 06:00 2 2 07:00 12 1 08:00 36 1 09:00 400 10:00 37 21 11:00 31 46 12:00 PM 38 53 01:00 43 45 02:00 54 38 03:00 40 40 04:00 52 45 05:00 79 28 06:00 110 34 07:00 75 27 08:00 28 54 09:00 22 52 10:00 19 48 11:00 12 12 Total 742 554 Percent 57.3% 42.7% AM Peak 09:00 11:00 Vol. 40 46 - PM Peak 18:00 20:00 Vol. 110 54 _ Grand 742 554 Total Percent 57.3% 42.7% ADT ADT 1,296 AADT 1,296 Site Code: 071207 Station ID: 071207 Total 4 2 3 6 3 1 4 13 37 40 58 77 91 88 92 80 97 107 144 102 82 74 67 24 1296 11:00 77 18:00 144 1296 Page 1 COUNTER MEASURES INC. Location: HWY-82 FRONTAGE RD W/O VALLEY RD 1889 YORK STREET City: DENVER,COLORADO 80206 County: EAGLE 303-333-7409 Direction: WESTBOUND -EASTBOUND Start 15 -Jul -17 Time Sat 12:00 AM 01:00 02:00 03:00 04:00 05:00 06:00 07:00 08:00 09:00 10:00 11:00 12:00 PM 01:00 02:00 03:00 04:00 05:00 06:00 07:00 08:00 09:00 10:00 11:00 Total Percent AM Peak Vol. PM Peak Vol. Grand Total Percent WB 12 2 0 0 1 1 0 4 15 22 28 38 EB Site Code: 071207 Station ID: 071207 Total 16 3 5 0 0 0 0 0 1 1 2 1 1 7 11 12 27 28 50 28 56 6 74 42 42 84 32 29 61 50 31 81 36 40 76 60 40 100 71 46 117 94 48 142 74 55 129 29 37 66 20 20 40 22 20 42 11 8 19 664 536 1200 55.3% 44.7% 11:00 11:00 38 36 18:00 19:00 94 55 664 536 55.3% 44.7% ADT ADT 1,200 AADT 1,200 11:00 74 18:00 142 1200 McClure River Ranch PUD (FTH#17046) Traffic Impact Study CDOT Correspondence 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, Xent T. Kent Harbert, PE Access Engineer CDOT Region 3, Traffic and Safety Residency COLORADO Department of Transportation Region 3 222 South 6th Street, Room 100, Grand Junction, CO 81501-3794 Phone: 970.683.6279 Cell: 970.812.6768 Kent.Harbert@State.CO.US 1 www.codot.gov 1 www.cotrip.org Synt m People Technc,agy 4�L!1' g e 1 -to be the hest OOT ROAD, 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 LAND WEST PLANNING J LANI?RcAPE ARGHItccTVRF VE'iE JNML 345 Colorado Ave. #106 Carbondale, CO 81623 c: 970-379-4155 1 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, .%ent T. Kent Harbert, PE Access Engineer CDOT Region 3, Traffic and Safety Residency COLORADO Department of Transportation Region 3 222 South 6th Street, Room 100, Grand Junction, CO 81501-3794 Phone: 970.683.6279 Cell: 970.812.6768 Kent.Harbert@State.CO.US 1 www.codot.gov 1 www.cotrip.org People system Techo-olon- !_ to to the hest BOT ROAD 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. 2 Counts Agreed • Intersections to count (Weekday 6:30-8:30am and 4:00-6:OOpm + 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 1 PE Senior Transportation Engineer FOx TuTTLE HERNANDEZ 7 12 A e.l l• Ll Fr Y R Y I O {4 G A O u T' P.O. Box 19768 1 Boulder, CO 80308 (o) 303-652-3571 1 (c) 720-379-7162 www.FTHtransgroup.com cassie.slade@FTHtransgroup.com Transportation planning and engineering for people. Data Driven. Safety First. 3 McClure River Ranch PUD (FTH#17046) Traffic Impact Study Polo Club Trip Generation Reference cel z W O (73 W W J � Z o O o z W y I o Z � _ y V) J z Q Q AMENDMENT Parcel Control Number: 73 41 44 22 00 000-5020 Petition Number: 17-015(01 1 CPA2) LO • -NOM N �� J O N N• p O Nor) aa� Orn O M O O C M O 0 Certification of Authorization No. 30843 c o N O G) } N ' 3 Q O Q N c • O • 0 O O • c0 c w O • O X � O O 4 7543 VI oSis .43.114 J 4%. ref' *N11111110' Q0 W ) O 0 E 0 w c • w 0_ 00 i c O f L.L t/) via PN: 1026.07 Table 1 A - Trip Generation - Daily & / c / z Proposed Land Use oZl'l 47 - .— gL Existing Land Use \ — 3,757 a % a is' n\ c N 0 0 0 0 0 0\ 0 0 0 ) z % / / / / / / / § § § 2 \ / \ « / x L. \ 49 gL 7 \ -1- a _ 3,757 Internal Trips R—— \ ° ° / @ 2 2 / \ _ s e } / \ / / / \ \ / / \ \ / Gross Trips j \ \ 49 ) 2 / \ / . k In Out / / / / / / / / / / tn z ƒ \ / _ \ / / / / / / / / / / \ } Trlp Generation Rate gN. a -& a 2% 4 E w 2.5 = 2 o - j- 2 Intensity du ( : . 2 f § person f person / \ 2 § \ 2 E - 7 7 ..= 7 w / / \ o \ \ § / § _ § _ § _ / _ W ellingtonl PBC / 3 07, PBC \ 0 C / Hotel General Commercial General Office Barns/Stables ❑ailyEvent Spectators Show Office Event Staff/Officials Vendors Clubhouse Commercial Rec \ 0 \ 0 & 0 0 \ \ < + $ 0 II& 5\ ƒ7 0 0 • 2/g § \= O 00 _ „©£ 7// = oy± e \o\ o \ • - � 2e 0 = a /20 _ „:3- _\* \ //\ c \j 2 00 ® \2o -° c_ 2 ±\ a \ o = 0 5 - D 0.__ P• -2. o & o § - i a5— e/4 "\y ® 0o 1--0 2 22C= �z-«= \/[-C o•• 2 O E 2 00= =o-0 f k[#\6# ✓ 0 JD'2 C.) 2 = \ 3f§0®E oo. Ni 0 0_ e�t 0 0 070\ §\ �{/7[ #000 )0o LLG /—N *+() Table 1B - Trip Generation - AM Peak AM Peak Hour Net Trips In Out Total Proposed Land Use C+') Ln -- 7=Cy wa.N Existing Land Use N Net New Trips Net New Trips 144 48 192 a N cRJ p p R o h N N [v7 N N N Pass -by Trips O N 0 0 0 0 0 0 0 0 N O O p b b b b g g g g g g p External Trips In Out Total N CO CO 'C Om. Ln N'- r N N N N O. CO ,- C7 CRCJ nN N O O RR q R �'] NNN N 0 R 0 N N CN Internal Trips `n V O O m LC] LC] LO N O Q O Gross Trips c ocNCJ C N o N R ,o �o m h v w N O N N NN N N N N CO v] CN R R In� NLnVV CNNNVj �J N a N O' g! g K? K g g n New Trips v) o .6 , wwpp Trlp Generation Rate " O O- -- 0.15 O �-- O O 4.47 0 Intensity du 0 s.f. s.f. C -C O . C O a C O a C U o ", O ppo Q C QQa O O R R , ,r [, d, u 7 V) U m U m U m U m W ellingtonl .__- PBC N N. PBC Cb 0 J -°o 0 0 U Hotel General Commercial General Office Barns/Stables Daily Event Spectators Show Office Event Staff/Officials Vendors Clubhouse Commercial Rec CO 7 0 0 0 D N aNI -T3 o O -0 00 O O N a II a � 3 ,o 1_ 0 > m m} U 0 0 0 t -C O > • cD 3 3 • Y . R 0 a 0 D O Q O t + + 0 a X X O •= 0 C J J 0 0 0 o C aiQ coo 0 0 O T3 11 11 0) >' 0 oa H U - C — n C O O O� J J O a a oE 6' U 0 O U C C •N H O to 0 7 C o N E 0)-073 0 ✓ ao a0 o ✓ " .2 .2 0 2-20 > t O w U U C u)v)}m 0 0 0_ a- -0 -0 -0 0 C . = 2 O O C 0 a Q 0 E E>- : E N • N •- o 0 0 m Q< C Z N M V G * Z - Trip Generation - PM Peak O 2 0_ Net Trips In Out Total Proposed Land Use R N rn N c7 u� Existing Land Use a N n.) Net New Trips Net New Trips 69 121 190 - N - m Cy N pp., Q- A a O N 0 0 0 0 0 0 0 0 N 0 0 External Trips 1- a e os R a s N.N 8 C'') O -o N ,gyp O N o � m Q- Q N a Internal Trips a N 0 0 Ln V) P Q Q 2`�m c�vLom co ma N Gross Trips 2 N a N n °° I m p N N (7) It Q m N N N O N 1==N S z Sub -To fats I\ ^ r g 4J I\ g g' g' lV Trip Generation Rate < <a±^aa^aa 0 + "' S3 S3 R 0* Lri Intensity du 0 O s.f. s.f. du person s.f. person person unit acre 0 OujO 05 , Source YU 2, U m U m PBC Wellington PBC N N CO Land Use Condo _ 1o General Commercial General Office Z ❑ C m Daily Event Spectators Show Office Event Staff/Officials Vendors Clubhouse Commercial Rec -O X D c O Q •c a O I N N t 3 0 N 0 aa.Q0 0 Q — D C T NI a 0 }O O 0 • Q O -C II U 1-92 a I Q N �} U a N OC L 3 \L O> '0U 45 112 M WO L �Q-O t0N t X O H .. 0)O X N c O ' N• N ap, Q a -0 O▪ T 3 II -'7-b >. a as ,n c Uc N c c.2 J in O N OSlaE•• Hith N sc O N • N E N N U Q O Q p O N a�i.,2U U NU •- L u) '= m 0 0 0 0 U • U o o N c N a N c ni N N O c O Q 8)13± c 0 �n �n c) 8.a 6 - , c N O O iE m 2t_ N M— < t 4 Z McClure River Ranch PUD (FTH#17046) Traffic Impact Study Intersection Capacity Worksheets: Existing 09/26/2019 Queues 1: County Road 100/Catherine Store Road & State Highway 82 2019 Existing - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBT SBT Lane Group Flow (vph) 27 1668 149 123 575 12 362 118 v/c Ratio 0.43 0.77 0.14 0.77 0.24 0.01 1.19 1.05 Control Delay 107.0 28.4 2.2 109.4 11.9 0.0 162.5 162.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 107.0 28.4 2.2 109.4 11.9 0.0 162.5 162.7 Queue Length 50th (ft) 32 716 0 144 128 0 -450 -146 Queue Length 95th (ft) 66 766 23 #270 182 0 #434 #192 Internal Link Dist (ft) 1364 1453 128 794 Turn Bay Length (ft) 465 440 330 345 Base Capacity (vph) 63 2161 1051 162 2348 1106 303 112 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.43 0.77 0.14 0.76 0.24 0.01 1.19 1.05 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. McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 1 09/26/2019 1: County Road 100/Catherine Store Road & State Highway 82 HCM 6th Signalized Intersection Summary 2019 Existing - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations vi t4 ri vi tt ri Traffic Volume (veh/h) 22 1368 122 114 535 11 51 14 206 41 20 27 Future Volume (veh/h) 22 1368 122 114 535 11 51 14 206 41 20 27 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(ApbT) 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/In 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 27 1668 149 123 575 12 68 19 275 55 27 36 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, % 1 4 1 1 4 1 1 1 1 1 1 1 Cap,veh/h 47 2226 1017 144 2415 1103 66 17 187 81 41 41 Arrive On Green 0.03 0.64 0.64 0.08 0.69 0.69 0.16 0.16 0.16 0.16 0.16 0.16 SatFlow,veh/h 1795 3497 1598 1795 3497 1598 268 109 1192 329 263 260 Grp Volume(v), veh/h 27 1668 149 123 575 12 362 0 0 118 0 0 Grp Sat Flow(s),veh/h/In 1795 1749 1598 1795 1749 1598 1569 0 0 851 0 0 Q Serve(g_s), s 2.6 59.1 6.7 12.1 10.9 0.4 4.3 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 2.6 59.1 6.7 12.1 10.9 0.4 28.0 0.0 0.0 23.7 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.19 0.76 0.47 0.31 Lane Grp Cap(c), veh/h 47 2226 1017 144 2415 1103 271 0 0 163 0 0 V/C Ratio(X) 0.58 0.75 0.15 0.85 0.24 0.01 1.34 0.00 0.00 0.72 0.00 0.00 Avail Cap(c_a), veh/h 66 2226 1017 166 2415 1103 271 0 0 167 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 85.8 22.5 13.0 80.9 10.2 8.6 76.2 0.0 0.0 72.1 0.0 0.0 Incr Delay (d2), s/veh 14.9 2.4 0.3 44.0 0.2 0.0 174.9 0.0 0.0 15.1 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/In 1.4 23.0 2.4 7.2 4.0 0.1 25.8 0.0 0.0 6.0 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 100.6 24.9 13.3 124.9 10.5 8.6 251.1 0.0 0.0 87.2 0.0 0.0 LnGrp LOS F C B F B A F A A F A A Approach Vol, veh/h 1844 710 362 118 Approach Delay, s/veh 25.1 30.3 251.1 87.2 Approach LOS C C F F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 22.8 120.4 35.0 13.2 130.0 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 (gc+I1), s 14.1 61.1 25.7 4.6 12.9 30.0 Green Ext Time (p_c), s 0.2 51.7 0.1 0.0 52.2 0.0 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS Notes 55.7 E 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. McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 2 09/26/2019 HCM 6th TWSC 2: County Road 100 /County Road 100 & Old SH 82 Frontage Road 2019 Existing - AM Peak Hour Intersection Int Delay, s/veh 1.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 3 0 21 18 250 43 62 171 23 Future Vol, veh/h 0 0 0 3 0 21 18 250 43 62 171 23 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - - None - - None - - None Storage Length - - - - - - Veh in Median Storage, # 0 0 0 0 Grade, % - 0 - - 0 - - 0 - 0 Peak Hour Factor 93 93 93 93 93 93 81 81 81 69 69 69 Heavy Vehicles, % 1 1 1 1 1 1 1 1 1 1 1 1 Mvmt Flow 0 0 0 3 0 23 22 309 53 90 248 33 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 836 851 265 825 841 336 281 0 0 362 0 0 Stage 1 445 445 - 380 380 Stage 2 391 406 - 445 461 - - - Critical Hdwy 7.11 6.51 6.21 7.11 6.51 6.21 4.11 - 4.11 Critical Hdwy Stg 1 6.11 5.51 - 6.11 5.51 - - - Critical Hdwy Stg 2 6.11 5.51 - 6.11 5.51 - Follow-up Hdwy 3.509 4.009 3.309 3.509 4.009 3.309 2.209 - - 2.209 Pot Cap -1 Maneuver 288 298 776 293 302 708 1287 - 1202 Stage 1 594 576 - 644 616 - - - Stage 2 635 600 - 594 567 Platoon blocked, % - Mov Cap -1 Maneuver 255 266 776 268 269 708 1287 - 1202 Mov Cap -2 Maneuver 255 266 - 268 269 - - - Stage 1 581 525 - 630 602 Stage 2 601 587 - 541 517 - - - Approach EB WB NB HCM Control Delay, s 0 11.4 HCM LOS A B 0.5 Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR SB 2 Capacity (veh/h) 1287 - - 587 1202 - HCM Lane V/C Ratio 0.017 - - - 0.044 0.075 - HCM Control Delay (s) 7.8 0 0 11.4 8.2 0 HCM Lane LOS A A - A B A A HCM 95th %tile Q(veh) 0.1 - 0.1 0.2 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 3 09/26/2019 HCM 6th TWSC 3: Valley Road/JW Drive & State Highway 82 2019 Existing - AM Peak Hour Intersection Int Delay, s/veh 21.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ r 1i ++ r 4' r 4 rr Traffic Vol, veh/h 64 1623 16 40 491 24 11 1 103 56 2 5 Future Vol, veh/h 64 1623 16 40 491 24 11 1 103 56 2 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 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 4 1 1 4 1 1 1 1 1 1 1 Mvmt Flow 74 1866 18 44 546 27 15 1 141 76 3 7 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 546 0 - 1866 0 0 2377 2648 - 1716 2648 Stage 1 - 2014 2014 - 634 634 Stage 2 - - - 363 634 - 1082 2014 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 1026 0 323 0 18 23 0 - 59 23 0 Stage 1 0 0 61 103 0 436 474 0 Stage 2 0 0 631 474 0 234 103 0 Platoon blocked, % Mov Cap -1 Maneuver 1026 - 323 - -14 18 - - 47 18 Mov Cap -2 Maneuver - - - - - -14 18 - 47 18 Stage 1 - - 57 96 - 405 410 Stage 2 - - - - 541 410 - 214 96 Approach EB WB HCM Control Delay, s 0.3 1.3 HCM LOS NB $ 672 F SB $ 552.8 F Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT WBL WBT SBLn1 SBLn2 Capacity (veh/h) 14 - 1026 - 323 - 45 - HCM Lane V/C Ratio 1.174 - 0.072 - 0.138 - 1.742 HCM Control Delay (s) $ 672 0 8.8 - 17.9 -$ 552.8 0 HCM Lane LOS F A A -C - F A HCM 95th %tile Q(veh) 2.6 - 0.2 - 0.5 - 7.9 Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 4 09/26/2019 HCM 6th TWSC 4: Valley Road & Old SH 82 Frontage Road 2019 Existing - AM Peak Hour Intersection Int Delay, s/veh 5.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 84 23 20 32 18 40 Future Vol, veh/h 84 23 20 32 18 40 Conflicting Peds, #/hr 0 0 0 0 0 0 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 1 1 1 1 1 Mvmt Flow 115 32 34 54 28 63 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 182 60 91 0 - 0 Stage 1 60 Stage 2 122 - - 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 810 1008 1510 Stage 1 965 - Stage 2 906 Platoon blocked, % Mov Cap -1 Maneuver 791 1008 1510 Mov Cap -2 Maneuver 791 - - Stage 1 943 Stage 2 906 Approach EB NB SB HCM Control Delay, s 10.3 2.9 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1510 - 829 HCM Lane V/C Ratio 0.022 - 0.177 HCM Control Delay (s) 7.4 0 10.3 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0.1 - 0.6 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 5 09/26/2019 Queues 1: County Road 100/Catherine Store Road & State Highway 82 2019 Existing - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBT SBT Lane Group Flow (vph) 22 733 63 300 1672 36 278 78 v/c Ratio 0.35 0.34 0.06 1.85 0.71 0.03 1.00 0.34 Control Delay 101.6 17.2 0.1 447.1 20.8 0.1 115.5 56.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 101.6 17.2 0.1 447.1 20.8 0.1 115.5 56.2 Queue Length 50th (ft) 26 207 0 -533 601 0 -305 65 Queue Length 95th (ft) 63 281 0 #781 791 0 343 106 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 277 228 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.35 0.34 0.06 1.85 0.71 0.03 1.00 0.34 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. McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 1 09/26/2019 1: County Road 100/Catherine Store Road & State Highway 82 HCM 6th Signalized Intersection Summary 2019 Existing - PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations vi t4 ri vi tt ri Traffic Volume (veh/h) 21 696 60 276 1538 33 62 12 146 17 19 26 Future Volume (veh/h) 21 696 60 276 1538 33 62 12 146 17 19 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(ApbT) 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/In 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 22 733 63 300 1672 36 78 15 185 21 24 32 Peak Hour Factor 0.95 0.95 0.95 0.92 0.92 0.92 0.79 0.79 0.79 0.80 0.80 0.80 Percent Heavy Veh, % 1 4 1 1 4 1 1 1 1 1 1 1 Cap,veh/h 42 2196 1003 165 2435 1112 89 18 162 67 77 84 Arrive On Green 0.02 0.63 0.63 0.09 0.70 0.70 0.16 0.16 0.16 0.16 0.16 0.16 SatFlow,veh/h 1795 3497 1598 1795 3497 1598 410 113 1041 265 495 540 Grp Volume(v), veh/h 22 733 63 300 1672 36 278 0 0 77 0 0 Grp Sat Flow(s),veh/h/In 1795 1749 1598 1795 1749 1598 1564 0 0 1300 0 0 Q Serve(g_s), s 2.2 17.8 2.8 16.5 50.1 1.3 20.2 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 2.2 17.8 2.8 16.5 50.1 1.3 28.0 0.0 0.0 7.8 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.28 0.67 0.27 0.42 Lane Grp Cap(c), veh/h 42 2196 1003 165 2435 1112 269 0 0 228 0 0 V/C Ratio(X) 0.53 0.33 0.06 1.82 0.69 0.03 1.03 0.00 0.00 0.34 0.00 0.00 Avail Cap(c_a), veh/h 65 2196 1003 165 2435 1112 269 0 0 232 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 86.9 15.8 13.0 81.7 15.9 8.5 77.1 0.0 0.0 67.2 0.0 0.0 Incr Delay (d2), s/veh 13.9 0.4 0.1 393.1 1.6 0.1 63.9 0.0 0.0 1.2 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/In 1.2 6.9 1.0 25.5 18.5 0.4 17.4 0.0 0.0 3.3 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 100.8 16.2 13.1 474.8 17.5 8.6 141.1 0.0 0.0 68.5 0.0 0.0 LnGrp LOS F B B F B A F A A E A A Approach Vol, veh/h 818 2008 278 77 Approach Delay, s/veh 18.2 85.7 141.1 68.5 Approach LOS B F F E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 25.0 120.0 35.0 12.7 132.3 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 (gc+I1), s 18.5 19.8 9.8 4.2 52.1 30.0 Green Ext Time (p_c), s 0.0 61.8 0.3 0.0 70.6 0.0 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS Notes 72.8 E 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. McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 2 09/26/2019 HCM 6th TWSC 2: County Road 100 /County Road 100 & Old SH 82 Frontage Road 2019 Existing - PM Peak Hour Intersection Int Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 6 2 8 12 2 14 47 200 46 26 292 38 Future Vol, veh/h 6 2 8 12 2 14 47 200 46 26 292 38 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - - None - - None - - None Storage Length - - - - - - Veh in Median Storage, # 0 0 0 0 Grade, % - 0 - - 0 - - 0 - 0 Peak Hour Factor 50 50 50 39 39 39 82 82 82 87 87 87 Heavy Vehicles, % 1 1 1 1 1 1 1 1 1 1 1 1 Mvmt Flow 12 4 16 31 5 36 57 244 56 30 336 44 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 825 832 358 814 826 272 380 0 0 300 0 0 Stage 1 418 418 - 386 386 Stage 2 407 414 - 428 440 - - - Critical Hdwy 7.11 6.51 6.21 7.11 6.51 6.21 4.11 - 4.11 Critical Hdwy Stg 1 6.11 5.51 - 6.11 5.51 - - - Critical Hdwy Stg 2 6.11 5.51 - 6.11 5.51 - Follow-up Hdwy 3.509 4.009 3.309 3.509 4.009 3.309 2.209 - - 2.209 Pot Cap -1 Maneuver 293 306 689 298 308 769 1184 - 1267 Stage 1 614 592 - 639 612 - - - Stage 2 623 595 - 607 579 Platoon blocked, % - Mov Cap -1 Maneuver 257 280 689 269 282 769 1184 - 1267 Mov Cap -2 Maneuver 257 280 - 269 282 - - - Stage 1 578 574 - 602 577 Stage 2 554 560 - 571 562 - - - Approach EB WB NB SB HCM Control Delay, s 15.3 15.9 1.3 0.6 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1184 - - 380 401 1267 - HCM Lane V/C Ratio 0.048 - - 0.084 0.179 0.024 - HCM Control Delay (s) 8.2 0 - 15.3 15.9 7.9 0 HCM Lane LOS A A - C C A A HCM 95th %tile Q(veh) 0.2 - 0.3 0.6 0.1 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 3 09/26/2019 HCM 6th TWSC 3: Valley Road/JW Drive & State Highway 82 2019 Existing - PM Peak Hour Intersection Int Delay, s/veh 11.