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Home My WebLink AboutFORT COLLINS JEEP - PDP - PDP170013 - SUBMITTAL DOCUMENTS - ROUND 3 - TRAFFIC STUDYP.O. BOX 19768, BOULDER, COLORADO 80308-2768 PHONE: 303.652.3571 | WWW.FTHTRANSGROUP.COM September 8, 2017 Steve More Commercial Building Services 7561 S. Grant Street, A-4 Littleton, CO 80122 RE: Jeep Dealership Traffic Analysis – Fort Collins, Colorado The Fox Tuttle Hernandez Transportation Group has completed a traffic impact study for the proposed Jeep Dealership in the City of Fort Collins. The project plans to renovate the existing dealership building located at the northwest corner of Harmony Road at Mason Street. Currently the 4.5-acre site has a building that has been vacant since 2008 and was previously used as a lumber yard by United Building Centers. The current Fort Collins Dodge Chrysler Jeep Ram dealership on College Avenue plans to remodel the existing building to provide a separate Jeep dealership. The purpose of this study is to assist in identifying potential traffic impacts within the study area as a result of this project. The traffic study addresses existing and short-term peak hour intersection conditions in the study area. The information contained within this study is anticipated to be used by the City in identifying any intersection or roadway deficiencies and potential improvements that may be required of the project. This memorandum summarizes the analyses, findings, and recommendations. It is consistent with the requirements set forth in the Larimer County Urban Area Street Standards (LCUASS) (April 2007). Project Description The project proposes to renovate the existing building on the project site to house the Jeep dealership. It is anticipated to be opened in 2018. The building is approximately 30,800 square feet (sq. ft.) and is planned to be remodeled and expanded. A vicinity map is shown on Figure 1. The proposed site and access plan is provided on Figure 2. Surrounding the site is retail/service centers, as well as single and multi-family residential neighborhoods to the west. Adjacent to the site there is the Volvo dealership and a storage unit to the north and McDonalds, auto mechanic shop, small retail, and a gas station to the east. Fort Collins Jeep Dealership Traffic Impact Study March 9, 2017 Page 2 The site currently has two accesses, one on Harmony Road west of Mason Street and one on Mason Street north of Harmony Road. With the renovation, it is proposed that the access on Harmony Road will remain the same, while the access on Mason Street will move to the north by approximately 300 feet. Access #1 will be full-movement and side-street stop-control; it will be an off-set T-intersection with Kensington Drive. Access #2 is about 250 feet west of Mason Street with restricted movement of right-in, right-out and side-street stop-control. Both accesses will have one lane in and one lane out. Study Area Roadways The study area was developed with consideration of the amount of site traffic to be added to the surrounding street network and planned accesses. The existing study area street network consists of two arterials and one local road. The primary public roadways that serve the project site are discussed in the following text. Harmony Road is an east-west arterial roadway that connects the southern Fort Collins community to residential neighborhoods, large retail centers, office complexes, and I-25. It travels east from Taft Hill Road to the county line providing local and regional connectivity. West of Taft Hill Road this street turns into County Road 38E that leads into the foothills and east of the county line it changes into County Road 74 that leads to rural communities of Weld County. Harmony Road within the study area has been identified as an Enhanced Travel Corridor (ETC) that is “planned to incorporate high frequency transit, bicycling, and walking as part of the corridor.” For more information on the recommendations for this corridor refer to the Harmony Road ETC Master Plan, July 2013. Adjacent to the project location the roadway is 74-foot to 88-foot wide and includes 11-foot through lanes, two per direction; 7-foot bike lanes; 8-foot center median; and auxiliary lanes at Mason Street. Harmony Road currently serves approximately 32,300 vehicles per day (vpd) just east of Mason Street (Year 2013). The posted speed limit is 40 miles per hour (mph) within the study area. This roadway is the southern boundary of the proposed site. Mason Street is a north-south, two-lane arterial roadway that extends from just south of Harmony Road to Monroe Drive. This roadway is part of the Mason Corridor that also includes a bicycle/pedestrian trail and the MAX Bus Rapid Transit (BRT). The Mason Corridor connects major destinations and activity centers between downtown, business centers, Colorado State University, Foothills Mall, and retail areas. Mason Street is a byway through commercial and office centers. This street is 38 feet in width and includes 13-foot through lanes, one per Fort Collins Jeep Dealership Traffic Impact Study March 9, 2017 Page 3 direction; and 6-foot bike lanes. Mason Street currently serves approximately 8,500 vpd just north of Harmony Road. The posted speed limit is 30 mph. This roadway is the eastern boundary of the proposed site. Kensington Drive is an east-west, two-lane local roadway that travels from Mason Street east 0.25 mile into the Harmony Marketplace. It provides direct access to College Avenue. The posted speed limit is 25 mph. Intersections There are two existing intersections included in the study area. They are listed below with the current traffic control: 1. Harmony Road at Mason Street (signalized) 2. Mason Street at Kensington Drive (side-street stop-controlled) The lane configuration at the study intersection is illustrated on Figure 3. Pedestrian and Bicycle There are sidewalks on both sides of Harmony Road and Mason Street. Those on Harmony Road are a mix of attached and detached ranging between 6 and 8 feet. The sidewalks on Mason Street at attached and 5 feet in width. There is a regional trail west of the site, Mason Trail, that connects to other trails and recreational areas. Currently bike lanes are present on both Harmony Road and Mason Street in both directions. There is a bike shop across Harmony Road from the project site. Transit Currently, the project area is served by Transfort and there are three bus routes that have stops near the project site. These routes stop at the South Transit Center: • Route 12 – Connects the South Transit Center to Harmony Road west, Taft Hill Road, Front Ranch Community College, Horsetooth Road and Fort Collins High School. Monday through Saturday this bus route has 60 minute headways (6:35 AM to 10:35 PM). • Route 16 – Connects the South Transit Center to Harmony Road east, Fossil Ridge High School, Poudre Valley Hospital Harmony Campus, and the Harmony Transfer Center. Monday through Saturday this bus route has 30 minute headways in peak times and 60 minute headways in the off-peak times (5:55 AM to 10:45 PM). • Route 19 – Connects the South Transit Center to Harmony Road east, Shields Street, Front Ranch Community College, Spring Creek Medical Park, Rocky Mountain High School, and the Fort Collins Jeep Dealership Traffic Impact Study March 9, 2017 Page 4 CSU Transfer Center. During the weekdays Route 19 provides 60 minute headways with additional 30 minute headways during peak periods when the Poudre School District and CSU are in session (6:50 AM to 7:45 PM). The South Transit Center is directly south of the dealership site by 1/3 mile and it connects many bus routes to the MAX BRT. This fast transit option travels north-south within the Mason Corridor and connects south Fort Collins to Midtown to CSU to Downtown. From Monday to Saturday the headways are every 10 minutes. Existing Traffic Volumes Weekday AM and PM peak hour turning movement volumes were collected on August 17, 2016. The City of Fort Collins also provided a turning movement count for Harmony Road at Mason Street from 2015. The most recent counts were collected did not capture the same peak hours as the City’s data; therefore, the City’s intersection count was utilized for Harmony Road at Mason Street and the volumes are Mason Street and Kensington Drive were adjusted accordingly. The count data indicated that the AM peak hour occurs from 7:30 to 8:30 AM and the PM peak hour occurs from 4:30 to 5:30 PM. These existing traffic volumes are illustrated on Figure 3. Existing Intersection Capacity Analysis In determining the operational characteristics of an intersection, “Levels-of-Service” (LOS) A through F are applied, with LOS A indicating very good operations and LOS F indicating congested operations. The intersection LOS is represented as a delay in seconds per vehicle for the intersection as a whole and for each movement. A more detailed discussion of LOS methodology is contained within the Appendix for reference. Criteria contained in the Highway Capacity Manual (HCM) was applied for these analyses in order to determine existing levels-of-service during peak hour periods. The results of the LOS calculations for the intersections are summarized in Table 1. The intersection level-of-service worksheets are attached in the Appendix. The following bullets summarize the existing conditions and capacity deficiencies: • Harmony Road at Mason Street: This intersection is currently operating at LOS A overall in the AM peak hour and LOS C overall in the PM peak hour. The only movement that falls below the LCUASS Standards is the northbound left-turn, which will operate at LOS F in the PM peak hour. It is typical for left-turns to operate at LOS E/F during peak periods, especially intersections along major arterials. The average queue remains within the provided storage length and the 95th percentile queue extends beyond the storage for an estimated length of 176 feet (about seven vehicles). It should be noted that the southbound through+right will Fort Collins Jeep Dealership Traffic Impact Study March 9, 2017 Page 5 operate at LOS E in the PM peak hour due to the high right-turning volume and sharing of the lane. The queue for this movement will block the left-turn lane. o Recommendations: Construct a southbound right-turn lane to reduce the delay on the southbound approach and accommodate the over 200 turning vehicles. This mitigation will improve the southbound through and right-turn to LOS D and the northbound left-turn will improve as well to LOS C in the PM peak hour. Table 2 includes level of service with the mitigation measures. • Mason Street at Kensington Drive: This intersection is currently operating at LOS A overall in both peak hours. The westbound approach operates at LOS B in both peak hours. Short-Term Traffic Projections For the purpose of this study, the short-term horizon year was assumed to be five-years from the existing condition (Year 2021) as directed in the LCUASS. In order to forecast the future peak hour traffic volumes, background traffic growth assumptions were estimated based on historic count volumes and regional traffic modeling. The City’s data indicates that the volumes on Harmony Road have decreased over the last 15 years. In Year 2012 there was nearly 37,900 vehicles per day (vpd) and in Year 2016 there was 32,400 vpd. Conservatively, the existing volumes were grown by an annual growth rate of 1.0%. The 2021 background volumes are summarized on Figure 4. 