The URL can be used to link to this page

Home My WebLink AboutWOODSPRING SUITES - PDP190006 - SUBMITTAL DOCUMENTS - ROUND 2 - TRAFFIC STUDYTraffic Impact Study WoodSpring Suites Fort Collins, Colorado Prepared for: Tallgrass Hospitality, LLC T R A F F I C I M P A C T S T U D Y WoodSpring Suites Fort Collins, Colorado Prepared for Tallgrass Hospitality, LLC 250 North Water Suite 300 Wichita, KS 67202 Prepared by Kimley-Horn and Associates, Inc. 4582 South Ulster Street Suite 1500 Denver, Colorado 80237 (303) 228-2300 July 2019 This document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and adaptation by Kimley- Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc. 07/02/2019 Kimley-Horn and Associates, Inc. 096813000 – WoodSpring Suites Fort Collins Page i TABLE OF CONTENTS TABLE OF CONTENTS ................................................................................................... i APPENDICES .................................................................................................................. i LIST OF TABLES .............................................................................................................ii LIST OF FIGURES ...........................................................................................................ii 1.0 EXECUTIVE SUMMARY ........................................................................................... 1 2.0 INTRODUCTION ....................................................................................................... 4 3.0 EXISTING AND FUTURE CONDITIONS .................................................................. 6 3.1 Existing Study Area ...........................................................................................................6 3.2 Existing and Future Roadway Network ..............................................................................6 3.3 Existing Traffic Volumes ....................................................................................................8 3.4 Unspecified Development Traffic Growth ...........................................................................8 4.0 PROJECT TRAFFIC CHARACTERISTICS ............................................................. 13 4.1 Trip Generation................................................................................................................13 4.2 Trip Distribution ...............................................................................................................14 4.3 Traffic Assignment ...........................................................................................................14 4.4 Total (Background Plus Project) Traffic............................................................................17 5.0 TRAFFIC OPERATIONS ANALYSIS ...................................................................... 20 5.1 Analysis Methodology ......................................................................................................20 5.2 Key Intersection Operational Analysis .............................................................................21 5.4 CDOT Turn Bay Length Analysis .....................................................................................23 5.5 Turn Bay Vehicle Queuing Analysis .................................................................................24 6.0 CONCLUSIONS AND RECOMMENDATIONS ....................................................... 26 APPENDICES Appendix A – Intersection Count Sheets Appendix B – CDOT Traffic Data Appendix C – Trip Generation Worksheets Appendix D – Intersection Analysis Worksheets Appendix E – Queue Analysis Worksheets Appendix F – Conceptual Site Plan Kimley-Horn and Associates, Inc. 096813000 – WoodSpring Suites Fort Collins Page ii LIST OF TABLES Table 1 – WoodSpring Suites Hotel Traffic Generation .............................................................13 Table 2 – Level of Service Definitions .......................................................................................20 Table 3 – Mulberry Street (SH-14) and I-25 Frontage Road LOS Results .................................21 Table 4 – I-25 Frontage Road Access LOS Results ..................................................................22 Table 5 – Turn Lane Length Analysis Results ...........................................................................24 LIST OF FIGURES Figure 1 – Vicinity Map ................................................................................................................5 Figure 2 – Surrounding Site Area ................................................................................................7 Figure 3 – Existing Lane Configurations and Control...................................................................9 Figure 4 – Existing Traffic Volumes ...........................................................................................10 Figure 5 – 2020 Background Traffic Volumes............................................................................11 Figure 6 – 2040 Background Traffic Volumes............................................................................12 Figure 7 – Project Trip Distribution ............................................................................................15 Figure 8 – Project Traffic Assignment .......................................................................................16 Figure 9 – 2020 Background Plus Project Traffic Volumes ........................................................18 Figure 10 – 2040 Background Plus Project Traffic Volumes ......................................................19 Figure 11 – Recommended Lane Configurations and Control ...................................................25 Kimley-Horn and Associates, Inc. 096813000 – WoodSpring Suites Fort Collins Page 1 1.0 EXECUTIVE SUMMARY WoodSpring Suites in Fort Collins is a proposed hotel to be located within the southeast quadrant of the Mulberry Street (SH-14) and Interstate-25 interchange in Fort Collins, Colorado. The hotel is anticipated to be developed with 123 hotel rooms. It is expected that the project will be completed by 2020; therefore, analysis was conducted for the 2020 short term horizon as well as the 2040 long-term horizon. The purpose of this traffic study is to identify project traffic generation characteristics and potential project traffic related impacts on the local street system, as well as to develop mitigation measures required for identified impacts. The intersection of Mulberry Street (SH-14) and I-25 Frontage Road was incorporated into this traffic study in accordance with the City of Fort Collins and State of Colorado Department of Transportation (CDOT) standards and requirements. In addition, the proposed project access along the west side of the I-25 Frontage Road was also included for evaluation. Regional access will be provided by Interstate 25 (I-25) and Mulberry Street (SH-14). Primary access to the site will be provided by the Interstate-25 Frontage Road. Direct access to the project is proposed from one (1) full movement accesses being proposed along the west side of the I-25 Frontage Road. The project access is proposed to align with a full movement driveway that provides access to the existing Interstate Honda dealership, approximately 1,500 feet south of Mulberry Street (SH-14) (measured center to center). Additionally, a porte-cochere for passenger drop-off and pick-up is proposed along the west side of the I-25 Frontage Road, just north of this access. There will be an entrance curb cut and exit curb cut from this hotel porte- cochere. WoodSpring Suites in Fort Collins is expected to generate approximately 962 daily weekday trips with 56 of these trips occurring during the weekday morning peak hour and 66 trips occurring during the weekday afternoon peak hour. Distribution of project traffic was based on the existing and proposed area street system characteristics, existing traffic patterns, anticipated surrounding development in the area, and Kimley-Horn and Associates, Inc. 096813000 – WoodSpring Suites Fort Collins Page 2 the proposed access system for the project. Assignment of project traffic was based upon the trip generation described previously and the distributions developed. Based on the analysis presented in this report, Kimley-Horn believes the proposed WoodSpring Suites in Fort Collins, Colorado will be successfully incorporated into the existing and future roadway network. The proposed project development and expected traffic volumes resulted in the following recommendations and conclusions: • The threshold for requiring an access permit along CDOT roadways occurs when project traffic is anticipated to increase the existing access traffic volumes by more than 20 percent. Based on traffic projections, the addition of project traffic on the south leg of the I-25 Northbound Frontage Road at SH-14 (Mulberry Street) is not anticipated to increase existing access traffic volumes by more than 20 percent; therefore, it is not believed that CDOT will require an access permit at this location in association with this project. • The site proposes a new full movement access location along the west side of the I-25 Frontage Road. The project access is proposed to align with the full movement driveway that provides access to the existing Interstate Honda dealership, approximately 1,500 feet south of Mulberry Street (SH-14). The project access drive is recommended to have a R1-1 “STOP” sign installed for the exiting approach. A single exiting lane will be sufficient to accommodate exiting project traffic on the eastbound access approach. • The Colorado Department of Transportation (CDOT) plans to improve Interstate 25 (I-25) to include three lanes of travel in each direction south of Mulberry Street (SH-14). When this improvement occurs, the newly widened Interstate will occupy and cause the removal of the existing Frontage Road. It is understood that CDOT plans to remove the existing I-25 Frontage Road to the south of all existing commercial accesses in this area. When this occurs, there will be no through traffic to or from Prospect Road to the south along the I-25 Frontage Road. Therefore, it is anticipated that all project traffic will originate and depart from Mulberry Street (SH-14). It is anticipated that a cul-de-sac will be constructed at the termination of the I-25 Frontage Road to the south of this proposed project. Kimley-Horn and Associates, Inc. 096813000 – WoodSpring Suites