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HomeMy WebLinkAboutReports - Transportation Impact Study - 10/01/2025 DRAFT Strauss Lakes Site Transportation Impact Study Prepared for: Cottonwood Land and Farms, LLC October 2025 DN15-0497.01 Strauss Lakes Site – Transportation Impact Analysis October 2025 This page intentionally left blank Strauss Lakes Site – Transportation Impact Analysis October 2025 1 Table of Contents EXECUTIVE SUMMARY ................................................................................................................................ 5 1.0 INTRODUCTION .............................................................................................................................. 1 1.1 Analysis Objectives ............................................................................................................................................. 1 2.0 ANALYSIS CONSIDERATIONS ........................................................................................................ 4 2.1 Analysis Conditions ............................................................................................................................................ 4 2.2 Data Collection ..................................................................................................................................................... 4 2.3 Evaluation Methodology .................................................................................................................................. 5 2.4 Traffic Model Development ............................................................................................................................ 6 2.5 Transportation Operation Analysis Methodology ................................................................................. 6 2.5.1 Level of Service Criteria ..................................................................................................................... 7 2.5.2 Local Level of Service Standards .................................................................................................... 9 2.5.3 Significance Criteria ............................................................................................................................. 9 3.0 EXISTING CONDITIONS ................................................................................................................ 11 3.1 Existing Roadway Network ........................................................................................................................... 11 3.2 Intersections ....................................................................................................................................................... 12 3.3 Bicycle & Pedestrian Facilities ..................................................................................................................... 12 3.4 Existing Transit Service ................................................................................................................................... 13 3.5 Crash Analysis .................................................................................................................................................... 13 3.6 Existing Intersection Operations ................................................................................................................ 15 4.0 PROJECT TRIPS ............................................................................................................................. 22 4.1 Trip Generation ................................................................................................................................................. 22 4.2 Trip Distribution ................................................................................................................................................ 23 4.3 Trip Assignment ................................................................................................................................................ 23 4.4 Access ................................................................................................................................................................... 23 5.0 PEDESTRIAN AND BICYCLE IMPACT EVALUATIONS ................................................................. 28 5.1 Pedestrian and Bike Facility Demand ....................................................................................................... 28 5.2 School Routing Plans ...................................................................................................................................... 28 5.3 Connections to Neighboring Land Uses ................................................................................................. 29 5.4 Existing and Proposed Infrastructure ....................................................................................................... 29 5.5 Existing And Proposed Facilities Evaluation .......................................................................................... 30 Strauss Lakes Site – Transportation Impact Analysis October 2025 2 5.6 Future Transit Facilities .................................................................................................................................. 30 5.7 Future Pedestrian and Bicycle Facilities ................................................................................................... 31 6.0 2029 BACKGROUND CONDITIONS ............................................................................................. 32 6.1 2029 Background Transportation and Intersection Operations .................................................... 32 6.2 2029 Background Intersection Levels of Service and Impacts ....................................................... 34 6.3 2029 Build Intersection Operations .......................................................................................................... 38 6.4 2029 Build Intersection Levels of Service and Impacts ..................................................................... 40 6.4.1 Considerations ................................................................................................................................... 44 7.0 2033 BACKGROUND CONDITIONS ............................................................................................. 47 7.1 2033 Background Transportation and Intersection Operations .................................................... 47 7.2 2033 Background Intersection Levels of Service and Impacts ....................................................... 49 7.3 2033 Build Intersection Operations .......................................................................................................... 53 7.4 2033 Build Intersection Levels of Service and Impacts ..................................................................... 56 7.4.1 Considerations ................................................................................................................................... 61 8.0 2036 BACKGROUND CONDITIONS ............................................................................................. 63 8.1 2036 Background Transportation and Intersection Operations .................................................... 63 8.2 2036 Background Intersection Levels of Service and Impacts ....................................................... 65 8.3 2036 Build Intersection Operations .......................................................................................................... 70 8.4 2036 Build Intersection Levels of Service and Implications............................................................. 72 8.4.1 Considerations ................................................................................................................................... 77 9.0 2045 ............................................................................................................................................... 79 9.1 2045 Transportation and Intersection Operations .............................................................................. 79 9.2 2045 Intersection Levels of Service and Impacts ................................................................................. 81 9.3 2045 Mitigated Conditions Intersection Operations ......................................................................... 86 9.4 2045 Mitigated Conditions Intersection Levels of Service and Impacts .................................... 88 9.4.1 Considerations ................................................................................................................................... 93 10.0 SUMMARY OF FINDINGS AND RECOMMENDATIONS .............................................................. 96 Strauss Lakes Site – Transportation Impact Analysis October 2025 3 Appendices Appendix A: Existing Traffic Counts Appendix B: Intersection Level of Service Calculations List of Figures Figure 1: Project Study Area ............................................................................................................................................................. 