2021 Background Intersection Capacity Analysis The level-of-service criteria discussed previously was applied to the study area intersections to determine the impacts with the short-term background volumes. The results of the LOS calculations for the study intersection is summarized in Table 1. The intersection level of service worksheets are attached in the Appendix. The projected Year 2021 background conditions and capacity deficiencies are summarized as follows: • Harmony Road at Mason Street: This intersection is estimated to continue to operate at LOS A overall in the AM peak hour and LOS C overall in the PM peak hour. With the existing lane configuration, the northbound left-turn and southbound through+right will operate at LOS F. o Recommendations: Construct a southbound right-turn lane as suggested in existing conditions. This mitigation will improve the southbound through and right-turn to LOS D and the northbound left-turn will improve as well to LOS C in the PM peak hour. Table 2 includes level of service with the mitigation measures. Fort Collins Jeep Dealership Traffic Impact Study March 9, 2017 Page 6 • Mason Street at Kensington Drive: This intersection will continue to operate at LOS A overall in both peak hours. The westbound approach will operate at LOS B in the AM peak hour and LOS C in the PM peak hour. Trip Generation To establish the volume of new trips that will be added to the area roadway network with the renovation of the lumber yard into a Jeep dealership, trip generation estimates were developed based on data contained in the Institute of Transportation Engineers (ITE) Trip Generation Manual1 for the most applicable land use category. The project proposes to utilize the existing 25,430 sq. ft. building and add approximately 5,336 sq. ft. for a total of 30,766 sq. ft. The trips for the Jeep dealership was estimated with land use “#841 Automobile Sales”. The most applicable ITE land use was utilized and the square footage was multiplied by the ITE trip rates to estimate the new site traffic as shown in Table 3. The proposed project is expected to experience mostly new trips, known as ‘primary trips’, which is discussed below: 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 Jeep dealership did not exist at this location. Therefore, this is the only trip type that increases the number of trips made on a regional basis. Using the ITE methodology and the assumptions discussed in this section, the project is anticipated to generate primary trips as summarized in Table 3. It was assumed that there will be a non-auto trip reduction of 5% to account for bike, pedestrian, and transit trips given the proximity to residential neighborhoods, trails, and transit (MAX BRT and bus routes). Trip Distribution and Assignment The estimated trips presented in Table 2 were distributed onto the adjacent street network based on existing traffic characteristics of the area and the proposed land use. The scale of the project indicates that it will serve the local and regional community, which is reflected in the trip distribution. The overall assumed distribution is as follows, as well as presented on Figure 5: • 40% to/from Harmony Road east • 40% to/from Harmony Road west • 10% to/from Mason Street north 1 Trip Generation Manual. 9th Edition. Institute of Transportation Engineers. Washington, DC. 2012. • 5% to/from Mason Street south • 5% to/from Kensington Drive east Terumo BCT Expansion Traffic Impact Study September 8, 2017 P.O. BOX 19768, BOULDER, COLORADO 80308-2768 PHONE: 303.652.3571 | WWW.FTHTRANSGROUP.COM This is consistent with existing traffic patterns. Using these distribution assumptions, the projected site traffic was assigned to the study area roadway network for the weekday AM and PM peak hours. The site-generated volumes are shown on Figure 6. 2021 Background + Project Intersection Capacity Analysis The site-generated traffic volumes were added to the 2021 background volumes to analyze potential site impacts in the short-term build out scenario. The 2021 background + site-generated traffic volumes are illustrated on Figure 7. The LOS criteria discussed in prior sections was applied to the study area 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 study intersection and accesses are summarized in Table 1. The intersection level-of-service worksheets are attached in the Appendix. The project trips have little to no effect on the study intersections. The following bullets summarize the short-term build-out conditions: • Harmony Road at Mason Street: This intersection will begin to operate at LOS B overall in the AM peak hour and LOS D overall in the PM peak hour. With the existing lane configuration, the northbound left-turn and southbound through+right will operate at LOS F. o Recommendations: With the construction of a southbound right-turn lane this intersection will return to operating at LOS A in the AM peak hour and LOS C in the PM peak hour. This mitigation will improve the southbound through and right-turn to LOS D and the northbound left-turn will improve as well to LOS C in the PM peak hour. Table 2 includes level of service with the mitigation measures. • Mason Street at Kensington Drive: This intersection will continue to operate at LOS A overall in both peak hours. The westbound approach will continue to operate at LOS B in the AM peak hour and LOS C in the PM peak hour. • Access #1 and Mason Street: This intersection will operate at LOS A in both peak periods with all movements operating at LOS B or better. • Access #2 and Harmony Road: This intersection will operate at LOS A in both peak periods with all movements operating at LOS B or better. Fort Collins Jeep Dealership Traffic Impact Study September 8, 2017 Pedestrians, Bicyclists, and Transit The project proposes to construct a five-foot gravel trail on the north edge of the property to provide direct access between Mason Street and the Mason Trail and MAX station. The westbound bus stop currently on Harmony Road, west of Mason Street, is proposed to be relocated to the far side of the property driveway (Access #2). The new bus stop will include an enclosed shelter, bench, trash receptacle, and bike rack as existing today. Conclusions The project is proposing to develop a 4.5± acre site located at the northwest corner of Harmony Road at Mason Street. The project proposes to remodel and expand the existing dealership building to become a Jeep dealership. The project site currently has two accesses, one on Harmony Road and one on Mason Street. Access #1 will be about 330 feet south of Kensington Drive and will provide full-movement and side-street stop- control. This access will be an offset T-intersection with Kensington Drive and the configuration will eliminate left-turns from conflicting with one another between the intersections. Access #2 will be about 270 feet west of Mason Street with right-in, right-out and side-street stop-control. This study addresses short-term (2021) site traffic impacts. It is estimated that the project will generate approximately 944 weekday daily trips, with 56 AM peak hour and 77 PM peak hour trips. Recommended mitigation measures to service the background and site-added traffic volumes include the following: • Construct a southbound right-turn lane on Mason Street at Harmony Road. • Construct both accesses as side-street stop-controlled and with one lane per direction. Access #1 should be full movement and Access #2 should remain right-in, right-out. Hopefully the contents of this memorandum are helpful. If you have any questions, please give me a call. Sincerely, FOX TUTTLE HERNANDEZ TRANSPORTATION GROUP, LLC Cassie Slade, P.E. Senior Transportation Engineer Fort Collins Jeep Dealership Traffic Impact Study September 8, 2017 Tables and Figures: Table 1 – Peak Hour Intersection Level of Service Summary Table 2 – Peak Hour Intersection Level of Service Summary with Recommended Mitigation Table 3 – Trip Generation Figure 1 – Vicinity Map Figure 2 – Conceptual Site Plan Figure 3 – Year 2016 Existing Traffic Volumes Figure 4 – Year 2021 Background Traffic Volumes Figure 5 – Site Trip Distribution Figure 6 – Site-Generated Traffic Volumes Figure 7 – Year 2021 Background + Site-Generated Traffic Volumes FTH# 16051 Jeep Dealership - Fort Collins, CO Traffic Impact Study 3/9/2017 2016 Existing 2021 Background 2021 Background + Project Intersection and AM Peak PM Peak AM Peak PM Peak AM Peak PM Peak Lanes Groups Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS STOP SIGN CONTROL Mason St. & Kensington Dr. 1A3A0A3A1A3A Westbound Left+Right 10 B 15 B 10 B 16 C 11 B 16 C Northbound Through+Right 0A0A0A0A0A0A Southbound Left+Through 2A2A2A2A2A2A Mason St. & Access #1 1A1A Eastbound Left+Right 9A13B Northbound Left+Through 1A1A Southbound Through+Right 0A0A Harmony Rd. & Access #2 0A0A Eastbound