Fort Collins Page 3 • The projected queue lengths may exceed the existing 175-foot northbound left storage lane at the intersection of Mulberry Street (SH-14) and I-25 Frontage Road. The existing northbound left storage lane cannot be further extended due to the existing back-to-back left turn lanes for the intersection of Denrose Court and the I-25 Frontage Road to the south. However, dual northbound left turn lanes could be considered here if desired. Since only a single southbound through lane from this intersection is needed instead of the existing two southbound receiving lanes, the northbound approach could be shifted over to the west to designate dual northbound left turn lanes. • Any on-site and off-site signing and striping improvements should be incorporated into the Civil Drawings and conform to City of Fort Collins and CDOT Standards as well as the Manual on Uniform Traffic Control Devices – 2009 Edition (MUTCD). Kimley-Horn and Associates, Inc. 096813000 – WoodSpring Suites Fort Collins Page 4 2.0 INTRODUCTION WoodSpring Suites in Fort Collins is a proposed hotel to be located within the southeast quadrant of the Mulberry Street (State-Highway 14) and Interstate-25 interchange in Fort Collins, Colorado. A vicinity map illustrating the project location is shown in Figure 1. The hotel is anticipated to be developed with 123 hotel rooms. A conceptual site plan illustrating the development is shown in Appendix F. It is expected that the project will be completed by 2020; therefore, analysis was conducted for the 2020 short term horizon as well as the 2040 long-term horizon. The purpose of this traffic study is to identify project traffic generation characteristics and potential project traffic related impacts on the local street system, as well as to develop mitigation measures required for identified impacts. The intersection of Mulberry Street (SH-14) and I-25 Frontage Road was incorporated into this traffic study in accordance with the City of Fort Collins and State of Colorado Department of Transportation (CDOT) standards and requirements. In addition, the proposed project access along the west side of the I-25 Frontage Road was also included for evaluation. Regional access will be provided by Interstate 25 (I-25) and Mulberry Street (SH-14). Primary access to the site will be provided by the Interstate-25 Frontage Road. Direct access to the project is proposed from one (1) full movement accesses being proposed along the west side of the I-25 Frontage Road. The project access is proposed to align with a full movement driveway that provides access to the existing Interstate Honda dealership, approximately 1,500 feet south of Mulberry Street (SH-14) (measured center to center). Additionally, a porte-cochere for passenger drop-off and pick-up is proposed along the west side of the I-25 Frontage Road, just north of this access. There will be an entrance curb cut and exit curb cut from this hotel porte- cochere. Kimley-Horn and Associates, Inc. 096813000 – WoodSpring Suites Fort Collins Page 6 3.0 EXISTING AND FUTURE CONDITIONS 3.1 Existing Study Area The existing site is comprised of a vacant land, while the immediate surrounding area mainly consists of commercial uses and other vacant land. Directly north of the project site is an existing Air Care Colorado car inspection station. Directly to the east of the project site is an Interstate Honda motorcycle dealership. Interstate 25 and the northbound off ramp to eastbound Mulberry Street (SH-14) acts as a boundary for the project site to the west. The land uses and roadway network surrounding the site are shown in Figure 2. 3.2 Existing and Future Roadway Network Mulberry Street (SH-14) provides two through lanes of travel both eastbound and westbound with left and right turn lanes at all major intersections and a posted speed limit of 50 miles per hour through the study area. The Interstate 25 Frontage Road is currently a three-lane roadway with one through lane in each direction as well as a shared two-way left turn lane. The Frontage Road turns into a two- lane roadway with a single lane of travel in each direction northbound and southbound just south of the project site. There are planned improvements to widen Interstate 25 adjacent to this portion of the I-25 Frontage Road to include three through lanes northbound and southbound. When this improvement occurs, the increased width of Interstate 25 will occupy and cause the removal of the existing I-25 Frontage Road. It is understood that the Colorado Department of Transportation (CDOT) has planned to eliminate the I-25 Frontage Road where it runs parallel to the Interstate in this section to the south of the proposed project. Therefore, it is anticipated that by the 2020 project build-out year the I-25 Frontage Road will be terminated south of the project site. The intersection of Mulberry Street (SH-14) and the I-25 Frontage Road is signalized with protected-permitted left turn phasing on the eastbound and westbound approaches and permitted-only phasing on the northbound and southbound approaches. The eastbound and westbound approaches of this intersection provide a left turn lane, two through lanes, and a right turn lane. The northbound and southbound approaches provide a left turn lane and a shared through/right turn lane. Kimley-Horn and Associates, Inc. 096813000 – WoodSpring Suites Fort Collins Page 8 The existing T-intersection of the I-25 Frontage Road and Interstate Honda access is unsignalized. No stop sign was observed to be present on the existing westbound approach from the private Interstate Honda access, but one was assumed for analysis purposes of this study. The northbound I-25 Frontage Road approach provides a shared through/right turn lane. The southbound I-25 Frontage Road approach provides one through lane and a two-way left turn lane. The westbound Interstate Honda driveway provides a single lane for shared left and right turning movements exiting the property. The intersection lane configuration and control for the study area key intersections are shown in Figure 3. 3.3 Existing Traffic Volumes Existing peak hour turning movement counts were conducted during morning and afternoon peak hours at the key intersection of Mulberry Street (SH-14) and I-25 Frontage Road on Thursday, March 28, 2019. Existing peak hour turning movement counts were also conducted at the I-25 Frontage Road Honda Access on Thursday, March 28, 2019 during morning peak hours and on Tuesday April 9, 2019 during afternoon peak hours due to equipment failure during the March 28th afternoon peak hour. Counts were conducted in 15-minute intervals during the morning and afternoon peak hours of adjacent street traffic from 7:00 AM to 9:00 AM and 4:00 PM to 6:00 PM on these count dates. Existing turning movement counts are shown in Figure 4 with count sheets provided in Appendix A. 3.4 Unspecified Development Traffic Growth Based on information provided on the website for CDOT, the 20-year growth factor along SH-14 (Mulberry Street) adjacent to the study area is 1.53. This value equates to an annual growth rate of approximately 2.15 percent per year. Traffic information from the CDOT Online Transportation Information System (OTIS) website is included in Appendix B. Based on this, a 2.15 percent annual growth rate was used to calculate future traffic volumes at the study area intersections. This annual growth rate was used to estimated short term 2020 and long term 2040 traffic volumes at the key intersections. Background traffic volumes for 2020 and 2040 are shown in Figure 5 and Figure 6, respectively. 160(149) 23(65) 50(109) 114(73) 27(21) 30(54) 73(100) 434(874) 151(230) 29(38) 891(664) 81(49) 24(75) 4(2) 48(58) 7(1) 2(4) 1(3) 164(155) 23(66) 51(111) 116(75) 28(21) 31(55) 75(102) 443(893) 158(237) 30(39) 910(678) 83(50) 11(3) 3(7) 251(236) 36(102) 78(170) 178(114) 42(33) 47(84) 114(156) 678(1366) 240(362) 45(59) 1393(1038) 127(77) 11(3) 3(7) Kimley-Horn and Associates, Inc. 096813000 – WoodSpring Suites Fort Collins Page 13 4.0 PROJECT TRAFFIC CHARACTERISTICS 4.1 Trip Generation Site-generated traffic estimates are determined through a process known as trip generation. Rates and/or equations are applied to the proposed land use to estimate traffic generated by the development during a specific time interval. The acknowledged source for trip generation rates is the Trip Generation Manual1 published by the Institute of Transportation Engineers (ITE). ITE has established trip rates in nationwide studies of similar land uses. For this study, Kimley-Horn used the ITE Trip Generation Report regression equations that apply to Hotel land use (ITE Code 310) for traffic associated with the development. WoodSpring Suites in Fort Collins is expected to generate approximately 962 daily weekday trips with 56 of these trips occurring during the weekday morning peak hour and 66 trips occurring during the weekday afternoon peak hour. Calculations were based on the procedure and information provided in the ITE Trip Generation Manual, 10th Edition – Volume 1: User’s Guide and Handbook, 2017. Table 1 summarizes the estimated trip generation for the proposed development. The trip generation worksheet is included in Appendix C. Table 1 – WoodSpring Suites Hotel Traffic Generation Land Use Vehicle Trips Daily AM Peak Hour PM Peak Hour In Out Total In Out Total Hotel (ITE #310) –123 Rooms 962 33 23 56 34 32 66 1 Institute of Transportation Engineers, Trip Generation Manual, Tenth Edition, Washington DC, 2017. Kimley-Horn and Associates, Inc. 096813000 – WoodSpring Suites Fort Collins Page 14 4.2 Trip Distribution Distribution of project traffic was based on the existing and proposed area street system characteristics, existing traffic patterns, anticipated surrounding development in the area, and the proposed access system for the project. Assignment of project traffic was based upon the trip generation described previously and the distributions developed. The directional distribution of traffic is a means to quantify the percentage of site-generated traffic that approaches the site from a given direction and departs the site back to the original source. As mentioned previously, there are planned improvements to widen Interstate-25, adjacent to the project site, to include three through lanes of travel in each direction. When this improvement occurs, the increased width of Interstate-25 will occupy and cause the removal of the existing I-25 Frontage Road. It is understood that CDOT has plans to eliminate the I-25 Frontage Road where it runs parallel to the Interstate in this area. It is anticipated that by the 2020 project build-out year the I-25 Frontage Road will be terminated south of the project site allowing no through traffic to or from Prospect Road to the south. Resultantly, the trip distribution for this project is anticipated to be entirely served to and from the north and Mulberry Street (SH-14). In addition to the proposed full movement project access along the west side of the I-25 Frontage Road, WoodSpring Suites also proposes a porte-cochere at the main entrance of the hotel. As shown in the attached site plan provided in Appendix F, the porte-cochere lane will provide a temporary parking area for arriving and departing guests to pick-up, drop-off, check-in, or check-out of the hotel as well as transport baggage. If long queues occur during peak hours, hotel guests are anticipated to bypass the porte-cochere lane and access the guest parking lot instead. It is anticipated that all hotel guests using the porte-cochere lane will ultimately use the proposed full movement access in order to access the provided guest parking lot. Therefore, only the proposed full movement site access was included for analysis. The project trip distribution is illustrated in Figure 7. 