2 Figure 2: Strauss Lakes Site Plan ..................................................................................................................................................... 3 Figure 3: Existing Peak Hour Traffic Volumes and Lane Configurations ..................................................................... 16 Figure 4: Trip Distribution .............................................................................................................................................................. 24 Figure 5: Trip Assignment Strauss Lakes Phase 1 ................................................................................................................. 25 Figure 6: Trip Assignment Strauss Lakes Phase 2 ................................................................................................................. 26 Figure 7: Trip Assignment Strauss Lakes Phase 3 ................................................................................................................. 27 Figure 8: School Routing Map ...................................................................................................................................................... 29 Figure 9: 2029 Background Peak Hour Traffic Volumes and Lane Configurations ................................................. 33 Figure 10: 2029 Build Conditions Peak Hour Traffic Volumes and Lane Configurations ...................................... 39 Figure 11: 2029 Signal Warrant Analysis .................................................................................................................................. 46 Figure 12: 2033 Background Peak Hour Traffic Volumes and Lane Configurations ............................................... 48 Figure 13: 2033 Build Conditions Peak Hour Traffic Volumes and Lane Configurations ...................................... 55 Figure 14: 2033 Signal Warrant Analysis .................................................................................................................................. 62 Figure 15: 2036 Background Peak Hour Traffic Volumes and Lane Configurations ............................................... 64 Figure 16: 2036 Build Conditions Peak Hour Traffic Volumes and Lane Configurations ...................................... 71 Figure 17: 2036 Signal Warrant Analysis .................................................................................................................................. 78 Figure 18: 2045 Peak Hour Traffic Volumes and Lane Configurations ......................................................................... 80 Figure 19: 2045 Mitigated Conditions Peak Hour Traffic Volumes and Lane Configurations ............................ 87 Figure 20: 2045 Signal Warrant Analysis .................................................................................................................................. 95 Strauss Lakes Site – Transportation Impact Analysis October 2025 4 List of Tables Table 1: Signalized Intersection Level of Service Definitions Using Average Control Vehicular Delay ............. 8 Table 2: Unsignalized Intersection Level of Service Definitions Using Average Control Vehicular Delay ....... 8 Table 3: Fort Collins LOS Standards .............................................................................................................................................. 9 Table 4: Crashes by Severity .......................................................................................................................................................... 14 Table 5: Crashes by Crash Type ................................................................................................................................................... 14 Table 6: Existing Conditions Intersection Level of Service Results ................................................................................. 17 Table 7: Existing Conditions intersection movement LOS ................................................................................................ 18 Table 8: Vehicle Trip Generation ................................................................................................................................................. 22 Table 9: Walk/bike Trip Generation ............................................................................................................................................ 28 Table 10: Multimodal LoS............................................................................................................................................................... 30 Table 11: 2029 Background Conditions Intersection Level of Service Results .......................................................... 34 Table 12: 2029 Background Conditions intersection movement LOS .......................................................................... 36 Table 13: 2029 Build Conditions Intersection Level of Service Results ........................................................................ 40 Table 14: 2029 Build Conditions Signalized intersection detailed LOS ........................................................................ 42 Table 15: 2033 Background Conditions Intersection Level of Service Results .......................................................... 49 Table 16: 2033 Background Conditions intersection movement LOS .......................................................................... 51 Table 17: 2033 Build Conditions Intersection Level of Service Results ........................................................................ 56 Table 18: 2033 Build Conditions Signalized intersection detailed LOS ........................................................................ 58 Table 19: 2036 Background Conditions Intersection Level of Service Results .......................................................... 65 Table 20: 2036 Background Conditions intersection movement LOS .......................................................................... 67 Table 21: 2036 Build Conditions Intersection Level of Service Results ........................................................................ 72 Table 22: 2036 Build Conditions intersection movement LOS ........................................................................................ 74 Table 23: 2045 Conditions Intersection Level of Service Results .................................................................................... 81 Table 24: 2045 Conditions intersection movement LOS .................................................................................................... 83 Table 25: 2045 Mitigated Conditions Intersection Level of Service Results ............................................................... 88 Table 26: 2045 mitigated Conditions intersection movement LOS ............................................................................... 90 Strauss Lakes Site – Transportation Impact Analysis October 2025 5 EXECUTIVE SUMMARY This Master Transportation Impact Study (Master TIS) analyzes potential transportation impacts resulting from the proposed Strauss Lakes Site mixed-use development in Fort Collins, Colorado, and outlines mitigation for those impacts. This Master TIS was prepared in conformance with the Larimer County Urban Area Street Standards (LCUASS) and in discussions with the City of Fort Collins. STUDY AREA The study area, as defined by the City of Fort Collins, is bounded by Ziegler Road on the west, Harmony Road on the south, and E. Drake Road to the northeast. This study also includes two intersections on Timberline. The Strauss Lakes Site is proposed to be in the northeast quadrant of Ziegler Road and Horsetooth Road. Currently, the Strauss Lakes Site is planned to have the following access points: • One full access signal at William Neal Parkway / Ziegler Road • One full access side-street stop control at Percheron Drive / Ziegler Road • One right-in-right-out stop control on Ziegler Road, approximately 600 feet north of Horsetooth Road • One full access side street stop control on Horsetooth Road, approximately 1,800 feet east of Ziegler Road • One right-in-right-out stop control on Horsetooth Road, approximately 450 feet east of Ziegler Road Transportation impacts on the study area intersections were assessed for four years: 2029, 2033, 2036, and 2045. These analysis years account for the phased development of the full site and the required long-term horizon year of 2045. The analysis included the evaluation of the intersection and approach Level-of-Service (LOS). In accordance with City of Fort Collins, the following eleven existing intersections were chosen to be analyzed during the AM and PM peak hours. The traffic control identified in parentheses indicates the Existing Conditions traffic control. 