Through+Right 0A0A Westbound Through 0A0A Southbound Right 10 A 11 B SIGNAL CONTROL Harmony Rd. & Mason St. 10 A 31 C 10 A 34 C 10 B 36 D Eastbound Left 2A22C2A24C2A29C Eastbound Through 6A20B6A20C6A20C Eastbound Right 3A14B2A13B3A13B Westbound Left 1A10B2A12B2A12B Westbound Through 1A25C2A29C2A30C Westbound Right 1A5A1A5A1A5A Northbound Left 44 D 103 F 45 D 120 F 44 D 120 F Northbound Through 42 D 29 C 41 D 29 C 41 D 29 C Northbound Right 41 D 28 C 40 D 28 C 40 D 28 C Southbound Left 47 D 39 D 48 D 39 D 48 D 40 D Southbound Through+Right 45 D 71 E 46 D 83 F 45 D 89 F Note: Delay represented in average seconds per vehicle. Table 1 - Peak Hour Intersection Level of Service Summary 16051_LOS FTH# 16051 Jeep Dealership - Fort Collins, CO Traffic Impact Study 3/9/2017 2016 Existing 2021 Background 2021 Background + Project Intersection and AM Peak PM Peak AM Peak PM Peak AM Peak PM Peak Lanes Groups Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS SIGNAL CONTROL Harmony Rd. & Mason St. 9 A 24 C 10 A 26 C 10 A 27 C Eastbound Left 2A22C2A24C2A29C Eastbound Through 6A20B6A20C6A20C Eastbound Right 3A14B2A13B3A13B Westbound Left 1A10B2A12B2A12B Westbound Through 1A25C2A29C2A30C Westbound Right 1A5A1A5A1A5A Northbound Left 43 D 31 C 42 D 32 C 42 D 32 C Northbound Through 42 D 29 C 41 D 29 C 41 D 29 C Northbound Right 41 D 28 C 40 D 28 C 40 D 28 C Southbound Left 47 D 39 D 48 D 39 D 48 D 40 D Southbound Through 43 D 38 D 43 D 38 D 42 D 38 D Southbound Right 41 D 41 D 41 D 42 D 40 D 43 D Note: Delay represented in average seconds per vehicle. Table 2 - Peak Hour Intersection Level of Service Summary with Recommended Mitigation 16051_LOS FTH#16051 Jeep Dealership ‐ Fort Collins, CO Traffic Impact Study 3/9/2017 Land Use Size Unit Rate Total In Out Rate Total In Out Rate Total In Out ITE 841 ‐ Automobile Sales 30.766 Square Feet 0.95 32.3 944 472 472 1.9 56 42 14 2.6 77 31 46 Source : ITE Trip Generation 9th Edition, 2012. Table 3 ‐ Trip Generation Average Daily New Trips AM Peak Hour New Trips PM Peak Hour Non‐Auto New Trips Factor 16051_Volumes - Trip Gen Project # Original Scale Date Drawn by Figure # T r a n s p o r t a t i o n G r o u p VICINITY MAP FORT COLLINS JEEP DEALERSHIP TRAFFIC IMPACT STUDY 16051 3/9/17 CRS 1 Project # Original Scale Date Drawn by Figure # T r a n s p o r t a t i o n G r o u p CONCEPTUAL SITE PLAN FORT COLLINS JEEP DEALERSHIP TRAFFIC IMPACT STUDY 16051 NTS 3/9/17 CRS 2 Project # Original Scale Date Drawn by Figure # T r a n s p o r t a t i o n G r o u p YEAR 2016 EXISTING TRAFFIC VOLUMES FORT COLLINS JEEP DEALERSHIP TRAFFIC IMPACT STUDY 16051 NTS 3/9/17 CRS 3 Project # Original Scale Date Drawn by Figure # T r a n s p o r t a t i o n G r o u p YEAR 2021 BACKGROUND TRAFFIC VOLUMES FORT COLLINS JEEP DEALERSHIP TRAFFIC IMPACT STUDY 16051 NTS 3/9/17 CRS 4 Project # Original Scale Date Drawn by Figure # T r a n s p o r t a t i o n G r o u p SITE TRIP DISTRIBUTION FORT COLLINS JEEP DEALERSHIP TRAFFIC IMPACT STUDY 16051 NTS 3/9/17 CRS 5 Project # Original Scale Date Drawn by Figure # T r a n s p o r t a t i o n G r o u p SITE-GENERATED TRAFFIC VOLUMES FORT COLLINS JEEP DEALERSHIP TRAFFIC IMPACT STUDY 16051 NTS 3/9/17 CRS 6 Project # Original Scale Date Drawn by Figure # T r a n s p o r t a t i o n G r o u p YEAR 2021 BACKGROUND + SITE-GENERATED TRAFFIC VOLUMES FORT COLLINS JEEP DEALERSHIP TRAFFIC IMPACT STUDY 16051 NTS 3/9/17 CRS 7 Fort Collins Jeep Dealership Traffic Impact Study September 8, 2017 Appendix: Level of Service Definitions Existing Traffic Data Intersection Capacity Worksheets Fort Collins Jeep Dealership Traffic Impact Study September 8, 2017 Level of Service Definitions LEVEL OF SERVICE DEFINITIONS In rating roadway and intersection operating conditions with existing or future traffic volumes, “Levels of Service” (LOS) A through F are used, with LOS A indicating very good operation and LOS F indicating poor operation. Levels of service at signalized and unsignalized intersections are closely associated with vehicle delays experienced in seconds per vehicle. More complete level of service definitions and delay data for signal and stop sign controlled intersections are contained in the following table for reference. Level of Service Rating Delay in seconds per vehicle (a) Definition Signalized Unsignalized A 0.0 to 10.0 0.0 to 10.0 Low vehicular traffic volumes; primarily free flow operations. Density is low and vehicles can freely maneuver within the traffic stream. Drivers are able to maintain their desired speeds with little or no delay. B 10.1 to 20.0 10.1 to 15.0 Stable vehicular traffic volume flow with potential for some restriction of operating speeds due to traffic conditions. Vehicle maneuvering is only slightly restricted. The stopped delays are not bothersome and drivers are not subject to appreciable tension. C 20.1 to 35.0 15.1 to 25.0 Stable traffic operations, however the ability for vehicles to maneuver is more restricted by the increase in traffic volumes. Relatively satisfactory operating speeds prevail, but adverse signal coordination or longer vehicle queues cause delays along the corridor. D 35.1 to 55.0 25.1 to 35.0 Approaching unstable vehicular traffic flow where small increases in volume could cause substantial delays. Most drivers are restricted in ability to maneuver and selection of travel speeds due to congestion. Driver comfort and convenience are low, but tolerable. E 55.1 to 80.0 35.1 to 50.0 Traffic operations characterized by significant approach delays and average travel speeds of one‐half to one‐third the free flow speed. Vehicular flow is unstable and there is potential for stoppages of brief duration. High signal density, extensive vehicle queuing, or corridor signal progression/timing are the typical causes of vehicle delays at signalized corridors. F > 80.0 > 50.0 Forced vehicular traffic flow and operations with high approach delays at critical intersections. Vehicle speeds are reduced substantially and stoppages may occur for short or long periods of time because of downstream congestion. (a) Delay ranges based on 2010 Highway Capacity Manual criteria. Fort Collins Jeep Dealership Traffic Impact Study September 8, 2017 Existing Traffic Data Fort Collins Jeep Dealership Traffic Impact Study September 8, 2017 Intersection Capacity Worksheets: 2016 Existing HCM Unsignalized Intersection Capacity Analysis 1: Mason Street & Kensington Drive 02/03/2017 2016 Existing - AM Peak Hour Fort Collins Jeep Dealership Traffic Impact Study Synchro 9 Report Fox Tuttle Hernandez Transportation Group Page 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 3 17 155 60 25 99 Future Volume (Veh/h) 3 17 155 60 25 99 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.56 0.56 0.66 0.66 0.82 0.82 Hourly flow rate (vph) 5 30 235 91 30 121 Pedestrians 1 Lane Width (ft) 12.0 Walking Speed (ft/s) 4.0 Percent Blockage 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 520 pX, platoon unblocked vC, conflicting volume 462 280 326 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 462 280 326 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 99 96 98 cM capacity (veh/h) 544 758 1234 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 35 326 151 Volume Left 5 0 30 Volume Right 30 91 0 cSH 718 1700 1234 Volume to Capacity 0.05 0.19 0.02 Queue Length 95th (ft) 4 0 2 Control Delay (s) 10.3 0.0 1.8 Lane LOS B A Approach Delay (s) 10.3 0.0 1.8 Approach LOS B Intersection Summary Average Delay 1.2 Intersection Capacity Utilization 31.7% ICU Level of Service A Analysis Period (min) 15 Queues 112: Mason Street & Harmony 02/03/2017 2016 Existing - AM Peak Hour Fort Collins Jeep Dealership Traffic Impact Study Synchro 9 Report Fox Tuttle Hernandez Transportation Group Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 143 1086 132 71 676 147 43 39 43 104 162 v/c Ratio 0.25 0.44 0.12 0.17 0.29 0.14 0.35 0.15 0.16 0.55 0.57 Control Delay 2.5 6.6 1.4 1.4 1.4 0.4 48.0 39.7 5.4 53.5 41.0 Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 2.5 6.7 1.4 1.4 1.4 0.4 48.0 39.7 5.4 53.5 41.0 Queue Length 50th (ft) 7 160 1180282507085 Queue Length 95th (ft) 11 288 28 m3 43 5 44 39 6 67 73 Internal Link Dist (ft) 416 458 571 440 Turn Bay Length (ft) 190 115 170 115 105 105 90 Base Capacity (vph) 598 2447 1092 421 2360 1065 210 442 406 323 466 Starvation Cap Reductn 0 303 000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.24 0.51 0.12 0.17 0.29 0.14 0.20 0.09 0.11 0.32 0.35 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM Signalized Intersection Capacity Analysis 112: Mason Street & Harmony 02/03/2017 2016 Existing - AM Peak Hour Fort Collins Jeep Dealership Traffic Impact Study Synchro 9 Report Fox Tuttle Hernandez Transportation Group Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 129 977 119 55 527 115 30 27 30 58 51 40 Future Volume (vph) 129 977 119 55 527 115 30 27 30 58 51 40 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 12 12 12 12 12 11 11 10 11 13 8 Total Lost time (s) 3.0 4.5 4.5 3.0 4.0 4.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 0.96 1.00 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.93 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1708 3539 1538 1769 3539 1525 1711 1801 1458 1709 1798 Flt Permitted 0.36 1.00 1.00 0.23 1.00 1.00 0.48 1.00 1.00 0.73 1.00 Satd. Flow (perm) 639 3539 1538 428 3539 1525 856 1801 1458 1316 1798 Peak-hour factor, PHF 0.90 0.90 0.90 0.78 0.78 0.78 0.70 0.70 0.70 0.56 0.56 0.56 Adj. Flow (vph) 143 1086 132 71 676 147 43 39 43 104 91 71 RTOR Reduction (vph) 0 0 31 0 0 49 0 0 37 0 29 0 Lane Group Flow (vph) 143 1086 101 71 676 98 43 39 6 104 133 0 Confl. Peds. (#/hr) 5 2 2 5 1 1 Confl. Bikes (#/hr) 5 2 Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm Perm NA Protected Phases 7 4 3 8 6 2 Permitted Phases 4 4 8 8 6 6 2 Actuated Green, G (s) 82.1 74.2 74.2 77.8 72.3 72.3 14.8 14.8 14.8 14.8 14.8 Effective Green, g (s) 84.1 75.2 75.2 79.8 73.3 73.3 15.8 15.8 15.8 15.8 15.8 Actuated g/C Ratio 0.76 0.68 0.68 0.73 0.67 0.67 0.14 0.14 0.14 0.14 0.14 Clearance Time (s) 4.0 5.5 5.5 4.0 5.0 5.