4.3 Traffic Assignment Traffic assignment was obtained by applying the project trip distribution to the estimated traffic generation of the development shown in Table 1. Site traffic assignment for the WoodSpring Suites in Fort Collins is shown in Figure 8. 20% 80% [100%] 100% [80%] [20%] 18(26) 5(6) 26(27) 7(7) 33(34) 23(32) Kimley-Horn and Associates, Inc. 096813000 – WoodSpring Suites Fort Collins Page 17 4.4 Total (Background Plus Project) Traffic Site traffic volumes were added to the background volumes to represent estimated traffic conditions for the short term 2020 horizon and long term 2040 horizon. These total traffic volumes for the site are illustrated for the 2020 and 2040 horizon years in Figures 9 and 10, respectively. 182(181) 23(66) 56(117) 116(75) 28(21) 31(55) 75(102) 443(893) 184(264) 30(39) 910(678) 90(57) 33(34) 11(3) 23(32) 3(7) 182(181) 23(66) 56(117) 116(75) 28(21) 31(55) 75(102) 443(893) 184(264) 30(39) 910(678) 90(57) 33(34) 11(3) 23(32) 3(7) Kimley-Horn and Associates, Inc. 096813000 – WoodSpring Suites Fort Collins Page 20 5.0 TRAFFIC OPERATIONS ANALYSIS Kimley-Horn’s analysis of traffic operations in the site vicinity was conducted to determine potential capacity deficiencies in the 2020 and 2040 development horizons at the identified key intersections and access driveways. The acknowledged source for determining overall capacity is the current edition of the Highway Capacity Manual (HCM)2. 5.1 Analysis Methodology Capacity analysis results are listed in terms of Level of Service (LOS). LOS is a qualitative term describing operating conditions a driver will experience while traveling on a particular street or highway during a specific time interval. It ranges from A (very little delay) to F (long delays and congestion). Typical standard traffic engineering practice recommends LOS D as the minimum threshold for acceptable operations. Table 2 shows the definition of level of service for signalized and unsignalized intersections. Table 2 – Level of Service Definitions Level of Service Signalized Intersection Average Total Delay (sec/veh) Unsignalized Intersection Average Total Delay (sec/veh) A ≤ 10 ≤ 10 B > 10 and ≤ 20 > 10 and ≤ 15 C > 20 and ≤ 35 > 15 and ≤ 25 D > 35 and ≤ 55 > 25 and ≤ 35 E > 55 and ≤ 80 > 35 and ≤ 50 F > 80 > 50 _______________ Definitions provided from the Highway Capacity Manual, Sixth Edition, Transportation Research Board, 2016. Study area intersections were analyzed based on average total delay analysis for signalized and unsignalized intersections. Under the unsignalized analysis, the LOS for a two-way stop- controlled intersection is determined by the computed or measured control delay and is defined for each minor movement. LOS for a two-way stop-controlled intersection is not defined for the intersection as a whole. LOS for a signalized and all-way stop controlled intersection is defined for each approach and for the overall intersection. 2 Transportation Research Board, Highway Capacity Manual, Sixth Edition, Washington DC, 2016. Kimley-Horn and Associates, Inc. 096813000 – WoodSpring Suites Fort Collins Page 21 5.2 Key Intersection Operational Analysis Calculations for the level of service at the key intersections and project access driveways for the study area are provided in Appendix D. The existing year analysis is based on the lane geometry and intersection control shown in Figure 3. Synchro traffic analysis software was used to analyze the study area intersections and access driveways. The Synchro Highway Capacity Manual (HCM) methodology reports were used to analyze intersection delay and level of service. Mulberry Street (SH-14) and I-25 Frontage Road The intersection of Mulberry Street (SH-14) and the I-25 Frontage Road is signalized with protected-permitted left turn phasing on the eastbound and westbound approaches and permitted-only phasing on the northbound and southbound approaches. The intersection currently operates acceptably with LOS C during the morning and afternoon peak hours under existing conditions. With the addition of project traffic and the existing lane configuration and control, this intersection is anticipated to continue operating acceptably with a LOS C during the peak hours in the 2020 project build out year and LOS D during the peak hours in the 2040 long term horizon. Table 3 provides the results of the level of service at this intersection. Table 3 – Mulberry Street (SH-14) and I-25 Frontage Road LOS Results Scenario AM Peak Hour PM Peak Hour Delay (sec/veh) LOS Delay (sec/veh) LOS 2019 Existing 26.4 C 25.0 C 2020 Background 26.9 C 25.5 C 2020 Background Plus Project 28.0 C 27.1 C 2040 Background 47.2 D 41.0 D 2040 Background Plus Project 49.4 D 45.2 D Kimley-Horn and Associates, Inc. 096813000 – WoodSpring Suites Fort Collins Page 22 I-25 Frontage Road Access The I-25 Frontage Road Access for the WoodSpring Suites project is proposed to align with an existing unsignalized T-intersection access serving Interstate Honda. No STOP sign was observed to be present on the existing westbound approach from the private Interstate Honda access, but one was assumed for analysis purposes of this study. With this control and the existing lane configurations, all movements at this existing Interstate Honda access intersection currently operate acceptably with a LOS A during the morning and afternoon peak hours. With completion of the WoodSpring Suites Fort Collins development, the site proposes a new full movement access to align with this intersection as a new west leg. This proposed eastbound, as well as the existing westbound, access drives are recommended to have R1-1 “STOP” signs installed for the exiting approaches. The northbound and southbound I-25 Frontage Road approaches are anticipated to use the existing two-way left turn lane and a shared through/right turn lane. For the eastbound and westbound access approaches, one shared movement lane will be sufficient for exiting traffic. As mentioned previously, it is understood that CDOT has planned for the elimination of the I-25 Frontage Road where it runs parallel to the Interstate with the anticipate widening of I-25. It is anticipated that by the 2020 project build-out year, the I-25 Frontage Road will be terminated south of this project site allowing no through traffic to or from Prospect Road to the south. When this improvement occurs, it is believed that this will be the last available access to the south along the I-25 Frontage Road so no northbound or southbound through volumes along the frontage road are anticipated at this intersection. Therefore, no delays are expected at this intersection in either the background or the background plus project scenarios. Table 4 provides the results of the level of service analysis for this intersection. Table 4 – I-25 Frontage Road Access LOS Results Scenario AM Peak Hour PM Peak Hour Delay (sec/veh) LOS Delay (sec/veh) LOS 2019 Existing Westbound Approach Southbound Left 9.0 7.3 A A 9.2 7.4 A A 2020 and 2040 Includes Termination of Frontage Road to South, so No Delay Kimley-Horn and Associates, Inc. 096813000 – WoodSpring Suites Fort Collins Page 23 5.4 CDOT Turn Bay Length Analysis Mulberry Street (SH-14) is a state owned and maintained facility. CDOT categorizes the segment of SH-14 through the study area as NR-A: Non-Rural Principal Highway. The threshold for requiring an access permit along CDOT roadways occurs when project traffic is anticipated to increase the existing access traffic volumes by more than 20 percent. Based on traffic projections, the addition of project traffic on the south leg of the I-25 Northbound Frontage Road at SH-14 (Mulberry Street) is not anticipated to increase existing access traffic volumes by more than 20 percent. The increase in traffic on the I-25 Frontage Road access to Mulberry Street (SH-14) is 11.4 percent during the morning peak hour and 10.6 percent during the afternoon peak hour. Therefore, it is believed that CDOT will not require an access permit at this location in association with this project. Kimley-Horn and Associates, Inc. 096813000 – WoodSpring Suites Fort Collins Page 24 5.5 Turn Bay Vehicle Queuing Analysis Turn lane length analysis was conducted for the study area intersection. Results were obtained from the 95th percentile queue lengths obtained from the Synchro analysis. Turn storage length analysis worksheets at the signalized intersection are provided in Appendix E. Results of the turn lane length analysis at the key study intersection are provided in Table 5. Table 5 – Turn Lane Length Analysis Results Intersection Turn Lane Existing Turn Lane Length (feet) 2020 Total Queue Length (feet) 2020 Recommended Turn Lane Length (feet) 2040 Total Queue Length (feet) 2040 Recommended Turn Lane Length (feet) Mulberry St (SH-14) & I-25 Frontage Rd Eastbound Left Eastbound Right Westbound Left Westbound Right Northbound Left Southbound Left 200’ C 275’ 325’ 175’ 25’ 75’ 128’ 71’ 17’ 305’ 100’ 200’ C 275’ 325’ 175’ # 25’ 166’ 228’ 115’ 29’ 544’ 144’ Kimley-Horn and Associates, Inc. 096813000 – WoodSpring Suites Fort Collins Page 26 6.0 CONCLUSIONS AND RECOMMENDATIONS Based on the analysis presented in this report, Kimley-Horn believes the