1. Timberline Road and Horsetooth Road (signal) 2. Timberline Road and E. Drake Road (signal) 3. E. Drake Road and Rigden Parkway (side street stop control) 4. E. Drake Road and Miles House Avenue (side street stop control) 5. E. Drake Road and Environmental Drive (side street stop control) Strauss Lakes Site – Transportation Impact Analysis October 2025 6 6. Ziegler Road and William Neal Parkway (side street stop control) 7. Ziegler Road and Percheron Drive (side street stop control) 8. Ziegler Road and Horsetooth Road (roundabout) 9. Ziegler Road and Harmony Road (signal) 10. Strauss Cabin Road and Harmony Road (signal) 11. Ziegler Road/ E. Drake Road and Des Moines Drive (side street stop control) STUDY SCENARIOS The study intersections were analyzed for the following scenarios: 1. Existing – This includes existing traffic volumes, lane configurations, and traffic controls. 2. 2029 Background – This includes background traffic volumes assuming a one percent annual growth rate, phase 1 and 2 of Liberty Commons Middle School Expansion, and Union Park Mixed - Use development. 3. 2029 Plus Project – This includes Phase 1 of Strauss Lakes development plus the 2029 Background traffic volumes. 4. 2033 Background – This includes background traffic volumes assuming a one percent annual growth rate, phase 1 and 2 of Liberty Commons Middle School Expansion, Union Park Mixed-Use development, and Phase 1 of this Strauss Lakes development. 5. 2033 Plus Project – This includes Phase 2 of Strauss Lakes development plus the 2033 Background traffic volumes. 6. 2036 Background – This includes background traffic volumes assuming a one percent annual growth rate, phase 1 and 2 of Liberty Commons Middle School Expansion, Union Park Mixed -Use development, and Phase 1 and 2 of this Strauss Lakes development. 7. 2036 Plus Project – This includes Phase 3 of Strauss Lakes development plus the 2036 Background traffic volumes. 8. 2045 Conditions – This includes background traffic volumes assuming a one percent annual growth rate, phase 1 and 2 of Liberty Commons Middle School Expansion, Union Park Mixed -Use development, and Phase 1, 2, and 3 of this Strauss Lakes development. Strauss Lakes Site – Transportation Impact Analysis October 2025 7 INTERSECTION IMPACTS AND RECOMMENDED IMPROVEMENTS Recommendations are based on the LOS thresholds defined in the Larimer County Urban Area Street Standards (LCUASS), and signal implementation is based on the warrants set forth by the MUTCD and engineering judgment. A brief summary of the analysis results and recommendations follows. Existing Conditions – Three intersections were found to operate at deficient levels of service in the existing conditions. • Drake / Timberline – This intersection is calculated to be operating at a deficient level of service in both the AM and PM travel periods. Westbound traffic reaches high levels of delay in the AM period, and Southbound traffic reaches high levels of delay in the PM period. Possible mitigations in addition to signal timing adjustments include channelized right-turn lanes for eastbound and westbound traffic and a third westbound through lane. There are already two southbound left-turn lanes at this intersection. While a third southbound left-turn lane would improve LOS, incentivizing southbound lefts at other intersections, either by adjusting signal timing or the geometry of other intersections, is recommended to improve the LOS for the southbound traffic at this intersection rather than further intersection widening. Other strategies to improve the LOS at this intersection include transportation demand management (TDM) strategies to reduce overall private vehicle traffic volumes. • Harmony / Ziegler – This intersection is calculated to be operated at a deficient level of service in the PM travel period. Southbound traffic reaches the highest level of delay. It is recommended that Horsetooth Road be improved to a two-lane arterial from Ziegler Road to Strauss Cabin Road to incentivize this alternative access. The improvement of Strauss Cabin Road is recommended under existing operating conditions. If 25% of southbound left turns at this intersection are diverted to other intersections, this intersection is expected to operate at a sufficient LOS. Incentivizing left turns at other intersections, including westbound left turns, is expected to significantly improve the LOS at this intersection. By 2045, the intersection is expected to need further mitigation, including dual east and westbound left turn lanes and five westbound through lanes. TDM strategies are recommended to reduce overall traffic volumes and incentivize other routes before expanding the intersection to this size. • Harmony/Strauss Cabin – The westbound left-turning movement is calculated to operate at a deficient level of service in the existing PM conditions. It is suggested that the signal timing at this intersection be optimized to reduce the delay for this movement to an acceptable level. By 2045, a third westbound left-turn lane would be required if westbound left turns are not incentivized at other intersections along this corridor. Strauss Lakes Site – Transportation Impact Analysis October 2025 8 2029 Background – One additional intersection operates at a deficient level of service in the 2029 background conditions compared to the 2025 existing conditions. • Horsetooth / Ziegler – The southbound approach at this roundabout is projected to operate at LOS F in the PM peak hour under 2029 background conditions. Improving this roundabout to a fully two-lane roundabout is expected to mitigate the delay at the intersection. This intersection has also been identified by the city as one to possibly convert to a signalized intersection. The 2029 background conditions show that either roundabout improvement or intersection redesign should be considered by 2029. While the 2029 background conditions require only slight modifications to the intersection, it was assumed that if the intersection is redesigned, it would be designed to accommodate 2045 conditions. This was assumed to reduce the number of times the intersection would need to close and cause increased delay due to construction in future years. The full mitigations are listed in further detail in the 2045 conditions section. Additionally, a crash analysis found that there are currently a disproportionately high number of crashes occurring at this intersection. This supports the redesigning of this intersection to either an improved roundabout or signalized intersection, and/or providing better signage and communication to the roadway users. 2029 Build – One additional intersection is projected to operate at a deficient level of service in the 2029 build scenario when compared to the 2029 background scenario. • Percheron / Ziegler – The westbound traffic at this intersection is projected to operate at a LOS F in the AM and PM Peak hours. It is recommended that the project access be restricted to a three- quarters access, allowing full access in but restricting turns out to right only. The left turn volumes would be diverted to either westbound lefts at William Neal or exits at the project’s southern access. If a signal were desired, though this intersection does not meet the LCUASS signalized spacing requirements, a signal warrant analysis could be conducted upon buildout of the development. In the 2029 build scenario, project-generated trips are expected to account for 6% of all vehicles passing through this intersection, and 100% of the trips entering or exiting the eastern leg of the intersection. 2033 Background – One additional intersection is projected to operate at deficient levels of service in the 2033 background conditions when compared to the 2029 build conditions. • Horsetooth / Timberline – The westbound through movement at this intersection is projected to operate at a LOS of F during the 2033 background AM conditions. Adding a third westbound through lane and a third receiving lane would reduce vehicle delay. However, TDM strategies are Strauss Lakes Site – Transportation Impact Analysis October 2025 9 recommended to reduce overall vehicle traffic through this intersection, as each approach reaches high levels of delay by 2045, and further widening this intersection could cause safety challenges. 2033 Build – No additional intersections are projected to operate at deficient levels of service in the 2033 build conditions when compared to the 2033 background conditions. 2036 Background – No additional intersections are projected to operate at deficient levels of service in the 2036 background conditions when compared to the 2033 background conditions. 2036 Build – No additional intersections are projected to operate at deficient levels of service in the 2036 build conditions when compared to the 2036 background conditions. 