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 575 2419 1051 389 2358 1016 122 258 209 189 258 v/s Ratio Prot c0.02 c0.31 0.01 0.19 0.02 0.07 v/s Ratio Perm 0.17 0.07 0.12 0.06 0.05 0.00 c0.08 v/c Ratio 0.25 0.45 0.10 0.18 0.29 0.10 0.35 0.15 0.03 0.55 0.52 Uniform Delay, d1 3.6 7.9 5.9 4.8 7.6 6.5 42.5 41.2 40.5 43.8 43.6 Progression Factor 0.44 0.67 0.40 0.17 0.13 0.12 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.5 0.2 0.2 0.3 0.2 1.8 0.3 0.1 3.4 1.7 Delay (s) 1.8 5.8 2.5 1.0 1.2 0.9 44.2 41.5 40.6 47.2 45.3 Level of Service AAAAAADDDDD Approach Delay (s) 5.1 1.2 42.1 46.1 Approach LOS A A D D Intersection Summary HCM 2000 Control Delay 9.6 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.46 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 12.5 Intersection Capacity Utilization 51.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM Unsignalized Intersection Capacity Analysis 1: Mason Street & Kensington Drive 02/03/2017 2016 Existing - PM Peak Hour Fort Collins Jeep Dealership Traffic Impact Study Synchro 9 Report Fox Tuttle Hernandez Transportation Group Page 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 46 76 227 47 55 353 Future Volume (Veh/h) 46 76 227 47 55 353 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.89 0.89 0.92 0.92 0.87 0.87 Hourly flow rate (vph) 52 85 247 51 63 406 Pedestrians 8 Lane Width (ft) 12.0 Walking Speed (ft/s) 4.0 Percent Blockage 1 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 520 pX, platoon unblocked 0.99 0.99 0.99 vC, conflicting volume 812 280 306 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 809 274 300 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 84 89 95 cM capacity (veh/h) 328 755 1246 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 137 298 469 Volume Left 52 0 63 Volume Right 85 51 0 cSH 506 1700 1246 Volume to Capacity 0.27 0.18 0.05 Queue Length 95th (ft) 27 0 4 Control Delay (s) 14.7 0.0 1.5 Lane LOS B A Approach Delay (s) 14.7 0.0 1.5 Approach LOS B Intersection Summary Average Delay 3.0 Intersection Capacity Utilization 53.8% ICU Level of Service A Analysis Period (min) 15 Queues 112: Mason Street & Harmony 02/03/2017 2016 Existing - PM Peak Hour Fort Collins Jeep Dealership Traffic Impact Study Synchro 9 Report Fox Tuttle Hernandez Transportation Group Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 112 978 160 144 1469 149 157 100 150 111 436 v/c Ratio 0.56 0.56 0.20 0.48 0.85 0.19 0.98 0.17 0.26 0.37 0.93 Control Delay 24.7 20.1 5.4 11.8 25.5 2.0 98.6 29.2 5.6 42.2 65.6 Queue Delay 0.0 0.3 0.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.7 20.4 5.4 11.8 28.5 2.0 98.6 29.2 5.6 42.2 65.6 Queue Length 50th (ft) 35 269 29 24 554 0 88 55 0 72 284 Queue Length 95th (ft) 80 326 59 m38 646 23 #176 88 34 112 #382 Internal Link Dist (ft) 416 458 571 440 Turn Bay Length (ft) 190 115 170 115 105 105 90 Base Capacity (vph) 218 1754 812 303 1721 769 161 600 582 299 467 Starvation Cap Reductn 0 260 0 0 162 000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.51 0.65 0.20 0.48 0.94 0.19 0.98 0.17 0.26 0.37 0.93 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM Signalized Intersection Capacity Analysis 112: Mason Street & Harmony 02/03/2017 2016 Existing - PM Peak Hour Fort Collins Jeep Dealership Traffic Impact Study Synchro 9 Report Fox Tuttle Hernandez Transportation Group Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 100 870 142 127 1293 131 129 82 123 89 122 226 Future Volume (vph) 100 870 142 127 1293 131 129 82 123 89 122 226 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 12 12 12 12 12 11 11 10 11 13 8 Total Lost time (s) 3.0 4.5 4.5 3.0 4.0 4.0 4.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.96 1.00 1.00 0.93 1.00 1.00 0.98 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.90 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1711 3539 1527 1770 3539 1467 1711 1801 1448 1700 1704 Flt Permitted 0.07 1.00 1.00 0.20 1.00 1.00 0.12 1.00 1.00 0.69 1.00 Satd. Flow (perm) 121 3539 1527 376 3539 1467 218 1801 1448 1239 1704 Peak-hour factor, PHF 0.89 0.89 0.89 0.88 0.88 0.88 0.82 0.82 0.82 0.80 0.80 0.80 Adj. Flow (vph) 112 978 160 144 1469 149 157 100 150 111 152 282 RTOR Reduction (vph) 0 0 55 0 0 56 0 0 100 0 55 0 Lane Group Flow (vph) 112 978 105 144 1469 93 157 100 50 111 381 0 Confl. Peds. (#/hr) 11 3 3 11 10 5 5 10 Confl. Bikes (#/hr) 8 21 2 3 Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm Perm NA Protected Phases 7 4 3 8 1 6 2 Permitted Phases 4 4 8 8 6 6 2 Actuated Green, G (s) 67.1 58.5 58.5 64.4 57.4 57.4 39.0 39.0 39.0 28.0 28.0 Effective Green, g (s) 69.1 59.5 59.5 66.4 58.4 58.4 40.0 40.0 40.0 29.0 29.0 Actuated g/C Ratio 0.58 0.50 0.50 0.55 0.49 0.49 0.33 0.33 0.33 0.24 0.24 Clearance Time (s) 4.0 5.5 5.5 4.0 5.0 5.0 5.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 196 1754 757 300 1722 713 159 600 482 299 411 v/s Ratio Prot c0.05 0.28 0.03 c0.42 c0.06 0.06 0.22 v/s Ratio Perm 0.28 0.07 0.23 0.06 c0.27 0.03 0.09 v/c Ratio 0.57 0.56 0.14 0.48 0.85 0.13 0.99 0.17 0.10 0.37 0.93 Uniform Delay, d1 22.2 21.1 16.4 14.9 27.0 16.9 35.9 28.2 27.6 37.9 44.5 Progression Factor 0.84 0.89 0.81 0.61 0.71 0.26 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.7 1.2 0.4 1.2 5.5 0.4 67.0 0.6 0.4 0.8 26.6 Delay (s) 22.4 19.9 13.5 10.3 24.8 4.7 102.9 28.8 28.1 38.7 71.1 Level of Service C B B B C A F C C D E Approach Delay (s) 19.3 21.9 57.1 64.5 Approach LOS B C E E Intersection Summary HCM 2000 Control Delay 30.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.90 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 16.5 Intersection Capacity Utilization 83.8% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group Fort Collins Jeep Dealership Traffic Impact Study September 8, 2017 Intersection Capacity Worksheets: 2016 Existing With Improvements Queues 112: Mason Street & Harmony 02/03/2017 2016 Existing (with Improvements) - AM Peak Hour Fort Collins Jeep Dealership Traffic Impact Study Synchro 9 Report Fox Tuttle Hernandez Transportation Group Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 143 1086 132 71 676 147 43 39 43 104 91 71 v/c Ratio 0.25 0.44 0.12 0.17 0.29 0.14 0.24 0.15 0.16 0.55 0.33 0.28 Control Delay 2.5 6.6 1.4 1.4 1.4 0.4 42.4 39.7 5.4 53.5 43.6 11.4 Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 2.5 6.7 1.4 1.4 1.4 0.4 42.4 39.7 5.4 53.5 43.6 11.4 Queue Length 50th (ft) 7 160 11802825070590 Queue Length 95th (ft) 11 288 28 m3 43 5 43 39 6 67 59 7 Internal Link Dist (ft) 416 458 571 440 Turn Bay Length (ft) 190 115 170 115 105 105 90 200 Base Capacity (vph) 598 2447 1092 421 2360 1065 308 442 406 323 472 390 Starvation Cap Reductn 0 303 0000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.24 0.51 0.12 0.17 0.29 0.14 0.14 0.09 0.11 0.32 0.19 0.18 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM Signalized Intersection Capacity Analysis 112: Mason Street & Harmony 02/03/2017 2016 Existing (with Improvements) - AM Peak Hour Fort Collins Jeep Dealership Traffic Impact Study Synchro 9 Report Fox Tuttle Hernandez Transportation Group Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 129 977 119 55 527 115 30 27 30 58 51 40 Future Volume (vph) 129 977 119 55 527 115 30 27 30 58 51 40 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 12 12 12 12 12 11 11 10 11 13 8 Total Lost time (s) 3.0 4.5 4.5 3.0 4.0 4.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 0.96 1.00 1.00 0.99 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1708 3539 1538 1769 3539 1525 1711 1801 1458 1709 1925 1372 Flt Permitted 0.36 1.00 1.00 0.23 1.00 1.00 0.70 1.00 1.00 0.73 1.00 1.00 Satd. Flow (perm) 639 3539 1538 428 3539 1525 1256 1801 1458 1316 1925 1372 Peak-hour factor, PHF 0.90 0.90 0.90 0.78 0.78 0.78 0.70 0.70 0.70 0.56 0.56 0.56 Adj. Flow (vph) 143 1086 132 71 676 147 43 39 43 104 91 71 RTOR Reduction (vph) 0 0 31 0 0 49 0 0 37 0 0 61 Lane Group Flow (vph) 143 1086 101 71 676 98 43 39 6 104 91 10 Confl. Peds. (#/hr) 5 2 2 5 1 1 Confl. Bikes (#/hr) 5 2 Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm Perm NA Perm Protected Phases 7 4 3 8 6 2 Permitted Phases 4 4 8 8 6 6 2 2 Actuated Green, G (s) 82.1 74.2 74.2 77.8 72.3 72.3 14.8 14.8 14.8 14.8 14.8 14.8 Effective Green, g (s) 84.1 75.2 75.2 79.8 73.3 73.3 15.8 15.8 15.8 15.8 15.8 15.8 Actuated g/C Ratio 0.76 0.68 0.68 0.73 0.67 0.67 0.14 0.14 0.14 0.14 0.14 0.14 Clearance Time (s) 4.0 5.5 5.5 4.0 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 575 2419 1051 389 2358 1016 180 258 209 189 276 197 v/s Ratio Prot c0.02 c0.31 0.01 0.19 0.02 0.05 v/s Ratio Perm 0.17 0.07 0.12 0.06 0.03 0.00 c0.08 0.01 v/c Ratio 0.25 0.45 0.10 0.18 0.29 0.10 0.24 0.15 0.03 0.55 0.33 0.05 Uniform Delay, d1 3.6 7.9 5.9 4.8 7.6 6.5 41.8 41.2 40.5 43.8 42.3 40.6 Progression Factor 0.44 0.67 0.40 0.17 0.13 0.12 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.5 0.2 0.2 0.3 0.2 0.7 0.3 0.1 3.4 0.7 0.1 Delay (s) 1.8 5.8 2.5 1.0 1.2 0.9 42.5 41.5 40.6 47.2 43.0 40.7 Level of Service AAAAAADDDDDD Approach Delay (s) 5.1 1.2 41.5 44.1 Approach LOS A A D D Intersection Summary HCM 2000 Control Delay 9.4 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.46 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 12.5 Intersection Capacity Utilization 51.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Queues 112: Mason Street & Harmony 02/03/2017 2016 Existing (with Improvements) - PM Peak Hour Fort Collins Jeep Dealership Traffic Impact Study Synchro 9 Report Fox Tuttle Hernandez Transportation Group Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 112 978 160 144 1469 149 157 100 150 111 153 283 v/c Ratio 0.56 0.56 0.20 0.48 0.85 0.19 0.44 0.17 0.26 0.37 0.33 0.64 Control Delay 24.7 20.1 5.4 11.8 25.5 2.0 33.4 29.2 5.6 42.2 39.9 24.6 Queue Delay 0.0 0.3 0.