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ r 1i ++ r 4' r 4 rr Traffic Vol, veh/h 81 742 19 42 1533 46 16 4 43 14 4 57 Future Vol, veh/h 81 742 19 42 1533 46 16 4 43 14 4 57 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 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 90 90 90 93 93 93 84 84 84 88 88 88 Heavy Vehicles, % 1 4 1 1 4 1 1 1 1 1 1 1 Mvmt Flow 90 824 21 45 1648 49 19 5 51 16 5 65 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 1648 0 - 824 0 0 1921 2742 - 2333 2742 Stage 1 - 1004 1004 - 1738 1738 Stage 2 - - - - 917 1738 - 595 1004 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 393 0 808 0 41 20 0 20 20 0 Stage 1 0 - - 0 261 320 0 91 141 0 Stage 2 0 0 295 141 0 460 320 0 Platoon blocked, % Mov Cap -1 Maneuver 393 - 808 - 25 15 - - 12 15 Mov Cap -2 Maneuver - - - 25 15 - - 12 15 Stage 1 - 201 247 - 70 133 Stage 2 - - - - 269 133 - 348 247 Approach EB WB NB SB HCM Control Delay, s 1.7 0.3 $ 470 HCM LOS F $ 872.2 F Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT WBL WBT SBLn1 SBLn2 Capacity (veh/h) 22 - 393 - 808 - 13 HCM Lane V/C Ratio 1.082 - 0.229 - 0.056 - 1.573 HCM Control Delay (s) $ 470 0 16.9 - 9.7 -$ 872.2 0 HCM Lane LOS F AC - A - F A HCM 95th %tile Q(veh) 3.1 - 0.9 - 0.2 - 3.3 Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 4 09/26/2019 HCM 6th TWSC 4: Valley Road & Old SH 82 Frontage Road 2019 Existing - PM Peak Hour Intersection Int Delay, s/veh 5.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 36 27 61 28 27 39 Future Vol, veh/h 36 27 61 28 27 39 Conflicting Peds, #/hr 0 0 0 0 0 0 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 72 72 80 80 86 86 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 50 38 76 35 31 45 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 241 54 76 0 - 0 Stage 1 54 Stage 2 187 - - 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 749 1016 1529 Stage 1 971 - Stage 2 847 Platoon blocked, % Mov Cap -1 Maneuver 711 1016 1529 Mov Cap -2 Maneuver 711 Stage 1 921 Stage 2 847 Approach EB NB SB HCM Control Delay, s 9.9 5.1 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1529 - 816 - HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 0.05 - 0.107 7.5 0 9.9 A A A 0.2 - 0.4 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 5 09/26/2019 Queues 1: County Road 100/Catherine Store Road & State Highway 82 2019 Existing - Saturday Peak Hr Lane Group EBL EBT EBR WBL WBT WBR NBT SBT Lane Group Flow (vph) 34 677 44 148 728 22 199 66 v/c Ratio 0.52 0.30 0.04 0.88 0.30 0.02 0.77 0.37 Control Delay 111.0 14.8 0.1 120.3 10.8 0.1 71.0 59.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 111.0 14.8 0.1 120.3 10.8 0.1 71.0 59.0 Queue Length 50th (ft) 39 168 0 170 151 0 160 55 Queue Length 95th (ft) #96 256 0 #332 232 0 230 108 Internal Link Dist (ft) 1364 1453 128 794 Turn Bay Length (ft) 465 440 330 345 Base Capacity (vph) 66 2244 1044 168 2443 1121 318 225 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.52 0.30 0.04 0.88 0.30 0.02 0.63 0.29 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 1 09/26/2019 1: County Road 100/Catherine Store Road & State Highway 82 HCM 6th Signalized Intersection Summary 2019 Existing - Saturday Peak Hr Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations vi t4 ri vi tt ri Traffic Volume (veh/h) 32 630 41 130 641 19 26 22 119 17 22 22 Future Volume (veh/h) 32 630 41 130 641 19 26 22 119 17 22 22 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(ApbT) 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/In 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 34 677 44 148 728 22 31 26 142 18 24 24 Peak Hour Factor 0.93 0.93 0.93 0.88 0.88 0.88 0.84 0.84 0.84 0.92 0.92 0.92 Percent Heavy Veh, % 1 4 1 1 4 1 1 1 1 1 1 1 Cap,veh/h 54 2251 1024 167 2471 1125 49 37 156 60 79 65 Arrive On Green 0.03 0.64 0.64 0.09 0.71 0.71 0.14 0.14 0.14 0.14 0.14 0.14 SatFlow,veh/h 1795 3497 1591 1795 3497 1592 188 274 1152 254 586 480 Grp Volume(v), veh/h 34 677 44 148 728 22 199 0 0 66 0 0 Grp Sat Flow(s),veh/h/In 1795 1749 1591 1795 1749 1592 1614 0 0 1319 0 0 Q Serve(g_s), s 3.3 15.0 1.8 14.3 13.5 0.7 15.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 3.3 15.0 1.8 14.3 13.5 0.7 21.3 0.0 0.0 6.3 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.16 0.71 0.27 0.36 Lane Grp Cap(c), veh/h 54 2251 1024 167 2471 1125 242 0 0 204 0 0 V/C Ratio(X) 0.63 0.30 0.04 0.89 0.29 0.02 0.82 0.00 0.00 0.32 0.00 0.00 Avail Cap(c_a), veh/h 66 2251 1024 169 2471 1125 280 0 0 247 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 84.2 13.8 11.5 78.7 9.5 7.7 74.7 0.0 0.0 68.2 0.0 0.0 Incr Delay (d2), s/veh 16.5 0.3 0.1 44.8 0.3 0.0 17.0 0.0 0.0 1.3 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/In 1.7 5.7 0.6 8.6 4.8 0.2 10.1 0.0 0.0 2.8 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 100.7 14.2 11.5 123.5 9.9 7.7 91.8 0.0 0.0 69.5 0.0 0.0 LnGrp LOS F B B F A A F A A E A A Approach Vol, veh/h 755 898 199 66 Approach Delay, s/veh 17.9 28.5 91.8 69.5 Approach LOS B C F E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 24.8 120.0 30.7 13.8 131.0 30.7 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 (gc+I1), s 16.3 17.0 8.3 5.3 15.5 23.3 Green Ext Time (p_c), s 0.0 58.1 0.3 0.0 68.7 0.4 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS Notes 32.3 C 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. McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 2 09/26/2019 HCM 6th TWSC 2: County Road 100 /County Road 100 & Old SH 82 Frontage Road 2019 Existing - Saturday Peak Hr Intersection Int Delay, s/veh 2.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 23 4 9 19 3 11 1 133 12 11 181 1 Future Vol, veh/h 23 4 9 19 3 11 1 133 12 11 181 1 Conflicting Peds, #/hr 5 0 4 4 0 5 1 0 3 3 0 1 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - - None - - None - - None Storage Length - - - - - - Veh in Median Storage, # 0 0 0 0 Grade, % - 0 - - 0 - - 0 - 0 Peak Hour Factor 84 84 84 60 60 60 88 88 88 92 92 92 Heavy Vehicles, % 1 1 1 1 1 1 1 1 1 1 1 1 Mvmt Flow 27 5 11 32 5 18 1 151 14 12 197 1 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 400 393 203 397 386 166 199 0 0 168 0 0 Stage 1 223 223 - 163 163 Stage 2 177 170 - 234 223 - - - Critical Hdwy 7.11 6.51 6.21 7.11 6.51 6.21 4.11 - 4.11 Critical Hdwy Stg 1 6.11 5.51 - 6.11 5.51 - - - Critical Hdwy Stg 2 6.11 5.51 - 6.11 5.51 - Follow-up Hdwy 3.509 4.009 3.309 3.509 4.009 3.309 2.209 - - 2.209 Pot Cap -1 Maneuver 562 545 840 565 550 881 1379 - 1416 Stage 1 782 721 - 841 765 - - - Stage 2 827 760 - 771 721 Platoon blocked, % - Mov Cap -1 Maneuver 538 537 836 546 542 874 1378 - 1412 Mov Cap -2 Maneuver 538 537 - 546 542 - - - Stage 1 780 713 - 838 762 Stage 2 800 757 - 746 713 - - - Approach EB WB NB SB HCM Control Delay, s 11.6 11.3 0.1 0.4 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1378 - - 591 624 1412 - HCM Lane V/C Ratio 0.001 - - 0.073 0.088 0.008 - HCM Control Delay (s) 7.6 0 - 11.6 11.3 7.6 0 HCM Lane LOS A A - B B A A HCM 95th %tile Q(veh) 0 - 0.2 0.3 0 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 3 09/26/2019 HCM 6th TWSC 3: Valley Road/JW Drive & State Highway 82 2019 Existing - Saturday Peak Hr Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' 44 r 1i ++ r 4' r 4' fir Traffic Vol, veh/h 57 691 15 10 700 30 4 5 8 26 2 9 Future Vol, veh/h 57 691 15 10 700 30 4 5 8 26 2 9 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 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 98 98 98 84 84 84 71 71 71 75 75 75 Heavy Vehicles, % 1 4 1 1 4 1 1 1 1 1 1 1 Mvmt Flow 58 705 15 12 833 36 6 7 11 35 3 12 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 833 0 - 705 0 0 1263 1678 - 1329 1678 Stage 1 - 821 821 - 857 857 Stage 2 - - - - 442 857 472 821 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 802 0 896 0 127 95 0 114 95 0 Stage 1 0 - - 0 337 389 0 320 374 0 Stage 2 0 0 567 374 0 544 389 0 Platoon blocked, % - Mov Cap -1 Maneuver 802 - 896 - 116 87 - 100 87 Mov Cap -2 Maneuver - - - - 116 87 - 100 87 Stage 1 - 313 361 - 297 369 Stage 2 - - - - 555 369 - 495 361 Approach EB WB NB SB HCM Control Delay, s 0.7 0.1 HCM LOS 47.1 61.9 E F Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT WBL WBT SBLn1 SBLn2 Capacity (veh/h) 98 - 802 - 896 - 99 - HCM Lane V/C Ratio 0.129 - 0.073 - 0.013 - 0.377 HCM Control Delay (s) 47.1 0 9.8 - 9.1 - 61.9 0 HCM Lane LOS E A A - A - F A HCM 95th %tile Q(veh) 0.4 - 0.2 0 - 1.5 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 4 09/26/2019 HCM 6th TWSC 4: Valley Road & Old SH 82 Frontage Road 2019 Existing - Saturday Peak Hr Intersection Int Delay, s/veh 4.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 7 15 19 10 14 13 Future Vol, veh/h 7 15 19 10 14 13 Conflicting Peds, #/hr 0 0 0 0 0 0 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 69 69 81 81 75 75 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 10 22 23 12 19 17 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 86 28 36 0 - 0 Stage 1 28 Stage 2 58 - - 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 918 1050 1581 Stage 1 997 - Stage 2 967 Platoon blocked, % Mov Cap -1 Maneuver 904 1050 1581 Mov Cap -2 Maneuver 904 - - Stage 1 982 Stage 2 967 - Approach EB NB SB HCM Control Delay, s 8.7 4.8 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1581 - 999 - HCM Lane V/C Ratio 0.015 - 0.032 HCM Control Delay (s) 7.3 0 8.7 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0 - 0.1 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 5 McClure River Ranch PUD (FTH#17046) Traffic Impact Study Intersection Capacity Worksheets: Existing With Improvements 09/26/2019 Queues 1: County Road 100/Catherine Store Road & State Highway 82 2019 Existing - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT Lane Group Flow (vph) 27 1668 149 123 575 12 87 275 118 v/c Ratio 0.40 0.73 0.14 0.73 0.23 0.01 0.62 0.17 0.66 Control Delay 102.1 23.4 2.2 101.3 9.5 0.0 90.8 0.2 83.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 102.1 23.4 2.2 101.3 9.5 0.0 90.8 0.2 83.0 Queue Length 50th (ft) 30 607 0 136 105 0 95 0 119 Queue Length 95th (ft) 66 766 23 #270 182 0 131 0 152 Internal Link Dist (ft) 1364 1453 128 794 Turn Bay Length (ft) 465 440 330 345 Base Capacity (vph) 67 2279 1101 171 2474 1161 202 1579 252 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.40 0.73 0.14 0.72 0.23 0.01 0.43 0.17 0.47 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 1 09/26/2019 1: County Road 100/Catherine Store Road & State Highway 82 HCM 6th Signalized Intersection Summary 2019 Existing - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations vi t4 ri vi tt ri 4 ri Traffic Volume (veh/h) 22 1368 122 114 535 11 51 14 206 41 20 27 Future Volume (veh/h) 22 1368 122 114 535 11 51 14 206 41 20 27 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(ApbT) 1.00 1.00 1.00 1.00 1.00 1.00 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/In 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 27 1668 149 123 575 12 68 19 0 55 27 36 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, % 1 4 1 1 4 1 1 1 1 1 1 1 Cap,veh/h 48 2407 1100 146 2598 1187 128 26 98 42 48 Arrive On Green 0.03 0.69 0.69 0.08 0.74 0.74 0.09 0.09 0.00 0.09 0.09 0.09 SatFlow,veh/h 1795 3497 1598 1795 3497 1598 945 278 1598 700 450 505 Grp Volume(v), veh/h 27 1668 149 123 575 12 87 0 0 118 0 0 Grp Sat Flow(s),veh/h/In 1795 1749 1598 1795 1749 1598 1224 0 1598 1655 0 0 Q Serve(g_s), s 2.5 47.1 5.3 11.2 8.4 0.3 0.8 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 2.5 47.1 5.3 11.2 8.4 0.3 12.1 0.0 0.0 11.3 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.78 1.00 0.47 0.31 Lane Grp Cap(c), veh/h 48 2407 1100 146 2598 1187 154 0 188 0 0 V/C Ratio(X) 0.56 0.69 0.14 0.84 0.22 0.01 0.56 0.00 0.63 0.00 0.00 Avail Cap(c_a), veh/h 70 2407 1100 179 2598 1187 261 0 308 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 79.6 15.4 8.9 75.0 6.6 5.5 73.5 0.0 0.0 73.0 0.0 0.0 Incr Delay (d2), s/veh 13.5 1.7 0.3 41.3 0.2 0.0 4.6 0.0 0.0 4.8 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/In 1.3 17.1 1.8 6.7 2.8 0.1 3.8 0.0 0.0 5.2 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 93.1 17.0 9.1 116.3 6.8 5.5 78.0 0.0 0.0 77.8 0.0 0.0 LnGrp LOS F B A F A A E A E A A Approach Vol, veh/h 1844 710 87 A 118 Approach Delay, s/veh 17.5 25.7 78.0 77.8 Approach LOS B C E E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 22.0 121.0 22.6 13.0 130.0 22.6 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 (gc+I1), s 13.2 49.1 13.3 4.5 10.4 14.1 Green Ext Time (p_c), s 0.3 63.7 0.5 0.0 52.7 0.3 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS Notes 24.1 C 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. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 2 09/26/2019 Queues 1: County Road 100/Catherine Store Road & State Highway 82 2019 Existing (with Improvements) - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT Lane Group Flow (vph) 22 733 63 300 1672 36 93 185 78 v/c Ratio 0.33 0.36 0.06 0.98 0.68 0.03 0.64 0.12 0.38 Control Delay 97.4 20.9 0.1 117.0 16.6 0.1 91.2 0.2 58.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 97.4 20.9 0.1 117.0 16.6 0.1 91.2 0.2 58.5 Queue Length 50th (ft) 24 220 0 338 492 0 102 0 64 Queue Length 95th (ft) 63 333 0 #623 791 0 145 0 104 Internal Link Dist (ft) 1364 1453 128 794 Turn Bay Length (ft) 465 440 330 345 Base Capacity (vph) 67 2012 980 305 2475 1162 212 1579 288 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.33 0.36 0.06 0.98 0.68 0.03 0.44 0.12 0.27 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 1 09/26/2019 1: County Road 100/Catherine Store Road & State Highway 82 HCM 6th Signalized Intersection Summary 2019 Existing (with Improvements) - PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations vi t4 ri vi tt ri 4 ri Traffic Volume (veh/h) 21 696 60 276 1538 33 62 12 146 17 19 26 Future Volume (veh/h) 21 696 60 276 1538 33 62 12 146 17 19 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(ApbT) 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/In 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 22 733 63 300 1672 36 78 15 0 21 24 32 Peak Hour Factor 0.95 0.95 0.95 0.92 0.92 0.92 0.79 0.79 0.79 0.80 0.80 0.80 Percent Heavy Veh, % 1 4 1 1 4 1 1 1 1 1 1 1 Cap,veh/h 43 2097 958 318 2632 1202 137 19 57 61 64 Arrive On Green 0.02 0.60 0.60 0.18 0.75 0.75 0.09 0.09 0.00 0.09 0.09 0.09 SatFlow,veh/h 1795 3497 1598 1795 3497 1598 1104 212 1598 337 686 727 Grp Volume(v), veh/h 22 733 63 300 1672 36 93 0 0 77 0 0 Grp Sat Flow(s),veh/h/In 1795 1749 1598 1795 1749 1598 1316 0 1598 1750 0 0 Q Serve(g_s), s 2.0 17.7 2.7 27.5 37.8 1.0 4.9 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 2.0 17.7 2.7 27.5 37.8 1.0 11.8 0.0 0.0 6.9 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.84 1.00 0.27 0.42 Lane Grp Cap(c), veh/h 43 2097 958 318 2632 1202 156 0 182 0 0 V/C Ratio(X) 0.51 0.35 0.07 0.94 0.64 0.03 0.60 0.00 0.42 0.00 0.00 Avail Cap(c_a), veh/h 70 2097 958 318 2632 1202 269 0 315 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 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 80.4 16.9 13.9 67.8 9.8 5.2 74.9 0.0 0.0 72.5 0.0 0.0 Incr Delay (d2), s/veh 12.5 0.5 0.1 38.2 1.2 0.0 5.1 0.0 0.0 2.2 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/In 1.1 6.9 1.0 15.6 12.4 0.3 4.2 0.0 0.0 3.3 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 92.9 17.4 14.0 106.0 11.0 5.3 80.0 0.0 0.0 74.7 0.0 0.0 LnGrp LOS F B B F B A E A E A A Approach Vol, veh/h 818 2008 93 A 77 Approach Delay, s/veh 19.1 25.1 80.0 74.7 Approach LOS B C E E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 38.0 107.0 21.7 12.5 132.5 21.7 Change Period (Y+Rc), s 8.5 7.0 * 7 8.5 7.0 7.0 Max Green Setting (Gmax), s 29.5 100.0 * 29 6.5 123.0 28.0 Max Q Clear Time (gc+I1), s 29.5 19.7 8.9 4.0 39.8 13.8 Green Ext Time (p_c), s 0.0 55.7 0.3 0.0 82.8 0.3 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS Notes 26.4 C 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. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 2 09/26/2019 Queues 1: County Road 100/Catherine Store Road & State Highway 82 2019 Existing (with Improvements) - Saturday Peak Hr Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT Lane Group Flow (vph) 34 677 44 148 728 22 57 142 66 v/c Ratio 0.49 0.29 0.04 0.85 0.29 0.02 0.42 0.09 0.40 Control Delay 105.3 12.5 0.1 110.5 8.8 0.1 79.5 0.1 61.