proposed WoodSpring Suites in Fort Collins, Colorado will be successfully incorporated into the existing and future roadway network. The proposed project development and expected traffic volumes resulted in the following recommendations and conclusions: • The threshold for requiring an access permit along CDOT roadways occurs when project traffic is anticipated to increase the existing access traffic volumes by more than 20 percent. Based on traffic projections, the addition of project traffic on the south leg of the I-25 Northbound Frontage Road at SH-14 (Mulberry Street) is not anticipated to increase existing access traffic volumes by more than 20 percent; therefore, it is not believed that CDOT will require an access permit at this location in association with this project. • The site proposes a new full movement access location along the west side of the I-25 Frontage Road. The project access is proposed to align with the full movement driveway that provides access to the existing Interstate Honda dealership, approximately 1,500 feet south of Mulberry Street (SH-14). The project access drive is recommended to have a R1-1 “STOP” sign installed for the exiting approach. A single exiting lane will be sufficient to accommodate exiting project traffic on the eastbound access approach. • The Colorado Department of Transportation (CDOT) plans to improve Interstate 25 (I-25) to include three lanes of travel in each direction south of Mulberry Street (SH-14). When this improvement occurs, the newly widened Interstate will occupy and cause the removal of the existing Frontage Road. It is understood that CDOT plans to remove the existing I-25 Frontage Road to the south of all existing commercial accesses in this area. When this occurs, there will be no through traffic to or from Prospect Road to the south along the I-25 Frontage Road. Therefore, it is anticipated that all project traffic will originate and depart from Mulberry Street (SH-14). It is anticipated that a cul-de-sac will be constructed at the termination of the I-25 Frontage Road to the south of this proposed project. • The projected queue lengths may exceed the existing 175-foot northbound left storage lane at the intersection of Mulberry Street (SH-14) and I-25 Frontage Road. The existing Kimley-Horn and Associates, Inc. 096813000 – WoodSpring Suites Fort Collins Page 27 northbound left storage lane cannot be further extended due to the existing back-to-back left turn lanes for the intersection of Denrose Court and the I-25 Frontage Road to the south. However, dual northbound left turn lanes could be considered here if desired. Since only a single southbound through lane from this intersection is needed instead of the existing two southbound receiving lanes, the northbound approach could be shifted over to the west to designate dual northbound left turn lanes. • Any on-site and off-site signing and striping improvements should be incorporated into the Civil Drawings and conform to City of Fort Collins and CDOT Standards as well as the Manual on Uniform Traffic Control Devices – 2009 Edition (MUTCD). Kimley-Horn and Associates, Inc. 096813000 – WoodSpring Suites Fort Collins APPENDICES Kimley-Horn and Associates, Inc. 096813000 – WoodSpring Suites Fort Collins APPENDIX A Intersection Count Sheets File Name : Mulberry St & I25 NB Frontage Rd AM Site Code : IPO 426 Start Date : 3/28/2019 Page No : 1 Ft Collins, CO WoodSpring Suites AM Peak Mulberry St & I25 NB Frontage Rd Groups Printed- Automobiles Mulberry St Eastbound Mulberry St Westbound 858 Frontage Rd Northbound I25 NB Frontage Rd Southbound Start Time Left Thru Right U Turns App. Total Left Thru Right U Turns App. Total Left Thru Right U Turns App. Total Left Thru Right U Turns App. Total Int. Total 07:00 AM 18 107 39 0 164 18 175 6 0 199 28 5 16 0 49 8 8 30 0 46 458 07:15 AM 17 122 41 1 181 31 228 10 0 269 49 3 15 0 67 10 3 37 0 50 567 07:30 AM 13 98 41 3 155 22 242 7 0 271 46 9 11 0 66 9 8 23 0 40 532 07:45 AM 25 107 30 2 164 10 246 6 0 262 37 6 8 0 51 3 8 24 0 35 512 Total 73 434 151 6 664 81 891 29 0 1001 160 23 50 0 233 30 27 114 0 171 2069 08:00 AM 17 81 49 1 148 20 187 5 0 212 26 9 14 0 49 8 12 20 0 40 449 08:15 AM 10 76 33 2 121 15 153 4 0 172 39 6 16 0 61 11 7 17 0 35 389 08:30 AM 7 82 47 5 141 12 169 2 0 183 35 3 6 0 44 10 3 23 0 36 404 08:45 AM 10 89 52 3 154 16 154 6 0 176 35 11 14 0 60 4 5 12 0 21 411 Total 44 328 181 11 564 63 663 17 0 743 135 29 50 0 214 33 27 72 0 132 1653 Grand Total 117 762 332 17 1228 144 1554 46 0 1744 295 52 100 0 447 63 54 186 0 303 3722 Apprch % 9.5 62.1 27 1.4 8.3 89.1 2.6 0 66 11.6 22.4 0 20.8 17.8 61.4 0 Total % 3.1 20.5 8.9 0.5 33 3.9 41.8 1.2 0 46.9 7.9 1.4 2.7 0 12 1.7 1.5 5 0 8.1 File Name : Mulberry St & I25 NB Frontage Rd AM Site Code : IPO 426 Start Date : 3/28/2019 Page No : 2 Ft Collins, CO WoodSpring Suites AM Peak Mulberry St & I25 NB Frontage Rd I25 NB Frontage Rd Mulberry St Mulberry St 858 Frontage Rd Right 186 Thru 54 Left 63 U Turns 0 Out In Total 215 303 518 Right 46 Thru 1554 Left 144 U Turns 0 Out In Total 925 1744 2669 Left 295 Thru 52 Right 100 U Turns 0 Out In Total 530 447 977 Left 117 Thru 762 Right 332 U Turns 17 Out In Total 2035 1228 3263 3/28/2019 07:00 AM 3/28/2019 08:45 AM Automobiles North File Name : Mulberry St & I25 NB Frontage Rd AM Site Code : IPO 426 Start Date : 3/28/2019 Page No : 3 Ft Collins, CO WoodSpring Suites AM Peak Mulberry St & I25 NB Frontage Rd Mulberry St Eastbound Mulberry St Westbound 858 Frontage Rd Northbound I25 NB Frontage Rd Southbound Start Time Left Thru Right U Turns App. Total Left Thru Right U Turns App. Total Left Thru Right U Turns App. Total Left Thru Right U Turns App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 18 107 39 0 164 18 175 6 0 199 28 5 16 0 49 8 8 30 0 46 458 07:15 AM 17 122 41 1 181 31 228 10 0 269 49 3 15 0 67 10 3 37 0 50 567 07:30 AM 13 98 41 3 155 22 242 7 0 271 46 9 11 0 66 9 8 23 0 40 532 07:45 AM 25 107 30 2 164 10 246 6 0 262 37 6 8 0 51 3 8 24 0 35 512 Total Volume 73 434 151 6 664 81 891 29 0 1001 160 23 50 0 233 30 27 114 0 171 2069 % App. Total 11 65.4 22.7 0.9 8.1 89 2.9 0 68.7 9.9 21.5 0 17.5 15.8 66.7 0 PHF .730 .889 .921 .500 .917 .653 .905 .725 .000 .923 .816 .639 .781 .000 .869 .750 .844 .770 .000 .855 .912 I25 NB Frontage Rd Mulberry St Mulberry St 858 Frontage Rd Right 114 Thru 27 Left 30 U Turns 0 Out In Total 125 171 296 Right 29 Thru 891 Left 81 U Turns 0 Out In Total 514 1001 1515 Left File Name : Mulberry St & I25 NB Frontage Rd PM Site Code : IPO 426 Start Date : 3/28/2019 Page No : 1 Ft Collins, CO WoodSpring Suites PM Peak Mulberry St & I25 NB Frontage Rd Groups Printed- Automobiles Mulberry St Eastbound Mulberry St Westbound 858 Frontage Rd Northbound I25 NB Frontage Rd Southbound Start Time Left Thru Right U Turns App. Total Left Thru Right U Turns App. Total Left Thru Right U Turns App. Total Left Thru Right U Turns App. Total Int. Total 04:00 PM 26 177 59 1 263 11 146 10 0 167 40 20 31 0 91 9 4 11 0 24 545 04:15 PM 37 198 52 0 287 18 141 8 0 167 30 14 25 0 69 8 8 12 0 28 551 04:30 PM 19 214 51 1 285 6 164 9 0 179 46 13 30 0 89 17 6 26 0 49 602 04:45 PM 27 199 55 0 281 6 161 9 0 176 31 20 19 0 70 12 3 12 0 27 554 Total 109 788 217 2 1116 41 612 36 0 689 147 67 105 0 319 46 21 61 0 128 2252 05:00 PM 21 196 60 0 277 19 156 13 0 188 38 22 32 0 92 15 5 24 0 44 601 05:15 PM 33 265 64 0 362 18 183 7 0 208 34 10 28 0 72 10 7 11 0 28 670 05:30 PM 33 218 55 1 307 11 148 15 0 174 38 18 31 0 87 5 10 12 0 27 595 05:45 PM 32 160 29 1 222 16 146 8 1 171 33 13 15 0 61 6 3 10 0 19 473 Total 119 839 208 2 1168 64 633 43 1 741 143 63 106 0 312 36 25 57 0 118 2339 Grand Total 228 1627 425 4 2284 105 1245 79 1 1430 290 130 211 0 631 82 46 118 0 246 4591 Apprch % 10 71.2 18.6 0.2 7.3 87.1 5.5 0.1 46 20.6 33.4 0 33.3 18.7 48 0 Total % 5 35.4 9.3 0.1 49.7 2.3 27.1 1.7 0 31.1 6.3 2.8 4.6 0 13.7 1.8 1 2.6 0 5.4 File Name : Mulberry St & I25 NB Frontage Rd PM Site Code : IPO 426 Start Date : 3/28/2019 Page No : 2 Ft Collins, CO WoodSpring Suites PM Peak Mulberry St & I25 NB Frontage Rd I25 NB Frontage Rd Mulberry St Mulberry St 858 Frontage Rd Right 118 Thru 46 Left 82 U Turns 0 Out In Total 437 246 683 Right 79 Thru 1245 Left 105 U Turns 1 Out In Total 1920 1430 3350 Left 290 Thru 130 Right 211 U Turns 0 Out In Total 576 631 1207 Left 228 Thru 1627 Right 425 U Turns 4 Out In Total 1653 2284 3937 3/28/2019 04:00 PM 3/28/2019 05:45 PM Automobiles North File Name : Mulberry St & I25 NB Frontage Rd PM Site Code : IPO 426 Start Date : 3/28/2019 Page No : 3 Ft Collins, CO WoodSpring Suites PM Peak Mulberry St & I25 NB Frontage Rd Mulberry St Eastbound Mulberry St Westbound 858 Frontage Rd Northbound I25 NB Frontage Rd Southbound Start Time Left Thru Right U Turns App. Total Left Thru Right U Turns App. Total Left Thru Right U Turns App. Total Left Thru Right U Turns App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 19 214 51 1 285 6 164 9 0 179 46 13 30 0 89 17 6 26 0 49 602 04:45 PM 27 199 55 0 281 6 161 9 0 176 31 20 19 0 70 12 3 12 0 27 554 05:00 PM 21 196 60 0 277 19 156 13 0 188 38 22 32 0 92 15 5 24 0 44 601 05:15 PM 33 265 64 0 362 18 183 7 0 208 34 10 28 0 72 10 7 11 0 28 670 Total Volume 100 874 230 1 1205 49 664 38 0 751 149 65 109 0 323 54 21 73 0 148 2427 % App. Total 8.3 72.5 19.1 0.1 6.5 88.4 5.1 0 46.1 20.1 33.7 0 36.5 14.2 49.3 0 PHF .758 .825 .898 .250 .832 .645 .907 .731 .000 .903 .810 .739 .852 .000 .878 .794 .750 .702 .000 .755 .906 I25 NB Frontage Rd Mulberry St Mulberry St 858 Frontage Rd Right 73 Thru 21 Left 54 U Turns 0 Out In Total 203 148 351 Right 38 Thru 664 Left 49 U Turns 0 Out In Total File Name : 858 Frontage Rd & Honda W Access AM Site Code : IPO 426 Start Date : 3/28/2019 Page No : 1 Ft Collins, CO WoodSpring Suites AM Peak 858 Frontage Rd & Honda W Access Groups Printed- Automobiles Honda West Access Westbound 858 Frontage Rd Northbound 858 Frontage Rd Southbound Start Time Left Right U Turns App. Total Thru Right U Turns App. Total Left Thru U Turns App. Total Int. Total 07:00 AM 0 0 0 0 10 1 0 11 1 9 0 10 21 07:15 AM 0 0 0 0 5 0 0 5 1 15 0 16 21 07:30 AM 0 0 0 0 10 2 0 12 2 9 0 11 23 07:45 AM 0 0 0 0 2 1 0 3 1 14 0 15 18 Total 0 0 0 0 27 4 0 31 5 47 0 52 83 08:00 AM 1 1 0 2 6 1 0 7 0 14 0 14 23 08:15 AM 0 1 0 1 6 0 0 6 4 11 0 15 22 08:30 AM 0 2 0 2 7 1 0 8 0 6 0 6 16 08:45 AM 2 1 0 3 6 2 0 8 1 5 0 6 17 Total 3 5 0 8 25 4 0 29 5 36 0 41 78 Grand Total 3 5 0 8 52 8 0 60 10 83 0 93 161 Apprch % 37.5 62.5 0 86.7 13.3 0 10.8 89.2 0 Total % 1.9 3.1 0 5 32.3 5 0 37.3 6.2 51.6 0 