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.7 20.4 5.4 11.8 28.5 2.0 33.4 29.2 5.6 42.2 39.9 24.6 Queue Length 50th (ft) 35 269 29 24 554 0 88 55 0 72 98 84 Queue Length 95th (ft) 80 326 59 m38 646 23 129 88 34 112 140 141 Internal Link Dist (ft) 416 458 571 440 Turn Bay Length (ft) 190 115 170 115 105 105 90 200 Base Capacity (vph) 218 1754 812 303 1721 769 357 600 582 299 465 443 Starvation Cap Reductn 0 260 0 0 162 0000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.51 0.65 0.20 0.48 0.94 0.19 0.44 0.17 0.26 0.37 0.33 0.64 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM Signalized Intersection Capacity Analysis 112: Mason Street & Harmony 02/03/2017 2016 Existing (with Improvements) - PM Peak Hour Fort Collins Jeep Dealership Traffic Impact Study Synchro 9 Report Fox Tuttle Hernandez Transportation Group Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 100 870 142 127 1293 131 129 82 123 89 122 226 Future Volume (vph) 100 870 142 127 1293 131 129 82 123 89 122 226 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 12 12 12 12 12 11 11 10 11 13 8 Total Lost time (s) 3.0 4.5 4.5 3.0 4.0 4.0 4.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.96 1.00 1.00 0.93 1.00 1.00 0.98 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1711 3539 1527 1770 3539 1467 1702 1801 1448 1700 1925 1332 Flt Permitted 0.07 1.00 1.00 0.20 1.00 1.00 0.51 1.00 1.00 0.69 1.00 1.00 Satd. Flow (perm) 121 3539 1527 376 3539 1467 915 1801 1448 1239 1925 1332 Peak-hour factor, PHF 0.89 0.89 0.89 0.88 0.88 0.88 0.82 0.82 0.82 0.80 0.80 0.80 Adj. Flow (vph) 112 978 160 144 1469 149 157 100 150 111 152 282 RTOR Reduction (vph) 0 0 55 0 0 56 0 0 100 0 0 121 Lane Group Flow (vph) 112 978 105 144 1469 93 157 100 50 111 153 162 Confl. Peds. (#/hr) 11 3 3 11 10 5 5 10 Confl. Bikes (#/hr) 8 21 2 3 Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm Perm NA Perm Protected Phases 7 4 3 8 1 6 2 Permitted Phases 4 4 8 8 6 6 2 2 Actuated Green, G (s) 67.1 58.5 58.5 64.4 57.4 57.4 39.0 39.0 39.0 28.0 28.0 28.0 Effective Green, g (s) 69.1 59.5 59.5 66.4 58.4 58.4 40.0 40.0 40.0 29.0 29.0 29.0 Actuated g/C Ratio 0.58 0.50 0.50 0.55 0.49 0.49 0.33 0.33 0.33 0.24 0.24 0.24 Clearance Time (s) 4.0 5.5 5.5 4.0 5.0 5.0 5.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 196 1754 757 300 1722 713 350 600 482 299 465 321 v/s Ratio Prot c0.05 0.28 0.03 c0.42 c0.03 0.06 0.08 v/s Ratio Perm 0.28 0.07 0.23 0.06 0.12 0.03 0.09 c0.12 v/c Ratio 0.57 0.56 0.14 0.48 0.85 0.13 0.45 0.17 0.10 0.37 0.33 0.50 Uniform Delay, d1 22.2 21.1 16.4 14.9 27.0 16.9 30.5 28.2 27.6 37.9 37.5 39.3 Progression Factor 0.84 0.89 0.81 0.61 0.71 0.26 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.7 1.2 0.4 1.2 5.5 0.4 0.9 0.6 0.4 0.8 0.4 1.2 Delay (s) 22.4 19.9 13.5 10.3 24.8 4.7 31.4 28.8 28.1 38.7 37.9 40.5 Level of Service C B B B C A CCCDDD Approach Delay (s) 19.3 21.9 29.5 39.4 Approach LOS B C C D Intersection Summary HCM 2000 Control Delay 24.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.71 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 16.5 Intersection Capacity Utilization 83.8% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group Fort Collins Jeep Dealership Traffic Impact Study September 8, 2017 Intersection Capacity Worksheets: 2021 Background HCM Unsignalized Intersection Capacity Analysis 1: Mason Street & Kensington Drive 02/03/2017 2021 Background - AM Peak Hour Fort Collins Jeep Dealership Traffic Impact Study Synchro 9 Report Fox Tuttle Hernandez Transportation Group Page 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 3 18 163 63 26 104 Future Volume (Veh/h) 3 18 163 63 26 104 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.56 0.56 0.66 0.66 0.82 0.82 Hourly flow rate (vph) 5 32 247 95 32 127 Pedestrians 1 Lane Width (ft) 12.0 Walking Speed (ft/s) 4.0 Percent Blockage 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 520 pX, platoon unblocked vC, conflicting volume 486 294 342 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 486 294 342 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 99 96 97 cM capacity (veh/h) 525 745 1217 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 37 342 159 Volume Left 5 0 32 Volume Right 32 95 0 cSH 705 1700 1217 Volume to Capacity 0.05 0.20 0.03 Queue Length 95th (ft) 4 0 2 Control Delay (s) 10.4 0.0 1.8 Lane LOS B A Approach Delay (s) 10.4 0.0 1.8 Approach LOS B Intersection Summary Average Delay 1.2 Intersection Capacity Utilization 32.7% ICU Level of Service A Analysis Period (min) 15 Queues 112: Mason Street & Harmony 02/03/2017 2021 Background - AM Peak Hour Fort Collins Jeep Dealership Traffic Impact Study Synchro 9 Report Fox Tuttle Hernandez Transportation Group Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 151 1141 139 74 710 155 46 40 46 109 171 v/c Ratio 0.27 0.47 0.13 0.19 0.30 0.15 0.39 0.15 0.17 0.57 0.59 Control Delay 2.7 6.9 1.4 1.9 1.8 0.5 49.7 39.5 6.3 53.9 42.1 Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 2.7 7.0 1.4 1.9 1.8 0.5 49.7 39.5 6.3 53.9 42.1 Queue Length 50th (ft) 7 181 2 1 12 0 30 25 0 73 92 Queue Length 95th (ft) 12 311 27 m4 58 6 47 40 7 70 78 Internal Link Dist (ft) 416 458 571 440 Turn Bay Length (ft) 190 115 170 115 105 105 90 Base Capacity (vph) 577 2434 1088 399 2343 1061 200 442 406 322 466 Starvation Cap Reductn 0 297 000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.26 0.53 0.13 0.19 0.30 0.15 0.23 0.09 0.11 0.34 0.37 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM Signalized Intersection Capacity Analysis 112: Mason Street & Harmony 02/03/2017 2021 Background - AM Peak Hour Fort Collins Jeep Dealership Traffic Impact Study Synchro 9 Report Fox Tuttle Hernandez Transportation Group Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 136 1027 125 58 554 121 32 28 32 61 54 42 Future Volume (vph) 136 1027 125 58 554 121 32 28 32 61 54 42 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 12 12 12 12 12 11 11 10 11 13 8 Total Lost time (s) 3.0 4.5 4.5 3.0 4.0 4.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 0.96 1.00 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.93 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1708 3539 1538 1769 3539 1525 1711 1801 1458 1709 1798 Flt Permitted 0.34 1.00 1.00 0.21 1.00 1.00 0.45 1.00 1.00 0.73 1.00 Satd. Flow (perm) 610 3539 1538 397 3539 1525 816 1801 1458 1315 1798 Peak-hour factor, PHF 0.90 0.90 0.90 0.78 0.78 0.78 0.70 0.70 0.70 0.56 0.56 0.56 Adj. Flow (vph) 151 1141 139 74 710 155 46 40 46 109 96 75 RTOR Reduction (vph) 0 0 31 0 0 52 0 0 39 0 29 0 Lane Group Flow (vph) 151 1141 108 74 710 103 46 40 7 109 142 0 Confl. Peds. (#/hr) 5 2 2 5 1 1 Confl. Bikes (#/hr) 5 2 Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm Perm NA Protected Phases 7 4 3 8 6 2 Permitted Phases 4 4 8 8 6 6 2 Actuated Green, G (s) 82.0 73.9 73.9 77.3 71.8 71.8 15.1 15.1 15.1 15.1 15.1 Effective Green, g (s) 84.0 74.9 74.9 79.3 72.8 72.8 16.1 16.1 16.1 16.1 16.1 Actuated g/C Ratio 0.76 0.68 0.68 0.72 0.66 0.66 0.15 0.15 0.15 0.15 0.15 Clearance Time (s) 4.0 5.5 5.5 4.0 5.0 5.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 556 2409 1047 367 2342 1009 119 263 213 192 263 v/s Ratio Prot c0.02 c0.32 0.01 0.20 0.02 0.08 v/s Ratio Perm 0.18 0.07 0.13 0.07 0.06 0.00 c0.08 v/c Ratio 0.27 0.47 0.10 0.20 0.30 0.10 0.39 0.15 0.03 0.57 0.54 Uniform Delay, d1 3.8 8.3 6.0 5.1 7.9 6.7 42.5 41.0 40.3 43.7 43.5 Progression Factor 0.44 0.67 0.38 0.26 0.16 0.12 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.6 0.2 0.2 0.3 0.2 2.1 0.3 0.1 3.8 2.1 Delay (s) 1.9 6.1 2.4 1.5 1.6 1.0 44.6 41.3 40.3 47.5 45.6 Level of Service AAAAAADDDDD Approach Delay (s) 5.3 1.5 42.1 46.4 Approach LOS A A D D Intersection Summary HCM 2000 Control Delay 9.9 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.48 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 12.5 Intersection Capacity Utilization 53.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM Unsignalized Intersection Capacity Analysis 1: Mason Street & Kensington Drive 02/03/2017 2021 Background - PM Peak Hour Fort Collins Jeep Dealership Traffic Impact Study Synchro 9 Report Fox Tuttle Hernandez Transportation Group Page 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 48 80 239 49 58 371 Future Volume (Veh/h) 48 80 239 49 58 371 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.89 0.89 0.92 0.92 0.87 0.87 Hourly flow rate (vph) 54 90 260 53 67 426 Pedestrians 8 Lane Width (ft) 12.0 Walking Speed (ft/s) 4.0 Percent Blockage 1 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 520 pX, platoon unblocked 0.99 0.99 0.99 vC, conflicting volume 854 294 321 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 849 285 312 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 83 88 95 cM capacity (veh/h) 309 743 1231 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 144 313 493 Volume Left 54 0 67 Volume Right 90 53 0 cSH 486 1700 1231 Volume to Capacity 0.30 0.18 0.05 Queue Length 95th (ft) 31 0 4 Control Delay (s) 15.5 0.0 1.6 Lane LOS C A Approach Delay (s) 15.5 0.0 1.6 Approach LOS C Intersection Summary Average Delay 3.2 Intersection Capacity Utilization 56.0% ICU Level of Service B Analysis Period (min) 15 Queues 112: Mason Street & Harmony 02/03/2017 2021 Background - PM Peak Hour Fort Collins Jeep Dealership Traffic Impact Study Synchro 9 Report Fox Tuttle Hernandez Transportation Group Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 118 1027 167 151 1544 157 166 105 157 118 458 v/c Ratio 0.59 0.59 0.21 0.52 0.90 0.20 1.03 0.17 0.27 0.40 0.98 Control Delay 26.2 20.6 5.4 14.0 29.5 2.3 113.0 29.3 5.6 42.9 75.5 Queue Delay 0.0 0.3 0.0 0.0 7.5 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 26.2 20.9 5.4 14.0 37.0 2.3 113.0 29.3 5.6 42.9 75.5 Queue Length 50th (ft) 37 288 31 27 603 0 ~97 57 0 77 306 Queue Length 95th (ft) 85 348 62 42 697 28 #193 92 34 119 #418 Internal Link Dist (ft) 416 458 571 440 Turn Bay Length (ft) 190 115 170 115 105 105 90 Base Capacity (vph) 218 1754 812 288 1717 768 161 600 587 297 467 Starvation Cap Reductn 0 234 0 0 156 000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.54 0.68 0.21 0.52 0.99 0.20 1.03 0.17 0.27 0.40 0.98 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM Signalized Intersection Capacity Analysis 112: Mason Street & Harmony 02/03/2017 2021 Background - PM Peak Hour Fort Collins Jeep Dealership Traffic Impact Study Synchro 9 Report Fox Tuttle Hernandez Transportation Group Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 105 914 149 133 1359 138 136 86 129 94 128 238 Future Volume (vph) 105 914 149 133 1359 138 136 86 129 94 128 238 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 12 12 12 12 12 11 11 10 11 13 8 Total Lost time (s) 3.0 4.5 4.5 3.0 4.0 4.0 4.