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 105.3 12.5 0.1 110.5 8.8 0.1 79.5 0.1 61.3 Queue Length 50th (ft) 37 139 0 159 118 0 60 0 54 Queue Length 95th (ft) #96 256 0 #332 232 0 101 0 106 Internal Link Dist (ft) 1364 1453 128 794 Turn Bay Length (ft) 465 440 330 345 Base Capacity (vph) 69 2337 1082 175 2544 1164 257 1599 298 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.49 0.29 0.04 0.85 0.29 0.02 0.22 0.09 0.22 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 1 56 2494 1135 171 2717 1237 75 41 48 37 32 Arrive On Green 0.03 0.71 0.71 0.10 0.78 0.78 0.05 0.05 0.00 0.05 0.05 0.05 SatFlow,veh/h 1795 3497 1592 1795 3497 1592 799 817 1598 375 749 642 Grp Volume(v), veh/h 34 677 44 148 728 22 57 0 0 66 0 0 Grp Sat Flow(s),veh/h/In 1795 1749 1592 1795 1749 1592 1616 0 1598 1766 0 0 Cycle Q Clear(g_c), s 3.0 10.9 1.3 12.9 9.3 0.5 5.4 0.0 0.0 5.7 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.54 1.00 0.27 0.36 Lane Grp Cap(c), veh/h 56 2494 1135 171 2717 1237 115 0 117 0 0 V/C Ratio(X) 0.60 0.27 0.04 0.87 0.27 0.02 0.49 0.00 0.57 0.00 0.00 Avail Cap(c_a), veh/h 74 2494 1135 187 2717 1237 314 0 328 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 75.8 8.1 6.7 70.7 5.0 4.0 74.1 0.0 0.0 74.3 0.0 0.0 Incr Delay (d2), s/veh 13.9 0.3 0.1 40.7 0.2 0.0 4.6 0.0 0.0 6.0 0.0 0.0 %ile BackOfQ(50%),veh/In 1.6 3.7 0.4 7.7 2.8 0.1 2.4 0.0 0.0 2.9 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 89.7 8.4 6.8 111.4 5.2 4.0 78.7 0.0 0.0 80.2 0.0 0.0 09/26/2019 1: County Road 100/Catherine Store Road & State Highway 82 HCM 6th Signalized Intersection Summary 2019 Existing (with Improvements) - Saturday Peak Hr Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations vi t4 ri vi tt ri 4 ri Traffic Volume (veh/h) 32 630 41 130 641 19 26 22 119 17 22 22 Future Volume (veh/h) 32 630 41 130 641 19 26 22 119 17 22 22 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(ApbT) 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/In 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 34 677 44 148 728 22 31 26 0 18 24 24 Peak Hour Factor 0.93 0.93 0.93 0.88 0.88 0.88 0.84 0.84 0.84 0.92 0.92 0.92 PPrrPnt HP.AVv VPh %, 1 4 1 1 4 1 1 1 1 1 1 1 Cap, veh/h Q Serve(g_s), s 3.0 10.9 1.3 12.9 9.3 0.5 0.0 0.0 0.0 0.2 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 LnGrp LOS F A A F A A E A F A A Approach Vol, veh/h 755 898 57 A 66 Approach Delay, s/veh 11.9 22.7 78.7 80.2 Approach LOS B C E F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 23.6 120.0 14.9 13.5 130.1 14.9 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 (gc+I1), s 14.9 12.9 7.7 5.0 11.3 7.4 Green Ext Time (p_c), s 0.2 59.6 0.3 0.0 70.4 0.2 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS Notes 22.0 C 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. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 2 McClure River Ranch PUD (FTH#17046) Traffic Impact Study Intersection Capacity Worksheets: 2021 Background 09/26/2019 Queues 1: County Road 100/Catherine Store Road & State Highway 82 2021 Background - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT Lane Group Flow (vph) 27 1984 151 125 732 12 88 280 122 v/c Ratio 0.40 0.87 0.14 0.74 0.30 0.01 0.62 0.18 0.67 Control Delay 102.4 30.6 2.5 102.5 10.2 0.0 90.9 0.2 83.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 102.4 30.6 2.5 102.5 10.2 0.0 90.9 0.2 83.5 Queue Length 50th (ft) 30 885 2 139 143 0 97 0 122 Queue Length 95th (ft) 66 1061 26 #275 240 0 131 0 156 Internal Link Dist (ft) 1364 1453 128 794 Turn Bay Length (ft) 465 440 330 345 Base Capacity (vph) 67 2273 1097 170 2469 1159 200 1579 251 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.40 0.87 0.14 0.74 0.30 0.01 0.44 0.18 0.49 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 1 Arrive On Green 0.03 0.70 0.70 0.08 0.75 0.75 0.08 0.08 0.00 0.08 0.08 0.00 Sat Flow, veh/h 1795 3497 1598 1795 3497 1598 1151 317 1598 1012 591 0 Grp Volume(v), veh/h 27 1984 151 125 732 12 88 0 0 84 0 0 Grp Sat Flow(s),veh/h/In 1795 1749 1598 1795 1749 1598 1467 0 1598 1603 0 0 Cycle Q Clear(g_c), s 2.4 64.6 5.1 11.2 10.7 0.3 9.6 0.0 0.0 8.1 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.78 1.00 0.68 0.00 Lane Grp Cap(c), veh/h 49 2441 1115 149 2635 1204 159 0 168 0 V/C Ratio(X) 0.55 0.81 0.14 0.84 0.28 0.01 0.55 0.00 0.50 0.00 Avail Cap(c_a), veh/h 71 2441 1115 181 2635 1204 291 0 310 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 78.4 17.2 8.2 73.8 6.3 5.0 73.3 0.0 0.0 72.5 0.0 0.0 Incr Delay (d2), s/veh 13.2 3.1 0.3 40.9 0.3 0.0 4.2 0.0 0.0 3.3 0.0 0.0 09/26/2019 1: County Road 100/Catherine Store Road & State Highway 82 HCM 6th Signalized Intersection Summary 2021 Background - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations vi t4 ri vi tt ri 4 ri Traffic Volume (veh/h) 22 1627 124 116 681 11 52 14 210 42 20 28 Future Volume (veh/h) 22 1627 124 116 681 11 52 14 210 42 20 28 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(ApbT) 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/In 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 27 1984 151 125 732 12 69 19 0 57 27 0 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, % 1 4 1 1 4 1 1 1 1 1 1 1 Cap, veh/h 49 2441 1115 149 2635 1204 133 26 119 48 Q Serve(g_s), s 2.4 64.6 5.1 11.2 10.7 0.3 1.5 0.0 0.0 0.0 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/In 1.3 23.3 1.7 6.7 3.4 0.1 3.8 0.0 0.0 3.6 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 91.7 20.3 8.5 114.7 6.5 5.0 77.5 0.0 0.0 75.8 0.0 0.0 LnGrp LOS F C A F A A E A E A Approach Vol, veh/h 2162 869 88 A 84 A Approach Delay, s/veh 20.4 22.1 77.5 75.8 Approach LOS C C E E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 22.0 120.9 20.3 12.9 130.0 20.3 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 (gc+I1), s 13.2 66.6 10.1 4.4 12.7 11.6 Green Ext Time (p_c), s 0.3 46.3 0.3 0.0 70.7 0.3 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS Notes 23.9 C 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. Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay. McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 2 09/26/2019 HCM 6th TWSC 2: County Road 100 /County Road 100 & Old SH 82 Frontage Road 2021 Background - AM Peak Hour Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 3 0 21 18 255 44 63 174 23 Future Vol, veh/h 0 0 0 3 0 21 18 255 44 63 174 23 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - - None - - None - - None Storage Length - - - - - - Veh in Median Storage, # 0 0 0 0 Grade, % - 0 - - 0 - - 0 - 0 Peak Hour Factor 93 93 93 93 93 93 81 81 81 69 69 69 Heavy Vehicles, % 1 1 1 1 1 1 1 1 1 1 1 1 Mvmt Flow 0 0 0 3 0 23 22 315 54 91 252 33 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 849 864 269 837 853 342 285 0 0 369 0 0 Stage 1 451 451 - 386 386 Stage 2 398 413 - 451 467 - - - Critical Hdwy 7.11 6.51 6.21 7.11 6.51 6.21 4.11 - 4.11 Critical Hdwy Stg 1 6.11 5.51 - 6.11 5.51 - - - Critical Hdwy Stg 2 6.11 5.51 - 6.11 5.51 - Follow-up Hdwy 3.509 4.009 3.309 3.509 4.009 3.309 2.209 - - 2.209 Pot Cap -1 Maneuver 282 293 772 287 297 703 1283 - 1195 Stage 1 590 573 - 639 612 - - - Stage 2 630 595 - 590 563 Platoon blocked, % - Mov Cap -1 Maneuver 250 260 772 263 264 703 1283 - 1195 Mov Cap -2 Maneuver 250 260 - 263 264 - - - Stage 1 577 521 - 625 599 Stage 2 596 582 - 536 512 - - - Approach EB WB NB HCM Control Delay, s 0 11.5 HCM LOS A B 0.4 Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR SB 2 Capacity (veh/h) 1283 - - 581 1195 - HCM Lane V/C Ratio 0.017 - - - 0.044 0.076 - HCM Control Delay (s) 7.9 0 0 11.5 8.3 0 HCM Lane LOS A A - A B A A HCM 95th %tile Q(veh) 0.1 - 0.1 0.2 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 3 09/26/2019 HCM 6th TWSC 3: Valley Road/JW Drive & State Highway 82 2021 Background - AM Peak Hour Intersection Int Delay, s/veh 72.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations r 1i ++ r r 4 rr Traffic Vol, veh/h 65 1881 22 41 636 24 23 0 105 57 2 5 Future Vol, veh/h 65 1881 22 41 636 24 23 0 105 57 2 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sinn Cnntrnl Frac Fran FrP.P Free Free Free Stnn Stnn Stnn Stnn Stnn Stnn 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 4 1 1 4 1 1 1 1 1 1 1 Mvmt Flow 75 2162 25 46 707 27 32 0 144 77 3 7 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 707 0 - 2162 0 0 2759 3111 - 2030 3111 Stage 1 - 2312 2312 - 799 799 Stage 2 - - - 447 799 - 1231 2312 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 894 0 248 0 - 9 11 0 - 34 11 0 Stage 1 0 - 0 39 72 0 347 398 0 Stage 2 0 0 563 398 0 190 72 0 Platoon blocked, % - Mov Cap -1 Maneuver 894 - 248 - 5 8 - - 27 8 Mov Cap -2 Maneuver - - - - - 5 8 - - 27 8 Stage 1 - 36 66 - 318 324 Stage 2 - - - - 455 324 - 174 66 Approach EB WB NB SB HCM Control Delay, s 0.3 1.4 $ 3779.1 $1311.9 HCM LOS F F Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT WBL WBT SBLn1 SBLn2 Capacity (veh/h) 5 - 894 - 248 - 25 - HCM Lane V/C Ratio 6.301 - 0.084 - 0.184 - 3.189 HCM Control Delay (s) $ 3779.1 0 9.4 - 22.8 $ 1311.9 0 HCM Lane LOS F A A -C - F A HCM 95th %tile Q(veh) 5.5 - 0.3 - 0.7 - 9.9 Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 4 09/26/2019 HCM 6th TWSC 4: Valley Road & Old SH 82 Frontage Road 2021 Background - AM Peak Hour Intersection Int Delay, s/veh 5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 86 23 20 45 24 41 Future Vol, veh/h 86 23 20 45 24 41 Conflicting Peds, #/hr 0 0 0 0 0 0 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 1 1 1 1 1 Mvmt Flow 118 32 34 76 38 64 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 214 70 102 0 - 0 Stage 1 70 Stage 2 144 - - - - - 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 777 996 1496 Stage 1 955 Stage 2 886 Platoon blocked, % - - - Mov Cap -1 Maneuver 758 996 1496 Mov Cap -2 Maneuver 758 - - - - Stage 1 932 Stage 2 886 - - - - Approach EB NB SB HCM Control Delay, s 10.5 2.3 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1496 - 798 HCM Lane V/C Ratio 0.023 - 0.187 HCM Control Delay (s) 7.5 0 10.5 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0.1 - 0.7 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 5 09/26/2019 Queues 1: County Road 100/Catherine Store Road & State Highway 82 2021 Background - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT Lane Group Flow (vph) 22 1042 64 307 2058 37 95 189 79 v/c Ratio 0.33 0.52 0.07 1.01 0.83 0.03 0.65 0.12 0.38 Control Delay 97.6 24.0 0.1 122.5 23.0 0.1 92.0 0.2 57.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 97.6 24.0 0.1 122.5 23.0 0.1 92.0 0.2 57.7 Queue Length 50th (ft) 25 354 0 349 777 0 104 0 64 Queue Length 95th (ft) 63 520 0 #644 1233 0 147 0 104 Internal Link Dist (ft) 1364 1453 128 794 Turn Bay Length (ft) 465 440 330 345 Base Capacity (vph) 67 2009 979 305 2472 1160 211 1579 288 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.33 0.52 0.07 1.01 0.83 0.03 0.45 0.12 0.27 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 1 09/26/2019 1: County Road 100/Catherine Store Road & State Highway 82 HCM 6th Signalized Intersection Summary 2021 Background - PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations vi t4 ri vi tt ri 4 ri Traffic Volume (veh/h) 21 990 61 282 1893 34 63 12 149 17 19 27 Future Volume (veh/h) 21 990 61 282 1893 34 63 12 149 17 19 27 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(ApbT) 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/In 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 22 1042 64 307 2058 37 80 15 0 21 24 34 Peak Hour Factor 0.95 0.95 0.95 0.92 0.92 0.92 0.79 0.79 0.79 0.80 0.80 0.80 Percent Heavy Veh, % 1 4 1 1 4 1 1 1 1 1 1 1 Cap,veh/h 43 2092 956 317 2625 1199 139 19 57 61 68 Arrive On Green 0.02 0.60 0.60 0.18 0.75 0.75 0.09 0.09 0.00 0.09 0.09 0.09 SatFlow,veh/h 1795 3497 1598 1795 3497 1598 1096 206 1598 327 670 753 Grp Volume(v), veh/h 22 1042 64 307 2058 37 95 0 0 79 0 0 Grp Sat Flow(s),veh/h/In 1795 1749 1598 1795 1749 1598 1302 0 1598 1750 0 0 Q Serve(g_s), s 2.0 28.5 2.8 28.4 59.6 1.0 5.1 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 2.0 28.5 2.8 28.4 59.6 1.0 12.2 0.0 0.0 7.1 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.84 1.00 0.27 0.43 Lane Grp Cap(c), veh/h 43 2092 956 317 2625 1199 158 0 186 0 0 V/C Ratio(X) 0.51 0.50 0.07 0.97 0.78 0.03 0.60 0.00 0.42 0.00 0.00 Avail Cap(c_a), veh/h 70 2092 956 317 2625 1199 266 0 315 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 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 80.6 19.2 14.1 68.4 12.6 5.3 74.9 0.0 0.0 72.4 0.0 0.0 Incr Delay (d2), s/veh 12.5 0.9 0.1 43.3 2.4 0.0 5.2 0.0 0.0 2.2 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/In 1.1 11.1 1.0 16.5 19.9 0.3 4.3 0.0 0.0 3.4 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 93.1 20.1 14.2 111.7 15.1 5.4 80.1 0.0 0.0 74.5 0.0 0.0 LnGrp LOS F C B F B A F A E A A Approach Vol, veh/h 1128 2402 95 A 79 Approach Delay, s/veh 21.2 27.3 80.1 74.5 Approach LOS C C F E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 38.0 107.0 22.2 12.5 132.5 22.2 Change Period (Y+Rc), s 8.5 7.0 * 7 8.5 7.0 7.0 Max Green Setting (Gmax), s 29.5 100.0 * 29 6.5 123.0 28.0 Max Q Clear Time (gc+I1), s 30.4 30.5 9.1 4.0 61.6 14.2 Green Ext Time (p_c), s 0.0 63.2 0.3 0.0 61.3 0.3 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS Notes 27.8 C 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. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 2 09/26/2019 HCM 6th TWSC 2: County Road 100 /County Road 100 & Old SH 82 Frontage Road 2021 Background - PM Peak Hour Intersection Int Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 6 2 8 12 2 14 48 204 47 27 298 39 Future Vol, veh/h 6 2 8 12 2 14 48 204 47 27 298 39 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - - None - - None - - None Storage Length - - - - - - Veh in Median Storage, # 0 0 0 0 Grade, % - 0 - - 0 - - 0 - 0 Peak Hour Factor 50 50 50 39 39 39 82 82 82 87 87 87 Heavy Vehicles, % 1 1 1 1 1 1 1 1 1 1 1 1 Mvmt Flow 12 4 16 31 5 36 59 249 57 31 343 45 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 844 852 366 834 846 278 388 0 0 306 0 0 Stage 1 428 428 - 396 396 Stage 2 416 424 - 438 450 - - - Critical Hdwy 7.11 6.51 6.21 7.11 6.51 6.21 4.11 - 4.11 Critical Hdwy Stg 1 6.11 5.51 - 6.11 5.51 - - - Critical Hdwy Stg 2 6.11 5.51 - 6.11 5.51 - Follow-up Hdwy 3.509 4.009 3.309 3.509 4.009 3.309 2.209 - - 2.209 Pot Cap -1 Maneuver 284 298 681 289 300 763 1176 - 1260 Stage 1 607 586 - 631 606 - - - Stage 2 616 589 - 599 573 Platoon blocked, % - Mov Cap -1 Maneuver 248 271 681 260 273 763 1176 - 1260 Mov Cap -2 Maneuver 248 271 - 260 273 - - - Stage 1 570 567 - 593 569 Stage 2 546 553 - 562 555 - - - Approach EB WB NB SB HCM Control Delay, s 15.7 16.3 1.3 0.6 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1176 - - 369 390 1260 - HCM Lane V/C Ratio 0.05 - - 0.087 0.184 0.025 - HCM Control Delay (s) 8.2 0 - 15.7 16.3 7.9 0 HCM Lane LOS A A - CC A A HCM 95th %tile Q(veh) 0.2 - 0.3 0.7 0.1 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 3 09/26/2019 HCM 6th TWSC 3: Valley Road/JW Drive & State Highway 82 2021 Background - PM Peak Hour Intersection Int Delay, s/veh 0.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' 44 r 1i ++ r 4' r 4 rr Traffic Vol, veh/h 83 1014 42 43 1888 47 22 4 44 14 4 58 Future Vol, veh/h 83 1014 42 43 1888 47 22 4 44 14 4 58 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 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 90 90 90 93 93 93 84 84 84 88 88 88 Heavy Vehicles, % 1 4 1 1 4 1 1 1 1 1 1 1 Mvmt Flow 92 1127 47 46 2030 51 26 5 52 16 5 66 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 2030 0 - 1127 0 0 2421 3433 - 2872 3433 Stage 1 - 1311 1311 - 2122 2122 Stage 2 - 1110 2122 - 750 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 279 0 621 0 —17 7 0 — 8 7 0 Stage 1 0 - - 0 169 229 0 52 90 0 Stage 2 0 0 225 90 0 372 229 0 Platoon blocked, % - Mov Cap -1 Maneuver 279 - 621 — 4 — 4 Mov Cap -2 Maneuver - - - — 4 - — 4 Stage 1 153 - 35 83 Stage 2 - - 83 - 242 153 Approach EB WB NB SB HCM Control Delay, s 1.8 0.3 HCM LOS Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT WBL WBT SBLn1 SBLn2 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) - 279 - 621 - - 0.331 - 0.074 - - 0 24.1 - 11.3 0 A C - B - - A - 1.4 - 0.2 Notes —: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 4 09/26/2019 HCM 6th TWSC 4: Valley Road & Old SH 82 Frontage Road 2021 Background - PM Peak Hour Intersection Int Delay, s/veh 4.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 37 28 62 35 51 40 Future Vol, veh/h 37 28 62 35 51 40 Conflicting Peds, #/hr 0 0 0 0 0 0 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 72 72 80 80 86 86 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 51 39 78 44 59 47 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 283 83 106 0 - 0 Stage 1 83 Stage 2 200 - - - - - 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 709 979 1491 Stage 1 943 - - - - Stage 2 836 Platoon blocked, % - - - Mov Cap -1 Maneuver 671 979 1491 Mov Cap -2 Maneuver 671 - - - - Stage 1 892 Stage 2 836 - - - - Approach EB NB SB HCM Control Delay, s 10.2 4.8 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1491 - 776 HCM Lane V/C Ratio 0.052 - 0.116 HCM Control Delay (s) 7.5 0 10.2 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0.2 - 0.4 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 5 09/27/2019 Queues 1: County Road 100/Catherine Store Road & State Highway 82 2021 Background - Saturday Peak Hr Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT Lane Group Flow (vph) 38 867 43 153 969 23 54 143 60 v/c Ratio 0.54 0.36 0.04 0.85 0.37 0.02 0.39 0.09 0.37 Control Delay 107.6 12.7 0.1 110.4 9.1 0.1 78.2 0.1 59.