2045 Conditions – One intersection, already found to be deficient in 2029 background conditions, is expected to need more mitigation in 2045. This scenario includes project-generated trips as well as background trips. • Horsetooth / Ziegler - The southbound approach at this roundabout is projected to operate at LOS F in the PM peak hour under 2045 conditions. By 2045, a fully two-lane roundabout is expected to be deficient in serving the number of vehicles trying to pass through this intersection. Adding a channelized right-turn lane to the east and southbound approaches to the two-lane roundabout would mitigate the delay. If a signal is desired rather than a roundabout, traffic signal would require a shared right/through lane, a dedicated through lane, and three left turn lanes for the northbound approach. The eastbound approach would require separated right, through, and left turn lanes, the right turn lane would need to be channelized. The southbound approach would require a shared right/through lane in addition to a dedicated through lane and dual left turn lanes, the signal timing would require protected -permitted left turn phasing for the southbound lefts. The westbound approach would require the same as the southbound approach, a shared right/through lane in addition to a dedicated through lane and left turn lane. With this geometric configuration, a signal is calculated to operate at an acceptable LOS. Strauss Lakes Site – Transportation Impact Analysis October 2025 10 FINDINGS The full development of Strauss Lakes is expected to generate 8,417 vehicle trips daily, with 580 in the AM peak hour and 835 in the PM peak hour. According to the capacity analysis, it is concluded that the development of this site will have some impact on the study intersections. Existing traffic levels and background traffic growth also have an impact on the study intersections. If the mitigations recommended are implemented, the Strauss Lakes project traffic can be accommodated within the roadway and intersection network. Not all improvements are necessary at the same time. The phased development has different recommendations for each phase. This study area would benefit from targeted TDM strategies and the addition of alternative routes due to the high levels of delay projects for future background years. Some geometric improvements include the following. Ziegler Road to Strauss Cabin Road is recommended to be improved, as well as the intersection of Drake & Timberline, due to existing traffic conditions. A three-quarters access configuration is recommended for Percheron in the 2029 build conditions. A signal is recommended at William Neal & Ziegler by the 2029 build conditions. The intersection of Horsetooth & Ziegler is expected to require a redesign of the roundabout or signalization by the 2029 background conditions. It is recommended that this intersection be designed according to the 2045 condition needs at this time. The intersection of Horsetooth & Timberline is expected to need additional westbound capacity by the 2033 background conditions. Intersections 101 and 102 are project accesses that only access the south-western parcel of the development. It is assumed that these intersections will be built out as needed by this parcel. Strauss Lakes Site – Transportation Impact Analysis October 2025 1 1.0 INTRODUCTION This Transportation Impact Study (TIS) Update analyzes potential transportation impacts resulting from the proposed Strauss Lakes Site mixed-use development in Fort Collins, Colorado, and outlines mitigation for those impacts. This Master TIS was prepared in conformance with the Larimer County Urban Area Street Standards (LCUASS) and in discussions with the City of Fort Collins. This mixed-use development is proposed to be in the northeast quadrant of Ziegler Road and Horsetooth Road. Refer to Figure 1 for a study area map. The proposed development will have 270 single-family homes, 446 row homes (47 of which have separate accesses from the rest of the development and are located on the southwest parcel), 168 multifamily affordable housing units, and 49,000 square feet of retail, including a 10,200-square-foot childcare service. 1.1 ANALYSIS OBJECTIVES This report provides an assessment of potential transportation impacts on the roadway network and intersections within the study area associated with the construction of the development. It includes an evaluation of transportation operations for the eleven existing intersections outlined in the Executive Summary and five site access points (shown on the site plan in Figure 2): 1. Ziegler Road / William Neal Parkway (access point, existing) 2. Ziegler Road / Percheron Drive (access point, existing, proposed access) 3. Ziegler Road / west entry (access point, proposed) 4. Horsetooth Road / south entry (access point, proposed) 5. Horsetooth Road / southeast entry (access point, proposed) Figure 1 Project Study Area AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) 9_Title AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) 10_Title AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) 11_Title AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) 12_Title AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) 13_Title AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) 14_Title AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) 15_Title AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) 16_Title 9_ST_W 9_ST_E 9_ S T _ N 9_ S T _ S 10_ST_W 10_ST_E 10 _ S T _ N 10 _ S T _ S 11_ST_W 11_ST_E 11 _ S T _ N 11 _ S T _ S 12_ST_W 12_ST_E 12 _ S T _ N 12 _ S T _ S 13_ST_W 13_ST_E 13 _ S T _ N 13 _ S T _ S 14_ST_W 14_ST_E 14 _ S T _ N 14 _ S T _ S 15_ST_W 15_ST_E 15 _ S T _ N 15 _ S T _ S 16_ST_W 16_ST_E 16 _ S T _ N 16 _ S T _ S AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) 1_Title AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) 2_Title AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) 3_Title AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) 4_Title AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) 5_Title AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) 6_Title AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) 7_Title AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) 8_Title 1_ST_W 1_ST_E 1_ S T _ N 1_ S T _ S 2_ST_W 2_ST_E 2_ S T _ N 2_ S T _ S 3_ST_W 3_ST_E 3_ S T _ N 3_ S T _ S 4_ST_W 4_ST_E 4_ S T _ N 4_ S T _ S 5_ST_W 5_ST_E 5_ S T _ N 5_ S T _ S 6_ST_W 6_ST_E 6_ S T _ N 6_ S T _ S 7_ST_W 7_ST_E 7_ S T _ N 7_ S T _ S 8_ST_W 8_ST_E 8_ S T _ N 8_ S T _ S B F F F A C E D E B E A E C E C B D D A E D C C D C B C C D A F E A C B E C 0 0 C C D A B C B D A A F B D B D E A B D E C D E A STOP STOP ST O P ST O P STOP STOP ST O P ST O P STOP STOP ST O P ST O P STOP STOP ST O P ST O P STOP STOP ST O P ST O P STOP STOP ST O P ST O P STOP STOP STOP ST O P STOP STOP STOP ST O P STOP STOP ST O P ST O P STOP STOP ST O P ST O P STOP STOP ST O P ST O P STOP STOP ST O P ST O P STOP STOP ST O P ST O P STOP STOP ST O P ST O P STOP STOP STOP ST O P STOP STOP STOP ST O P acfac f acf ac f acfac f acf ac f acfac f acf ac f acfac f acf ac f acfac f acf ac f acfac f acf ac f acfac f acf ac f acfac f acf ac f acfac f acf ac f acfac f acf ac f acfac f acf ac f acfac f acf ac f acfac f acf ac f acfac f acf ac f acfac f acf ac f acfac f acf ac f 1 2 3 4 5 6 7 8 9 10 11 102 N 103 101 E Horsetooth Rd E Harmony Rd E Horsetooth Rd E Drake Rd S T i m b e r l i n e R d Zi e g l e r R d St r a u s s C a b i n R d Ri g d e n P k w y Mile s H o u s e Ave Environmental Dr Des M o i n e s D r William Neal Pkwy Percheron Dr I 2 5 CITY OF FT COLLINS FUTURE PARK SITE FOS S I L C R E E K R E S E R V O I R I N L E T D I T C H (IR R I G A T I O N ) BOXEL D E R D I T C H (IRRIG A T I O N ) RIG D E N F A R M O U T F A L L C H A N N E L ZIEGLER ROAD WI L L I A M N E A L PA R K W A Y PE R C H E R O N D R I V E FLATIRONS POND E H O R S E T O O T H R O A D FO O T H I L L S C H A N N E L O U T F A L L DETENTION POND CONSTRUCTED WETLAND POND 28 SMALL TH PHASE 4 33 SMALL TH PHASE 3 30 SMALL TH PHASE 6 39 LARGE TH PHASE 1 36 LARGE TH PHASE 4 17 LARGE TH PHASE 6 18 LARGE TH PHASE 3 9 LARGE TH PHASE 3 35 LARGE TH PHASE 2 14 LARGE TH PHASE 3 28 URBAN DETACHED PHASE 3 26 URBAN DETACHED PHASE 1 28 URBAN DETACHED PHASE 2 16 URBAN DETACHED PHASE 4 10 SUBURBAN DETACHED PHASE 1 13 SUBURBAN DETACHED PHASE 2 5 SUBURBAN DETACHED PHASE 3 6 SUBURBAN DETACHED PHASE 4 20 SUBURBAN DETACHED PHASE 1 8 SUBURBAN DETACHED PHASE 4 16 SUBURBAN DETACHED PHASE 4 14 SUBURBAN DETACHED PHASE 2 24 SUBURBAN DETACHED PHASE 3 41 SMALL TH PHASE 1 168 AFFORDABLE MULTIFAMILY PHASE 3 19 URBAN DETACHED PHASE 6 10 URBAN DETACHED PHASE 4 24 URBAN DETACHED PHASE 5 3 SUBURBAN DETACHED PHASE 2 35 SMALL TH PHASE 2 33 LARGE TH PHASE 2 10 LARGE TH PHASE 337 SMALL TH PHASE 5 18 LARGE TH PHASE 5 14 LARGE TH PHASE 5 COMMERCIAL PHASE 7 PHASE 1 PHASE 2 PHASE 3 PHASE 4 PHASE 5 PHASE 6 PHASE 7 CONCEPTUAL PHASING LEGEND BLOCK 1 BLOCK 17 BLOCK 16 BLOCK 5 BLOCK 3 BLOCK 15 BLOCK 18 BLOCK 13 BLOCK 10 BLOCK 11 BLOCK 7 BLOCK 12 BLOCK 2 BLOCK 8 BLOCK 19 BLOCK 9 BLOCK 14 BLOCK 6 BLOCK 4 REVISIONS NO.DESCRIPTION DATE DATE: SHEET: DESIGNED BY: DRAWN BY: CHECKED BY: JOB NO.: DWG NAME:37200101STORM_EXHIB JAB CMH CMH 08/20/25 ME T R O D I S T R I C T M A P S ST R A U S S L A K E 372.001.01 10 OF 10 CONCEPTUAL PHASING 8308 COLORADO BLVD SUITE 200 FIRESTONE, CO 80530 303.833.1416 WWW.CIVILRESOURCES.COM J: \ C O T T O N W O O D L A N D - 3 7 2 \ 3 7 2 . 