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.96 1.00 1.00 0.93 1.00 1.00 0.98 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.90 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1711 3539 1527 1770 3539 1467 1711 1801 1448 1700 1704 Flt Permitted 0.07 1.00 1.00 0.18 1.00 1.00 0.12 1.00 1.00 0.69 1.00 Satd. Flow (perm) 121 3539 1527 344 3539 1467 218 1801 1448 1234 1704 Peak-hour factor, PHF 0.89 0.89 0.89 0.88 0.88 0.88 0.82 0.82 0.82 0.80 0.80 0.80 Adj. Flow (vph) 118 1027 167 151 1544 157 166 105 157 118 160 298 RTOR Reduction (vph) 0 0 55 0 0 56 0 0 105 0 56 0 Lane Group Flow (vph) 118 1027 112 151 1544 101 166 105 52 118 402 0 Confl. Peds. (#/hr) 11 3 3 11 10 5 5 10 Confl. Bikes (#/hr) 8 21 2 3 Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm Perm NA Protected Phases 7 4 3 8 1 6 2 Permitted Phases 4 4 8 8 6 6 2 Actuated Green, G (s) 67.3 58.5 58.5 64.2 57.2 57.2 39.0 39.0 39.0 28.0 28.0 Effective Green, g (s) 69.3 59.5 59.5 66.2 58.2 58.2 40.0 40.0 40.0 29.0 29.0 Actuated g/C Ratio 0.58 0.50 0.50 0.55 0.49 0.49 0.33 0.33 0.33 0.24 0.24 Clearance Time (s) 4.0 5.5 5.5 4.0 5.0 5.0 5.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 199 1754 757 284 1716 711 159 600 482 298 411 v/s Ratio Prot c0.05 0.29 0.04 c0.44 c0.06 0.06 0.24 v/s Ratio Perm 0.29 0.07 0.26 0.07 c0.29 0.04 0.10 v/c Ratio 0.59 0.59 0.15 0.53 0.90 0.14 1.04 0.17 0.11 0.40 0.98 Uniform Delay, d1 23.5 21.5 16.5 15.5 28.2 17.1 36.3 28.3 27.7 38.2 45.2 Progression Factor 0.85 0.89 0.77 0.68 0.74 0.27 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.3 1.3 0.4 1.9 7.9 0.4 83.5 0.6 0.5 0.9 38.1 Delay (s) 24.1 20.3 13.0 12.4 28.7 5.0 119.8 29.0 28.1 39.0 83.3 Level of Service C C B B C A F C C D F Approach Delay (s) 19.7 25.4 63.9 74.2 Approach LOS B C E E Intersection Summary HCM 2000 Control Delay 34.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.95 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 16.5 Intersection Capacity Utilization 87.1% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group Fort Collins Jeep Dealership Traffic Impact Study September 8, 2017 Intersection Capacity Worksheets: 2021 Background With Improvements Queues 112: Mason Street & Harmony 02/03/2017 2021 Background (with improvements) - AM Peak Hour Fort Collins Jeep Dealership Traffic Impact Study Synchro 9 Report Fox Tuttle Hernandez Transportation Group Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 151 1141 139 74 710 155 46 40 46 109 96 75 v/c Ratio 0.27 0.47 0.13 0.19 0.30 0.15 0.26 0.15 0.17 0.57 0.34 0.28 Control Delay 2.7 6.9 1.4 1.9 1.8 0.5 42.7 39.5 6.3 53.9 43.7 11.3 Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 2.7 7.0 1.4 1.9 1.8 0.5 42.7 39.5 6.3 53.9 43.7 11.3 Queue Length 50th (ft) 7 181 2 1 12 0 29 25 0 73 62 0 Queue Length 95th (ft) 12 311 27 m4 58 6 45 40 7 70 61 7 Internal Link Dist (ft) 416 458 571 440 Turn Bay Length (ft) 190 115 170 115 105 105 90 200 Base Capacity (vph) 577 2434 1088 399 2343 1061 301 442 406 322 472 393 Starvation Cap Reductn 0 297 0000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.26 0.53 0.13 0.19 0.30 0.15 0.15 0.09 0.11 0.34 0.20 0.19 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM Signalized Intersection Capacity Analysis 112: Mason Street & Harmony 02/03/2017 2021 Background (with improvements) - AM Peak Hour Fort Collins Jeep Dealership Traffic Impact Study Synchro 9 Report Fox Tuttle Hernandez Transportation Group Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 136 1027 125 58 554 121 32 28 32 61 54 42 Future Volume (vph) 136 1027 125 58 554 121 32 28 32 61 54 42 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 12 12 12 12 12 11 11 10 11 13 8 Total Lost time (s) 3.0 4.5 4.5 3.0 4.0 4.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 0.96 1.00 1.00 0.99 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1708 3539 1538 1769 3539 1525 1711 1801 1458 1709 1925 1372 Flt Permitted 0.34 1.00 1.00 0.21 1.00 1.00 0.68 1.00 1.00 0.73 1.00 1.00 Satd. Flow (perm) 610 3539 1538 397 3539 1525 1229 1801 1458 1315 1925 1372 Peak-hour factor, PHF 0.90 0.90 0.90 0.78 0.78 0.78 0.70 0.70 0.70 0.56 0.56 0.56 Adj. Flow (vph) 151 1141 139 74 710 155 46 40 46 109 96 75 RTOR Reduction (vph) 0 0 31 0 0 52 0 0 39 0 0 64 Lane Group Flow (vph) 151 1141 108 74 710 103 46 40 7 109 96 11 Confl. Peds. (#/hr) 5 2 2 5 1 1 Confl. Bikes (#/hr) 5 2 Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm Perm NA Perm Protected Phases 7 4 3 8 6 2 Permitted Phases 4 4 8 8 6 6 2 2 Actuated Green, G (s) 82.0 73.9 73.9 77.3 71.8 71.8 15.1 15.1 15.1 15.1 15.1 15.1 Effective Green, g (s) 84.0 74.9 74.9 79.3 72.8 72.8 16.1 16.1 16.1 16.1 16.1 16.1 Actuated g/C Ratio 0.76 0.68 0.68 0.72 0.66 0.66 0.15 0.15 0.15 0.15 0.15 0.15 Clearance Time (s) 4.0 5.5 5.5 4.0 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 556 2409 1047 367 2342 1009 179 263 213 192 281 200 v/s Ratio Prot c0.02 c0.32 0.01 0.20 0.02 0.05 v/s Ratio Perm 0.18 0.07 0.13 0.07 0.04 0.00 c0.08 0.01 v/c Ratio 0.27 0.47 0.10 0.20 0.30 0.10 0.26 0.15 0.03 0.57 0.34 0.05 Uniform Delay, d1 3.8 8.3 6.0 5.1 7.9 6.7 41.6 41.0 40.3 43.7 42.2 40.4 Progression Factor 0.44 0.67 0.38 0.26 0.16 0.12 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.6 0.2 0.2 0.3 0.2 0.8 0.3 0.1 3.8 0.7 0.1 Delay (s) 1.9 6.1 2.4 1.5 1.6 1.0 42.4 41.3 40.3 47.5 42.9 40.5 Level of Service AAAAAADDDDDD Approach Delay (s) 5.3 1.5 41.3 44.1 Approach LOS A A D D Intersection Summary HCM 2000 Control Delay 9.6 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.48 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 12.5 Intersection Capacity Utilization 53.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Queues 112: Mason Street & Harmony 02/03/2017 2021 Background (with improvements) - PM Peak Hour Fort Collins Jeep Dealership Traffic Impact Study Synchro 9 Report Fox Tuttle Hernandez Transportation Group Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 118 1027 167 151 1544 157 166 105 157 118 160 298 v/c Ratio 0.59 0.59 0.21 0.52 0.90 0.20 0.47 0.17 0.27 0.40 0.34 0.68 Control Delay 26.2 20.6 5.4 14.0 29.5 2.3 34.4 29.3 5.6 42.9 40.2 28.0 Queue Delay 0.0 0.3 0.0 0.0 7.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 26.2 20.9 5.4 14.0 37.0 2.3 34.4 29.3 5.6 42.9 40.2 28.0 Queue Length 50th (ft) 37 288 31 27 603 0 93 57 0 77 103 100 Queue Length 95th (ft) 85 348 62 42 697 28 135 92 34 119 146 160 Internal Link Dist (ft) 416 458 571 440 Turn Bay Length (ft) 190 115 170 115 105 105 90 200 Base Capacity (vph) 218 1754 812 288 1717 768 351 600 587 297 465 439 Starvation Cap Reductn 0 234 0 0 156 0000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.54 0.68 0.21 0.52 0.99 0.20 0.47 0.17 0.27 0.40 0.34 0.68 Intersection Summary HCM Signalized Intersection Capacity Analysis 112: Mason Street & Harmony 02/03/2017 2021 Background (with improvements) - PM Peak Hour Fort Collins Jeep Dealership Traffic Impact Study Synchro 9 Report Fox Tuttle Hernandez Transportation Group Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 105 914 149 133 1359 138 136 86 129 94 128 238 Future Volume (vph) 105 914 149 133 1359 138 136 86 129 94 128 238 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 12 12 12 12 12 11 11 10 11 13 8 Total Lost time (s) 3.0 4.5 4.5 3.0 4.0 4.0 4.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.96 1.00 1.00 0.93 1.00 1.00 0.98 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1711 3539 1527 1770 3539 1467 1703 1801 1448 1700 1925 1332 Flt Permitted 0.07 1.00 1.00 0.18 1.00 1.00 0.50 1.00 1.00 0.69 1.00 1.00 Satd. Flow (perm) 121 3539 1527 344 3539 1467 894 1801 1448 1234 1925 1332 Peak-hour factor, PHF 0.89 0.89 0.89 0.88 0.88 0.88 0.82 0.82 0.82 0.80 0.80 0.80 Adj. Flow (vph) 118 1027 167 151 1544 157 166 105 157 118 160 298 RTOR Reduction (vph) 0 0 55 0 0 56 0 0 105 0 0 118 Lane Group Flow (vph) 118 1027 112 151 1544 101 166 105 52 118 160 180 Confl. Peds. (#/hr) 11 3 3 11 10 5 5 10 Confl. Bikes (#/hr) 8 21 2 3 Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm Perm NA Perm Protected Phases 7 4 3 8 1 6 2 Permitted Phases 4 4 8 8 6 6 2 2 Actuated Green, G (s) 67.3 58.5 58.5 64.2 57.2 57.2 39.0 39.0 39.0 28.0 28.0 28.0 Effective Green, g (s) 69.3 59.5 59.5 66.2 58.2 58.2 40.0 40.0 40.0 29.0 29.0 29.0 Actuated g/C Ratio 0.58 0.50 0.50 0.55 0.49 0.49 0.33 0.33 0.33 0.24 0.24 0.24 Clearance Time (s) 4.0 5.5 5.5 4.0 5.0 5.0 5.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 199 1754 757 284 1716 711 345 600 482 298 465 321 v/s Ratio Prot c0.05 0.29 0.04 c0.44 c0.03 0.06 0.08 v/s Ratio Perm 0.29 0.07 0.26 0.07 0.13 0.04 0.10 c0.14 v/c Ratio 0.59 0.59 0.15 0.53 0.90 0.14 0.48 0.17 0.11 0.40 0.34 0.56 Uniform Delay, d1 23.5 21.5 16.5 15.5 28.2 17.1 31.1 28.3 27.7 38.2 37.6 39.9 Progression Factor 0.85 0.89 0.77 0.68 0.74 0.27 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.3 1.3 0.4 1.9 7.9 0.4 1.1 0.6 0.5 0.9 0.4 2.2 Delay (s) 24.1 20.3 13.0 12.4 28.7 5.0 32.1 29.0 28.1 39.0 38.1 42.2 Level of Service C C B B C A CCCDDD Approach Delay (s) 19.7 25.4 29.9 40.4 Approach LOS B C C D Intersection Summary HCM 2000 Control Delay 26.