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 107.6 12.7 0.1 110.4 9.1 0.1 78.2 0.1 59.6 Queue Length 50th (ft) 41 190 0 164 172 0 57 0 48 Queue Length 95th (ft) #111 344 0 #347 329 0 97 0 97 Internal Link Dist (ft) 1364 1453 128 794 Turn Bay Length (ft) 465 440 330 345 Base Capacity (vph) 70 2391 1104 179 2602 1189 268 1599 304 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.54 0.36 0.04 0.85 0.37 0.02 0.20 0.09 0.20 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 1 60 2497 1137 175 2721 1239 74 37 46 35 30 Arrive On Green 0.03 0.71 0.71 0.10 0.78 0.78 0.05 0.05 0.00 0.05 0.05 0.05 SatFlow,veh/h 1795 3497 1592 1795 3497 1592 846 804 1598 363 755 647 Grp Volume(v), veh/h 38 867 43 153 969 23 54 0 0 60 0 0 Grp Sat Flow(s),veh/h/In 1795 1749 1592 1795 1749 1592 1650 0 1598 1765 0 0 Cycle Q Clear(g_c), s 3.3 14.9 1.3 13.3 13.5 0.5 5.0 0.0 0.0 5.1 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.56 1.00 0.27 0.37 Lane Grp Cap(c), veh/h 60 2497 1137 175 2721 1239 112 0 110 0 0 V/C Ratio(X) 0.63 0.35 0.04 0.87 0.36 0.02 0.48 0.00 0.54 0.00 0.00 Avail Cap(c_a), veh/h 74 2497 1137 187 2721 1239 316 0 328 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 75.5 8.6 6.7 70.4 5.4 4.0 74.3 0.0 0.0 74.5 0.0 0.0 Incr Delay (d2), s/veh 15.3 0.4 0.1 41.0 0.4 0.0 4.6 0.0 0.0 5.8 0.0 0.0 %ile BackOfQ(50%),veh/In 1.7 5.1 0.4 8.0 4.0 0.1 2.3 0.0 0.0 2.6 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 90.8 9.0 6.7 111.4 5.8 4.0 78.9 0.0 0.0 80.3 0.0 0.0 09/27/2019 1: County Road 100/Catherine Store Road & State Highway 82 HCM 6th Signalized Intersection Summary 2021 Background - Saturday Peak Hr Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations vi t4 ri vi tt ri 4 ri Traffic Volume (veh/h) 35 806 40 135 853 20 25 20 120 15 20 20 Future Volume (veh/h) 35 806 40 135 853 20 25 20 120 15 20 20 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(ApbT) 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/In 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 38 867 43 153 969 23 30 24 0 16 22 22 Peak Hour Factor 0.93 0.93 0.93 0.88 0.88 0.88 0.84 0.84 0.84 0.92 0.92 0.92 PPrrPnt HP.AVv VPh %, 1 4 1 1 4 1 1 1 1 1 1 1 Cap, veh/h Q Serve(g_s), s 3.3 14.9 1.3 13.3 13.5 0.5 0.0 0.0 0.0 0.1 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 LnGrp LOS F A A F A A E A F A A Approach Vol, veh/h 948 1145 54 A 60 Approach Delay, s/veh 12.2 19.8 78.9 80.3 Approach LOS B B E F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 24.0 120.0 14.3 13.8 130.1 14.3 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 (gc+I1), s 15.3 16.9 7.1 5.3 15.5 7.0 Green Ext Time (p_c), s 0.2 74.8 0.2 0.0 89.8 0.2 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS Notes 19.6 B 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. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 2 09/27/2019 HCM 6th TWSC 2: County Road 100 /County Road 100 & Old SH 82 Frontage Road 2021 Background - Saturday Peak Hr Intersection Int Delay, s/veh 2.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 25 5 10 20 5 10 1 135 10 10 185 1 Future Vol, veh/h 25 5 10 20 5 10 1 135 10 10 185 1 Conflicting Peds, #/hr 5 0 4 4 0 5 1 0 3 3 0 1 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - - None - - None - - None Storage Length - - - - - - Veh in Median Storage, # 0 0 0 0 Grade, % - 0 - - 0 - - 0 - 0 Peak Hour Factor 84 84 84 60 60 60 88 88 88 92 92 92 Heavy Vehicles, % 1 1 1 1 1 1 1 1 1 1 1 1 Mvmt Flow 30 6 12 33 8 17 1 153 11 11 201 1 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 403 394 207 401 389 167 203 0 0 167 0 0 Stage 1 225 225 - 164 164 Stage 2 178 169 - 237 225 - - - Critical Hdwy 7.11 6.51 6.21 7.11 6.51 6.21 4.11 - 4.11 Critical Hdwy Stg 1 6.11 5.51 - 6.11 5.51 - - - Critical Hdwy Stg 2 6.11 5.51 - 6.11 5.51 - Follow-up Hdwy 3.509 4.009 3.309 3.509 4.009 3.309 2.209 - - 2.209 Pot Cap -1 Maneuver 560 544 836 561 548 880 1375 - 1417 Stage 1 780 719 - 840 764 - - - Stage 2 826 761 - 768 719 Platoon blocked, % - Mov Cap -1 Maneuver 535 536 832 540 540 873 1374 - 1413 Mov Cap -2 Maneuver 535 536 - 540 540 - - - Stage 1 778 712 - 837 761 Stage 2 797 758 - 741 712 - - - Approach EB WB NB SB HCM Control Delay, s 11.7 11.6 0.1 0.4 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1374 - - 588 606 1413 - HCM Lane V/C Ratio 0.001 - - 0.081 0.096 0.008 - HCM Control Delay (s) 7.6 0 - 11.7 11.6 7.6 0 HCM Lane LOS A A - B B A A HCM 95th %tile Q(veh) 0 - 0.3 0.3 0 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 3 09/27/2019 HCM 6th TWSC 3: Valley Road/JW Drive & State Highway 82 2021 Background - Saturday Peak Hr Intersection Int Delay, s/veh 4.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ r 1i ++ r 4 r 4 fir Traffic Vol, veh/h 60 850 31 10 913 30 12 5 10 25 2 10 Future Vol, veh/h 60 850 31 10 913 30 12 5 10 25 2 10 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 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 98 98 98 84 84 84 71 71 71 75 75 75 Heavy Vehicles, % 1 4 1 1 4 1 1 1 1 1 1 1 Mvmt Flow 61 867 32 12 1087 36 17 7 14 33 3 13 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 1087 0 - 867 0 0 1558 2100 - 1670 2100 Stage 1 - 989 989 - 1111 1111 Stage 2 - - 569 1111 - 559 989 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 643 0 779 0 77 52 0 63 52 0 Stage 1 0 - - 0 267 325 0 225 285 0 Stage 2 0 - 0 477 285 0 483 325 0 Platoon blocked, % Mov Cap -1 Maneuver 643 - 779 - 68 46 - 51 46 Mov Cap -2 Maneuver - - - - 68 46 - 51 46 Stage 1 - - 242 294 - 204 281 Stage 2 - - - - 465 281 - 427 294 Approach EB WB NB SB HCM Control Delay, s 0.7 0.1 HCM LOS 100.2 173.1 F F Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT WBL WBT SBLn1 SBLn2 Capacity (veh/h) 60 - 643 - 779 - 51 - HCM Lane V/C Ratio 0.399 - 0.095 - 0.015 - 0.706 HCM Control Delay (s) 100.2 0 11.2 - 9.7 - 173.1 0 HCM Lane LOS F A B - A - F A HCM 95th %tile Q(veh) 1.5 - 0.3 0 - 2.9 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 4 09/27/2019 HCM 6th TWSC 4: Valley Road & Old SH 82 Frontage Road 2021 Background - Saturday Peak Hr Intersection Int Delay, s/veh 3.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 5 15 20 17 31 15 Future Vol, veh/h 5 15 20 17 31 15 Conflicting Peds, #/hr 0 0 0 0 0 0 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 69 69 81 81 75 75 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 7 22 25 21 41 20 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 122 51 61 0 - 0 Stage 1 51 Stage 2 71 - 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 876 1020 1549 Stage 1 974 - Stage 2 954 Platoon blocked, % Mov Cap -1 Maneuver 862 1020 1549 Mov Cap -2 Maneuver 862 Stage 1 958 Stage 2 954 Approach EB NB SB HCM Control Delay, s 8.8 4 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1549 - 975 HCM Lane V/C Ratio 0.016 - 0.03 HCM Control Delay (s) 7.4 0 8.8 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0 - 0.1 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 5 McClure River Ranch PUD (FTH#17046) Traffic Impact Study Intersection Capacity Worksheets: 2040 Background 09/27/2019 Queues 1: County Road 100/Catherine Store Road & State Highway 82 2040 Background - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT Lane Group Flow (vph) 32 2100 147 142 868 11 84 267 117 v/c Ratio 0.48 0.92 0.13 0.83 0.35 0.01 0.61 0.17 0.65 Control Delay 106.9 34.6 2.9 111.5 10.6 0.0 89.9 0.2 81.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 106.9 34.6 2.9 111.5 10.6 0.0 89.9 0.2 81.3 Queue Length 50th (ft) 36 1000 5 158 175 0 92 0 115 Queue Length 95th (ft) #91 #1553 40 #326 296 0 154 0 189 Internal Link Dist (ft) 1364 1453 128 794 Turn Bay Length (ft) 465 440 330 345 Base Capacity (vph) 67 2277 1095 171 2479 1163 203 1579 256 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.48 0.92 0.13 0.83 0.35 0.01 0.41 0.17 0.46 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 1 09/27/2019 1: County Road 100/Catherine Store Road & State Highway 82 HCM 6th Signalized Intersection Summary 2040 Background - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations vi t4 ri vi tt ri 4 ri Traffic Volume (veh/h) 30 1995 140 135 825 10 60 15 240 50 20 35 Future Volume (veh/h) 30 1995 140 135 825 10 60 15 240 50 20 35 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(ApbT) 1.00 1.00 1.00 1.00 1.00 1.00 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/In 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 32 2100 147 142 868 11 67 17 0 56 22 39 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 1 4 1 1 4 1 1 1 1 1 1 1 Cap,veh/h 53 2383 1088 164 2598 1187 128 24 99 35 51 Arrive On Green 0.03 0.68 0.68 0.09 0.74 0.74 0.09 0.09 0.00 0.09 0.09 0.09 SatFlow,veh/h 1795 3497 1598 1795 3497 1598 967 258 1598 727 379 553 Grp Volume(v), veh/h 32 2100 147 142 868 11 84 0 0 117 0 0 Grp Sat Flow(s),veh/h/In 1795 1749 1598 1795 1749 1598 1225 0 1598 1658 0 0 Q Serve(g_s), s 2.9 79.5 5.4 12.9 14.1 0.3 0.6 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 2.9 79.5 5.4 12.9 14.1 0.3 11.7 0.0 0.0 11.2 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.80 1.00 0.48 0.33 Lane Grp Cap(c), veh/h 53 2383 1088 164 2598 1187 152 0 184 0 0 V/C Ratio(X) 0.60 0.88 0.14 0.87 0.33 0.01 0.55 0.00 0.63 0.00 0.00 Avail Cap(c_a), veh/h 70 2383 1088 179 2598 1187 262 0 307 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 79.5 21.1 9.3 74.4 7.3 5.5 73.7 0.0 0.0 73.4 0.0 0.0 Incr Delay (d2), s/veh 14.4 5.1 0.3 42.1 0.3 0.0 4.4 0.0 0.0 5.1 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/In 1.5 29.8 1.8 7.8 4.6 0.1 3.7 0.0 0.0 5.2 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 93.9 26.2 9.5 116.5 7.6 5.5 78.2 0.0 0.0 78.5 0.0 0.0 LnGrp LOS F C A F A A E A E A A Approach Vol, veh/h 2279 1021 84 A 117 Approach Delay, s/veh 26.1 22.8 78.2 78.5 Approach LOS C C E E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 23.6 120.0 22.2 13.4 130.2 22.2 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 (gc+I1), s 14.9 81.5 13.2 4.9 16.1 13.7 Green Ext Time (p_c), s 0.2 31.5 0.5 0.0 82.2 0.3 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS Notes 28.1 C 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. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 2 09/27/2019 HCM 6th TWSC 2: County Road 100 /County Road 100 & Old SH 82 Frontage Road 2040 Background - AM Peak Hour Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 5 0 20 20 290 50 70 200 30 Future Vol, veh/h 0 0 0 5 0 20 20 290 50 70 200 30 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - - None - - None - - None Storage Length - - - - - - Veh in Median Storage, # 0 0 0 0 Grade, % - 0 - - 0 - - 0 - 0 Peak Hour Factor 93 93 93 93 93 93 90 90 90 90 90 90 Heavy Vehicles, % 1 1 1 1 1 1 1 1 1 1 1 1 Mvmt Flow 0 0 0 5 0 22 22 322 56 78 222 33 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 800 817 239 789 805 350 255 0 0 378 0 0 Stage 1 395 395 - 394 394 Stage 2 405 422 - 395 411 - - - Critical Hdwy 7.11 6.51 6.21 7.11 6.51 6.21 4.11 - 4.11 Critical Hdwy Stg 1 6.11 5.51 - 6.11 5.51 - - - Critical Hdwy Stg 2 6.11 5.51 - 6.11 5.51 - Follow-up Hdwy 3.509 4.009 3.309 3.509 4.009 3.309 2.209 - - 2.209 Pot Cap -1 Maneuver 304 312 802 310 317 696 1316 - 1186 Stage 1 632 606 - 633 607 - - - Stage 2 624 590 - 632 597 Platoon blocked, % - Mov Cap -1 Maneuver 273 282 802 287 287 696 1316 - 1186 Mov Cap -2 Maneuver 273 282 - 287 287 - - - Stage 1 619 559 - 620 594 Stage 2 592 578 - 583 551 - - - Approach EB WB NB SB HCM Control Delay, s 0 12 0.4 1.9 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1316 - - 542 1186 - HCM Lane V/C Ratio 0.017 - - - 0.05 0.066 - HCM Control Delay (s) 7.8 0 0 12 8.2 0 HCM Lane LOS A A - A B A A HCM 95th %tile Q(veh) 0.1 - 0.2 0.2 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 3 09/27/2019 HCM 6th TWSC 3: Valley Road/JW Drive & State Highway 82 2040 Background - AM Peak Hour Intersection Int Delay, s/veh 0.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' 44 r il ++ r 4 r 4 fir Traffic Vol, veh/h 70 2250 25 45 780 30 30 5 115 65 5 5 Future Vol, veh/h 70 2250 25 45 780 30 30 5 115 65 5 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 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 95 95 95 95 95 95 90 90 90 90 90 90 Heavy Vehicles, % 1 4 1 1 4 1 1 1 1 1 1 1 Mvmt Flow 74 2368 26 47 821 32 33 6 128 72 6 6 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 821 0 - 2368 0 0 3024 3431 - 2250 3431 Stage 1 - 2516 2516 - 915 915 Stage 2 - - - 508 915 1335 2516 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 810 0 206 0 — 6 7 0— 23 7 0 Stage 1 0 - - 0 — 29 57 0 296 352 0 Stage 2 0 0 518 352 0 163 57 0 Platoon blocked, % Mov Cap -1 Maneuver 810 - 206 — 5 — 5 Mov Cap -2 Maneuver - - - — 5 - — 5 Stage 1 - - 52 - 269 272 Stage 2 - - - 272 - 132 52 Approach EB WB NB SB HCM Control Delay, s 0.3 1.5 HCM LOS Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT WBL WBT SBLn1 SBLn2 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) - 810 - 206 - - 0.091 - 0.23 - - 0 9.9 - 27.6 0 A A - D - - A - 0.3 - 0.9 Notes —: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 4 09/27/2019 HCM 6th TWSC 4: Valley Road & Old SH 82 Frontage Road 2040 Background - AM Peak Hour Intersection Int Delay, s/veh 4.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 40 35 70 45 85 45 Future Vol, veh/h 40 35 70 45 85 45 Conflicting Peds, #/hr 0 0 0 0 0 0 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 90 90 90 90 90 90 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 44 39 78 50 94 50 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 325 119 144 0 - 0 Stage 1 119 Stage 2 206 - - - - - 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 671 935 1445 Stage 1 909 - - - - Stage 2 831 Platoon blocked, % - - - Mov Cap -1 Maneuver 633 935 1445 Mov Cap -2 Maneuver 633 - - - - Stage 1 858 Stage 2 831 - - - - Approach EB NB SB HCM Control Delay, s 10.4 4.6 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1445 - 745 HCM Lane V/C Ratio 0.054 - 0.112 HCM Control Delay (s) 7.6 0 10.4 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0.2 - 0.4 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 5 09/27/2019 Queues 1: County Road 100/Catherine Store Road & State Highway 82 2040 Background - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT Lane Group Flow (vph) 21 1111 68 332 2147 42 89 183 77 v/c Ratio 0.31 0.55 0.07 1.08 0.87 0.04 0.62 0.12 0.38 Control Delay 96.5 24.5 0.1 139.9 24.5 0.2 90.6 0.2 57.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 96.5 24.5 0.1 139.9 24.5 0.2 90.6 0.2 57.6 Queue Length 50th (ft) 23 383 0 -409 848 0 97 0 62 Queue Length 95th (ft) 62 567 0 #713 1371 2 162 0 118 Internal Link Dist (ft) 1364 1453 128 794 Turn Bay Length (ft) 465 440 330 345 Base Capacity (vph) 67 2017 982 306 2480 1164 211 1579 287 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.31 0.55 0.07 1.08 0.87 0.04 0.42 0.12 0.27 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. McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 1 09/27/2019 1: County Road 100/Catherine Store Road & State Highway 82 HCM 6th Signalized Intersection Summary 2040 Background - PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations vi t4 ri vi tt ri 4 ri Traffic Volume (veh/h) 20 1055 65 315 2040 40 70 10 165 20 20 30 Future Volume (veh/h) 20 1055 65 315 2040 40 70 10 165 20 20 30 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(ApbT) 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/In 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 21 1111 68 332 2147 42 78 11 0 22 22 33 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 1 4 1 1 4 1 1 1 1 1 1 1 Cap,veh/h 43 2102 960 318 2639 1205 139 14 59 55 65 Arrive On Green 0.02 0.60 0.60 0.18 0.75 0.75 0.09 0.09 0.00 0.09 0.09 0.09 SatFlow,veh/h 1795 3497 1598 1795 3497 1598 1141 161 1598 362 641 752 Grp Volume(v), veh/h 21 1111 68 332 2147 42 89 0 0 77 0 0 Grp Sat Flow(s),veh/h/In 1795 1749 1598 1795 1749 1598 1302 0 1598 1755 0 0 Q Serve(g_s), s 1.9 30.9 2.9 29.5 64.9 1.1 4.5 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 1.9 30.9 2.9 29.5 64.9 1.1 11.4 0.0 0.0 6.9 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.88 1.00 0.29 0.43 Lane Grp Cap(c), veh/h 43 2102 960 318 2639 1205 153 0 179 0 0 V/C Ratio(X) 0.49 0.53 0.07 1.04 0.81 0.03 0.58 0.00 0.43 0.00 0.00 Avail Cap(c_a), veh/h 70 2102 960 318 2639 1205 268 0 316 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 80.2 19.4 13.8 68.4 13.0 5.2 74.9 0.0 0.0 72.6 0.0 0.0 Incr Delay (d2), s/veh 11.6 1.0 0.1 62.0 2.9 0.1 4.9 0.0 0.0 2.3 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/In 1.0 12.0 1.1 18.6 21.5 0.3 4.0 0.0 0.0 3.3 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 91.7 20.3 14.0 130.4 15.9 5.2 79.8 0.0 0.0 74.9 0.0 0.0 LnGrp LOS F C B F B A E A E A A Approach Vol, veh/h 1200 2521 89 A 77 Approach Delay, s/veh 21.2 30.8 79.8 74.9 Approach LOS C C E E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 38.0 107.0 21.3 12.5 132.5 21.3 Change Period (Y+Rc), s 8.5 7.0 * 7 8.5 7.0 7.0 Max Green Setting (Gmax), s 29.5 100.0 * 29 6.5 123.0 28.0 Max Q Clear Time (gc+I1), s 31.5 32.9 8.9 3.9 66.9 13.4 Green Ext Time (p_c), s 0.0 62.7 0.3 0.0 55.9 0.3 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS Notes 29.8 C 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. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 2 09/27/2019 HCM 6th TWSC 2: County Road 100 /County Road 100 & Old SH 82 Frontage Road 2040 Background - PM Peak Hour Intersection Int Delay, s/veh 1.