0 0 1 . 0 1 S T R A U S S L A K E S \ D R A W I N G S \ S H E E T S \ 0 0 - P R E L I M \ M E T R O D I S T R I C T M A P S \ 3 7 2 0 0 1 0 1 S T O R M _ E X H I B BOULDER, CO 80306 PO BOX 229 ATTN: BILL MCDOWELL COTTONWOOD LAND AND FARMS, LLC N E W S Strauss Lakes Site – Transportation Impact Analysis October 2025 4 2.0 ANALYSIS CONSIDERATIONS 2.1 ANALYSIS CONDITIONS The weekday AM and PM peak hours were included in the transportation analysis to evaluate the potential impact of commuter traffic on the transportation infrastructure system. Figure 2 provides the conceptual phasing for the whole development. For the purposes of this study, these phases were consolidated into three. Phase one of this Master TIS includes phases one and two of the conceptual phases, estimated to be completed in 2029. Phase two of this Master TIS includes phases three, four, five, and six of the conceptual phases, estimated to be completed in 2033. Phase three of this Master TIS includes phase seven of the conceptual phases, estimated to be completed in 2036. The following nine conditions were analyzed with the corresponding volumes and network configurations as indicated: • 2025 Existing Conditions • 2029 Background Conditions • 2029 Phase 1 Build Conditions • 2033 Background Conditions • 2033 Phase 2 Build Conditions • 2036 Background Conditions • 2036 Phase 3 Build Conditions • 2045 Conditions • 2045 Mitigated Conditions 2.2 DATA COLLECTION Traffic volume counts were conducted on a weekday in June 2024 at the following intersections. Note that the three intersections of Timberline & Horsetooth, Timberline & Drake, and Ziegler & Horsetooth were counted in September 2024 to account for school-generated traffic. Counts were taken after Harmony Road was resurfaced so that construction-related traffic was not a factor. Additional counts were collected in May 2025 for the two intersections of Drake & Miles House and Drake & Des Moines. The intersections that only had counts collected in June were adjusted to reflect school-period traffic. This was done by comparing intersections with counts from either September or May to the counts from June. The counts taken during the school period were higher for the AM period and only slightly higher for the PM period. The growth factor applied to traffic counts for intersections only collected in June was roughly 20% in the AM travel Strauss Lakes Site – Transportation Impact Analysis October 2025 5 period and roughly 6% in the PM period. These growth factors were applied to only traffic counts collected in June to account for school-related traffic. These adjustments provide a conservative basis for the traffic impact analysis. • Timberline Road and Horsetooth Road (signal) – data collected in September 2024 • Timberline Road and E. Drake Road (signal) – data collected in September 2024 • E. Drake Road and Rigden Parkway (side street stop control) – data collected in June 2024 • E. Drake Road and Miles House Avenue (side street stop control) – data collected in May 2025 • E. Drake Road and Environmental Drive (side street stop control) – data collected in June 2024 • Ziegler Road and William Neal Parkway (side street stop control) – data collected in June 2024 • Ziegler Road and Percheron Drive (side street stop control) – data collected in June 2024 • Ziegler Road and Horsetooth Road (roundabout) – data collected in September 2024 • Ziegler Road and Harmony Road (signal) – data collected in June 2024 • Strauss Cabin Road and Harmony Road (signal) – data collected in June 2024 • Ziegler Road/ E. Drake Road and Des Moines Drive (side street stop control) – data collected in May 2025 The adjusted traffic counts are available in Appendix A. 2.3 EVALUATION METHODOLOGY The following evaluation methodology was completed as part of the transportation analysis: 1. Assess the Existing Conditions. Determine the operational performance of the study intersections with current traffic characteristics, geometry, and traffic control. 2. Determine growth rate and volumes for the future scenarios. Recent traffic studies and consultation with the City of Fort Collins were used to determine the appropriate annual growth rate to be applied through to 2045. The annual growth rate of one percent was applied to the Existing volumes. 3. Evaluate the Background Scenarios. Determine the operational performance of the study intersections with estimated traffic, planned geometry, and traffic control for background conditions in 2029, 2033, 2036, and 2045. Strauss Lakes Site – Transportation Impact Analysis October 2025 6 4. Calculate the trip generation. Trip generation was calculated based on the number of single- family households, row homes, affordable housing units, and square footage of retail space, as well as a childcare facility proposed for the development. 5. Distribute and assign generated trips. The distribution of site-generated trips was developed from the existing travel patterns and from recent traffic studies. Trips were assigned through the study intersections using the distribution percentages. Trip distribution was determined in coordination with City of Fort Collins staff. The same trip distributions were used for each analysis year since the project accesses and major supporting infrastructure are expected to be in place by the end of Phase 1 of this development. 6. Evaluate the Build Scenarios. Determine the operational performance of the study intersections with the new development, by phase, for 2029, 2033, 2036, and 2045. If intersections were below the operational performance criteria, then mitigation measures were recommended. 2.4 TRAFFIC MODEL DEVELOPMENT Transportation operations for the study area were analyzed using the Synchro 12 software program. Synchro is based on procedures outlined in the Highway Capacity Manual 7th Edition (HCM 7th Edition). Synchro models were developed for each scenario and include the following existing data: • Lane configuration • Traffic control • Posted speed limit • Peak Hour Factor (PHF) • Truck Percentages (three percent) 2.5 TRANSPORTATION OPERATION ANALYSIS METHODOLOGY The transportation operations analysis addressed unsignalized and signalized intersection operations using the procedures and methodologies contained in the HCM 7th Edition, Transportation Research Board, for the weekday AM and PM peak hour traffic operations. Study intersection operations were evaluated using level-of-service calculations as analyzed in the Synchro software. Strauss Lakes Site – Transportation Impact Analysis October 2025 7 2.5.1 LEVEL OF SERVICE CRITERIA To measure and describe the operational status of the local roadway network and corresponding intersections, transportation engineers and planners commonly use a grading system called level-of-service (LOS) put forth by the Transportation Research Board’s HCM 7th Edition. LOS characterizes the operational conditions of an intersection’s traffic flow, ranging from LOS A (indicating free flow traffic conditions with little or no delay) to LOS F (representing over-saturated conditions where traffic flows exceed the design capacity, resulting in long queues and delays). These grades represent the perspective of drivers and are an indication of the comfort and convenience associated with driving. Although LOS A through C are desired levels, LOS D is considered acceptable. Traffic conditions with LOS E or F are generally considered unacceptable and represent significant travel delays and inefficient motor vehicle operation. The LOS is determined differently depending on the type of control at the intersection. At signalized intersections, the operation analysis uses various intersection characteristics (such as traffic volumes, lane geometry, and signal phasing) to estimate the intersection’s volume -to-capacity (v/c) ratio. For signalized intersections, the HCM defines the intersection LOS as the average delay per vehicle for the overall intersection, which includes all approaches. At unsignalized intersections, the operation analysis uses various intersection characteristics (such as traffic volumes, lane geometry, and stop-controlled approaches) to estimate the intersection’s volume-to-capacity (v/c) ratio. For unsignalized intersections, the HCM defines the intersection LOS as either the average delay per vehicle for the worst approach or the whole intersection for side-street stop and all-way stop intersections, respectively. Table 1 summarizes the relationship between delay and LOS for signalized intersections, and Table 2 summarizes the relationship between delay and LOS for unsignalized intersections. Strauss