57.8 File Name : 858 Frontage Rd & Honda W Access AM Site Code : IPO 426 Start Date : 3/28/2019 Page No : 2 Ft Collins, CO WoodSpring Suites AM Peak 858 Frontage Rd & Honda W Access 858 Frontage Rd Honda West Access 858 Frontage Rd Thru 83 Left 10 U Turns 0 Out In Total 57 93 150 Right 5 Left 3 U Turns 0 Out In Total 18 8 26 Thru 52 Right 8 U Turns 0 Out In Total 86 60 146 3/28/2019 07:00 AM 3/28/2019 08:45 AM Automobiles North File Name : 858 Frontage Rd & Honda W Access AM Site Code : IPO 426 Start Date : 3/28/2019 Page No : 3 Ft Collins, CO WoodSpring Suites AM Peak 858 Frontage Rd & Honda W Access Honda West Access Westbound 858 Frontage Rd Northbound 858 Frontage Rd Southbound Start Time Left Right U Turns App. Total Thru Right U Turns App. Total Left Thru U Turns App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 0 0 0 10 2 0 12 2 9 0 11 23 07:45 AM 0 0 0 0 2 1 0 3 1 14 0 15 18 08:00 AM 1 1 0 2 6 1 0 7 0 14 0 14 23 08:15 AM 0 1 0 1 6 0 0 6 4 11 0 15 22 Total Volume 1 2 0 3 24 4 0 28 7 48 0 55 86 % App. Total 33.3 66.7 0 85.7 14.3 0 12.7 87.3 0 PHF .250 .500 .000 .375 .600 .500 .000 .583 .438 .857 .000 .917 .935 858 Frontage Rd Honda West Access 858 Frontage Rd Thru 48 Left 7 U Turns 0 Out In Total 26 55 81 Right 2 Left 1 U Turns 0 Out In Total 11 3 14 Thru 24 Right 4 U Turns 0 Out In Total 49 28 77 Peak Hour Begins at 07:30 AM Automobiles Peak Hour Data File Name : 858 Frontage Rd & Honda W Access PM Site Code : IPO 426 Start Date : 4/9/2019 Page No : 1 Ft Collins, CO WoodSpring Suites PM Peak 858 Frontage Rd & Honda W Access Groups Printed- Automobiles Honda West Access Westbound 858 Frontage Rd Northbound 858 Frontage Rd Southbound Start Time Left Right U Turns App. Total Thru Right U Turns App. Total Left Thru U Turns App. Total Int. Total 04:00 PM 1 1 0 2 18 0 0 18 1 7 1 9 29 04:15 PM 0 1 0 1 14 0 0 14 2 9 0 11 26 04:30 PM 0 1 0 1 10 1 0 11 2 16 0 18 30 04:45 PM 2 2 0 4 17 2 0 19 0 14 0 14 37 Total 3 5 0 8 59 3 0 62 5 46 1 52 122 05:00 PM 1 0 0 1 17 0 0 17 0 11 0 11 29 05:15 PM 0 0 0 0 18 0 0 18 0 20 0 20 38 05:30 PM 0 2 0 2 23 0 1 24 1 13 0 14 40 05:45 PM 0 1 0 1 6 0 1 7 0 9 0 9 17 Total 1 3 0 4 64 0 2 66 1 53 0 54 124 Grand Total 4 8 0 12 123 3 2 128 6 99 1 106 246 Apprch % 33.3 66.7 0 96.1 2.3 1.6 5.7 93.4 0.9 Total % 1.6 3.3 0 4.9 50 1.2 0.8 52 2.4 40.2 0.4 43.1 File Name : 858 Frontage Rd & Honda W Access PM Site Code : IPO 426 Start Date : 4/9/2019 Page No : 2 Ft Collins, CO WoodSpring Suites PM Peak 858 Frontage Rd & Honda W Access 858 Frontage Rd Honda West Access 858 Frontage Rd Thru 99 Left 6 U Turns 1 Out In Total 131 106 237 Right 8 Left 4 U Turns 0 Out In Total 9 12 21 Thru 123 Right 3 U Turns 2 Out In Total 103 128 231 4/9/2019 04:00 PM 4/9/2019 05:45 PM Automobiles North File Name : 858 Frontage Rd & Honda W Access PM Site Code : IPO 426 Start Date : 4/9/2019 Page No : 3 Ft Collins, CO WoodSpring Suites PM Peak 858 Frontage Rd & Honda W Access Honda West Access Westbound 858 Frontage Rd Northbound 858 Frontage Rd Southbound Start Time Left Right U Turns App. Total Thru Right U Turns App. Total Left Thru U Turns App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 2 2 0 4 17 2 0 19 0 14 0 14 37 05:00 PM 1 0 0 1 17 0 0 17 0 11 0 11 29 05:15 PM 0 0 0 0 18 0 0 18 0 20 0 20 38 05:30 PM 0 2 0 2 23 0 1 24 1 13 0 14 40 Total Volume 3 4 0 7 75 2 1 78 1 58 0 59 144 % App. Total 42.9 57.1 0 96.2 2.6 1.3 1.7 98.3 0 PHF .375 .500 .000 .438 .815 .250 .250 .813 .250 .725 .000 .738 .900 858 Frontage Rd Honda West Access 858 Frontage Rd Thru 58 Left 1 U Turns 0 Out In Total 79 59 138 Right 4 Left 3 U Turns 0 Out In Total 3 7 10 Thru 75 Right 2 U Turns 1 Out In Total 61 78 139 Peak Hour Begins at 04:45 PM Automobiles Kimley-Horn and Associates, Inc. 096813000 – WoodSpring Suites Fort Collins APPENDIX B CDOT Traffic Data SH-14 Traffic Projections: ROUTE REFPT ENDREFPT LENGTH UPDATEYR AADT AADTYR PKTRK OFFPKTRK YR20FACTOR DHV PCTOFFPKSU PCTOFFPKCOMB AADTTRUCKS DVMT VMT LOCATION 014C 138.968 140.233 1.275 2018 22000 2017 0.8 9.1 1.53 9.5 5 4.1 2000 28050 28050 ON SH 14 MULBERRY ST E/O I-25 FT COLLINS Kimley-Horn and Associates, Inc. 096813000 – WoodSpring Suites Fort Collins APPENDIX C Trip Generation Worksheets Project WoodSpring Suites Fort Collins Subject Trip Generation for Hotel Designed by JRP Date April 17, 2019 Job No. Checked by Sheet No. 1 of 1 TRIP GENERATION MANUAL TECHNIQUES ITE Trip Generation Manual 10th Edition, Fitted Curve Land Use Code -Hotel (310) Independant Variable - Rooms (X) X = 123 T = Average Vehicle Trip Ends Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. (Series 300 Page 3) Directional Distribution: 59% ent. 41% exit. (T) = 0.50 (X) - 5.34 T = 56 Average Vehicle Trip Ends (T) = 0.50 * (123.0) 33 entering 23 exiting 33 + 23 = 56 Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. (Series 300 page 4) Directional Distribution: 51% ent. 49% exit. T = 0.75 (X) - 26.02 T = 66 Average Vehicle Trip Ends T = 0.75 * - 26.02 34 entering 32 exiting 34 + 32 = 66 Weekday (Series 300 Page 2) Average Weekday Directional Distribution: 50% entering, 50% exiting (T) = 11.29 (X) - 426.97 T = 962 Average Vehicle Trip Ends (T) = 11.29 * (123.0) - 426.97 481 entering 481 exiting 481 + 481 = 962 096813000 123 - 5.34 Kimley-Horn and Associates, Inc. 096813000 – WoodSpring Suites Fort Collins APPENDIX D Intersection Analysis Worksheets HCM 6th Signalized Intersection Summary 2019 Existing AM.syn 1: I-25 Frontage Rd & Mulberry St (SH-14) 04/29/2019 Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 73 434 151 81 891 29 160 23 50 30 27 114 Future Volume (veh/h) 73 434 151 81 891 29 160 23 50 30 27 114 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 100 488 164 125 979 40 195 36 64 40 32 148 Peak Hour Factor 0.73 0.89 0.92 0.65 0.91 0.72 0.82 0.64 0.78 0.75 0.84 0.77 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 364 2201 982 543 2220 990 253 162 288 327 78 359 Arrive On Green 0.03 0.62 0.62 0.04 0.62 0.62 0.27 0.27 0.27 0.27 0.27 0.27 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1204 604 1073 1295 290 1340 Grp Volume(v), veh/h 100 488 164 125 979 40 195 0 100 40 0 180 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1204 0 1677 1295 0 1629 Q Serve(g_s), s 3.7 10.9 7.9 4.7 25.7 1.7 28.6 0.0 8.4 4.5 0.0 16.4 Cycle Q Clear(g_c), s 3.7 10.9 7.9 4.7 25.7 1.7 45.0 0.0 8.4 12.8 0.0 16.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.64 1.00 0.82 Lane Grp Cap(c), veh/h 364 2201 982 543 2220 990 253 0 449 327 0 436 V/C Ratio(X) 0.27 0.22 0.17 0.23 0.44 0.04 0.77 0.00 0.22 0.12 0.00 0.41 Avail Cap(c_a), veh/h 450 2201 982 600 2220 990 382 0 629 465 0 611 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 13.6 15.1 14.5 11.8 17.5 13.0 72.7 0.0 51.3 56.3 0.0 54.2 Incr Delay (d2), s/veh 0.4 0.2 0.4 0.2 0.6 0.1 5.3 0.0 0.2 0.2 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 4.6 3.1 1.9 10.9 0.7 9.3 0.0 3.6 1.5 0.0 6.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 14.0 15.3 14.9 12.0 18.1 13.1 78.0 0.0 51.5 56.5 0.0 54.9 LnGrp LOS B B B B B B E A D E A D Approach Vol, veh/h 752 1144 295 220 Approach Delay, s/veh 15.1 17.3 69.0 55.1 Approach LOS B B E E Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 52.7 11.3 116.0 52.7 10.3 117.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 67.5 12.5 86.5 67.5 14.5 84.5 Max Q Clear Time (g_c+I1), s 47.0 6.7 12.9 18.4 5.7 27.7 Green Ext Time (p_c), s 1.2 0.1 4.4 1.4 0.1 9.4 Intersection Summary HCM 6th Ctrl Delay 26.4 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) HCM 6th Signalized Intersection Summary 2019 Existing PM.syn 1: I-25 Frontage Rd & Mulberry St (SH-14) 04/30/2019 Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 100 874 230 49 664 38 149 65 109 54 21 73 Future Volume (veh/h) 100 874 230 49 664 38 149 65 109 54 21 73 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 132 1066 232 75 730 52 184 88 128 68 28 104 Peak Hour Factor 0.76 0.82 0.99 0.65 0.91 0.73 0.81 0.74 0.85 0.79 0.75 0.70 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 498 2366 1055 310 2332 1040 247 160 232 179 81 300 Arrive On Green 0.04 0.67 0.67 0.03 0.66 0.66 0.23 0.23 0.23 0.23 0.23 0.23 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1258 689 1002 1165 347 1291 Grp Volume(v), veh/h 132 1066 232 75 730 52 184 0 216 68 0 132 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1258 0 1690 1165 0 1638 Q Serve(g_s), s 4.4 25.8 10.3 2.5 16.0 2.1 25.8 0.0 20.3 9.8 0.0 12.1 Cycle Q Clear(g_c), s 4.4 25.8 10.3 2.5 16.0 2.1 37.9 0.0 20.3 30.1 0.0 12.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.59 1.00 0.79 Lane Grp Cap(c), veh/h 498 2366 1055 310 2332 1040 247 0 392 179 0 380 V/C Ratio(X) 0.27 0.45 0.22 0.24 0.31 0.05 0.74 0.00 0.55 0.38 0.00 0.35 Avail Cap(c_a), veh/h 585 2366 1055 386 2332 1040 378 0 568 301 0 551 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 10.0 14.4 11.8 11.4 13.4 11.0 73.5 0.0 60.8 74.1 0.0 57.7 Incr Delay (d2), s/veh 0.3 0.6 0.5 0.4 0.4 0.1 4.4 0.0 1.2 1.3 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 10.7 3.9 1.0 6.7 0.8 8.7 0.0 8.9 3.0 0.0 5.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 10.3 15.0 12.3 11.8 13.7 11.1 77.9 0.0 62.1 75.4 0.0 58.3 LnGrp LOS B B B B B B E A E E A E Approach Vol, veh/h 1430 857 400 200 Approach Delay, s/veh 14.1 13.4 69.4 64.1 Approach LOS B B E E Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 46.3 9.4 124.3 46.3 11.1 122.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 60.5 12.5 93.5 60.5 15.5 90.5 Max Q Clear Time (g_c+I1), s 39.9 4.5 27.8 32.1 6.4 18.0 Green Ext Time (p_c), s 1.9 0.1 12.1 1.1 0.2 6.4 Intersection Summary HCM 6th Ctrl Delay 25.0 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) HCM 6th Signalized Intersection Summary 2020 BG AM.syn 1: I-25 Frontage Rd & Mulberry St (SH-14) 04/29/2019 Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 75 443 158 83 910 30 164 23 51 31 28 116 Future Volume (veh/h) 75 443 158 83 910 30 164 23 51 31 28 116 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 103 498 172 128 1000 42 200 36 65 41 33 151 Peak Hour Factor 0.73 0.89 0.92 0.65 0.91 0.72 0.82 0.64 0.78 0.75 0.84 0.77 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 353 2175 970 530 2194 979 258 164 296 334 80 367 Arrive On Green 0.03 0.61 0.61 0.04 0.62 0.62 0.27 0.27 0.27 0.27 0.27 0.27 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1200 597 1079 1294 292 1337 Grp Volume(v), veh/h 103 498 172 128 1000 42 200 0 101 41 0 184 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1200 0 1676 1294 0 1630 Q Serve(g_s), s 3.9 11.4 8.5 4.9 27.0 1.9 29.5 0.0 8.4 4.6 0.0 16.6 Cycle Q Clear(g_c), s 3.9 11.4 8.5 4.9 27.0 1.9 46.1 0.0 8.4 12.9 0.0 16.