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 5 10 10 5 15 55 235 55 30 340 45 Future Vol, veh/h 5 5 10 10 5 15 55 235 55 30 340 45 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - - None - - None - - None Storage Length - - - - - - Veh in Median Storage, # 0 0 0 0 Grade, % - 0 - - 0 - - 0 - 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 1 1 1 1 1 1 1 1 1 1 1 1 Mvmt Flow 6 6 11 11 6 17 61 261 61 33 378 50 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 894 913 403 892 908 292 428 0 0 322 0 0 Stage 1 469 469 414 414 Stage 2 425 444 - 478 494 - - - Critical Hdwy 7.11 6.51 6.21 7.11 6.51 6.21 4.11 - 4.11 Critical Hdwy Stg 1 6.11 5.51 - 6.11 5.51 - - - Critical Hdwy Stg 2 6.11 5.51 - 6.11 5.51 - Follow-up Hdwy 3.509 4.009 3.309 3.509 4.009 3.309 2.209 - - 2.209 Pot Cap -1 Maneuver 263 274 650 264 276 750 1137 - 1244 Stage 1 577 562 - 618 595 - Stage 2 609 577 - 570 548 Platoon blocked, % - Mov Cap -1 Maneuver 234 247 650 236 249 750 1137 - 1244 Mov Cap -2 Maneuver 234 247 - 236 249 - - - Stage 1 539 542 - 577 556 Stage 2 551 539 - 535 529 - - - Approach EB WB NB SB HCM Control Delay, s 15.9 15.9 1.3 0.6 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1137 - - 351 364 1244 - HCM Lane V/C Ratio 0.054 - - 0.063 0.092 0.027 - HCM Control Delay (s) 8.3 0 - 15.9 15.9 8 0 HCM Lane LOS A A - C C A A HCM 95th %tile Q(veh) 0.2 - - 0.2 0.3 0.1 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 3 09/27/2019 HCM 6th TWSC 3: Valley Road/JW Drive & State Highway 82 2040 Background - PM Peak Hour Intersection Int Delay, s/veh 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ r 1i ++ r 4' r 4 rr Traffic Vol, veh/h 95 1080 75 50 2035 55 25 5 50 15 5 65 Future Vol, veh/h 95 1080 75 50 2035 55 25 5 50 15 5 65 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 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 95 95 95 95 95 95 90 90 90 90 90 90 Heavy Vehicles, % 1 4 1 1 4 1 1 1 1 1 1 1 Mvmt Flow 100 1137 79 53 2142 58 28 6 56 17 6 72 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 2142 0 - 1137 0 0 2517 3585 - 3020 3585 Stage 1 - 1337 1337 - 2248 2248 Stage 2 - 1180 2248 - 772 1337 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 252 0 616 0 —14 6 0 — 6 6 0 Stage 1 0 - 0 163 222 0 43 78 0 Stage 2 0 0 204 78 0 361 222 0 Platoon blocked, % Mov Cap -1 Maneuver 252 - 616 — 3 — 3 Mov Cap -2 Maneuver - - - — 3 - — 3 Stage 1 - 98 134 - 26 71 Stage 2 - - - - 172 71 - 209 134 Approach EB WB NB SB HCM Control Delay, s 2.3 0.3 HCM LOS Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT WBL WBT SBLn1 SBLn2 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) - 252 - 616 - - 0.397 - 0.085 0 28.4 - 11.4 A D - B - 1.8 - 0.3 0 A Notes —: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 4 09/27/2019 HCM 6th TWSC 4: Valley Road & Old SH 82 Frontage Road 2040 Background - PM Peak Hour Intersection Int Delay, s/veh 4.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 40 35 70 45 85 45 Future Vol, veh/h 40 35 70 45 85 45 Conflicting Peds, #/hr 0 0 0 0 0 0 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 90 90 90 90 90 90 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 44 39 78 50 94 50 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 325 119 144 0 - 0 Stage 1 119 Stage 2 206 - - - - - 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 671 935 1445 Stage 1 909 - - - - Stage 2 831 Platoon blocked, % - - - Mov Cap -1 Maneuver 633 935 1445 Mov Cap -2 Maneuver 633 - - - - Stage 1 858 Stage 2 831 - - - - Approach EB NB SB HCM Control Delay, s 10.4 4.6 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1445 - 745 HCM Lane V/C Ratio 0.054 - 0.112 HCM Control Delay (s) 7.6 0 10.4 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0.2 - 0.4 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 5 09/27/2019 Queues 1: County Road 100/Catherine Store Road & State Highway 82 2040 Background - Saturday Peak Hr Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT Lane Group Flow (vph) 42 1058 53 158 1053 21 66 156 88 v/c Ratio 0.61 0.46 0.05 0.91 0.41 0.02 0.50 0.10 0.50 Control Delay 115.4 15.0 0.1 121.1 9.8 0.1 84.1 0.1 68.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 115.4 15.0 0.1 121.1 9.8 0.1 84.1 0.1 68.9 Queue Length 50th (ft) 46 259 0 172 202 0 70 0 79 Queue Length 95th (ft) #127 447 0 #373 381 0 124 0 139 Internal Link Dist (ft) 1364 1453 128 794 Turn Bay Length (ft) 465 440 330 345 Base Capacity (vph) 69 2324 1077 174 2595 1186 234 1599 297 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.61 0.46 0.05 0.91 0.41 0.02 0.28 0.10 0.30 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 1 Arrive On Green 0.03 0.70 0.70 0.10 0.77 0.77 0.06 0.06 0.00 0.06 0.06 0.06 SatFlow,veh/h 1795 3497 1592 1795 3497 1592 643 861 1598 333 754 652 Grp Volume(v), veh/h 42 1058 53 158 1053 21 66 0 0 88 0 0 Grp Sat Flow(s),veh/h/In 1795 1749 1592 1795 1749 1592 1504 0 1598 1739 0 0 Cycle Q Clear(g_c), s 3.8 21.2 1.7 14.1 16.2 0.5 7.0 0.0 0.0 7.9 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.50 1.00 0.25 0.37 Lane Grp Cap(c), veh/h 54 2441 1111 179 2684 1222 129 0 138 0 0 V/C Ratio(X) 0.77 0.43 0.05 0.88 0.39 0.02 0.51 0.00 0.64 0.00 0.00 Avail Cap(c_a), veh/h 72 2441 1111 183 2684 1222 301 0 322 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 77.9 10.6 7.6 72.0 6.3 4.4 74.1 0.0 0.0 74.7 0.0 0.0 Incr Delay (d2), s/veh 35.5 0.6 0.1 42.4 0.4 0.0 4.4 0.0 0.0 6.8 0.0 0.0 %ile BackOfQ(50%),veh/In 2.2 7.4 0.5 8.4 5.0 0.1 2.9 0.0 0.0 3.9 0.0 0.0 09/27/2019 1: County Road 100/Catherine Store Road & State Highway 82 HCM 6th Signalized Intersection Summary 2040 Background - Saturday Peak Hr Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations vi t4 ri vi tt ri Traffic Volume (veh/h) 40 1005 50 150 1000 20 30 30 140 20 30 30 Future Volume (veh/h) 40 1005 50 150 1000 20 30 30 140 20 30 30 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(ApbT) 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/In 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 42 1058 53 158 1053 21 33 33 0 22 33 33 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.90 0.90 0.90 0.92 0.92 0.92 Percent Heavy Veh, % 1 4 1 1 4 1 1 1 1 1 1 1 Cap, veh/h 54 2441 1111 179 2684 1222 74 55 49 48 41 Q Serve(g_s), s 3.8 21.2 1.7 14.1 16.2 0.5 0.0 0.0 0.0 0.9 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 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 113.5 11.1 7.7 114.4 6.7 4.5 78.6 0.0 0.0 81.5 0.0 0.0 LnGrp LOS F B A F A A E A F A A Approach Vol, veh/h 1153 1232 66 A 88 Approach Delay, s/veh 14.7 20.5 78.6 81.5 Approach LOS B C E F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 24.6 120.0 17.3 13.4 131.2 17.3 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 (gc+I1), s 16.1 23.2 9.9 5.8 18.2 9.0 Green Ext Time (p_c), s 0.1 80.5 0.4 0.0 92.6 0.2 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS Notes 21.5 C 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. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 2 09/27/2019 HCM 6th TWSC 2: County Road 100 /County Road 100 & Old SH 82 Frontage Road 2040 Background - Saturday Peak Hr Intersection Int Delay, s/veh 2.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 30 5 10 20 5 10 5 155 10 10 210 5 Future Vol, veh/h 30 5 10 20 5 10 5 155 10 10 210 5 Conflicting Peds, #/hr 5 0 4 4 0 5 1 0 3 3 0 1 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - - None - - None - - None Storage Length - - - - - - Veh in Median Storage, # 0 0 0 0 Grade, % - 0 - - 0 - - 0 - 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 92 92 92 Heavy Vehicles, % 1 1 1 1 1 1 1 1 1 1 1 1 Mvmt Flow 33 6 11 22 6 11 6 172 11 11 228 5 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 457 452 236 458 449 186 234 0 0 186 0 0 Stage 1 254 254 - 193 193 Stage 2 203 198 - 265 256 - - - Critical Hdwy 7.11 6.51 6.21 7.11 6.51 6.21 4.11 - 4.11 Critical Hdwy Stg 1 6.11 5.51 - 6.11 5.51 - - - Critical Hdwy Stg 2 6.11 5.51 - 6.11 5.51 - Follow-up Hdwy 3.509 4.009 3.309 3.509 4.009 3.309 2.209 - - 2.209 Pot Cap -1 Maneuver 516 505 805 515 507 859 1339 - 1395 Stage 1 753 699 - 811 743 - - - Stage 2 801 739 - 742 697 Platoon blocked, % - Mov Cap -1 Maneuver 497 496 801 495 498 852 1338 - 1391 Mov Cap -2 Maneuver 497 496 - 495 498 - - - Stage 1 748 692 - 805 737 Stage 2 777 733 - 717 690 - - - Approach EB WB NB SB HCM Control Delay, s 12.3 11.9 0.2 0.3 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1338 - - 543 563 1391 - HCM Lane V/C Ratio 0.004 - - 0.092 0.069 0.008 - HCM Control Delay (s) 7.7 0 - 12.3 11.9 7.6 0 HCM Lane LOS A A - B B A A HCM 95th %tile Q(veh) 0 - 0.3 0.2 0 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 3 09/27/2019 HCM 6th TWSC 3: Valley Road/JW Drive & State Highway 82 2040 Background - Saturday Peak Hr Intersection Int Delay, s/veh 7.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations r 1i ++ r r 4 rr Traffic Vol, veh/h 65 1050 50 10 1060 35 15 5 10 30 5 10 Future Vol, veh/h 65 1050 50 10 1060 35 15 5 10 30 5 10 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sinn Cnntrnl Frac Fran FrP.P Free Free Free Sinn Stnn Stnn Stnn Stnn Stnn RT Channelized - Free - Free - - Free - - Free Storage Length 425 - 450 580 - 480 - - 0 - 20 Veh in Median Storage, # - 0 0 0 0 Grade, % - 0 - - 0 - - 0 - 0 Peak Hour Factor 98 98 98 95 95 95 90 90 90 90 90 90 Heavy Vehicles, % 1 4 1 1 4 1 1 1 1 1 1 1 Mvmt Flow 66 1071 51 11 1116 37 17 6 11 33 6 11 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 1116 0 - 1071 0 0 1786 2341 - 1809 2341 Stage 1 - 1203 1203 - 1138 1138 Stage 2 - - - - 583 1138 - 671 1203 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 627 0 652 0 52 36 0 50 36 0 Stage 1 0 - - 0 197 258 0 216 277 0 Stage 2 0 0 468 277 0 415 258 0 Platoon blocked, % Mov Cap -1 Maneuver 627 - 652 - 41 32 - 39 32 Mov Cap -2 Maneuver - - - - 41 32 - 39 32 Stage 1 - 176 231 - 193 272 Stage 2 - - - - 451 272 - 362 231 Approach EB WB HCM Control Delay, s 0.7 0.1 HCM LOS NB 189.8 F SB $ 313.9 F Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT WBL WBT SBLn1 SBLn2 Capacity (veh/h) 38 - 627 - 652 - 38 - HCM Lane V/C Ratio 0.585 - 0.106 - 0.016 - 1.023 HCM Control Delay (s) 189.8 0 11.4 - 10.6 -$ 313.9 0 HCM Lane LOS F A B - B - F A HCM 95th %tile Q(veh) 2.1 - 0.4 0 - 3.9 Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 4 09/27/2019 HCM 6th TWSC 4: Valley Road & Old SH 82 Frontage Road 2040 Background - Saturday Peak Hr Intersection Int Delay, s/veh 2.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 5 15 20 20 50 15 Future Vol, veh/h 5 15 20 20 50 15 Conflicting Peds, #/hr 0 0 0 0 0 0 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 90 90 90 90 90 90 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 6 17 22 22 56 17 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 131 65 73 0 - 0 Stage 1 65 Stage 2 66 - - - - - 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 865 1002 1533 Stage 1 960 - - - - Stage 2 959 Platoon blocked, % - - - Mov Cap -1 Maneuver 852 1002 1533 Mov Cap -2 Maneuver 852 - - - - - Stage 1 946 Stage 2 959 - - - - Approach EB NB SB HCM Control Delay, s 8.8 3.7 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1533 - 960 HCM Lane V/C Ratio 0.014 - 0.023 HCM Control Delay (s) 7.4 0 8.8 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0 - 0.1 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 5 McClure River Ranch PUD (FTH#17046) Traffic Impact Study Intersection Capacity Worksheets: 2021 Background + Project 09/27/2019 Queues 1: County Road 100/Catherine Store Road & State Highway 82 2021 Background + Project - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT Lane Group Flow (vph) 27 1984 156 128 732 12 91 283 122 v/c Ratio 0.40 0.87 0.14 0.76 0.30 0.01 0.65 0.18 0.68 Control Delay 102.5 30.8 2.5 104.0 10.3 0.0 92.4 0.2 84.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 102.5 30.8 2.5 104.0 10.3 0.0 92.4 0.2 84.2 Queue Length 50th (ft) 30 887 3 143 143 0 100 0 123 Queue Length 95th (ft) 66 1061 27 #283 240 0 134 0 156 Internal Link Dist (ft) 1364 1453 128 794 Turn Bay Length (ft) 465 440 330 345 Base Capacity (vph) 67 2270 1097 170 2467 1158 200 1579 247 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.40 0.87 0.14 0.75 0.30 0.01 0.46 0.18 0.49 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 1 Arrive On Green 0.03 0.69 0.69 0.08 0.75 0.75 0.08 0.08 0.00 0.08 0.08 0.00 SatFlow,veh/h 1795 3497 1598 1795 3497 1598 1159 306 1598 1011 597 0 Grp Volume(v), veh/h 27 1984 156 128 732 12 91 0 0 84 0 0 Grp Sat Flow(s),veh/h/In 1795 1749 1598 1795 1749 1598 1465 0 1598 1608 0 0 Cycle Q Clear(g_c), s 2.4 65.5 5.4 11.5 10.7 0.3 9.9 0.0 0.0 8.1 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.79 1.00 0.68 0.00 Lane Grp Cap(c), veh/h 49 2430 1110 151 2630 1201 162 0 171 0 V/C Ratio(X) 0.55 0.82 0.14 0.85 0.28 0.01 0.56 0.00 0.49 0.00 Avail Cap(c_a), veh/h 71 2430 1110 181 2630 1201 291 0 310 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 78.6 17.6 8.4 73.8 6.4 5.1 73.3 0.0 0.0 72.4 0.0 0.0 Incr Delay (d2), s/veh 13.3 3.2 0.3 41.0 0.3 0.0 4.3 0.0 0.0 3.1 0.0 0.0 %ile BackOfQ(50%),veh/In 1.3 23.7 1.8 6.9 3.5 0.1 4.0 0.0 0.0 3.6 0.0 0.0 09/27/2019 1: County Road 100/Catherine Store Road & State Highway 82 HCM 6th Signalized Intersection Summary 2021 Background + Project - AM Peak Hour 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations vi t4 ri vi tt ri 4 ri Traffic Volume (veh/h) 22 1627 128 119 681 11 54 14 212 42 20 28 Future Volume (veh/h) 22 1627 128 119 681 11 54 14 212 42 20 28 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(ApbT) 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/In 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 27 1984 156 128 732 12 72 19 0 57 27 0 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, % 1 4 1 1 4 1 1 1 1 1 1 1 Cap, veh/h 49 2430 1110 151 2630 1201 136 26 121 50 Q Serve(g_s), s 2.4 65.5 5.4 11.5 10.7 0.3 1.9 0.0 0.0 0.0 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 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 91.9 20.8 8.7 114.9 6.6 5.1 77.6 0.0 0.0 75.4 0.0 0.0 LnGrp LOS F C A F A A E A E A Approach Vol, veh/h 2167 872 91 A 84 A Approach Delay, s/veh 20.8 22.5 77.6 75.4 Approach LOS C C E E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 22.3 120.7 20.6 12.9 130.0 20.6 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 (gc+I1), s 13.5 67.5 10.1 4.4 12.7 11.9 Green Ext Time (p_c), s 0.3 45.5 0.3 0.0 70.7 0.3 Intersection Summary HCM 6th Ctrl Delay 24.3 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. Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay. McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 2 09/27/2019 HCM 6th TWSC 2: County Road 100 /County Road 100 & Old SH 82 Frontage Road 2021 Background + Project - AM Peak Hour Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 3 0 25 18 255 44 70 174 23 Future Vol, veh/h 0 0 0 3 0 25 18 255 44 70 174 23 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - - None - - None - - None Storage Length - - - - - - Veh in Median Storage, # 0 0 0 0 Grade, % - 0 - - 0 - - 0 - 0 Peak Hour Factor 93 93 93 93 93 93 81 81 81 69 69 69 Heavy Vehicles, % 1 1 1 1 1 1 1 1 1 1 1 1 Mvmt Flow 0 0 0 3 0 27 22 315 54 101 252 33 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 871 884 269 857 873 342 285 0 0 369 0 0 Stage 1 471 471 - 386 386 Stage 2 400 413 - 471 487 - - - Critical Hdwy 7.11 6.51 6.21 7.11 6.51 6.21 4.11 - 4.11 Critical Hdwy Stg 1 6.11 5.51 - 6.11 5.51 - - - Critical Hdwy Stg 2 6.11 5.51 - 6.11 5.51 - Follow-up Hdwy 3.509 4.009 3.309 3.509 4.009 3.309 2.209 - - 2.209 Pot Cap -1 Maneuver 273 285 772 279 290 703 1283 - 1195 Stage 1 575 561 - 639 612 - - - Stage 2 628 595 - 575 552 Platoon blocked, % - Mov Cap -1 Maneuver 238 251 772 253 255 703 1283 - 1195 Mov Cap -2 Maneuver 238 251 - 253 255 - - - Stage 1 562 504 - 625 599 Stage 2 591 582 - 517 496 - - - Approach EB WB NB SB HCM Control Delay, s 0 11.4 0.4 2.2 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1283 - - 590 1195 - HCM Lane V/C Ratio 0.017 - - - 0.051 0.085 - HCM Control Delay (s) 7.9 0 0 11.4 8.3 0 HCM Lane LOS A A - A B A A HCM 95th %tile Q(veh) 0.1 - 0.2 0.3 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 3 09/27/2019 HCM 6th TWSC 3: Valley Road/JW Drive & State Highway 82 2021 Background + Project - AM Peak Hour Intersection Int Delay, s/veh 72.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations r ++ r r 4 rr Traffic Vol, veh/h 65 1883 22 42 639 24 23 0 106 57 2 5 Future Vol, veh/h 65 1883 22 42 639 24 23 0 106 57 2 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sinn Cnntrnl Frac Fran FrP.P Free Free Free Stnn Stnn Stnn Stnn Stnn Stnn 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 4 1 1 4 1 1 1 1 1 1 1 Mvmt Flow 75 2164 25 47 710 27 32 0 145 77 3 7 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 710 0 - 2164 0 0 2765 3118 - 2036 3118 Stage 1 - 2314 2314 - 804 804 Stage 2 - - - - 451 804 - 1232 2314 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 892 0 247 0 - 9 11 0 - 34 11 0 Stage 1 0 - - 0 39 72 0 345 396 0 Stage 2 0 0 560 396 0 189 72 0 Platoon blocked, % - Mov Cap -1 Maneuver 892 - 247 - 5 8 - - 27 8 Mov Cap -2 Maneuver - - - - - 5 8 - - 27 8 Stage 1 - 36 66 - 316 321 Stage 2 - - - - 450 321 - 173 66 Approach EB WB NB SB HCM Control Delay, s 0.3 1.4 $ 3779.1 $1311.9 HCM LOS F F Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT WBL WBT SBLn1 SBLn2 Capacity (veh/h) 5 - 892 - 247 - 25 - HCM Lane V/C Ratio 6.301 - 0.084 - 0.189 - 3.189 HCM Control Delay (s) $ 3779.1 0 9.4 - 22.9 $ 1311.9 0 HCM Lane LOS F A A -C - F A HCM 95th %tile Q(veh) 5.5 - 0.3 - 0.7 - 9.9 Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 4 09/27/2019 HCM 6th TWSC 4: Valley Road & Old SH 82 Frontage Road 2021 Background + Project - AM Peak Hour Intersection Int Delay, s/veh 5.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 87 23 21 45 24 42 Future Vol, veh/h 87 23 21 45 24 42 Conflicting Peds, #/hr 0 0 0 0 0 0 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 1 1 1 1 1 Mvmt Flow 119 32 36 76 38 66 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 219 71 104 0 - 0 Stage 1 71 Stage 2 148 - - - - - 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 771 994 1494 - - - Stage 1 954 - - - - Stage 2 882 - - - - Platoon blocked, % - - - Mov Cap -1 Maneuver 752 994 1494 - - - Mov Cap -2 Maneuver 752 - - - - Stage 1 930 - - - - Stage 2 882 - - - - Approach EB NB SB HCM Control Delay, s 10.6 2.4 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1494 - 792 HCM Lane V/C Ratio 0.024 - 0.19 HCM Control Delay (s) 7.5 0 10.6 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0.1 - 0.7 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 5 09/27/2019 HCM 6th TWSC 5: Chukka Trail (West) & Old SH 82 Frontage Road 2021 Background + Project - AM Peak Hour Intersection Int Delay, s/veh 0.