Lakes Site – Transportation Impact Analysis October 2025 8 TABLE 1: SIGNALIZED INTERSECTION LEVEL OF SERVICE DEFINITIONS USING AVERAGE CONTROL VEHICULAR DELAY Level of Service Description Average Control Delay Per Vehicle (Seconds) A Operations with very low delay occurring with favorable progression and/or short cycle lengths. < 10.0 B Operations with low delay occurring with good progression and/or short cycle lengths. >10 to 20 C Operations with average delays resulting from fair progression and/or longer cycle lengths. Individual cycle failures begin to appear. >20 to 35 D Operations with longer delays due to a combination of unfavorable progression, long cycle lengths, and high V/C ratios. Many vehicles stop and individual cycle failures are noticeable. >35 to 55 E Operations with high delay values indicating poor progression, long cycle lengths, and high V/C ratios. Individual cycle failures are frequent occurrences. >55 to 80 F Operations with delays unacceptable to most drivers occurring due to over-saturation, poor progression, or very long cycle lengths. > 80 Source: Highway Capacity Manual (Transportation Research Board, 2010). TABLE 2: UNSIGNALIZED INTERSECTION LEVEL OF SERVICE DEFINITIONS USING AVERAGE CONTROL VEHICULAR DELAY Level of Service Description Average Control Delay Per Vehicle (Seconds) A Little or no delay. <10 B Short traffic delay. >10 to 15 C Average traffic delays. >15 to 25 D Long traffic delays. >25 to 35 E Very long traffic delays. >35 to 50 F Extreme traffic delays with intersection capacity exceeded. >50 Source: Highway Capacity Manual (Transportation Research Board, 2010). Strauss Lakes Site – Transportation Impact Analysis October 2025 9 2.5.2 LOCAL LEVEL OF SERVICE STANDARDS Table 3 from the Larimer County Urban Street Standards (LCUASS) states the LOS standards for the City of Fort Collins. TABLE 3: FORT COLLINS LOS STANDARDS 2.5.3 SIGNIFICANCE CRITERIA The LCUASS defines the following significance criteria for requiring mitigation: • Signalized Intersections ▪ When the added project traffic causes movements, approaches, or the overall intersection to fail the minimum acceptable level of service standards; or ▪ When the background traffic conditions (without project traffic) cause an intersection to fail the minimum acceptable level of service standards, and when the project traffic adds additional traffic (10 or more trips during the peak hour); or ▪ When added project traffic is determined to create potential safety problems. Strauss Lakes Site – Transportation Impact Analysis October 2025 10 • Unsignalized Intersections ▪ When the added project traffic causes movements at an intersection or the overall intersection to fail the minimum acceptable level of service standards; or ▪ When back stacking (queuing) would create impeded traffic flows and/or excessive congestion; or ▪ When added project traffic is determined to create potential safety problems. Strauss Lakes Site – Transportation Impact Analysis October 2025 11 3.0 EXISTING CONDITIONS This chapter describes the Existing Conditions of the roadway facilities, pedestrian and bicycle facilities, and transit service. It also presents existing traffic volumes and operations for the study intersections, with the results of the level of service calculations. 3.1 EXISTING ROADWAY NETWORK Harmony Road is a six-lane east-west major arterial roadway within the study area. It connects Fort Collins with Timnath in the east and Horsetooth Reservoir in the west. Its direct connection with I-25, industrial zoning, and residential neighborhoods makes it a high-volume roadway within the study area. Harmony Road has a posted speed limit of 50 MPH west of Ziegler Road and 55 MPH east of Ziegler Road and is the southern boundary of the study area. Horsetooth Road is a four-lane east-west arterial roadway with a center turn lane west of Ziegler Road and two-lane dirt road east of Ziegler Road. Its eastern terminus is at Strauss Cabin Road and its western terminus is near Horsetooth Reservoir. Within the study area, Horsetooth Road has a posted speed limit of 40 MPH west of Ziegler Road and 35 MPH east of Ziegler Road. Ziegler Road is a four-lane north-south arterial roadway with a center turn lane south of Horsetooth Road and a two-lane road with a center turn lane north of Horsetooth Road. Its southern terminus is Rock Park Drive, and it curves into Drake Road at its northern terminus. Within the study area, Ziegler Road has a posted speed limit of 40 MPH south of Horsetooth Road and 45 MPH north of Horsetooth Road. Drake Road is a two-lane arterial roadway with a center turn lane and expands to a three-lane road west of Rockford Drive. Within the study area, Drake Road has a posted speed limit of 40 MPH west of Environmental Drive and 45 MPH south of Environmental Drive. Timberline Road is a four-lane north-south arterial roadway within the study area. Its southern terminus is County Road 30 in Larimer County, and its northern terminus is at Mountain Vista Drive in Fort Collins. Within the study area, Timberline Road has a posted speed limit of 40 MPH. Strauss Cabin Road is a two-lane north-south road within the study area. Its southern terminus is just south of Kechter Road and its northern terminus is at Horsetooth Road. Within the study area, the posted speed limit is 35 MPH. Strauss Lakes Site – Transportation Impact Analysis October 2025 12 3.2 INTERSECTIONS The eleven existing intersections included in this transportation impact analysis are listed below: 1. Timberline Road and Horsetooth Road (signal) 2. Timberline Road and E. Drake Road (signal) 3. E. Drake Road and Rigden Parkway (side street stop control) 4. E. Drake Road and Miles House Avenue (side street stop control) 5. E. Drake Road and Environmental Drive (side street stop control) 6. Ziegler Road and William Neal Parkway ( side street stop control) 7. Ziegler Road and Percheron Drive (side street stop control) 8. Ziegler Road and Horsetooth Road (roundabout) 9. Ziegler Road and Harmony Road (signal) 10. Strauss Cabin Road and Harmony Road (signal) 11. Ziegler Road/E. Drake Road and Des Moines Dr (side street stop control) 3.3 BICYCLE & PEDESTRIAN FACILITIES Bicycle lanes exist on Harmony Road (I-25 to South College Avenue), on Horsetooth Road (Ziegler Road to Horsetooth Court), on Ziegler Road (Drake Road to Kechter Road), on Drake Road, and on Timberline Road (Mountain Vista Drive to County Road 30). Sidewalks in the study area are provided along Harmony Road, Horsetooth Road west of Ziegler Road, Ziegler Road south of Horsetooth Road, Drake Road, on the west side of Ziegler Road north of Horsetooth Road, and along Timberline Road. Sidewalk infrastructure is not present on Horsetooth Road east of Ziegler Road, on the east side of Ziegler Road north of Horsetooth Road, or on Strauss Cabin Road. Bicycle and pedestrian facilities are discussed further in the pedestrian and bicycle impact evaluation section. Strauss Lakes Site – Transportation Impact Analysis October 2025 13 3.4 EXISTING TRANSIT SERVICE The Project site is located near two bus routes, operated by Transfort. According to the Transfort website, Transfort is currently operating at 73% of 2019 full service. In addition, both Route 12 and Route 16 service are temporarily suspended. A summary of each route, when operational, is provided below: • Route 12 – When operational, service ran from the South Transit Center near Harmony Road / South College to East Horsetooth Road / Ziegler Road. Monday through Saturday during peak times, frequency is every 60 minutes. The route stops at East Horsetooth Road / Ziegler Road, adjacent to the Project site. • Route 16 – Service from the South Transit Center near Harmony Road / Colleg e to the Harmony Transfer Center near Harmony Road / I-25. Monday through Saturday during peak times, frequency is every 60. The route stops at Harmony Road / Ziegler Road, approximately one mile from the Project site. • Route 7 – A temporary service runs from the CSU transit center down Shields Street and turns on Drake Road. The route goes just past Timberline Road to Kansas Street to Custer Drive and loops back around to Timberline Road. Service is every 60 minutes, Monday through Saturday. 