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.76 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 16.5 Intersection Capacity Utilization 85.9% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group Fort Collins Jeep Dealership Traffic Impact Study September 8, 2017 Intersection Capacity Worksheets: 2021 Background + Project HCM Unsignalized Intersection Capacity Analysis 1: Mason Street & Kensington Drive 03/09/2017 2021 Background + Project - AM Peak Hour Fort Collins Jeep Dealership Traffic Impact Study Synchro 9 Report Fox Tuttle Hernandez Transportation Group Page 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 5 18 164 64 26 108 Future Volume (Veh/h) 5 18 164 64 26 108 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.56 0.56 0.66 0.66 0.82 0.82 Hourly flow rate (vph) 9 32 248 97 32 132 Pedestrians 1 Lane Width (ft) 12.0 Walking Speed (ft/s) 4.0 Percent Blockage 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 520 pX, platoon unblocked vC, conflicting volume 494 296 345 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 494 296 345 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 98 96 97 cM capacity (veh/h) 520 743 1214 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 41 345 164 Volume Left 9 0 32 Volume Right 32 97 0 cSH 679 1700 1214 Volume to Capacity 0.06 0.20 0.03 Queue Length 95th (ft) 5 0 2 Control Delay (s) 10.6 0.0 1.8 Lane LOS B A Approach Delay (s) 10.6 0.0 1.8 Approach LOS B Intersection Summary Average Delay 1.3 Intersection Capacity Utilization 33.0% ICU Level of Service A Analysis Period (min) 15 Queues 112: Mason Street & Harmony 03/09/2017 2021 Background + Project - AM Peak Hour Fort Collins Jeep Dealership Traffic Impact Study Synchro 9 Report Fox Tuttle Hernandez Transportation Group Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 170 1141 139 74 727 160 46 43 46 120 175 v/c Ratio 0.31 0.47 0.13 0.19 0.31 0.15 0.37 0.16 0.17 0.60 0.58 Control Delay 3.0 7.2 1.5 2.0 2.0 0.5 48.3 39.1 6.2 55.0 41.3 Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 3.0 7.3 1.5 2.0 2.0 0.5 48.3 39.1 6.2 55.0 41.3 Queue Length 50th (ft) 8 187 4 2 15 0 30 27 0 80 94 Queue Length 95th (ft) 13 311 27 m4 66 6 47 42 7 76 79 Internal Link Dist (ft) 208 458 571 350 Turn Bay Length (ft) 190 115 170 115 105 105 90 Base Capacity (vph) 561 2411 1078 394 2312 1051 200 442 406 321 466 Starvation Cap Reductn 0 304 000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.30 0.54 0.13 0.19 0.31 0.15 0.23 0.10 0.11 0.37 0.38 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM Signalized Intersection Capacity Analysis 112: Mason Street & Harmony 03/09/2017 2021 Background + Project - AM Peak Hour Fort Collins Jeep Dealership Traffic Impact Study Synchro 9 Report Fox Tuttle Hernandez Transportation Group Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 153 1027 125 58 567 125 32 30 32 67 55 43 Future Volume (vph) 153 1027 125 58 567 125 32 30 32 67 55 43 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 12 12 12 12 12 11 11 10 11 13 8 Total Lost time (s) 3.0 4.5 4.5 3.0 4.0 4.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 0.96 1.00 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.93 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1708 3539 1538 1769 3539 1525 1711 1801 1458 1709 1798 Flt Permitted 0.33 1.00 1.00 0.21 1.00 1.00 0.45 1.00 1.00 0.73 1.00 Satd. Flow (perm) 592 3539 1538 395 3539 1525 815 1801 1458 1311 1798 Peak-hour factor, PHF 0.90 0.90 0.90 0.78 0.78 0.78 0.70 0.70 0.70 0.56 0.56 0.56 Adj. Flow (vph) 170 1141 139 74 727 160 46 43 46 120 98 77 RTOR Reduction (vph) 0 0 32 0 0 56 0 0 39 0 29 0 Lane Group Flow (vph) 170 1141 107 74 727 104 46 43 7 120 146 0 Confl. Peds. (#/hr) 5 2 2 5 1 1 Confl. Bikes (#/hr) 5 2 Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm Perm NA Protected Phases 7 4 3 8 6 2 Permitted Phases 4 4 8 8 6 6 2 Actuated Green, G (s) 81.5 73.1 73.1 76.4 70.8 70.8 15.8 15.8 15.8 15.8 15.8 Effective Green, g (s) 83.5 74.1 74.1 78.4 71.8 71.8 16.8 16.8 16.8 16.8 16.8 Actuated g/C Ratio 0.76 0.67 0.67 0.71 0.65 0.65 0.15 0.15 0.15 0.15 0.15 Clearance Time (s) 4.0 5.5 5.5 4.0 5.0 5.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 544 2383 1036 363 2310 995 124 275 222 200 274 v/s Ratio Prot c0.03 c0.32 0.01 0.21 0.02 0.08 v/s Ratio Perm 0.21 0.07 0.13 0.07 0.06 0.00 c0.09 v/c Ratio 0.31 0.48 0.10 0.20 0.31 0.10 0.37 0.16 0.03 0.60 0.53 Uniform Delay, d1 4.0 8.6 6.3 5.4 8.3 7.1 41.9 40.4 39.7 43.5 43.0 Progression Factor 0.43 0.67 0.38 0.26 0.18 0.12 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.6 0.2 0.2 0.3 0.2 1.9 0.3 0.1 4.8 2.0 Delay (s) 2.0 6.4 2.6 1.7 1.8 1.0 43.7 40.7 39.7 48.3 45.0 Level of Service AAAAAADDDDD Approach Delay (s) 5.6 1.7 41.4 46.3 Approach LOS A A D D Intersection Summary HCM 2000 Control Delay 10.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.50 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 12.5 Intersection Capacity Utilization 53.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM Unsignalized Intersection Capacity Analysis 113: Harmony & Access #2 03/09/2017 2021 Background + Project - AM Peak Hour Fort Collins Jeep Dealership Traffic Impact Study Synchro 9 Report Fox Tuttle Hernandez Transportation Group Page 4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 1305 629 13 0 4 Future Volume (Veh/h) 0 1305 629 13 0 4 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 0 1535 740 15 0 5 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 208 288 pX, platoon unblocked 0.92 0.90 0.92 vC, conflicting volume 755 1515 378 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 549 939 137 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 99 cM capacity (veh/h) 931 237 812 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 Volume Total 768 768 493 262 5 Volume Left 00000 Volume Right 0 0 0 15 5 cSH 1700 1700 1700 1700 812 Volume to Capacity 0.45 0.45 0.29 0.15 0.01 Queue Length 95th (ft) 00000 Control Delay (s) 0.0 0.0 0.0 0.0 9.5 Lane LOS A Approach Delay (s) 0.0 0.0 9.5 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 39.4% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 114: Mason Street & Access #1 03/09/2017 2021 Background + Project - AM Peak Hour Fort Collins Jeep Dealership Traffic Impact Study Synchro 9 Report Fox Tuttle Hernandez Transportation Group Page 5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 2 8 23 226 107 6 Future Volume (Veh/h) 2 8 23 226 107 6 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 2 9 27 266 126 7 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 430 pX, platoon unblocked vC, conflicting volume 450 130 133 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 450 130 133 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 99 98 cM capacity (veh/h) 557 920 1452 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 11 293 133 Volume Left 2 27 0 Volume Right 9 0 7 cSH 823 1452 1700 Volume to Capacity 0.01 0.02 0.08 Queue Length 95th (ft) 1 1 0 Control Delay (s) 9.4 0.8 0.0 Lane LOS A A Approach Delay (s) 9.4 0.8 0.0 Approach LOS A Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 29.8% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 1: Mason Street & Kensington Drive 03/09/2017 2021 Background + Project - PM Peak Hour Fort Collins Jeep Dealership Traffic Impact Study Synchro 9 Report Fox Tuttle Hernandez Transportation Group Page 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 50 80 244 51 58 374 Future Volume (Veh/h) 50 80 244 51 58 374 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.89 0.89 0.92 0.92 0.87 0.87 Hourly flow rate (vph) 56 90 265 55 67 430 Pedestrians 8 Lane Width (ft) 12.0 Walking Speed (ft/s) 4.0 Percent Blockage 1 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 520 pX, platoon unblocked 1.00 1.00 1.00 vC, conflicting volume 864 300 328 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 862 297 324 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 82 88 95 cM capacity (veh/h) 304 735 1223 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 146 320 497 Volume Left 56 0 67 Volume Right 90 55 0 cSH 477 1700 1223 Volume to Capacity 0.31 0.19 0.05 Queue Length 95th (ft) 32 0 4 Control Delay (s) 15.9 0.0 1.6 Lane LOS C A Approach Delay (s) 15.9 0.0 1.6 Approach LOS C Intersection Summary Average Delay 3.2 Intersection Capacity Utilization 56.7% ICU Level of Service B Analysis Period (min) 15 Queues 112: Mason Street & Harmony 03/09/2017 2021 Background + Project - PM Peak Hour Fort Collins Jeep Dealership Traffic Impact Study Synchro 9 Report Fox Tuttle Hernandez Transportation Group Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 131 1027 167 151 1555 161 166 106 157 140 467 v/c Ratio 0.64 0.59 0.21 0.52 0.91 0.21 1.03 0.18 0.27 0.47 1.00 Control Delay 30.5 20.5 5.4 14.1 30.8 2.5 113.0 29.4 5.6 45.1 79.8 Queue Delay 0.0 0.3 0.0 0.0 9.8 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.5 20.8 5.4 14.1 40.6 2.5 113.0 29.4 5.6 45.1 79.8 Queue Length 50th (ft) 46 288 31 27 616 0 ~97 58 0 93 315 Queue Length 95th (ft) 99 348 62 43 #707 29 #193 92 34 139 #432 Internal Link Dist (ft) 208 458 571 350 Turn Bay Length (ft) 190 115 170 115 105 105 90 Base Capacity (vph) 218 1754 813 288 1709 775 161 600 588 297 468 Starvation Cap Reductn 0 234 0 0 156 000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.60 0.68 0.21 0.52 1.00 0.21 1.03 0.18 0.27 0.47 1.00 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM Signalized Intersection Capacity Analysis 112: Mason Street & Harmony 03/09/2017 2021 Background + Project - PM Peak Hour Fort Collins Jeep Dealership Traffic Impact Study Synchro 9 Report Fox Tuttle Hernandez Transportation Group Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 117 914 149 133 1368 142 136 87 129 112 130 243 Future Volume (vph) 117 914 149 133 1368 142 136 87 129 112 130 243 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 12 12 12 12 12 11 11 10 11 13 8 Total Lost time (s) 3.0 4.5 4.5 3.0 4.0 4.0 4.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 0.94 1.00 1.00 0.98 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.90 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1711 3539 1530 1770 3539 1489 1711 1801 1450 1700 1707 Flt Permitted 0.07 1.00 1.00 0.19 1.00 1.00 0.12 1.00 1.00 0.69 1.00 Satd. Flow (perm) 121 3539 1530 346 3539 1489 218 1801 1450 1232 1707 Peak-hour factor, PHF 0.89 0.89 0.89 0.88 0.88 0.88 0.82 0.82 0.82 0.80 0.80 0.80 Adj. Flow (vph) 131 1027 167 151 1555 161 166 106 157 140 162 304 RTOR Reduction (vph) 0 0 55 0 0 56 0 0 105 0 56 0 Lane Group Flow (vph) 131 1027 112 151 1555 105 166 106 52 140 411 0 Confl. Peds. (#/hr) 11 3 3 11 10 5 5 10 Confl. Bikes (#/hr) 5 2 Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm Perm NA Protected Phases 7 4 3 8 1 6 2 Permitted Phases 4 4 8 8 6 6 2 Actuated Green, G (s) 67.6 58.5 58.5 63.9 56.9 56.9 39.0 39.0 39.0 28.0 28.0 Effective Green, g (s) 69.6 59.5 59.5 65.9 57.9 57.9 40.0 40.0 40.0 29.0 29.0 Actuated g/C Ratio 0.58 0.50 0.50 0.55 0.48 0.48 0.33 0.33 0.33 0.24 0.24 Clearance Time (s) 4.0 5.5 5.5 4.0 5.0 5.0 5.