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations t+ Traffic Vol, veh/h 107 7 2 24 4 0 Future Vol, veh/h 107 7 2 24 4 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - Veh in Median Storage, # 0 0 0 Grade, % 0 - 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 119 8 2 27 4 0 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 127 0 154 123 Stage 1 123 Stage 2 - - 31 - 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 - 1465 - 840 931 Stage 1 - - 905 - Stage 2 - 994 Platoon blocked, % - Mov Cap -1 Maneuver - 1465 - 839 931 Mov Cap -2 Maneuver - - 839 - Stage 1 - 905 Stage 2 - - 993 - Approach EB WB NB HCM Control Delay, s 0 0.6 9.3 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 839 - - 1465 - HCM Lane V/C Ratio 0.005 - - 0.002 - HCM Control Delay (s) 9.3 - 7.5 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 0 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 6 09/27/2019 HCM 6th TWSC 6: Riverstone Drive (East) & Old SH 82 Frontage Road 2021 Background + Project - AM Peak Hour Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations t+ Traffic Vol, veh/h 107 0 0 26 0 1 Future Vol, veh/h 107 0 0 26 0 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - Veh in Median Storage, # 0 0 0 Grade, % 0 - 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 119 0 0 29 0 1 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 119 0 148 119 Stage 1 119 Stage 2 - - 29 - 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 - 1475 - 846 935 Stage 1 - - 909 - Stage 2 - 996 Platoon blocked, % Mov Cap -1 Maneuver - 1475 Mov Cap -2 Maneuver Stage 1 Stage 2 - - 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) 935 - 1475 HCM Lane V/C Ratio 0.001 HCM Control Delay (s) 8.9 0 HCM Lane LOS A - - A HCM 95th %tile Q(veh) 0 0 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 7 09/27/2019 Queues 1: County Road 100/Catherine Store Road & State Highway 82 2021 Background + Project - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT Lane Group Flow (vph) 22 1042 67 308 2058 37 101 191 79 v/c Ratio 0.33 0.52 0.07 1.02 0.84 0.03 0.67 0.12 0.37 Control Delay 98.1 24.3 0.1 124.4 23.4 0.1 93.3 0.2 57.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 98.1 24.3 0.1 124.4 23.4 0.1 93.3 0.2 57.2 Queue Length 50th (ft) 25 358 0 -355 794 0 112 0 64 Queue Length 95th (ft) 63 520 0 #647 1233 0 156 0 104 Internal Link Dist (ft) 1364 1453 128 794 Turn Bay Length (ft) 465 440 330 345 Base Capacity (vph) 66 2002 976 303 2462 1156 210 1579 287 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.33 0.52 0.07 1.02 0.84 0.03 0.48 0.12 0.28 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. McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 1 09/27/2019 1: County Road 100/Catherine Store Road & State Highway 82 HCM 6th Signalized Intersection Summary 2021 Background + Project - PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations vi t4 ri vi tt ri 4 ri Traffic Volume (veh/h) 21 990 64 283 1893 34 68 12 151 17 19 27 Future Volume (veh/h) 21 990 64 283 1893 34 68 12 151 17 19 27 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(ApbT) 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/In 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 22 1042 67 308 2058 37 86 15 0 21 24 0 Peak Hour Factor 0.95 0.95 0.95 0.92 0.92 0.92 0.79 0.79 0.79 0.80 0.80 0.80 Percent Heavy Veh, % 1 4 1 1 4 1 1 1 1 1 1 1 Cap,veh/h 44 2114 966 320 2653 1212 147 19 86 88 Arrive On Green 0.02 0.60 0.60 0.18 0.76 0.76 0.08 0.08 0.00 0.08 0.08 0.00 SatFlow,veh/h 1795 3497 1598 1795 3497 1598 1321 230 1598 668 1079 0 Grp Volume(v), veh/h 22 1042 67 308 2058 37 101 0 0 45 0 0 Grp Sat Flow(s),veh/h/In 1795 1749 1598 1795 1749 1598 1551 0 1598 1747 0 0 Q Serve(g_s), s 2.0 27.8 2.9 28.1 57.1 0.9 6.5 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 2.0 27.8 2.9 28.1 57.1 0.9 10.4 0.0 0.0 3.8 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.85 1.00 0.47 0.00 Lane Grp Cap(c), veh/h 44 2114 966 320 2653 1212 166 0 174 0 V/C Ratio(X) 0.51 0.49 0.07 0.96 0.78 0.03 0.61 0.00 0.26 0.00 Avail Cap(c_a), veh/h 71 2114 966 320 2653 1212 294 0 322 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 79.7 18.4 13.5 67.4 11.7 4.9 74.3 0.0 0.0 71.6 0.0 0.0 Incr Delay (d2), s/veh 12.3 0.8 0.1 41.5 2.3 0.0 5.0 0.0 0.0 1.1 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/In 1.1 10.7 1.0 16.2 18.6 0.3 4.5 0.0 0.0 1.9 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 92.1 19.3 13.6 108.9 14.0 5.0 79.4 0.0 0.0 72.7 0.0 0.0 LnGrp LOS F B B F B A E A E A Approach Vol, veh/h 1131 2403 101 A 45 A Approach Delay, s/veh 20.3 26.0 79.4 72.7 Approach LOS C C E E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 38.0 107.0 20.4 12.5 132.5 20.4 Change Period (Y+Rc), s 8.5 7.0 * 7 8.5 7.0 7.0 Max Green Setting (Gmax), s 29.5 100.0 * 29 6.5 123.0 28.0 Max Q Clear Time (gc+I1), s 30.1 29.8 5.8 4.0 59.1 12.4 Green Ext Time (p_c), s 0.0 63.8 0.1 0.0 63.8 0.4 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS Notes 26.3 C 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. Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay. McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 2 09/27/2019 HCM 6th TWSC 2: County Road 100 /County Road 100 & Old SH 82 Frontage Road 2021 Background + Project - PM Peak Hour Intersection Int Delay, s/veh 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 6 2 8 12 2 21 48 204 47 31 298 39 Future Vol, veh/h 6 2 8 12 2 21 48 204 47 31 298 39 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - - None - - None - - None Storage Length - - - - - - Veh in Median Storage, # 0 0 0 0 Grade, % - 0 - - 0 - - 0 - 0 Peak Hour Factor 50 50 50 39 39 39 82 82 82 87 87 87 Heavy Vehicles, % 1 1 1 1 1 1 1 1 1 1 1 1 Mvmt Flow 12 4 16 31 5 54 59 249 57 36 343 45 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 863 862 366 844 856 278 388 0 0 306 0 0 Stage 1 438 438 - 396 396 Stage 2 425 424 - 448 460 - - - Critical Hdwy 7.11 6.51 6.21 7.11 6.51 6.21 4.11 - 4.11 Critical Hdwy Stg 1 6.11 5.51 - 6.11 5.51 - - - Critical Hdwy Stg 2 6.11 5.51 - 6.11 5.51 - Follow-up Hdwy 3.509 4.009 3.309 3.509 4.009 3.309 2.209 - - 2.209 Pot Cap -1 Maneuver 276 294 681 284 296 763 1176 - 1260 Stage 1 599 580 - 631 606 - - - Stage 2 609 589 - 592 568 Platoon blocked, % - Mov Cap -1 Maneuver 234 266 681 254 268 763 1176 - 1260 Mov Cap -2 Maneuver 234 266 - 254 268 - - - Stage 1 562 559 - 593 569 Stage 2 527 553 - 553 547 - - - Approach EB WB NB SB HCM Control Delay, s 16.1 15.7 1.3 0.7 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1176 - - 356 426 1260 - HCM Lane V/C Ratio 0.05 - - 0.09 0.211 0.028 - HCM Control Delay (s) 8.2 0 - 16.1 15.7 7.9 0 HCM Lane LOS A A - C C A A HCM 95th %tile Q(veh) 0.2 - 0.3 0.8 0.1 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 3 09/27/2019 HCM 6th TWSC 3: Valley Road/JW Drive & State Highway 82 2021 Background + Project - PM Peak Hour Intersection Int Delay, s/veh 0.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1P1 4+ r 1i ++ r 4' r 4 rr Traffic Vol, veh/h 83 1016 42 44 1889 47 22 4 46 14 4 58 Future Vol, veh/h 83 1016 42 44 1889 47 22 4 46 14 4 58 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 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 90 90 90 93 93 93 84 84 84 88 88 88 Heavy Vehicles, % 1 4 1 1 4 1 1 1 1 1 1 1 Mvmt Flow 92 1129 47 47 2031 51 26 5 55 16 5 66 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 2031 0 - 1129 0 0 2425 3438 - 2876 3438 Stage1 - 1313 1313 - 2125 2125 Stage 2 - - 1112 2125 - 751 1313 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 279 0 620 0 —17 7 0 — 8 7 0 Stage 1 0 - - 0 169 228 0 52 90 0 Stage 2 0 0 224 90 0 371 228 0 Platoon blocked, % - Mov Cap -1 Maneuver 279 - 620 — 4 — 4 Mov Cap -2 Maneuver - - - — 4 - — 4 Stage 1 - 113 153 - 35 83 Stage 2 - - - 196 83 - 241 153 Approach EB WB NB SB HCM Control Delay, s 1.8 0.3 HCM LOS Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT WBL WBT SBLn1 SBLn2 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) - 279 - 620 - - 0.331 - 0.076 - - 0 24.1 - 11.3 0 A C - B - - A - 1.4 - 0.2 Notes —: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 4 09/27/2019 HCM 6th TWSC 4: Valley Road & Old SH 82 Frontage Road 2021 Background + Project - PM Peak Hour Intersection Int Delay, s/veh 4.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 39 28 62 35 51 41 Future Vol, veh/h 39 28 62 35 51 41 Conflicting Peds, #/hr 0 0 0 0 0 0 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 72 72 80 80 86 86 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 54 39 78 44 59 48 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 283 83 107 0 - 0 Stage 1 83 Stage 2 200 - - - - - 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 709 979 1490 Stage 1 943 - - - - Stage 2 836 Platoon blocked, % - - - Mov Cap -1 Maneuver 671 979 1490 Mov Cap -2 Maneuver 671 - - - - Stage 1 892 Stage 2 836 - - - - Approach EB NB SB HCM Control Delay, s 10.3 4.8 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1490 - 773 HCM Lane V/C Ratio 0.052 - 0.12 HCM Control Delay (s) 7.5 0 10.3 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0.2 - 0.4 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 5 09/27/2019 HCM 6th TWSC 5: Chukka Trail (West) & Old SH 82 Frontage Road 2021 Background + Project - PM Peak Hour Intersection Int Delay, s/veh 0.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations t+ Traffic Vol, veh/h 75 4 0 30 6 2 Future Vol, veh/h 75 4 0 30 6 2 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - Veh in Median Storage, # 0 0 0 Grade, % 0 - 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 83 4 0 33 7 2 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 87 0 118 85 Stage 1 - - 85 - Stage 2 - - 33 - 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 - 880 977 Stage 1 - - 941 - Stage 2 - 992 Platoon blocked, % - Mov Cap -1 Maneuver - 1515 - 880 977 Mov Cap -2 Maneuver - - 880 - Stage 1 - 941 Stage 2 - - 992 - Approach EB WB NB HCM Control Delay, s 0 0 9 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 902 - 1515 HCM Lane V/C Ratio 0.01 HCM Control Delay (s) 9 0 HCM Lane LOS A - A HCM 95th %tile Q(veh) 0 0 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 6 09/27/2019 HCM 6th TWSC 6: Riverstone Drive (East) & Old SH 82 Frontage Road 2021 Background + Project - PM Peak Hour Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations t+ Traffic Vol, veh/h 77 0 1 29 1 0 Future Vol, veh/h 77 0 1 29 1 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - Veh in Median Storage, # 0 0 0 Grade, % 0 - 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 86 0 1 32 1 0 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 86 0 120 86 Stage 1 86 Stage 2 - - 34 - 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 - 1517 - 878 976 Stage 1 - - 940 - Stage 2 - 991 Platoon blocked, % Mov Cap -1 Maneuver - 1517 Mov Cap -2 Maneuver Stage 1 Stage 2 Approach EB WB NB HCM Control Delay, s 0 0.2 9.1 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 877 - - 1517 - HCM Lane V/C Ratio 0.001 - - 0.001 - HCM Control Delay (s) 9.1 - 7.4 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 0 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 7 09/27/2019 Queues 1: County Road 100/Catherine Store Road & State Highway 82 2021 Background + Project - Saturday Peak Hr Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT Lane Group Flow (vph) 38 867 102 198 969 23 64 149 67 v/c Ratio 0.55 0.37 0.09 1.14 0.37 0.02 0.46 0.09 0.38 Control Delay 110.1 13.8 1.2 173.2 9.4 0.1 81.5 0.1 62.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 110.1 13.8 1.2 173.2 9.4 0.1 81.5 0.1 62.7 Queue Length 50th (ft) 41 196 0 -244 179 0 68 0 58 Queue Length 95th (ft) #111 344 15 #475 329 0 112 0 109 Internal Link Dist (ft) 1364 1453 128 794 Turn Bay Length (ft) 465 440 330 345 Base Capacity (vph) 69 2326 1077 174 2596 1187 247 1599 301 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.55 0.37 0.09 1.14 0.37 0.02 0.26 0.09 0.22 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. McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 1 09/27/2019 1: County Road 100/Catherine Store Road & State Highway 82 HCM 6th Signalized Intersection Summary 2021 Background + Project - Saturday Peak Hr Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations vi t4 ri vi tt ri 4 ri Traffic Volume (veh/h) 35 806 95 174 853 20 33 21 125 15 27 20 Future Volume (veh/h) 35 806 95 174 853 20 33 21 125 15 27 20 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(ApbT) 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/In 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 38 867 102 198 969 23 39 25 0 16 29 22 Peak Hour Factor 0.93 0.93 0.93 0.88 0.88 0.88 0.84 0.84 0.84 0.92 0.92 0.92 Percent Heavy Veh, % 1 4 1 1 4 1 1 1 1 1 1 1 Cap,veh/h 49 2457 1118 184 2720 1239 85 35 45 49 32 Arrive On Green 0.03 0.70 0.70 0.10 0.78 0.78 0.05 0.05 0.00 0.05 0.05 0.05 SatFlow,veh/h 1795 3497 1592 1795 3497 1592 883 646 1598 309 885 584 Grp Volume(v), veh/h 38 867 102 198 969 23 64 0 0 67 0 0 Grp Sat Flow(s),veh/h/In 1795 1749 1592 1795 1749 1592 1529 0 1598 1777 0 0 Q Serve(g_s), s 3.4 15.8 3.3 16.5 13.7 0.5 0.8 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 3.4 15.8 3.3 16.5 13.7 0.5 6.6 0.0 0.0 5.8 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.61 1.00 0.24 0.33 Lane Grp Cap(c), veh/h 49 2457 1118 184 2720 1239 120 0 125 0 0 V/C Ratio(X) 0.77 0.35 0.09 1.07 0.36 0.02 0.53 0.00 0.53 0.00 0.00 Avail Cap(c_a), veh/h 73 2457 1118 184 2720 1239 302 0 327 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 77.7 9.5 7.6 72.2 5.5 4.0 74.9 0.0 0.0 74.6 0.0 0.0 Incr Delay (d2), s/veh 32.3 0.4 0.2 87.7 0.4 0.0 5.1 0.0 0.0 5.0 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/In 2.0 5.5 1.1 11.9 4.1 0.1 2.8 0.0 0.0 2.9 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 110.0 9.9 7.8 159.8 5.9 4.1 80.1 0.0 0.0 79.6 0.0 0.0 LnGrp LOS F A A F A A F A E A A Approach Vol, veh/h 1007 1190 64 A 67 Approach Delay, s/veh 13.4 31.4 80.1 79.6 Approach LOS B C F E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 25.0 120.0 15.8 12.9 132.1 15.8 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 (gc+I1), s 18.5 17.8 7.8 5.4 15.7 8.6 Green Ext Time (p_c), s 0.0 73.1 0.3 0.0 89.7 0.2 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS Notes 26.4 C 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. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 2 09/27/2019 HCM 6th TWSC 2: County Road 100 /County Road 100 & Old SH 82 Frontage Road 2021 Background + Project - Saturday Peak Hr Intersection Int Delay, s/veh 4.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 25 5 10 21 5 24 1 135 17 111 185 1 Future Vol, veh/h 25 5 10 21 5 24 1 135 17 111 185 1 Conflicting Peds, #/hr 5 0 4 4 0 5 1 0 3 3 0 1 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - - None - - None - - None Storage Length - - - - - - Veh in Median Storage, # 0 0 0 0 Grade, % - 0 - - 0 - - 0 - 0 Peak Hour Factor 84 84 84 60 60 60 88 88 88 92 92 92 Heavy Vehicles, % 1 1 1 1 1 1 1 1 1 1 1 1 Mvmt Flow 30 6 12 35 8 40 1 153 19 121 201 1 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 639 622 207 625 613 171 203 0 0 175 0 0 Stage 1 445 445 - 168 168 Stage 2 194 177 - 457 445 - - - Critical Hdwy 7.11 6.51 6.21 7.11 6.51 6.21 4.11 - 4.11 Critical Hdwy Stg 1 6.11 5.51 - 6.11 5.51 - - Critical Hdwy Stg 2 6.11 5.51 - 6.11 5.51 - Follow-up Hdwy 3.509 4.009 3.309 3.509 4.009 3.309 2.209 - - 2.209 Pot Cap -1 Maneuver 390 404 836 399 409 875 1375 - 1407 Stage 1 594 576 - 836 761 - - - Stage 2 810 755 - 585 576 Platoon blocked, % - Mov Cap -1 Maneuver 336 363 832 357 367 868 1374 - 1403 Mov Cap -2 Maneuver 336 363 - 357 367 - - - Stage 1 593 520 - 833 758 Stage 2 760 752 - 513 520 - - - Approach EB WB NB SB HCM Control Delay, s 15.2 13.6 0 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR 2.9 Capacity (veh/h) 1374 - - 399 500 1403 - HCM Lane V/C Ratio 0.001 - - 0.119 0.167 0.086 - HCM Control Delay (s) 7.6 0 - 15.2 13.6 7.8 0 HCM Lane LOS A A - C B A A HCM 95th %tile Q(veh) 0 - 0.4 0.6 0.3 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 3 09/27/2019 HCM 6th TWSC 3: Valley Road/JW Drive & State Highway 82 2021 Background + Project - Saturday Peak Hr Intersection Int Delay, s/veh 9.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' 44 r il ++ r 4' r 4' fir Traffic Vol, veh/h 60 855 31 23 952 30 12 6 12 25 9 10 Future Vol, veh/h 60 855 31 23 952 30 12 6 12 25 9 10 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 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 98 98 98 84 84 84 71 71 71 75 75 75 Heavy Vehicles, % 1 4 1 1 4 1 1 1 1 1 1 1 Mvmt Flow 61 872 32 27 1133 36 17 8 17 33 12 13 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 1133 0 - 872 0 0 1621 2181 - 1749 2181 Stage 1 - 994 994 - 1187 1187 Stage 2 - - 627 1187 - 562 994 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 618 0 775 0 69 46 0 55 46 0 Stage 1 0 - - 0 265 323 0 202 262 0 Stage 2 0 - 0 440 262 0 481 323 0 Platoon blocked, % Mov Cap -1 Maneuver 618 - 775 - 48 40 - 42 40 Mov Cap -2 Maneuver - - - - 48 40 - 42 40 Stage 1 - - 239 291 - 182 253 Stage 2 - - - - 405 253 - 421 291 Approach EB WB NB SB HCM Control Delay, s 0.8 0.2 159.8 $ 327 HCM LOS F F Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT WBL WBT SBLn1 SBLn2 Capacity (veh/h) 45 - 618 - 775 - 41 - HCM Lane V/C Ratio 0.563 - 0.099 - 0.035 - 1.106 HCM Control Delay (s) 159.8 0 11.5 - 9.8 - $ 327 0 HCM Lane LOS F A B - A - F A HCM 95th %tile Q(veh) 2.1 - 0.3 - 0.1 - 4.4 Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 4 09/27/2019 HCM 6th TWSC 4: Valley Road & Old SH 82 Frontage Road 2021 Background + Project - Saturday Peak Hr Intersection Int Delay, s/veh 3.