3.5 CRASH ANALYSIS As requested by the City of Fort Collins, the most recent 5 years of crash data (2020-2024) were obtained from the Colorado Department of Transportation to establish safety trends at key study intersections. Table 4 summarizes crashes by severity at each of the study intersections, while Table 5 shows crashes by crash type. Crash data was only available for five of the study intersections; of these, four experienced six or fewer crashes over the last five years (with no serious injuries or fatalities), while Horsetooth/Ziegler experienced 81 crashes. As follows are key safety trends at Horsetooth/Ziegler: • One fatality occurred at this intersection in 2023 related to an out-of-control motorcycle colliding with a fixed object. Only 12% of all crashes at the intersection resulted in some form of injury. • 53% of all crashes at this intersection were either rear-ends or sideswipes, which is consistent with typical safety trends at roundabouts. • 27% of crashes were related to turning vehicles, likely instances of failing to yield to vehicles circulating within the roundabout. Strauss Lakes Site – Transportation Impact Analysis October 2025 14 • A typical threshold for when crash rate per million entering vehicles (RMEV) indicates a disproportionately high number of crashes when compared to existing volume would be 1.0. Based on adapting the PM peak hour volumes at this intersection to daily values, the RMEV at this intersection is approximately 1.7, which would indicate potential safety issues at the intersection. TABLE 4: CRASHES BY SEVERITY ID Intersection Total Crashes Severity1 No Apparent Injury Possible Injury Minor Injury Serious Injury Fatal 1 Horsetooth/Timberline - - - - - - 2 Drake/Timberline - - - - - - 3 Drake/Rigden - - - - - - 4 Drake/Miles House 6 6 0 0 0 0 5 Drake/Environmental 3 3 0 0 0 0 6 William Neal/Ziegler 2 2 0 0 0 0 7 Percheron/Ziegler 6 3 2 1 0 0 8 Horsetooth/Ziegler 81 71 4 5 0 1 9 Harmony/Ziegler - - - - - - 10 Harmony/Strauss Cabin - - - - - - 11 Drake/Des Moines - - - - - - Notes: 1. Data was provided by the City of Fort Collins. Any intersections with “-“ were locations where data either did not exist or was not provided. TABLE 5: CRASHES BY CRASH TYPE ID Intersection1 Bicycle Fixed Object Rear End Angle/Turn Sideswipe Other 1 Horsetooth/Timberline - - - - - - 2 Drake/Timberline - - - - - - 3 Drake/Rigden - - - - - - 4 Drake/Miles House 0 1 1 4 0 0 5 Drake/Environmental 0 1 1 0 0 1 6 William Neal/Ziegler 0 0 1 1 0 0 7 Percheron/Ziegler 1 0 5 0 0 0 8 Horsetooth/Ziegler 2 11 25 22 21 0 9 Harmony/Ziegler - - - - - - 10 Harmony/Strauss Cabin - - - - - - 11 Drake/Des Moines - - - - - - Notes: 1. Data was provided by the City of Fort Collins. Any intersections with “-“ were locations where data either did not exist or was not provided. Strauss Lakes Site – Transportation Impact Analysis October 2025 15 3.6 EXISTING INTERSECTION OPERATIONS The Existing operations of the study intersections were evaluated for the highest one-hour volumes during the weekday morning (AM Peak) and evening (PM peak) peak periods. The operations model included existing roadways, intersection geometry, traffic control, and existing traffic volumes. The analysis included assessing the intersection delay and LOS performance for each of the intersections studied. The Existing Conditions provided a baseline for the Future analyses. As mentioned earlier in this report, the turning movement counts that were collected in June were adjusted to account for school traffic. Figure 3 presents the Existing AM and PM peak-hour turning movement volumes, lane configurations, and traffic control at the study intersections. Table 6 and Table 7 provide the results of the capacity analysis of the Existing Conditions for the AM and PM peak hours, assuming the current geometry and traffic control. Appendix B provides the detailed LOS and queue length calculations for the Existing Conditions. Figure 3 Existing Peak Hour Traffic Volumes and Lane Configurations 21 2 ( 2 8 5 ) 96 0 ( 8 8 0 ) 27 ( 6 4 ) 344 (383) 301 (557) 232 (269) 26 6 ( 3 6 4 ) 79 5 ( 9 6 5 ) 99 ( 1 8 2 ) 190 (119) 431 (417) 104 (103) 1. Timberline Rd/Horsetooth Rd 35 2 ( 4 6 8 ) 1, 1 2 1 ( 1 , 1 2 3 ) 33 ( 4 7 ) 256 (244) 357 (502) 284 (246) 24 9 ( 2 4 9 ) 92 7 ( 9 7 7 ) 25 4 ( 4 5 2 ) 317 (223) 454 (403) 61 (100) 2. Timberline Rd/Drake Rd 48 ( 2 7 ) 30 ( 1 8 ) 522 (689) 24 (80) 746 (868) 27 (30) 3. Rigden Pkwy/Drake Rd 143 (76) 490 (641) 11 4 ( 1 4 7 ) 62 ( 7 8 ) 153 (68) 637 (679) 4. Miles House Ave/Drake Rd 17 (8) 511 (798) 7 ( 1 1 ) 3 ( 5 ) 11 (4) 793 (904) 5. Environmental Dr/Drake Rd 25 ( 3 9 ) 78 3 ( 7 8 5 ) 2 ( 1 ) 18 (12) 0 (0) 49 (40) 8 ( 2 8 ) 55 8 ( 6 8 4 ) 0 ( 1 ) 0 (1) 0 (0) 0 (1) 6. Drake Rd/Ziegler Rd/William Neal Pkwy 12 ( 3 4 ) 80 2 ( 8 4 1 ) 4 (5) 29 (24) 0 ( 1 3 ) 60 5 ( 7 2 3 ) 7. Ziegler Rd/Percheron Dr 39 0 ( 4 3 5 ) 75 6 ( 6 5 9 ) 8 ( 5 ) 76 (53) 38 (101) 323 (452) 38 ( 8 3 ) 57 4 ( 6 6 0 ) 27 ( 6 4 ) 71 (46) 62 (44) 2 (0) 8. Ziegler Rd/Horsetooth Rd Horsetooth Rd Ti m b e r l i n e R d Drake Rd Drake Rd Mi l e s H o u s e A v e Drake Rd En v i r o n m e n t a l D r William Neal Pkwy Dr a k e R d Zi e g l e r R d Percheron Dr Zi e g l e r R d Horsetooth Rd Zi e g l e r R d 16 8 ( 2 0 1 ) 35 8 ( 3 3 0 ) 36 ( 8 8 ) 65 (120) 992 (1,725) 61 (139) 43 ( 7 6 ) 21 0 ( 4 7 5 ) 55 9 ( 7 0 0 ) 745 (780) 1,742 (1,493) 93 (117) 9. Ziegler Rd/Harmony Rd Harmony Rd Zi e g l e r R d 72 ( 4 8 ) 21 ( 1 3 ) 10 1 ( 6 6 ) 3 (11) 1,461 (2,507) 24 (51) 4 ( 7 ) 10 ( 2 2 ) 65 ( 1 0 5 ) 96 (103) 2,721 (2,278) 40 (101) 10. Strauss Cabin Rd/Harmony Rd Harmony Rd St r a u s s C a b i n R d 21 ( 4 7 ) 77 3 ( 7 1 7 ) 23 (14) 37 (22) 6 ( 2 5 ) 54 1 ( 6 9 3 ) 11. Drake Rd/Des Moines Dr Des Moines Dr Dr a k e R d Drake Rd Ti m b e r l i n e R d STOP STOP STOP ST O P ST O P STOP ST O P aaccfaa c c f aaccf ac c f aacccfaa c c f aaccf ac c f af cf ac ac af e ac af e ae ae ae ae ac g e ae bf d d aaccfac c c f aaccf ac c c f acfac c c f acf ac c c f ac g e 1 2 3 4 5 6 7 8 9 10 11 102 N 103 101 E Horsetooth Rd E Harmony Rd E Horsetooth Rd E Drake Rd S T i m b e r l i n e R d Zi e g l e r R d St r a u s s C a b i n R d Ri g d e n P k w y Mile s H o u s e Ave Environmental Dr Des Mo i n e s D r William Neal Pkwy Percheron Dr I 2 5 #Study Intersection Lane Configurationac f Peak Hour Traffic VolumeAM(PM) STOP Stop Sign Signalized LEGEND Strauss Lakes Site – Transportation Impact Analysis October 2025 17 TABLE 6: EXISTING CONDITIONS INTERSECTION LEVEL OF SERVICE RESULTS Existing Conditions ID Intersection Control Approach AM PM Delay LOS Delay LOS 1 Horsetooth/Timberline Signal Overall 38.2 D 40.2 D EB 46.3 D 47.3 D WB 55.8 E 51.9 D NB 31.1 C 32.5 C SB 31.2 C 37.4 D 2 Drake/Timberline Signal Overall 61.1 E 59.5 E EB 58.2 E 51.4 D WB 161.2 F 59.0 E NB 29.7 C 34.5 C SB 37.7 D 88.9 F 3 Drake/Rigden SSSC Overall 1.3 A 0.7 A EB 0 A 0 A WB 9.1 A 0.32 A NB 20.47 C 19.6 C 4 Drake/Miles House SSSC Overall 3.9 A 3.7 A EB 2.61 A 1.07 A WB 0 A 0 A SB 26.43 D 24.54 C 5 Drake/Environmental SSSC Overall 0.3 A 0.2 A EB 0.33 A 0.1 A WB 0 A 0 A SB 18.42 C 18.62 C 6 William Neal/Ziegler SSSC Overall 1.4 A 1.2 A EB 27.03 D 26.55 D WB 0 A 37.45 E NB 0.28 A 0.45 A SB 0 A 0.01 A 7 Percheron/Ziegler SSSC Overall 0.4 A 0.5 A EB 15.61 C 16.36 A WB - - - - NB 0.14 A 0.37 A SB 0 A 0 A Strauss Lakes Site – Transportation Impact Analysis October 2025 18 8 Horsetooth/Ziegler Roundabout Overall 12.7 B 23.3 C EB 10.0 A 18.9 C WB 14.9 B 11.3 B NB 10.0 A 10.0 A SB 18.9 C 46.2 E 9 Harmony/Ziegler Signal Overall 54.7 D 58.4 E EB 26.6 C 35.2 D WB 63.8 E 42.5 D NB 48.2 D 47.5 D SB 78.7 E 125.0 F 10 Harmony/Strauss Cabin Signal Overall 10.6 B 15.0 B EB 7.4 A 15.2 B WB 9.9 A 12.2 B NB 49.0 D 45.4 D SB 49.6 D 48.0 D 11 Drake/Des Moines SSSC Overall 0.9 A 0.7 A EB 17.45 C 18.54 C NB 0.24 A 0.6 A SB 0 A 0 A Notes Signal = signalized intersection; SSSC = Side Street Stop Controlled intersection Bold font indicates unacceptable operations based on the appropriate jurisdiction’s LOS standards. TABLE 7: EXISTING CONDITIONS INTERSECTION MOVEMENT LOS Existing Conditions ID Intersection Control Approach Movement AM PM Delay LOS Delay LOS 1 Horsetooth/Timberline Signal Eastbound Left 56.2 E 57.4 E Eastbound Through 35.1 D 40.4 D Eastbound Right 0.0 A 0.0 A Westbound Left 36.3 D 37.5 D Westbound Through 60.5 E 55.5 E Westbound Right 0.0 A 0.0 A Northbound Left 50.6 D 51.6 D Northbound Through 27.2 C 27.2 C Northbound Right 17.3 B 19.5 B Southbound Left 52.9 D 57.0 E Southbound Through 28.5 C 33.7 C Southbound Right 0.0 A 0.0 A Strauss Lakes Site – Transportation Impact Analysis October 2025 19 2 Drake/Timberline Signal Eastbound Left 52.1 D 51.3 D Eastbound Through 40.0 D 46.5 D Eastbound Right 86.7 F 61.5 E Westbound Left 38.8 D 38.3 D Westbound Through 85.3 F 53.0 D Westbound Right 293.8 F 79.0 F Northbound Left 46.5 D 60.0 E Northbound Through 24.8 C 24.6 C Northbound Right 18.5 B 18.9 B Southbound Left 62.4 E 241.4 F Southbound Through 36.5 D 36.8 D Southbound Right 17.3 B 16.4 B 8 Horsetooth/Ziegler Roundabout Eastbound Left 6.6 A 8.6 A Eastbound Through 6.6 A 8.6 A Eastbound Right 11.2 B 22.4 C Westbound Left 14.9 B 11.3 B Westbound Through 14.9 B 11.3 B Westbound Right 14.9 B 11.3 B Northbound Left 6.2 A 7.6 A Northbound Through 11.9 B 11.6 B Northbound Right 11.9 B 11.6 B Southbound Left 18.9 C 46.2 E Southbound Through 18.9 C 46.2 E Southbound Right 18.9 C 46.2 E 9 Harmony/Ziegler Signal Eastbound Left 46.0 D 50.0 D Eastbound Through 25.7 C 35.3 D Eastbound Right 20.6 C 21.8 C Westbound Left 67.8 E 107.7 F Westbound Through 63.5 F 37.4 D Westbound Right 0.0 A 0.0 A Northbound Left 37.7 D 47.7 D Northbound Through 55.8 E 53.6 D Northbound Right 22.0 C 24.2 C Southbound Left 89.5 F 174.9 