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 204 1754 758 284 1707 718 159 600 483 297 412 v/s Ratio Prot c0.05 0.29 0.04 c0.44 c0.06 0.06 0.24 v/s Ratio Perm 0.32 0.07 0.26 0.07 c0.29 0.04 0.11 v/c Ratio 0.64 0.59 0.15 0.53 0.91 0.15 1.04 0.18 0.11 0.47 1.00 Uniform Delay, d1 26.1 21.5 16.5 15.5 28.7 17.3 36.3 28.3 27.7 38.9 45.5 Progression Factor 0.86 0.88 0.76 0.68 0.74 0.28 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.1 1.3 0.4 1.9 8.7 0.4 83.5 0.6 0.5 1.2 43.3 Delay (s) 28.6 20.3 12.9 12.4 30.0 5.3 119.8 29.0 28.1 40.1 88.8 Level of Service C C B B C A F C C D F Approach Delay (s) 20.2 26.5 63.8 77.6 Approach LOS C C E E Intersection Summary HCM 2000 Control Delay 35.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.96 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 16.5 Intersection Capacity Utilization 88.4% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group HCM Unsignalized Intersection Capacity Analysis 113: Harmony & Access #2 03/09/2017 2021 Background + Project - PM Peak Hour Fort Collins Jeep Dealership Traffic Impact Study Synchro 9 Report Fox Tuttle Hernandez Transportation Group Page 4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 1180 1738 9 0 14 Future Volume (Veh/h) 0 1180 1738 9 0 14 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 0 1388 2045 11 0 16 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 208 288 pX, platoon unblocked 0.59 0.64 0.59 vC, conflicting volume 2056 2744 1028 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1388 1882 0 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 97 cM capacity (veh/h) 286 40 635 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 Volume Total 694 694 1363 693 16 Volume Left 00000 Volume Right 0 0 0 11 16 cSH 1700 1700 1700 1700 635 Volume to Capacity 0.41 0.41 0.80 0.41 0.03 Queue Length 95th (ft) 00002 Control Delay (s) 0.0 0.0 0.0 0.0 10.8 Lane LOS B Approach Delay (s) 0.0 0.0 10.8 Approach LOS B Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 58.3% ICU Level of Service B Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 114: Mason Street & Access #1 03/09/2017 2021 Background + Project - PM Peak Hour Fort Collins Jeep Dealership Traffic Impact Study Synchro 9 Report Fox Tuttle Hernandez Transportation Group Page 5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 7 25 17 288 419 5 Future Volume (Veh/h) 7 25 17 288 419 5 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 8 29 20 339 493 6 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 430 pX, platoon unblocked 0.96 vC, conflicting volume 875 496 499 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 848 496 499 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 97 95 98 cM capacity (veh/h) 312 574 1065 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 37 359 499 Volume Left 8 20 0 Volume Right 29 0 6 cSH 486 1065 1700 Volume to Capacity 0.08 0.02 0.29 Queue Length 95th (ft) 6 1 0 Control Delay (s) 13.0 0.7 0.0 Lane LOS B A Approach Delay (s) 13.0 0.7 0.0 Approach LOS B Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 39.1% ICU Level of Service A Analysis Period (min) 15 Fort Collins Jeep Dealership Traffic Impact Study September 8, 2017 Intersection Capacity Worksheets: 2021 Background + Project With Improvements Queues 112: Mason Street & Harmony 03/09/2017 2021 Background + Project (with Improvements) - AM Peak Hour Fort Collins Jeep Dealership Traffic Impact Study Synchro 9 Report Fox Tuttle Hernandez Transportation Group Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 170 1141 139 74 727 160 46 43 46 120 98 77 v/c Ratio 0.31 0.47 0.13 0.19 0.31 0.15 0.25 0.16 0.17 0.60 0.33 0.28 Control Delay 3.0 7.2 1.5 2.0 2.0 0.5 41.9 39.1 6.2 55.0 42.9 10.9 Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 3.0 7.3 1.5 2.0 2.0 0.5 41.9 39.1 6.2 55.0 42.9 10.9 Queue Length 50th (ft) 8 187 4 2 15 0 29 27 0 80 63 0 Queue Length 95th (ft) 13 311 27 m4 66 6 45 42 7 76 62 7 Internal Link Dist (ft) 208 458 571 350 Turn Bay Length (ft) 190 115 170 115 105 105 90 200 Base Capacity (vph) 561 2411 1078 394 2312 1051 299 442 406 321 472 394 Starvation Cap Reductn 0 304 0000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.30 0.54 0.13 0.19 0.31 0.15 0.15 0.10 0.11 0.37 0.21 0.20 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM Signalized Intersection Capacity Analysis 112: Mason Street & Harmony 03/09/2017 2021 Background + Project (with Improvements) - AM Peak Hour Fort Collins Jeep Dealership Traffic Impact Study Synchro 9 Report Fox Tuttle Hernandez Transportation Group Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 153 1027 125 58 567 125 32 30 32 67 55 43 Future Volume (vph) 153 1027 125 58 567 125 32 30 32 67 55 43 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 12 12 12 12 12 11 11 10 11 13 8 Total Lost time (s) 3.0 4.5 4.5 3.0 4.0 4.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 0.96 1.00 1.00 0.99 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1708 3539 1538 1769 3539 1525 1711 1801 1458 1709 1925 1372 Flt Permitted 0.33 1.00 1.00 0.21 1.00 1.00 0.68 1.00 1.00 0.73 1.00 1.00 Satd. Flow (perm) 592 3539 1538 395 3539 1525 1222 1801 1458 1311 1925 1372 Peak-hour factor, PHF 0.90 0.90 0.90 0.78 0.78 0.78 0.70 0.70 0.70 0.56 0.56 0.56 Adj. Flow (vph) 170 1141 139 74 727 160 46 43 46 120 98 77 RTOR Reduction (vph) 0 0 32 0 0 56 0 0 39 0 0 65 Lane Group Flow (vph) 170 1141 107 74 727 104 46 43 7 120 98 12 Confl. Peds. (#/hr) 5 2 2 5 1 1 Confl. Bikes (#/hr) 5 2 Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm Perm NA Perm Protected Phases 7 4 3 8 6 2 Permitted Phases 4 4 8 8 6 6 2 2 Actuated Green, G (s) 81.5 73.1 73.1 76.4 70.8 70.8 15.8 15.8 15.8 15.8 15.8 15.8 Effective Green, g (s) 83.5 74.1 74.1 78.4 71.8 71.8 16.8 16.8 16.8 16.8 16.8 16.8 Actuated g/C Ratio 0.76 0.67 0.67 0.71 0.65 0.65 0.15 0.15 0.15 0.15 0.15 0.15 Clearance Time (s) 4.0 5.5 5.5 4.0 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 544 2383 1036 363 2310 995 186 275 222 200 294 209 v/s Ratio Prot c0.03 c0.32 0.01 0.21 0.02 0.05 v/s Ratio Perm 0.21 0.07 0.13 0.07 0.04 0.00 c0.09 0.01 v/c Ratio 0.31 0.48 0.10 0.20 0.31 0.10 0.25 0.16 0.03 0.60 0.33 0.06 Uniform Delay, d1 4.0 8.6 6.3 5.4 8.3 7.1 41.0 40.4 39.7 43.5 41.6 39.8 Progression Factor 0.43 0.67 0.38 0.26 0.18 0.12 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.6 0.2 0.2 0.3 0.2 0.7 0.3 0.1 4.8 0.7 0.1 Delay (s) 2.0 6.4 2.6 1.7 1.8 1.0 41.7 40.7 39.7 48.3 42.3 39.9 Level of Service AAAAAADDDDDD Approach Delay (s) 5.6 1.7 40.7 44.1 Approach LOS A A D D Intersection Summary HCM 2000 Control Delay 9.9 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.50 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 12.5 Intersection Capacity Utilization 53.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Queues 112: Mason Street & Harmony 03/09/2017 2021 Background + Project (with Improvements) - PM Peak Hour Fort Collins Jeep Dealership Traffic Impact Study Synchro 9 Report Fox Tuttle Hernandez Transportation Group Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 131 1027 167 151 1555 161 166 106 157 140 163 304 v/c Ratio 0.64 0.59 0.21 0.52 0.91 0.21 0.48 0.18 0.27 0.47 0.35 0.69 Control Delay 30.5 20.5 5.4 14.1 30.8 2.5 34.5 29.4 5.6 45.1 40.3 29.2 Queue Delay 0.0 0.3 0.0 0.0 9.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.5 20.8 5.4 14.1 40.6 2.5 34.5 29.4 5.6 45.1 40.3 29.2 Queue Length 50th (ft) 46 288 31 27 616 0 93 58 0 93 105 106 Queue Length 95th (ft) 99 348 62 43 #707 29 135 92 34 139 148 167 Internal Link Dist (ft) 208 458 571 350 Turn Bay Length (ft) 190 115 170 115 105 105 90 200 Base Capacity (vph) 218 1754 813 288 1709 775 349 600 588 297 465 439 Starvation Cap Reductn 0 234 0 0 156 0000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.60 0.68 0.21 0.52 1.00 0.21 0.48 0.18 0.27 0.47 0.35 0.69 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM Signalized Intersection Capacity Analysis 112: Mason Street & Harmony 03/09/2017 2021 Background + Project (with Improvements) - PM Peak Hour Fort Collins Jeep Dealership Traffic Impact Study Synchro 9 Report Fox Tuttle Hernandez Transportation Group Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 117 914 149 133 1368 142 136 87 129 112 130 243 Future Volume (vph) 117 914 149 133 1368 142 136 87 129 112 130 243 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 12 12 12 12 12 11 11 10 11 13 8 Total Lost time (s) 3.0 4.5 4.5 3.0 4.0 4.0 4.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 0.94 1.00 1.00 0.98 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1711 3539 1530 1770 3539 1489 1703 1801 1450 1700 1925 1336 Flt Permitted 0.07 1.00 1.00 0.19 1.00 1.00 0.49 1.00 1.00 0.69 1.00 1.00 Satd. Flow (perm) 121 3539 1530 346 3539 1489 886 1801 1450 1232 1925 1336 Peak-hour factor, PHF 0.89 0.89 0.89 0.88 0.88 0.88 0.82 0.82 0.82 0.80 0.80 0.80 Adj. Flow (vph) 131 1027 167 151 1555 161 166 106 157 140 162 304 RTOR Reduction (vph) 0 0 55 0 0 56 0 0 105 0 0 117 Lane Group Flow (vph) 131 1027 112 151 1555 105 166 106 52 140 163 187 Confl. Peds. (#/hr) 11 3 3 11 10 5 5 10 Confl. Bikes (#/hr) 5 2 Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm Perm NA Perm Protected Phases 7 4 3 8 1 6 2 Permitted Phases 4 4 8 8 6 6 2 2 Actuated Green, G (s) 67.6 58.5 58.5 63.9 56.9 56.9 39.0 39.0 39.0 28.0 28.0 28.0 Effective Green, g (s) 69.6 59.5 59.5 65.9 57.9 57.9 40.0 40.0 40.0 29.0 29.0 29.0 Actuated g/C Ratio 0.58 0.50 0.50 0.55 0.48 0.48 0.33 0.33 0.33 0.24 0.24 0.24 Clearance Time (s) 4.0 5.5 5.5 4.0 5.0 5.0 5.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 204 1754 758 284 1707 718 342 600 483 297 465 322 v/s Ratio Prot c0.05 0.29 0.04 c0.44 c0.03 0.06 0.08 v/s Ratio Perm 0.32 0.07 0.26 0.07 0.13 0.04 0.11 c0.14 v/c Ratio 0.64 0.59 0.15 0.53 0.91 0.15 0.49 0.18 0.11 0.47 0.35 0.58 Uniform Delay, d1 26.1 21.5 16.5 15.5 28.7 17.3 31.1 28.3 27.7 38.9 37.7 40.1 Progression Factor 0.86 0.88 0.76 0.68 0.74 0.28 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.1 1.3 0.4 1.9 8.7 0.4 1.1 0.6 0.5 1.2 0.5 2.7 Delay (s) 28.6 20.3 12.9 12.4 30.0 5.3 32.2 29.0 28.1 40.1 38.2 42.8 Level of Service C C B B C A CCCDDD Approach Delay (s) 20.2 26.5 29.9 40.9 Approach LOS CCCD Intersection Summary HCM 2000 Control Delay 26.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.77 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 16.5 Intersection Capacity Utilization 87.2% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group