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.64 1.00 0.82 Lane Grp Cap(c), veh/h 353 2175 970 530 2194 979 258 0 459 334 0 447 V/C Ratio(X) 0.29 0.23 0.18 0.24 0.46 0.04 0.78 0.00 0.22 0.12 0.00 0.41 Avail Cap(c_a), veh/h 437 2175 970 585 2194 979 379 0 629 465 0 611 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 14.3 15.8 15.2 12.2 18.3 13.5 72.3 0.0 50.5 55.5 0.0 53.5 Incr Delay (d2), s/veh 0.5 0.2 0.4 0.2 0.7 0.1 5.9 0.0 0.2 0.2 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 4.9 3.3 2.0 11.5 0.7 9.5 0.0 3.6 1.5 0.0 7.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 14.8 16.0 15.6 12.5 19.0 13.6 78.2 0.0 50.7 55.6 0.0 54.1 LnGrp LOS B B B B B B E A D E A D Approach Vol, veh/h 773 1170 301 225 Approach Delay, s/veh 15.7 18.1 69.0 54.4 Approach LOS B B E D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 53.8 11.5 114.7 53.8 10.5 115.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 67.5 12.5 86.5 67.5 14.5 84.5 Max Q Clear Time (g_c+I1), s 48.1 6.9 13.4 18.6 5.9 29.0 Green Ext Time (p_c), s 1.2 0.1 4.5 1.4 0.1 9.7 Intersection Summary HCM 6th Ctrl Delay 26.9 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) HCM 6th Signalized Intersection Summary 2020 BG PM.syn 1: I-25 Frontage Rd & Mulberry St (SH-14) 04/30/2019 Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 102 893 237 50 678 39 155 66 111 55 21 75 Future Volume (veh/h) 102 893 237 50 678 39 155 66 111 55 21 75 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 134 1089 239 77 745 53 191 89 131 70 28 107 Peak Hour Factor 0.76 0.82 0.99 0.65 0.91 0.73 0.81 0.74 0.85 0.79 0.75 0.70 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 485 2340 1044 298 2302 1027 254 164 241 186 81 310 Arrive On Green 0.04 0.66 0.66 0.03 0.65 0.65 0.24 0.24 0.24 0.24 0.24 0.24 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1254 683 1006 1161 339 1297 Grp Volume(v), veh/h 134 1089 239 77 745 53 191 0 220 70 0 135 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1254 0 1689 1161 0 1637 Q Serve(g_s), s 4.6 27.2 10.9 2.6 16.8 2.2 26.8 0.0 20.5 10.1 0.0 12.3 Cycle Q Clear(g_c), s 4.6 27.2 10.9 2.6 16.8 2.2 39.1 0.0 20.5 30.6 0.0 12.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.60 1.00 0.79 Lane Grp Cap(c), veh/h 485 2340 1044 298 2302 1027 254 0 404 186 0 392 V/C Ratio(X) 0.28 0.47 0.23 0.26 0.32 0.05 0.75 0.00 0.54 0.38 0.00 0.34 Avail Cap(c_a), veh/h 581 2340 1044 373 2302 1027 383 0 577 304 0 559 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 10.6 15.1 12.4 12.1 14.1 11.5 73.0 0.0 59.9 73.3 0.0 56.8 Incr Delay (d2), s/veh 0.3 0.7 0.5 0.5 0.4 0.1 4.4 0.0 1.1 1.3 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 11.3 4.1 1.1 7.1 0.8 9.0 0.0 9.0 3.1 0.0 5.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 10.9 15.8 12.9 12.6 14.5 11.6 77.4 0.0 61.0 74.5 0.0 57.3 LnGrp LOS B B B B B B E A E E A E Approach Vol, veh/h 1462 875 411 205 Approach Delay, s/veh 14.9 14.1 68.6 63.2 Approach LOS B B E E Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 47.6 9.4 123.0 47.6 11.3 121.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 61.5 12.5 92.5 61.5 16.5 88.5 Max Q Clear Time (g_c+I1), s 41.1 4.6 29.2 32.6 6.6 18.8 Green Ext Time (p_c), s 2.0 0.1 12.5 1.1 0.2 6.5 Intersection Summary HCM 6th Ctrl Delay 25.5 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) HCM 6th Signalized Intersection Summary 2020 Total AM.syn 1: I-25 Frontage Rd & Mulberry St (SH-14) 05/01/2019 Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 75 443 184 90 910 30 182 23 56 31 28 116 Future Volume (veh/h) 75 443 184 90 910 30 182 23 56 31 28 116 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 103 498 200 138 1000 42 222 36 72 41 33 151 Peak Hour Factor 0.73 0.89 0.92 0.65 0.91 0.72 0.82 0.64 0.78 0.75 0.84 0.77 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 341 2101 937 508 2129 950 281 162 324 352 85 390 Arrive On Green 0.03 0.59 0.59 0.04 0.60 0.60 0.29 0.29 0.29 0.29 0.29 0.29 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1200 557 1113 1286 292 1337 Grp Volume(v), veh/h 103 498 200 138 1000 42 222 0 108 41 0 184 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1200 0 1670 1286 0 1630 Q Serve(g_s), s 4.1 12.0 10.6 5.5 28.3 2.0 32.6 0.0 8.8 4.5 0.0 16.2 Cycle Q Clear(g_c), s 4.1 12.0 10.6 5.5 28.3 2.0 48.9 0.0 8.8 13.3 0.0 16.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.67 1.00 0.82 Lane Grp Cap(c), veh/h 341 2101 937 508 2129 950 281 0 487 352 0 475 V/C Ratio(X) 0.30 0.24 0.21 0.27 0.47 0.04 0.79 0.00 0.22 0.12 0.00 0.39 Avail Cap(c_a), veh/h 393 2101 937 536 2129 950 782 0 1183 888 0 1154 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 15.9 17.5 17.2 13.6 20.1 14.9 70.5 0.0 48.3 53.4 0.0 50.9 Incr Delay (d2), s/veh 0.5 0.3 0.5 0.3 0.7 0.1 4.9 0.0 0.2 0.1 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 5.2 4.2 2.3 12.2 0.8 10.5 0.0 3.8 1.5 0.0 6.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.4 17.8 17.7 13.9 20.9 14.9 75.4 0.0 48.5 53.5 0.0 51.5 LnGrp LOS B B B B C B E A D D A D Approach Vol, veh/h 801 1180 330 225 Approach Delay, s/veh 17.6 19.8 66.6 51.8 Approach LOS B B E D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 57.0 12.1 110.9 57.0 10.7 112.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 127.5 10.5 28.5 127.5 11.5 27.5 Max Q Clear Time (g_c+I1), s 50.9 7.5 14.0 18.2 6.1 30.3 Green Ext Time (p_c), s 1.6 0.1 3.5 1.4 0.1 0.0 Intersection Summary HCM 6th Ctrl Delay 28.0 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) HCM 6th Signalized Intersection Summary 2020 Total PM.syn 1: I-25 Frontage Rd & Mulberry St (SH-14) 05/01/2019 Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 102 893 264 57 678 39 181 66 117 55 21 75 Future Volume (veh/h) 102 893 264 57 678 39 181 66 117 55 21 75 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 134 1089 267 88 745 53 223 89 138 70 28 107 Peak Hour Factor 0.76 0.82 0.99 0.65 0.91 0.73 0.81 0.74 0.85 0.79 0.75 0.70 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 466 2244 1001 281 2208 985 288 174 270 212 90 342 Arrive On Green 0.04 0.63 0.63 0.03 0.62 0.62 0.26 0.26 0.26 0.26 0.26 0.26 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1254 661 1025 1154 339 1297 Grp Volume(v), veh/h 134 1089 267 88 745 53 223 0 227 70 0 135 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1254 0 1686 1154 0 1637 Q Serve(g_s), s 5.0 29.3 13.4 3.3 18.1 2.4 31.2 0.0 20.6 9.9 0.0 11.9 Cycle Q Clear(g_c), s 5.0 29.3 13.4 3.3 18.1 2.4 43.1 0.0 20.6 30.5 0.0 11.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.61 1.00 0.79 Lane Grp Cap(c), veh/h 466 2244 1001 281 2208 985 288 0 445 212 0 432 V/C Ratio(X) 0.29 0.49 0.27 0.31 0.34 0.05 0.77 0.00 0.51 0.33 0.00 0.31 Avail Cap(c_a), veh/h 548 2244 1001 411 2208 985 567 0 820 469 0 796 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 12.3 17.6 14.7 14.2 16.3 13.3 70.5 0.0 56.4 69.3 0.0 53.2 Incr Delay (d2), s/veh 0.3 0.8 0.7 0.6 0.4 0.1 4.4 0.0 0.9 0.9 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 12.4 5.2 1.4 7.7 0.9 10.5 0.0 9.0 3.0 0.0 5.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 12.6 18.4 15.4 14.8 16.7 13.4 74.9 0.0 57.3 70.2 0.0 53.6 LnGrp LOS B B B B B B E A E E A D Approach Vol, veh/h 1490 886 450 205 Approach Delay, s/veh 17.3 16.4 66.0 59.3 Approach LOS B B E E Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 52.0 9.8 118.2 52.0 11.7 116.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 87.5 18.5 60.5 87.5 15.5 63.5 Max Q Clear Time (g_c+I1), s 45.1 5.3 31.3 32.5 7.0 20.1 Green Ext Time (p_c), s 2.4 0.1 10.8 1.2 0.2 6.4 Intersection Summary HCM 6th Ctrl Delay 27.1 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) HCM 6th Signalized Intersection Summary 2040 BG AM.syn 1: I-25 Frontage Rd & Mulberry St (SH-14) 04/29/2019 Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 114 678 240 127 1393 45 251 36 78 47 42 178 Future Volume (veh/h) 114 678 240 127 1393 45 251 36 78 47 42 178 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 156 762 261 195 1531 62 306 56 100 63 50 231 Peak Hour Factor 0.73 0.89 0.92 0.65 0.91 0.72 0.82 0.64 0.78 0.75 0.84 0.77 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 175 1718 766 347 1755 783 309 226 403 423 109 502 Arrive On Green 0.06 0.48 0.48 0.07 0.49 0.49 0.38 0.38 0.38 0.38 0.38 0.38 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1098 602 1075 1231 290 1339 Grp Volume(v), veh/h 156 762 261 195 1531 62 306 0 156 63 0 281 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1098 0 1677 1231 0 1629 Q Serve(g_s), s 8.0 25.4 18.3 10.0 69.0 3.7 44.1 0.0 11.5 6.7 0.0 23.4 Cycle Q Clear(g_c), s 8.0 25.4 18.3 10.0 69.0 3.7 67.5 0.0 11.5 18.2 0.0 23.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.64 1.00 0.82 Lane Grp Cap(c), veh/h 175 1718 766 347 1755 783 309 0 629 423 0 611 V/C Ratio(X) 0.89 0.44 0.34 0.56 0.87 0.08 0.99 0.00 0.25 0.15 0.00 0.46 Avail Cap(c_a), veh/h 219 1718 766 352 1755 783 309 0 629 423 0 611 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 39.7 30.6 28.8 23.2 40.5 24.0 70.7 0.0 38.8 45.0 0.0 42.5 Incr Delay (d2), s/veh 28.7 0.8 1.2 2.0 6.3 0.2 48.7 0.0 0.2 0.2 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.8 11.3 7.4 4.5 31.7 1.5 18.6 0.0 4.9 2.1 0.0 9.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 68.4 31.4 30.0 25.2 46.8 24.2 119.3 0.0 39.0 45.2 0.0 43.0 LnGrp LOS E C C C D C F A D D A D Approach Vol, veh/h 1179 1788 462 344 Approach Delay, s/veh 36.0 43.7 92.2 43.4 Approach LOS D D F D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 72.0 16.5 91.5 72.0 14.6 93.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 67.5 12.5 86.5 67.5 14.5 84.5 Max Q Clear Time (g_c+I1), s 69.5 12.0 27.4 25.4 10.0 71.0 Green Ext Time (p_c), s 0.0 0.0 7.7 2.3 0.2 9.2 Intersection Summary HCM 6th Ctrl Delay 47.2 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) HCM 6th Signalized Intersection Summary 2040 BG PM.syn 1: I-25 Frontage Rd & Mulberry St (SH-14) 04/30/2019 Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 156 1366 362 77 1038 59 236 102 170 84 33 114 Future Volume (veh/h) 156 1366 362 77 1038 59 236 102 170 84 33 114 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 205 1666 366 118 1141 81 291 138 200 106 44 163 Peak Hour Factor 0.76 0.82 0.99 0.65 0.91 0.73 0.81 0.74 0.85 0.79 0.75 0.70 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 302 2004 894 151 1925 859 300 220 320 196 111 412 Arrive On Green 0.06 0.56 0.56 0.04 0.54 0.54 0.32 0.32 0.32 0.32 0.32 0.32 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1175 690 1000 1042 348 1290 Grp Volume(v), veh/h 205 1666 366 118 1141 81 291 0 338 106 0 207 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1175 0 1690 1042 0 1638 Q Serve(g_s), s 9.0 69.3 23.6 5.3 39.0 4.4 39.8 0.0 30.6 17.3 0.0 17.7 Cycle Q Clear(g_c), s 9.0 69.3 23.6 5.3 39.0 4.4 57.5 0.0 30.6 48.0 0.0 17.