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 8 16 27 17 31 35 Future Vol, veh/h 8 16 27 17 31 35 Conflicting Peds, #/hr 0 0 0 0 0 0 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 69 69 81 81 75 75 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 12 23 33 21 41 47 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 152 65 88 0 - 0 Stage 1 65 Stage 2 87 - - - - - 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 842 1002 1514 Stage 1 960 - - - - Stage 2 939 Platoon blocked, % - - - Mov Cap -1 Maneuver 823 1002 1514 Mov Cap -2 Maneuver 823 - - - - - Stage 1 939 Stage 2 939 - - - - Approach EB NB SB HCM Control Delay, s 9 4.6 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1514 - 934 HCM Lane V/C Ratio 0.022 - 0.037 HCM Control Delay (s) 7.4 0 9 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0.1 - 0.1 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 5 09/27/2019 HCM 6th TWSC 5: Chukka Trail (West) & Old SH 82 Frontage Road 2021 Background + Project - Saturday Peak Hr Intersection Int Delay, s/veh 1.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations t+ Traffic Vol, veh/h 37 101 20 36 14 3 Future Vol, veh/h 37 101 20 36 14 3 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - Veh in Median Storage, # 0 0 0 Grade, % 0 - 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 41 112 22 40 16 3 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 153 0 181 97 Stage 1 97 Stage 2 - - 84 - 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 - 1434 - 811 962 Stage 1 - - 929 - Stage 2 - 942 Platoon blocked, % Mov Cap -1 Maneuver - 1434 Mov Cap -2 Maneuver Stage 1 Stage 2 Approach EB WB NB HCM Control Delay, s 0 2.7 9.5 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 823 - - 1434 - HCM Lane V/C Ratio 0.023 - - 0.015 - HCM Control Delay (s) 9.5 - 7.5 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 0 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 6 09/27/2019 HCM 6th TWSC 6: Riverstone Drive (East) & Old SH 82 Frontage Road 2021 Background + Project - Saturday Peak Hr Intersection Int Delay, s/veh 0.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations t+ Traffic Vol, veh/h 33 7 7 55 1 1 Future Vol, veh/h 33 7 7 55 1 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - Veh in Median Storage, # 0 0 0 Grade, % 0 - 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 37 8 8 61 1 1 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 45 0 118 41 Stage 1 41 - Stage 2 - - 77 - 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 - 1570 - 880 1033 Stage 1 - - 984 - Stage 2 - 949 Platoon blocked, % Mov Cap -1 Maneuver - 1570 Mov Cap -2 Maneuver Stage 1 Stage 2 Approach EB WB NB HCM Control Delay, s 0 0.8 8.8 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 948 - - 1570 - HCM Lane V/C Ratio 0.002 - - 0.005 - HCM Control Delay (s) 8.8 - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 0 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 7 McClure River Ranch PUD (FTH#17046) Traffic Impact Study Intersection Capacity Worksheets: 2040 Background + Project 09/27/2019 Queues 1: County Road 100/Catherine Store Road & State Highway 82 2040 Background + Project - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT Lane Group Flow (vph) 32 2100 157 147 868 11 92 279 117 v/c Ratio 0.48 0.93 0.14 0.86 0.35 0.01 0.65 0.18 0.66 Control Delay 107.3 35.2 2.9 116.6 10.8 0.0 93.1 0.2 82.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 107.3 35.2 2.9 116.6 10.8 0.0 93.1 0.2 82.4 Queue Length 50th (ft) 36 1013 6 165 177 0 101 0 116 Queue Length 95th (ft) #91 #1553 41 #342 296 0 168 0 190 Internal Link Dist (ft) 1364 1453 128 794 Turn Bay Length (ft) 465 440 330 345 Base Capacity (vph) 67 2270 1095 170 2471 1160 202 1579 245 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.48 0.93 0.14 0.86 0.35 0.01 0.46 0.18 0.48 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 1 53 2360 1078 168 2583 1180 135 23 102 38 54 Arrive On Green 0.03 0.67 0.67 0.09 0.74 0.74 0.10 0.10 0.00 0.10 0.10 0.10 SatFlow,veh/h 1795 3497 1598 1795 3497 1598 988 240 1598 724 385 555 Grp Volume(v), veh/h 32 2100 157 147 868 11 92 0 0 117 0 0 Grp Sat Flow(s),veh/h/In 1795 1749 1598 1795 1749 1598 1228 0 1598 1665 0 0 Cycle Q Clear(g_c), s 2.9 81.8 5.9 13.5 14.4 0.3 12.8 0.0 0.0 11.2 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.80 1.00 0.48 0.33 Lane Grp Cap(c), veh/h 53 2360 1078 168 2583 1180 158 0 194 0 0 V/C Ratio(X) 0.60 0.89 0.15 0.88 0.34 0.01 0.58 0.00 0.60 0.00 0.00 Avail Cap(c_a), veh/h 70 2360 1078 177 2583 1180 258 0 306 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 22.2 9.8 74.9 7.6 5.8 74.2 0.0 0.0 73.2 0.0 0.0 Incr Delay (d2), s/veh 14.6 5.5 0.3 42.8 0.4 0.0 4.7 0.0 0.0 4.3 0.0 0.0 %ile BackOfQ(50%),veh/In 1.6 31.0 2.0 8.1 4.8 0.1 4.1 0.0 0.0 5.2 0.0 0.0 09/27/2019 1: County Road 100/Catherine Store Road & State Highway 82 HCM 6th Signalized Intersection Summary 2040 Background + Project - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations vi t4 ri vi tt ri 4 ri Traffic Volume (veh/h) 30 1995 149 140 825 10 67 16 251 50 20 35 Future Volume (veh/h) 30 1995 149 140 825 10 67 16 251 50 20 35 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(ApbT) 1.00 1.00 1.00 1.00 1.00 1.00 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/In 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 32 2100 157 147 868 11 74 18 0 56 22 39 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 1 4 1 1 4 1 1 1 1 1 1 1 Cap, veh/h Q Serve(g_s), s 2.9 81.8 5.9 13.5 14.4 0.3 1.7 0.0 0.0 0.0 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 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 94.9 27.7 10.1 117.8 8.0 5.8 78.9 0.0 0.0 77.5 0.0 0.0 LnGrp LOS F C B F A A E A E A A Approach Vol, veh/h 2289 1026 92 A 117 Approach Delay, s/veh 27.4 23.7 78.9 77.5 Approach LOS C C E E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 24.2 120.0 23.3 13.5 130.7 23.3 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 (gc+I1), s 15.5 83.8 13.2 4.9 16.4 14.8 Green Ext Time (p_c), s 0.1 29.1 0.5 0.0 82.0 0.3 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS Notes 29.3 C 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. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 2 09/27/2019 HCM 6th TWSC 2: County Road 100 /County Road 100 & Old SH 82 Frontage Road 2040 Background + Project - AM Peak Hour Intersection Int Delay, s/veh 1.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 6 0 39 20 290 50 84 200 30 Future Vol, veh/h 0 0 0 6 0 39 20 290 50 84 200 30 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - - None - - None - - None Storage Length - - - - - - Veh in Median Storage, # 0 0 0 0 Grade, % - 0 - - 0 - - 0 - 0 Peak Hour Factor 93 93 93 93 93 93 90 90 90 90 90 90 Heavy Vehicles, % 1 1 1 1 1 1 1 1 1 1 1 1 Mvmt Flow 0 0 0 6 0 42 22 322 56 93 222 33 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 840 847 239 819 835 350 255 0 0 378 0 0 Stage 1 425 425 - 394 394 Stage 2 415 422 - 425 441 - - - Critical Hdwy 7.11 6.51 6.21 7.11 6.51 6.21 4.11 - 4.11 Critical Hdwy Stg 1 6.11 5.51 - 6.11 5.51 - - - Critical Hdwy Stg 2 6.11 5.51 - 6.11 5.51 - Follow-up Hdwy 3.509 4.009 3.309 3.509 4.009 3.309 2.209 - - 2.209 Pot Cap -1 Maneuver 286 300 802 295 305 696 1316 - 1186 Stage 1 609 588 - 633 607 - - - Stage 2 617 590 - 609 579 Platoon blocked, % - Mov Cap -1 Maneuver 246 267 802 270 271 696 1316 - 1186 Mov Cap -2 Maneuver 246 267 - 270 271 - - - Stage 1 596 534 - 620 594 Stage 2 568 578 - 553 526 - - - Approach EB WB NB SB HCM Control Delay, s 0 11.8 0.4 2.2 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1316 - - 575 1186 - HCM Lane V/C Ratio 0.017 - - - 0.084 0.079 - HCM Control Delay (s) 7.8 0 0 11.8 8.3 0 HCM Lane LOS A A - A B A A HCM 95th %tile Q(veh) 0.1 - 0.3 0.3 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 3 09/27/2019 HCM 6th TWSC 3: Valley Road/JW Drive & State Highway 82 2040 Background + Project - AM Peak Hour Intersection Int Delay, s/veh 0.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ r 1i ++ r 4' r 4 rr Traffic Vol, veh/h 70 2261 25 47 785 30 30 5 118 65 5 5 Future Vol, veh/h 70 2261 25 47 785 30 30 5 118 65 5 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 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 95 95 95 95 95 95 90 90 90 90 90 90 Heavy Vehicles, % 1 4 1 1 4 1 1 1 1 1 1 1 Mvmt Flow 74 2380 26 49 826 32 33 6 131 72 6 6 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 826 0 - 2380 0 0 3042 3452 - 2265 3452 Stage 1 - 2528 2528 - 924 924 Stage 2 - - - 514 924 - 1341 2528 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 807 0 203 0 — 6 7 0— 22 7 0 Stage 1 0 - - 0 — 28 56 0 292 349 0 Stage 2 0 0 514 349 0 162 56 0 Platoon blocked, % - Mov Cap -1 Maneuver 807 - 203 — 5 — 5 Mov Cap -2 Maneuver - - - — 5 - — 5 Stage 1 51 - 265 265 Stage 2 - - - 265 - 131 51 Approach EB WB NB SB HCM Control Delay, s 0.3 1.6 HCM LOS Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT WBL WBT SBLn1 SBLn2 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) - 807 - 203 - - 0.091 - 0.244 - - 0 9.9 - 28.4 0 A A - D - - A - 0.3 - 0.9 Notes —: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 4 09/27/2019 HCM 6th TWSC 4: Valley Road & Old SH 82 Frontage Road 2040 Background + Project - AM Peak Hour Intersection Int Delay, s/veh 5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 98 31 21 60 35 47 Future Vol, veh/h 98 31 21 60 35 47 Conflicting Peds, #/hr 0 0 0 0 0 0 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 90 90 90 90 90 90 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 109 34 23 67 39 52 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 178 65 91 0 - 0 Stage 1 65 Stage 2 113 - - 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 814 1002 1510 Stage 1 960 - Stage 2 914 Platoon blocked, % Mov Cap -1 Maneuver 801 1002 1510 Mov Cap -2 Maneuver 801 Stage 1 945 Stage 2 914 Approach EB NB SB HCM Control Delay, s 10.2 1.9 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1510 - 842 HCM Lane V/C Ratio 0.015 - 0.17 HCM Control Delay (s) 7.4 0 10.2 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0 - 0.6 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 5 09/27/2019 HCM 6th TWSC 5: Chukka Trail (West) & Old SH 82 Frontage Road 2040 Background + Project - AM Peak Hour Intersection Int Delay, s/veh 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations t+ Traffic Vol, veh/h 121 13 3 34 16 2 Future Vol, veh/h 121 13 3 34 16 2 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - Veh in Median Storage, # 0 0 0 Grade, % 0 - 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 134 14 3 38 18 2 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 148 0 185 141 Stage 1 141 Stage 2 - - 44 - 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 - 1440 - 807 910 Stage 1 - - 888 - Stage 2 - 981 Platoon blocked, % Mov Cap -1 Maneuver - 1440 - 805 910 Mov Cap -2 Maneuver - - 805 - Stage 1 - 888 Stage 2 - - 979 - Approach EB WB NB HCM Control Delay, s 0 0.6 9.5 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 815 - - 1440 - HCM Lane V/C Ratio 0.025 - - 0.002 - HCM Control Delay (s) 9.5 - 7.5 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 0 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 6 09/27/2019 HCM 6th TWSC 6: Riverstone Drive (East) & Old SH 82 Frontage Road 2040 Background + Project - AM Peak Hour Intersection Int Delay, s/veh 0.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations t+ Traffic Vol, veh/h 122 1 0 33 4 2 Future Vol, veh/h 122 1 0 33 4 2 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - Veh in Median Storage, # 0 0 0 Grade, % 0 - 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 136 1 0 37 4 2 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 137 0 174 137 Stage 1 137 Stage 2 - - 37 - 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 - 1453 - 818 914 Stage 1 - - 892 - Stage 2 - 988 Platoon blocked, % Mov Cap -1 Maneuver - 1453 - 818 914 Mov Cap -2 Maneuver - 818 - Stage 1 - 892 Stage 2 - 988 - Approach EB WB NB HCM Control Delay, s 0 0 9.3 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 848 - 1453 HCM Lane V/C Ratio 0.008 HCM Control Delay (s) 9.3 0 HCM Lane LOS A - - A HCM 95th %tile Q(veh) 0 0 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 7 09/27/2019 Queues 1: County Road 100/Catherine Store Road & State Highway 82 2040 Background + Project - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT Lane Group Flow (vph) 21 1111 79 342 2147 42 103 189 78 v/c Ratio 0.32 0.56 0.08 1.13 0.87 0.04 0.68 0.12 0.37 Control Delay 97.4 25.3 0.3 152.7 25.8 0.2 93.7 0.2 57.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 97.4 25.3 0.3 152.7 25.8 0.2 93.7 0.2 57.7 Queue Length 50th (ft) 24 396 0 -442 892 0 114 0 64 Queue Length 95th (ft) 62 567 1 #742 1371 2 184 0 120 Internal Link Dist (ft) 1364 1453 128 794 Turn Bay Length (ft) 465 440 330 345 Base Capacity (vph) 66 1998 974 303 2458 1154 209 1579 284 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.32 0.56 0.08 1.13 0.87 0.04 0.49 0.12 0.27 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. McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 1 09/27/2019 1: County Road 100/Catherine Store Road & State Highway 82 HCM 6th Signalized Intersection Summary 2040 Background + Project - PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations vi t4 ri vi tt ri 4 ri Traffic Volume (veh/h) 20 1055 75 325 2040 40 82 11 170 20 21 30 Future Volume (veh/h) 20 1055 75 325 2040 40 82 11 170 20 21 30 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(ApbT) 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/In 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 21 1111 79 342 2147 42 91 12 0 22 23 33 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 1 4 1 1 4 1 1 1 1 1 1 1 Cap,veh/h 43 2079 950 315 2610 1192 151 15 61 64 72 Arrive On Green 0.02 0.59 0.59 0.18 0.75 0.75 0.10 0.10 0.00 0.10 0.10 0.10 SatFlow,veh/h 1795 3497 1598 1795 3497 1598 1151 152 1598 352 664 745 Grp Volume(v), veh/h 21 1111 79 342 2147 42 103 0 0 78 0 0 Grp Sat Flow(s),veh/h/In 1795 1749 1598 1795 1749 1598 1302 0 1598 1761 0 0 Q Serve(g_s), s 1.9 31.8 3.5 29.5 67.9 1.2 6.3 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 1.9 31.8 3.5 29.5 67.9 1.2 13.3 0.0 0.0 7.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.88 1.00 0.28 0.42 Lane Grp Cap(c), veh/h 43 2079 950 315 2610 1192 166 0 197 0 0 V/C Ratio(X) 0.49 0.53 0.08 1.09 0.82 0.04 0.62 0.00 0.40 0.00 0.00 Avail Cap(c_a), veh/h 69 2079 950 315 2610 1192 264 0 315 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 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 81.1 20.3 14.5 69.3 14.0 5.6 75.0 0.0 0.0 71.9 0.0 0.0 Incr Delay (d2), s/veh 11.9 1.0 0.2 75.7 3.1 0.1 5.3 0.0 0.0 1.8 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/In 1.0 12.4 1.3 19.8 22.9 0.4 4.7 0.0 0.0 3.3 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 93.0 21.3 14.7 145.0 17.1 5.6 80.3 0.0 0.0 73.7 0.0 0.0 LnGrp LOS F C B F B A F A E A A Approach Vol, veh/h 1211 2531 103 A 78 Approach Delay, s/veh 22.1 34.2 80.3 73.7 Approach LOS C C F E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 38.0 107.0 23.2 12.5 132.5 23.2 Change Period (Y+Rc), s 8.5 7.0 * 7 8.5 7.0 7.0 Max Green Setting (Gmax), s 29.5 100.0 * 29 6.5 123.0 28.0 Max Q Clear Time (gc+I1), s 31.5 33.8 9.0 3.9 69.9 15.3 Green Ext Time (p_c), s 0.0 61.9 0.3 0.0 53.0 0.3 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS Notes 32.5 C 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. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 2 09/27/2019 HCM 6th TWSC 2: County Road 100 /County Road 100 & Old SH 82 Frontage Road 2040 Background + Project - PM Peak Hour Intersection Int Delay, s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 5 10 11 5 33 55 235 56 51 340 45 Future Vol, veh/h 5 5 10 11 5 33 55 235 56 51 340 45 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - - None - - None - - None Storage Length - - - - - - Veh in Median Storage, # 0 0 0 0 Grade, % - 0 - - 0 - - 0 - 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 1 1 1 1 1 1 1 1 1 1 1 1 Mvmt Flow 6 6 11 12 6 37 61 261 62 57 378 50 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 953 962 403 940 956 292 428 0 0 323 0 0 Stage 1 517 517 - 414 414 Stage 2 436 445 - 526 542 - - - Critical Hdwy 7.11 6.51 6.21 7.11 6.51 6.21 4.11 - 4.11 Critical Hdwy Stg 1 6.11 5.51 - 6.11 5.51 - - - Critical Hdwy Stg 2 6.11 5.51 - 6.11 5.51 - Follow-up Hdwy 3.509 4.009 3.309 3.509 4.009 3.309 2.209 - - 2.209 Pot Cap -1 Maneuver 240 257 650 245 259 750 1137 - 1242 Stage 1 543 535 - 618 595 Stage 2 601 576 - 537 522 Platoon blocked, % - Mov Cap -1 Maneuver 203 225 650 214 227 750 1137 - 1242 Mov Cap -2 Maneuver 203 225 - 214 227 - - - Stage 1 507 502 - 577 556 Stage 2 529 538 - 490 490 - - - Approach EB WB NB SB HCM Control Delay, s 17 14.9 1.3 0.9 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1137 - - 321 417 1242 - HCM Lane V/C Ratio 0.054 - - 0.069 0.131 0.046 - HCM Control Delay (s) 8.3 0 - 17 14.9 8 0 HCM Lane LOS A A - C B A A HCM 95th %tile Q(veh) 0.2 - - 0.2 0.4 0.1 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 3 09/27/2019 HCM 6th TWSC 3: Valley Road/JW Drive & State Highway 82 2040 Background + Project - PM Peak Hour Intersection Int Delay, s/veh 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ r 1i ++ r 4' r 4 rr Traffic Vol, veh/h 95 1085 75 53 2045 55 25 5 53 15 5 65 Future Vol, veh/h 95 1085 75 53 2045 55 25 5 53 15 5 65 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 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 95 95 95 95 95 95 90 90 90 90 90 90 Heavy Vehicles, % 1 4 1 1 4 1 1 1 1 1 1 1 Mvmt Flow 100 1142 79 56 2153 58 28 6 59 17 6 72 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 2153 0 - 1142 0 0 2534 3607 - 3039 3607 Stage 1 - 1342 1342 - 2265 2265 Stage 2 - 1192 2265 - 774 1342 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 250 0 613 0 —14 — 5 0 — 6 — 5 0 Stage 1 0 - - 0 162 221 0 42 76 0 Stage 2 0 0 200 76 0 360 221 0 Platoon blocked, % - Mov Cap -1 Maneuver 250 - 613 — 3 — 3 Mov Cap -2 Maneuver - - - - - — 3 - — 3 Stage 1 - 97 133 - 25 69 Stage 2 - - - - 167 69 - 207 133 Approach EB WB NB SB HCM Control Delay, s 2.3 0.3 HCM LOS Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT WBL WBT SBLn1 SBLn2 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) - 250 - 613 - - 0.4 - 0.091 - - 0 28.7 - 11.5 0 A D - B - - A - 1.8 - 0.3 Notes —: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 4 09/27/2019 HCM 6th TWSC 4: Valley Road & Old SH 82 Frontage Road 2040 Background + Project - PM Peak Hour Intersection Int Delay, s/veh 4.