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.59 1.00 0.79 Lane Grp Cap(c), veh/h 302 2004 894 151 1925 859 300 0 540 196 0 523 V/C Ratio(X) 0.68 0.83 0.41 0.78 0.59 0.09 0.97 0.00 0.63 0.54 0.00 0.40 Avail Cap(c_a), veh/h 431 2004 894 251 1925 859 300 0 540 196 0 523 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 23.4 32.2 22.2 38.0 27.8 19.9 72.3 0.0 52.1 72.5 0.0 47.7 Incr Delay (d2), s/veh 2.7 4.2 1.4 8.4 1.4 0.2 44.0 0.0 2.3 3.0 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.0 30.8 9.3 3.2 17.2 1.8 17.4 0.0 13.5 4.8 0.0 7.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.1 36.4 23.6 46.4 29.2 20.1 116.2 0.0 54.4 75.5 0.0 48.2 LnGrp LOS C D C D C C F A D E A D Approach Vol, veh/h 2237 1340 629 313 Approach Delay, s/veh 33.4 30.2 83.0 57.4 Approach LOS C C F E Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 62.0 12.0 106.0 62.0 16.0 102.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 57.5 17.5 91.5 57.5 24.5 84.5 Max Q Clear Time (g_c+I1), s 59.5 7.3 71.3 50.0 11.0 41.0 Green Ext Time (p_c), s 0.0 0.2 14.3 1.0 0.5 11.7 Intersection Summary HCM 6th Ctrl Delay 41.0 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) HCM 6th Signalized Intersection Summary 2040 Total AM.syn 1: I-25 Frontage Rd & Mulberry St (SH-14) 05/01/2019 Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 114 678 266 134 1393 45 269 36 83 47 42 178 Future Volume (veh/h) 114 678 266 134 1393 45 269 36 83 47 42 178 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 156 762 289 206 1531 62 328 56 106 63 50 231 Peak Hour Factor 0.73 0.89 0.92 0.65 0.91 0.72 0.82 0.64 0.78 0.75 0.84 0.77 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 176 1708 762 346 1754 782 309 217 411 417 109 502 Arrive On Green 0.06 0.48 0.48 0.07 0.49 0.49 0.38 0.38 0.38 0.38 0.38 0.38 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1098 578 1095 1224 290 1339 Grp Volume(v), veh/h 156 762 289 206 1531 62 328 0 162 63 0 281 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1098 0 1673 1224 0 1629 Q Serve(g_s), s 8.0 25.5 20.8 10.6 69.0 3.7 44.1 0.0 12.1 6.8 0.0 23.4 Cycle Q Clear(g_c), s 8.0 25.5 20.8 10.6 69.0 3.7 67.5 0.0 12.1 18.8 0.0 23.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.65 1.00 0.82 Lane Grp Cap(c), veh/h 176 1708 762 346 1754 782 309 0 627 417 0 611 V/C Ratio(X) 0.89 0.45 0.38 0.60 0.87 0.08 1.06 0.00 0.26 0.15 0.00 0.46 Avail Cap(c_a), veh/h 219 1708 762 346 1754 782 309 0 627 417 0 611 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 39.7 30.9 29.7 23.5 40.5 24.0 70.8 0.0 38.9 45.4 0.0 42.5 Incr Delay (d2), s/veh 28.5 0.8 1.4 2.8 6.3 0.2 68.6 0.0 0.2 0.2 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.8 11.4 8.5 4.8 31.7 1.5 20.4 0.0 5.1 2.1 0.0 9.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 68.2 31.8 31.1 26.3 46.9 24.2 139.5 0.0 39.1 45.6 0.0 43.0 LnGrp LOS E C C C D C F A D D A D Approach Vol, veh/h 1207 1799 490 344 Approach Delay, s/veh 36.3 43.7 106.3 43.5 Approach LOS D D F D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 72.0 17.0 91.0 72.0 14.6 93.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 67.5 12.5 86.5 67.5 14.5 84.5 Max Q Clear Time (g_c+I1), s 69.5 12.6 27.5 25.4 10.0 71.0 Green Ext Time (p_c), s 0.0 0.0 7.9 2.3 0.2 9.2 Intersection Summary HCM 6th Ctrl Delay 49.4 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) HCM 6th Signalized Intersection Summary 2040 Total PM.syn 1: I-25 Frontage Rd & Mulberry St (SH-14) 05/01/2019 Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 156 1366 389 84 1038 59 262 102 176 84 33 114 Future Volume (veh/h) 156 1366 389 84 1038 59 262 102 176 84 33 114 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 205 1666 393 129 1141 81 323 138 207 106 44 163 Peak Hour Factor 0.76 0.82 0.99 0.65 0.91 0.73 0.81 0.74 0.85 0.79 0.75 0.70 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 287 1884 840 148 1813 809 337 234 352 226 121 448 Arrive On Green 0.07 0.53 0.53 0.05 0.51 0.51 0.35 0.35 0.35 0.35 0.35 0.35 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1175 675 1013 1036 348 1290 Grp Volume(v), veh/h 205 1666 393 129 1141 81 323 0 345 106 0 207 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1175 0 1688 1036 0 1638 Q Serve(g_s), s 9.7 74.7 27.9 6.5 41.7 4.7 45.5 0.0 30.2 16.8 0.0 17.0 Cycle Q Clear(g_c), s 9.7 74.7 27.9 6.5 41.7 4.7 62.5 0.0 30.2 47.0 0.0 17.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.60 1.00 0.79 Lane Grp Cap(c), veh/h 287 1884 840 148 1813 809 337 0 586 226 0 569 V/C Ratio(X) 0.71 0.88 0.47 0.87 0.63 0.10 0.96 0.00 0.59 0.47 0.00 0.36 Avail Cap(c_a), veh/h 388 1884 840 197 1813 809 337 0 586 226 0 569 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 26.8 37.4 26.4 42.1 31.8 22.7 69.1 0.0 48.2 67.5 0.0 43.9 Incr Delay (d2), s/veh 3.9 6.5 1.9 25.7 1.7 0.2 38.0 0.0 1.5 1.5 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.5 34.0 11.2 4.0 18.6 1.9 18.8 0.0 13.2 4.6 0.0 7.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 30.8 43.9 28.3 67.8 33.5 23.0 107.1 0.0 49.7 69.0 0.0 44.3 LnGrp LOS C D C E C C F A D E A D Approach Vol, veh/h 2264 1351 668 313 Approach Delay, s/veh 40.0 36.1 77.5 52.7 Approach LOS D D E D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 67.0 13.1 99.9 67.0 16.7 96.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 62.5 13.5 90.5 62.5 22.3 81.7 Max Q Clear Time (g_c+I1), s 64.5 8.5 76.7 49.0 11.7 43.7 Green Ext Time (p_c), s 0.0 0.1 10.7 1.4 0.4 11.3 Intersection Summary HCM 6th Ctrl Delay 45.2 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) HCM 6th TWSC 2019 Existing AM.syn 2: I-25 Frontage Rd & Honda Access 04/29/2019 Synchro 10 Report Page 1 Intersection Int Delay, s/veh 1.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 1 2 24 4 7 48 Future Vol, veh/h 1 2 24 4 7 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 - - - 100 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 25 50 60 50 44 86 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 4 4 40 8 16 56 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 132 44 0 0 48 0 Stage 1 44 - - - - - Stage 2 88 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 862 1026 - - 1559 - Stage 1 978 - - - - - Stage 2 935 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 853 1026 - - 1559 - Mov Cap-2 Maneuver 817 - - - - - Stage 1 968 - - - - - Stage 2 935 - - - - - Approach WB NB SB HCM Control Delay, s 9 0 1.6 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 910 1559 - HCM Lane V/C Ratio - - 0.009 0.01 - HCM Control Delay (s) - - 9 7.3 - HCM Lane LOS - - A A - HCM 95th %tile Q(veh) - - 0 0 - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) HCM 6th TWSC 2019 Existing PM.syn 2: I-25 Frontage Rd & Honda Access 04/30/2019 Synchro 10 Report Page 1 Intersection Int Delay, s/veh 0.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 3 4 75 2 1 58 Future Vol, veh/h 3 4 75 2 1 58 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 - - - 100 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 38 50 81 25 25 72 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 8 8 93 8 4 81 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 186 97 0 0 101 0 Stage 1 97 - - - - - Stage 2 89 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 803 959 - - 1491 - Stage 1 927 - - - - - Stage 2 934 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 801 959 - - 1491 - Mov Cap-2 Maneuver 789 - - - - - Stage 1 924 - - - - - Stage 2 934 - - - - - Approach WB NB SB HCM Control Delay, s 9.2 0 0.4 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 866 1491 - HCM Lane V/C Ratio - - 0.018 0.003 - HCM Control Delay (s) - - 9.2 7.4 - HCM Lane LOS - - A A - HCM 95th %tile Q(veh) - - 0.1 0 - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) HCM 6th TWSC 2020 Total AM.syn 2: I-25 Frontage Rd & Honda Access 07/02/2019 Synchro 10 Report Page 1 Intersection Int Delay, s/veh 0 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 23 0 0 0 0 3 0 0 0 11 0 33 Future Vol, veh/h 23 0 0 0 0 3 0 0 0 11 0 33 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 - - - - - - 150 - - 50 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 25 92 50 92 60 50 44 86 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 25 0 0 0 0 6 0 0 0 25 0 36 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 71 68 18 68 86 0 36 0 0 0 0 0 Stage 1 68 68 - 0 0 - - - - - - - Stage 2 3 0 - 68 86 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 920 823 1061 925 804 - 1575 - - - - - Stage 1 942 838 - - - - - - - - - - Stage 2 1020 - - 942 824 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - 823 1061 925 804 - 1575 - - - - - Mov Cap-2 Maneuver - 823 - 925 804 - - - - - - - Stage 1 942 838 - - - - - - - - - - Stage 2 1020 - - 942 824 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 0 HCM LOS - - Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1575 - - - - - - - HCM Lane V/C Ratio - - - - - - - - HCM Control Delay (s) 0 - - - - - - - HCM Lane LOS A - - - - - - - HCM 95th %tile Q(veh) 0 - - - - - - - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) HCM 6th TWSC 2020 Total PM.syn 2: I-25 Frontage Rd & Honda Access 07/02/2019 Synchro 10 Report Page 1 Intersection Int Delay, s/veh 0 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 32 0 0 0 0 7 0 0 0 3 0 34 Future Vol, veh/h 32 0 0 0 0 7 0 0 0 3 0 34 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 - - - - - - 100 - - 50 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 38 92 50 92 81 25 25 72 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 35 0 0 0 0 14 0 0 0 12 0 37 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 50 43 19 43 61 0 37 0 0 0 0 0 Stage 1 43 43 - 0 0 - - - - - - - Stage 2 7 0 - 43 61 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 950 849 1059 960 830 - 1574 - - - - - Stage 1 971 859 - - - - - - - - - - Stage 2 1015 - - 971 844 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - 849 1059 960 830 - 1574 - - - - - Mov Cap-2 Maneuver - 849 - 960 830 - - - - - - - Stage 1 971 859 - - - - - - - - - - Stage 2 1015 - - 971 844 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 0 HCM LOS - - Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1574 - - - - - - - HCM Lane V/C Ratio - - - - - - - - HCM Control Delay (s) 0 - - - - - - - HCM Lane LOS A - - - - - - - HCM 95th %tile Q(veh) 0 - - - - - - - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) HCM 6th TWSC 2040 Total AM.syn 2: I-25 Frontage Rd & Honda Access 07/02/2019 Synchro 10 Report Page 1 Intersection Int Delay, s/veh 0 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 23 0 0 0 0 3 0 0 0 11 0 33 Future Vol, veh/h 23 0 0 0 0 3 0 0 0 11 0 33 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 - - - - - - 150 - - 50 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 25 92 50 92 60 50 44 86 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 25 0 0 0 0 6 0 0 0 25 0 36 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 71 68 18 68 86 0 36 0 0 0 0 0 Stage 1 68 68 - 0 0 - - - - - - - Stage 2 3 0 - 68 86 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 920 823 1061 925 804 - 1575 - - - - - Stage 1 942 838 - - - - - - - - - - Stage 2 1020 - - 942 824 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - 823 1061 925 804 - 1575 - - - - - Mov Cap-2 Maneuver - 823 - 925 804 - - - - - - - Stage 1 942 838 - - - - - - - - - - Stage 2 1020 - - 942 824 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 0 HCM LOS - - Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1575 - - - - - - - HCM Lane V/C Ratio - - - - - - - - HCM Control Delay (s) 0 - - - - - - - HCM Lane LOS A - - - - - - - HCM 95th %tile Q(veh) 0 - - - - - - - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) HCM 6th TWSC 2040 Total PM.syn 2: I-25 Frontage Rd & Honda Access 07/02/2019 Synchro 10 Report Page 1 Intersection Int Delay, s/veh 0 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 32 0 0 0 0 7 0 0 0 3 0 34 Future Vol, veh/h 32 0 0 0 0 7 0 0 0 3 0 34 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 - - - - - - 100 - - 50 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 38 92 50 92 81 25 25 72 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 35 0 0 0 0 14 0 0 0 12 0 37 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 50 43 19 43 61 0 37 0 0 0 0 0 Stage 1 43 43 - 0 0 - - - - - - - Stage 2 7 0 - 43 61 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 950 849 1059 960 830 - 1574 - - - - - Stage 1 971 859 - - - - - - - - - - Stage 2 1015 - - 971 844 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - 849 1059 960 830 - 1574 - - - - - Mov Cap-2 Maneuver - 849 - 960 830 - - - - - - - Stage 1 971 859 - - - - - - - - - - Stage 2 1015 - - 971 844 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 0 HCM LOS - - Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1574 - - - - - - - HCM Lane V/C Ratio - - - - - - - - HCM Control Delay (s) 0 - - - - - - - HCM Lane LOS A - - - - - - - HCM 95th %tile Q(veh) 0 - - - - - - - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Kimley-Horn and Associates, Inc. 096813000 – WoodSpring Suites Fort Collins APPENDIX E Queue Analysis Worksheets Queues 2019 Existing AM.syn 1: I-25 Frontage Rd & Mulberry St (SH-14) 04/30/2019 Synchro 10 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 100 488 164 125 979 40 195 100 40 180 v/c Ratio 0.26 0.21 0.15 0.20 0.42 0.04 1.03 0.24 0.16 0.38 Control Delay 10.2 14.3 2.5 9.1 16.7 4.2 140.7 25.0 54.2 13.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.2 14.3 2.5 9.1 16.7 4.2 140.7 25.0 54.2 13.9 Queue Length 50th (ft) 31 116 0 40 274 0 ~245 41 39 30 Queue Length 95th (ft) 54 186 37 57 416 12 285 47 58 77 Internal Link Dist (ft) 1151 1652 392 68 Turn Bay Length (ft) 200 275 325 175 25 Base Capacity (vph) 436 2311 1090 669 2327 1054 323 667 437 705 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.23 0.21 0.15 0.19 0.42 0.04 0.60 0.15 0.09 0.26 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Queues 2019 Existing PM.syn 1: I-25 Frontage Rd & Mulberry St (SH-14) 04/30/2019 Synchro 10 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 132 1066 232 75 730 52 184 216 68 132 v/c Ratio 0.25 0.44 0.20 0.21 0.30 0.05 0.95 0.60 0.54 0.33 Control Delay 8.1 14.3 3.3 8.4 13.2 3.3 123.4 57.6 78.9 16.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.1 14.3 3.3 8.4 13.2 3.3 123.4 57.6 78.9 16.9 Queue Length 50th (ft) 37 277 15 21 172 0 218 188 73 28 Queue Length 95th (ft) 64 365 59 33 271 12 262 198 106 54 Internal Link Dist (ft) 1151 1652 392 68 Turn Bay Length (ft) 200 275 325 175 25 Base Capacity (vph) 570 2438 1149 408 2405 1092 336 599 219 621 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.23 0.44 0.20 0.18 0.30 0.05 0.55 0.36 0.31 0.21 Intersection Summary You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Queues 2020 Total AM.syn 1: I-25 Frontage Rd & Mulberry St (SH-14) 05/01/2019 Synchro 10 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 103 498 200 138 1000 42 222 108 41 184 v/c Ratio 0.29 0.24 0.20 0.21 0.45 0.04 1.01 0.23 0.14 0.36 Control Delay 12.9 20.7 3.3 11.1 20.0 6.5 130.2 18.7 49.7 12.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.9 20.7 3.3 11.1 20.0 6.5 130.2 18.7 49.7 12.4 Queue Length 50th (ft) 35 145 0 48 305 3 ~278 33 39 31 Queue Length 95th (ft) 63 233 49 71 481 17 305 37 55 73 Internal Link Dist (ft) 1151 1652 392 68 Turn Bay Length (ft) 200 275 325 175 25 Base Capacity (vph) 382 2064 1006 642 2227 1009 634 1208 820 1201 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.27 0.24 0.20 0.21 0.45 0.04 0.35 0.09 0.05 0.15 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Queues 2020 Total PM.syn 1: I-25 Frontage Rd & Mulberry St (SH-14) 05/01/2019 Synchro 10 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 134 1089 267 88 745 53 223 227 70 135 v/c Ratio 0.28 0.48 0.25 0.26 0.33 0.05 0.94 0.53 0.43 0.30 Control Delay 10.5 19.7 7.7 10.8 16.7 4.2 111.3 46.9 65.0 14.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.5 19.7 7.7 10.8 16.7 4.2 111.3 46.9 65.0 14.6 Queue Length 50th (ft) 44 334 49 28 198 0 263 176 72 26 Queue Length 95th (ft) 75 454 128 44 315 14 299 180 100 49 Internal Link Dist (ft) 1151 1652 392 68 Turn Bay Length (ft) 200 275 325 175 25 Base Capacity (vph) 535 2262 1067 414 2271 1035 507 853 347 852 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.25 0.48 0.25 0.21 0.33 0.05 0.44 0.27 0.20 0.16 Intersection Summary You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Queues 2040 Total AM.syn 1: I-25 Frontage Rd & Mulberry St (SH-14) 05/01/2019 Synchro 10 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 156 762 289 206 1531 63 328 162 63 281 v/c Ratio 0.88 0.45 0.32 0.57 0.91 0.08 1.06 0.24 0.15 0.40 Control Delay 89.5 31.9 3.4 25.6 53.6 11.4 119.3 24.6 38.7 20.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 89.5 31.9 3.4 25.6 53.6 11.4 119.3 24.6 38.7 20.4 Queue Length 50th (ft) 133 310 0 114 883 14 ~422 80 49 111 Queue Length 95th (ft) 166 362 54 112 996 29 #544 82 73 170 Internal Link Dist (ft) 1151 1652 392 68 Turn Bay Length (ft) 200 275 325 175 25 Base Capacity (vph) 183 1705 912 365 1674 770 310 668 412 705 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.85 0.45 0.32 0.56 0.91 0.08 1.06 0.24 0.15 0.40 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. You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Queues 2040 Total PM.syn 1: I-25 Frontage Rd & Mulberry St (SH-14) 05/01/2019 Synchro 10 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 205 1666 393 129 1141 81 323 345 106 207 v/c Ratio 0.73 0.91 0.43 0.80 0.65 0.10 0.99 0.57 0.49 0.33 Control Delay 34.1 48.7 14.4 77.5 37.0 7.5 104.8 45.6 56.0 20.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.1 48.7 14.4 77.5 37.0 7.5 104.8 45.6 56.0 20.2 Queue Length 50th (ft) 105 961 139 100 528 7 377 288 99 77 Queue Length 95th (ft) 124 903 228 115 652 25 #494 303 144 104 Internal Link Dist (ft) 1151 1652 392 68 Turn Bay Length (ft) 200 275 325 175 25 Base Capacity (vph) 336 1830 914 174 1752 818 333 618 219 644 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.61 0.91 0.43 0.74 0.65 0.10 0.97 0.56 0.48 0.32 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Kimley-Horn and Associates, Inc. 096813000 – WoodSpring Suites Fort Collins APPENDIX F Conceptual Site Plan LOT 1 S INTERSTATE 25 G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E 12 122 PARKING STALLS 9 9 8 15 12 3 8 7 14' offset from roadway guardrail 16.5' easement Approximate Guardrail Location 9 5 11 10 4 AALTERNATE SCALE: 1" = 20'-0" SITE PLAN 4 WOODSPRING SUITES 847 SE FRONTAGE ROAD FORT COLLINS, COLORADO Architecture $UFKLWHFWXUH(QJLQHHULQJ3ODQQLQJ,QWHULRU'HVLJQ/DQGVFDSH$UFKLWHFWXUH T F LKArchitecture, Inc. Designed: Drawn: Checked: Date: SA4 SITE PLAN J.Best J.Best J.Best 06.05.19 Peak Hour Data North North 1037 751 1788 Left 149 Thru 65 Right 109 U Turns 0 Out In Total 300 323 623 Left 100 Thru 874 Right 230 U Turns 1 Out In Total 886 1205 2091 Peak Hour Begins at 04:30 PM Automobiles Peak Hour Data North 160 Thru 23 Right 50 U Turns 0 Out In Total 259 233 492 Left 73 Thru 434 Right 151 U Turns 6 Out In Total 1165 664 1829 Peak Hour Begins at 07:00 AM Automobiles Peak Hour Data North 200’ C 275’ 325’ 175’ 25’ C = Continuous Turn Lane; # Possible Dual Lefts As shown in the table representing the queuing results, all anticipated vehicle queues are accommodated or managed within existing or proposed turn lanes at the Mulberry Street (SH- 14) and I-25 Frontage Road study area intersection with exception of the northbound left and southbound left turn lanes. The existing northbound left turn lane provides 175-foot of storage length and cannot be further extended due to the existing back-to-back left turn lane at the intersection of Denrose Court and the I-25 Frontage Road to the south. However, dual northbound left turn lanes could be considered here if desired. Since only a single southbound through lane from this intersection is needed instead of the existing two southbound receiving lanes, the northbound approach could be shifted over to the west to designate dual northbound left turn lanes. Likewise, the existing southbound left turn lane at this intersection only provides 25 feet of length and cannot be further extended due to the existing close proximity signalized intersection and geometry to the north. Since this intersection to the north is part of the signalized intersection, traffic is held on the approaches to this intersection so that the Mulberry Street (SH-14) and I-25 Frontage Road operates better. It should be noted that project traffic does not add to this movement. Based on the results of the intersection operational and turn lane analysis, the recommended lane configurations and control of the study key intersections is shown in Figure 11.