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 43 36 71 45 85 48 Future Vol, veh/h 43 36 71 45 85 48 Conflicting Peds, #/hr 0 0 0 0 0 0 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 90 90 90 90 90 90 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 48 40 79 50 94 53 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 329 121 147 0 - 0 Stage 1 121 Stage 2 208 - - - - - 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 668 933 1441 Stage 1 907 - - - - Stage 2 829 Platoon blocked, % Mov Cap -1 Maneuver 631 933 1441 Mov Cap -2 Maneuver 631 Stage 1 856 Stage 2 829 Approach EB NB SB HCM Control Delay, s 10.5 4.7 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1441 - 740 HCM Lane V/C Ratio 0.055 - 0.119 HCM Control Delay (s) 7.6 0 10.5 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0.2 - 0.4 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 5 09/27/2019 HCM 6th TWSC 5: Chukka Trail (West) & Old SH 82 Frontage Road 2040 Background + Project - PM Peak Hour Intersection Int Delay, s/veh 1.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations t+ Traffic Vol, veh/h 89 18 2 39 15 3 Future Vol, veh/h 89 18 2 39 15 3 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - Veh in Median Storage, # 0 0 0 Grade, % 0 - 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 99 20 2 43 17 3 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 119 0 156 109 Stage 1 109 Stage 2 - - 47 - 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 - 1475 - 838 947 Stage 1 - 918 Stage 2 - 978 Platoon blocked, % Mov Cap -1 Maneuver - 1475 - 837 947 Mov Cap -2 Maneuver - - 837 - Stage 1 - 918 Stage 2 - - 977 - Approach EB WB NB HCM Control Delay, s 0 0.4 9.3 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 854 - - 1475 - HCM Lane V/C Ratio 0.023 - - 0.002 - HCM Control Delay (s) 9.3 - 7.4 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 0 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 6 09/27/2019 HCM 6th TWSC 6: Riverstone Drive (East) & Old SH 82 Frontage Road 2040 Background + Project - PM Peak Hour Intersection Int Delay, s/veh 0.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations t+ Traffic Vol, veh/h 88 4 2 37 4 1 Future Vol, veh/h 88 4 2 37 4 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - Veh in Median Storage, # 0 0 0 Grade, % 0 - 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 98 4 2 41 4 1 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 102 0 145 100 Stage 1 100 Stage 2 - - 45 - 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 - 1496 - 850 958 Stage 1 - - 927 - Stage 2 - 980 Platoon blocked, % Mov Cap -1 Maneuver - 1496 - 849 958 Mov Cap -2 Maneuver - - 849 - Stage 1 - 927 Stage 2 - - 979 - Approach EB WB NB HCM Control Delay, s 0 0.4 9.2 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 869 - - 1496 - HCM Lane V/C Ratio 0.006 - - 0.001 - HCM Control Delay (s) 9.2 - 7.4 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 0 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 7 09/27/2019 Queues 1: County Road 100/Catherine Store Road & State Highway 82 2040 Background + Project - Saturday Peak Hr Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT Lane Group Flow (vph) 42 1058 121 202 1053 21 84 168 96 v/c Ratio 0.63 0.46 0.11 1.17 0.42 0.02 0.60 0.11 0.49 Control Delay 118.6 16.0 2.0 186.3 11.2 0.1 89.2 0.1 69.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 118.6 16.0 2.0 186.3 11.2 0.1 89.2 0.1 69.6 Queue Length 50th (ft) 47 277 0 -263 220 0 91 0 90 Queue Length 95th (ft) #127 447 27 #504 381 0 153 0 152 Internal Link Dist (ft) 1364 1453 128 794 Turn Bay Length (ft) 465 440 330 345 Base Capacity (vph) 67 2292 1064 172 2494 1143 218 1599 295 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.63 0.46 0.11 1.17 0.42 0.02 0.39 0.11 0.33 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. McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 1 09/27/2019 1: County Road 100/Catherine Store Road & State Highway 82 HCM 6th Signalized Intersection Summary 2040 Background + Project - Saturday Peak Hr Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations vi t4 ri vi tt ri 4 ri Traffic Volume (veh/h) 40 1005 115 192 1000 20 43 32 151 20 38 30 Future Volume (veh/h) 40 1005 115 192 1000 20 43 32 151 20 38 30 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(ApbT) 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/In 1885 1841 1885 1885 1841 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 42 1058 121 202 1053 21 48 36 0 22 41 33 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.90 0.90 0.90 0.92 0.92 0.92 Percent Heavy Veh, % 1 4 1 1 4 1 1 1 1 1 1 1 Cap,veh/h 63 2400 1092 180 2627 1196 89 49 49 65 46 Arrive On Green 0.04 0.69 0.69 0.10 0.75 0.75 0.08 0.08 0.00 0.08 0.08 0.08 SatFlow,veh/h 1795 3497 1592 1795 3497 1592 713 637 1598 287 843 592 Grp Volume(v), veh/h 42 1058 121 202 1053 21 84 0 0 96 0 0 Grp Sat Flow(s),veh/h/In 1795 1749 1592 1795 1749 1592 1350 0 1598 1722 0 0 Q Serve(g_s), s 3.8 22.4 4.3 16.5 17.7 0.5 1.5 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 3.8 22.4 4.3 16.5 17.7 0.5 10.4 0.0 0.0 8.9 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.57 1.00 0.23 0.34 Lane Grp Cap(c), veh/h 63 2400 1092 180 2627 1196 138 0 159 0 0 V/C Ratio(X) 0.66 0.44 0.11 1.12 0.40 0.02 0.61 0.00 0.60 0.00 0.00 Avail Cap(c_a), veh/h 71 2400 1092 180 2627 1196 280 0 318 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 78.5 11.6 8.8 74.1 7.3 5.2 74.9 0.0 0.0 74.2 0.0 0.0 Incr Delay (d2), s/veh 21.4 0.6 0.2 104.0 0.5 0.0 6.0 0.0 0.0 5.1 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/In 2.1 8.0 1.4 12.6 5.7 0.2 3.8 0.0 0.0 4.2 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 99.8 12.2 9.0 178.0 7.8 5.2 80.9 0.0 0.0 79.3 0.0 0.0 LnGrp LOS F B A F A A F A E A A Approach Vol, veh/h 1221 1276 84 A 96 Approach Delay, s/veh 14.9 34.7 80.9 79.3 Approach LOS B C F E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 25.0 120.0 19.7 14.3 130.7 19.7 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 (gc+I1), s 18.5 24.4 10.9 5.8 19.7 12.4 Green Ext Time (p_c), s 0.0 78.9 0.4 0.0 91.4 0.3 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS Notes 28.7 C 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. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 2 09/27/2019 HCM 6th TWSC 2: County Road 100 /County Road 100 & Old SH 82 Frontage Road 2040 Background + Project - Saturday Peak Hr Intersection Int Delay, s/veh 4.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 30 5 10 22 5 36 5 155 18 125 210 5 Future Vol, veh/h 30 5 10 22 5 36 5 155 18 125 210 5 Conflicting Peds, #/hr 5 0 4 4 0 5 1 0 3 3 0 1 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - - None - - None - - None Storage Length - - - - - - Veh in Median Storage, # 0 0 0 0 Grade, % - 0 - - 0 - - 0 - 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 92 92 92 Heavy Vehicles, % 1 1 1 1 1 1 1 1 1 1 1 1 Mvmt Flow 33 6 11 24 6 40 6 172 20 136 228 5 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 726 711 236 712 703 190 234 0 0 195 0 0 Stage 1 504 504 - 197 197 Stage 2 222 207 - 515 506 - - - Critical Hdwy 7.11 6.51 6.21 7.11 6.51 6.21 4.11 - 4.11 Critical Hdwy Stg 1 6.11 5.51 - 6.11 5.51 - - - Critical Hdwy Stg 2 6.11 5.51 - 6.11 5.51 - Follow-up Hdwy 3.509 4.009 3.309 3.509 4.009 3.309 2.209 - - 2.209 Pot Cap -1 Maneuver 341 359 805 349 363 854 1339 - 1384 Stage 1 552 543 - 807 740 - - - Stage 2 783 732 - 544 541 Platoon blocked, % - Mov Cap -1 Maneuver 290 316 801 307 319 848 1338 - 1380 Mov Cap -2 Maneuver 290 316 - 307 319 - - - Stage 1 549 481 - 801 734 Stage 2 733 726 - 469 479 - - - Approach EB WB NB SB HCM Control Delay, s 17.3 13.7 0.2 2.9 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1338 - - 342 485 1380 - HCM Lane V/C Ratio 0.004 - - 0.146 0.144 0.098 - HCM Control Delay (s) 7.7 0 - 17.3 13.7 7.9 0 HCM Lane LOS A A - C B A A HCM 95th %tile Q(veh) 0 - - 0.5 0.5 0.3 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 3 09/27/2019 HCM 6th TWSC 3: Valley Road/JW Drive & State Highway 82 2040 Background + Project - Saturday Peak Hr Intersection Int Delay, s/veh 14.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations r 1i ++ r r 4 rr Traffic Vol, veh/h 65 1061 50 25 1102 35 15 6 13 30 12 10 Future Vol, veh/h 65 1061 50 25 1102 35 15 6 13 30 12 10 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sinn Cnntrnl Frac Fran FrP.P Free Free Free Sinn Stnn Stnn Stnn Stnn Stnn RT Channelized - Free - Free - - Free - - Free Storage Length 425 - 450 580 - 480 - - 0 - 20 Veh in Median Storage, # - 0 0 0 0 Grade, % - 0 - - 0 - - 0 - 0 Peak Hour Factor 98 98 98 95 95 95 90 90 90 90 90 90 Heavy Vehicles, % 1 4 1 1 4 1 1 1 1 1 1 1 Mvmt Flow 66 1083 51 26 1160 37 17 7 14 33 13 11 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 1160 0 - 1083 0 0 1854 2427 - 1889 2427 Stage1 - 1215 1215 - 1212 1212 Stage 2 - - - 639 1212 - 677 1215 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 604 0 646 0 46 32 0 43 32 0 Stage 1 0 - 0 194 254 0 195 255 0 Stage 2 0 0 433 255 0 411 254 0 Platoon blocked, % - Mov Cap -1 Maneuver 604 - 646 - 25 27 - - 31 27 Mov Cap -2 Maneuver - - - - 25 27 - 31 27 Stage 1 - 173 226 - 174 245 Stage 2 - - - - 393 245 - 355 226 Approach EB WB NB HCM Control Delay, s 0.7 0.2 $ 358 HCM LOS F SB $ 565.6 F Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT WBL WBT SBLn1 SBLn2 Capacity (veh/h) 26 - 604 - 646 - 30 - HCM Lane V/C Ratio 0.897 - 0.11 - 0.041 - 1.556 HCM Control Delay (s) $ 358 0 11.7 - 10.8 -$ 565.6 0 HCM Lane LOS F A B - B - F A HCM 95th %tile Q(veh) 2.8 - 0.4 - 0.1 - 5.4 Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 4 09/27/2019 HCM 6th TWSC 4: Valley Road & Old SH 82 Frontage Road 2040 Background + Project - Saturday Peak Hr Intersection Int Delay, s/veh 2.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 9 17 28 20 50 37 Future Vol, veh/h 9 17 28 20 50 37 Conflicting Peds, #/hr 0 0 0 0 0 0 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 90 90 90 90 90 90 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 10 19 31 22 56 41 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 161 77 97 0 - 0 Stage 1 77 - Stage 2 84 - - - - - 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 832 987 1503 Stage 1 949 - - - - Stage 2 942 Platoon blocked, % - - - Mov Cap -1 Maneuver 815 987 1503 Mov Cap -2 Maneuver 815 - - - - Stage 1 929 Stage 2 942 - - - - Approach EB NB SB HCM Control Delay, s 9 4.3 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1503 - 920 - HCM Lane V/C Ratio 0.021 - 0.031 - HCM Control Delay (s) 7.4 0 9 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0.1 - 0.1 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 5 09/27/2019 HCM 6th TWSC 5: Chukka Trail (West) & Old SH 82 Frontage Road 2040 Background + Project - Saturday Peak Hr Intersection Int Delay, s/veh 1.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations t+ Traffic Vol, veh/h 45 113 22 44 24 4 Future Vol, veh/h 45 113 22 44 24 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - Veh in Median Storage, # 0 0 0 Grade, % 0 - 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 50 126 24 49 27 4 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 176 0 210 113 Stage 1 113 Stage 2 - 97 - 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 - 1406 - 781 943 Stage 1 - 914 Stage 2 - 929 Platoon blocked, % Mov Cap -1 Maneuver - 1406 - 767 943 Mov Cap -2 Maneuver - 767 Stage 1 - 914 Stage 2 - 912 - Approach EB WB NB HCM Control Delay, s 0 2.5 9.8 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 788 - - 1406 - HCM Lane V/C Ratio 0.039 - - 0.017 - HCM Control Delay (s) 9.8 - 7.6 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - 0.1 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 6 09/27/2019 HCM 6th TWSC 6: Riverstone Drive (East) & Old SH 82 Frontage Road 2040 Background + Project - Saturday Peak Hr Intersection Int Delay, s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations t+ Traffic Vol, veh/h 39 10 8 62 4 2 Future Vol, veh/h 39 10 8 62 4 2 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - Veh in Median Storage, # 0 0 0 Grade, % 0 - 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 43 11 9 69 4 2 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 54 0 136 49 Stage 1 - 49 Stage 2 - 87 - 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 - 1558 - 860 1022 Stage 1 - - 976 - Stage 2 - 939 Platoon blocked, % - Mov Cap -1 Maneuver - 1558 - 855 1022 Mov Cap -2 Maneuver - - 855 - Stage 1 - 976 Stage 2 - - 933 - 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) 904 - - 1558 - HCM Lane V/C Ratio 0.007 - - 0.006 - HCM Control Delay (s) 9 - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 0 McClure River Ranch PUD Traffic Impact Study - Carbondale, CO Fox Tuttle Hernandez Transportation Group Synchro 9 Report Page 7 McClure River Ranch PUD (FTH#17046) Traffic Impact Study Access Permit Approval Letters COLORADO Department of Transportation Region 3 Traffic Section 222 S 6th St, Rm 100 Grand Junction, Colorado 81501 (970) 683-6284 July 23, 2018 ATTN: Aspen Polo Partners, LLC 715 West Main Street Suite 201 Aspen, Colorado 81611 RE: PROJECT COMPLETION CERTIFICATE OF ACCEPTANCE, ACCESS PERMIT NO. 317090 Dear Permittee or Applicant A site inspection of the construction requirements for the above permit revealed it to be acceptable and in general conformity with the terms and conditions of the permit. The inspection conducted by Colorado Department of Transportation (CDOT) is only for the general conformance of permit construction with CDOTs design standards and Code requirements. It does not release the Permittee of the responsibility to fully comply with the applicable provisions of the access permit and State Highway Access Code. In accordance with the Subsection 2.5(6) of the State Highway Access Code, "If any construction element fails within two -years due to improper construction or material specifications, the Permittee shall be responsible for all repairs. Failure to make such repairs may result in suspension of the permit and closure of the access". You are advised that your 2 -year warranty period begins from the date of project acceptance, in accordance with the permit terms and conditions and the Access Code. You (the permittee/owner) are advised that the date of acceptance is: July 23, 2018 If you have any questions, please contact me at: (970) 683-6286 Sincerely D -vin Dray Region 3 Project Manager 222 S 6th St, Rm 100, Grand Junction, Colorado 81501 P (970) 683-6284 F (970) 683-6290 https://codot.gov/accesspermits COLORADO Department of Transportation Region 3 Traffic Section 222 S 6th St, Rm 100 Grand Junction, Colorado 81501 (970) 683-6284 July 23, 2018 ATTN: Aspen Polo Partners, LLC 715 West Main Street Suite 201 Aspen, Colorado 81611 RE: PROJECT COMPLETION CERTIFICATE OF ACCEPTANCE, ACCESS PERMIT NO. 317091, Dear Permittee or Applicant A site inspection of the construction requirements for the above permit revealed it to be acceptable and in general conformity with the terms and conditions of the permit. The inspection conducted by Colorado Department of Transportation (CDOT) is only for the general conformance of permit construction with CDOTs design standards and Code requirements. It does not release the Permittee of the responsibility to fully comply with the applicable provisions of the access permit and State Highway Access Code. In accordance with the Subsection 2.5(6) of the State Highway Access Code, "If any construction element fails within two -years due to improper construction or material specifications, the Permittee shall be responsible for all repairs. Failure to make such repairs may result in suspension of the permit and closure of the access". You are advised that your 2 -year warranty period begins from the date of project acceptance, in accordance with the permit terms and conditions and the Access Code. You (the permittee/owner) are advised that the date of acceptance is: July 23, 2018 If you have any questions, please contact me at: (970) 683-6286 Sincerely Devin Drayton Region 3 Project Manager 222 S 6th St, Rm 100, Grand Junction, Colorado 81501 P (970) 683-6284 F (970) 683-6290 https://codot.gov/accesspermits McClure River Ranch PUD (FTH#17046) Traffic Impact Study Construction Cost Estimate ROARING FORK de ENGINEERING OPINION OF PROBABLE COSTS 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 Construction Total $74,900.00 Geotech Survey Inspection Permitting Design drawings Contingency (10%) $4,500.00 $7,500.00 $2,500.00 $1,500.00 $15,000.00 $10,590.00 Total $116,500.00 Page 1 of 1