F Southbound Through 50.0 D 51.4 D Southbound Right 0.0 A 0.0 A Strauss Lakes Site – Transportation Impact Analysis October 2025 20 10 Harmony/Strauss Cabin Signal Eastbound Left 55.6 E 53.9 D Eastbound Through 7.3 A 15.0 B Eastbound Right 0.0 A 0.0 A Westbound Left 60.1 E 85.4 F Westbound Through 9.1 A 9.0 A Westbound Right 0.0 A 0.0 A Northbound Left 49.8 D 46.0 D Northbound Through 46.1 D 43.1 D Northbound Right 0.0 A 0.0 A Southbound Left 50.2 D 49.0 D Southbound Through 45.6 D 43.4 D Southbound Right 0.0 A 0.0 A Notes: Bold font indicates unacceptable operations based on the appropriate jurisdiction’s LOS standards. Existing Conditions - The results indicate that the following intersections are operating at an unacceptable LOS under Existing Conditions according to Fort Collins Motor Vehicle LOS Standards: • Drake / Timberline – This intersection is calculated to be operating at a deficient level of service in both the AM and PM travel periods. Westbound traffic reaches high levels of delay in the AM period and Southbound traffic reaches high levels of delay in the PM period. Possible mitigations include dual right turn lanes for eastbound and westbound traffic. There are already two southbound left-turn lanes at this intersection, so incentivizing southbound lefts at other intersections, either by adjusting signal timing or the geometry of other intersections, is recommended to improve the LOS for the southbound traffic at this intersection rather than further intersection widening. Other strategies to improve the LOS at this intersection include transportation demand management (TDM) strategies to reduce overall private vehicle traffic volumes. Strategies to reduce total vehicle volume will be important as future conditions project background traffic growth, and the delay for other approaches is expected to increase. • Harmony / Ziegler – This intersection is calculated to be operating at a deficient level of service in the PM travel period. Southbound traffic reaches the highest level of delay. It is recommended that Horsetooth Road be improved to a two-lane arterial from Ziegler Road to Strauss Cabin Road to incentivize this alternative access. The improvement of Strauss Cabin Road is recommended under existing operating conditions. In the 2045 scenario, the scenario with the highest overall volumes, if 25% of southbound left turns at this intersection are diverted to other intersections, this movement reaches an acceptable LOS of E. To reduce delay for westbound traffic a second westbound left turn lane can be added or a fourth westbound through lane. Though incentivizing Strauss Lakes Site – Transportation Impact Analysis October 2025 21 left turns at other intersections, either through signal timing or geometry adjustments is recommended rather than widening this intersection. • Harmony/Strauss Cabin – The westbound left-turning movement is calculated to operate at a deficient level of service in the existing PM conditions. It is suggested that the signal timing at this intersection be optimized to reduce the delay for this movement to an acceptable level. If this treatment does not achieve an acceptable LOS, a second westbound left turn lane could be added to the intersection. Strauss Lakes Site – Transportation Impact Analysis October 2025 22 4.0 PROJECT TRIPS 4.1 TRIP GENERATION The vehicle trips associated with the Strauss Lakes Site were calculated from the proposed land use. Trips were generated utilizing the Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition, and Fehr & Peers’ mixed-use development (MXD+) methodology via MainStreet, a Fehr & Peers web application that estimates the benefits of mixed-use and context-specific developments by looking at interactions among the mixture of land uses and patron usage of alternative modes (i.e., transit, bicycling, and/or walking) influenced by nearby land uses. A part of this Master TIS the Strauss Lakes Development was split into three phases. Each phase is analyzed as a separate project condition in this Master TIS. The timing of the phases was informed by the developer’s expected timeline for the different land uses to come online. Between all three phases, it is expected that the Strauss Lakes development will generate 8,417 vehicle trips daily, with 580 in the AM peak hour and 835 in the PM peak hour. Table 8 provides the project trip generation and land uses broken down by each phase of the development. TABLE 8: VEHICLE TRIP GENERATION Land use ITE Code Quantity Unit Daily AM Peak PM Peak Total Total Enter Exit Total Enter Exit Phase 1 (2029) Single Family Detached 210 112 DU 1,249 83 23 60 122 74 48 Single Family Attached (Row homes) 215 180 DU 1,051 75 21 54 82 49 33 Phase 1 Total 2,300 158 44 114 204 123 81 Phase 2 (2033) Single Family Detached 210 158 DU 1,785 122 35 87 160 96 64 Single Family Attached (Row homes) 215 266 DU 1,960 134 38 96 176 105 71 Multifamily Affordable Housing 223 168 DU 499 35 10 25 45 27 18 Phase 2 Total 4,244 291 83 208 381 228 153 Strauss Lakes Site – Transportation Impact Analysis October 2025 23 Phase 3 (2036) Childcare 565 10.2 KSF 355 25 16 9 47 22 25 Retail 822 38.8 KSF 1,518 106 68 38 203 94 109 Phase 3 Total 1,873 131 84 47 250 116 134 All Phases Total Trips 8,417 580 211 369 835 467 368 4.2 TRIP DISTRIBUTION The trip distribution values were determined from existing count data and as directed by Fort Collins staff. The same travel patterns were used for both peak hours. The trips were distributed amongst the accesses based on location, trip origin/destination, and access type. The general trip distribution is illustrated on Figure 4. This distribution was used for each phase of the project development. 4.3 TRIP ASSIGNMENT Vehicular traffic was assigned by applying the trip distribution to the estimated trip generation. Figure 5, Figure 6, and Figure 7 display the project trips for Phase 1, Phase 2, and Phase 3 of the Strauss Lakes development, respectively. These figures provide a more granular level of detail for the trip distribution due to multiple available routes existing between the development and the intersections in the study area. 4.4 ACCESS Currently, the Strauss Lakes Site is planned to have the following access points: • One full movement signalized access at William Neal Parkway / Ziegler Road. It is recommended that this access remain a signalized intersection. • One full movement side street stop control at Percheron Drive / Ziegler Road • One right in-right out stop control access on Ziegler Road approximately 600 feet north of Horsetooth Road • One full movement access side street stop control on Horsetooth Road approximately 1,800 feet east of Ziegler Road • One right in-right out stop control on Horsetooth Road approximately 450 feet east of Ziegler Road Figure 4 Project Trip Distribution AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) 9_Title AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) 10_Title AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) 11_Title AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) 12_Title AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) 13_Title AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) 14_Title AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) 15_Title AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) 16_Title 9_ST_W 9_ST_E 9_ S T _ N 9_ S T _ S 10_ST_W 10_ST_E 10 _ S T _ N 10 _ S T _ S 11_ST_W 11_ST_E 11 _ S T _ N 11 _ S T _ S 12_ST_W 12_ST_E 12 _ S T _ N 12 _ S T _ S 13_ST_W 13_ST_E 13 _ S T _ N 13 _ S T _ S 14_ST_W 14_ST_E 14 _ S T _ N 14 _ S T _ S 15_ST_W 15_ST_E 15 _ S T _ N 15 _ S T _ S 16_ST_W 16_ST_E 16 _ S T _ N 16 _ S T _ S AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) 1_Title AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) 2_Title AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) 3_Title AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) 4_Title AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) 5_Title AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) 6_Title AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) 7_Title AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) AM ( P M ) AM ( P M ) AM ( P M ) AM (PM) AM (PM) AM (PM) 8_Title 1_ST_W 1_ST_E 1_ S T _ N 1_ S T _ S 2_ST_W 2_ST_E 2_ S T _ N 2_ S T _ S 3_ST_W 3_ST_E 3_ S T _ N 3_ S T _ S 4_ST_W 4_ST_E 4_ S T _ N 4_ S T _ S 5_ST_W 5_ST_E 5_ S T _ N 5_ S T _ S 6_ST_W 6_ST_E 6_ S T _ N 6_ S T _ S 7_ST_W 7_ST_E 7_ S T _ N 7_ S T _ S 8_ST_W 8_ST_E 8_ S T _ N 8_ S T _ S B F F F A C E D E B E A E C E C B D D A E D C C D C B C C D A F E A C B E C 0 0 C C D A B C B D A A F B D B D E A B D E C D E A STOP STOP ST O P ST O P STOP STOP ST O P ST O P STOP STOP ST O P ST O P STOP STOP ST O P ST O P STOP STOP ST O P ST O P STOP STOP ST O P ST O P STOP STOP STOP ST O P STOP STOP STOP ST O P STOP STOP ST O P ST O P STOP STOP ST O P ST O P STOP STOP ST O P ST O P STOP STOP ST O P ST O P STOP STOP ST O P ST O P STOP STOP ST O P ST O P STOP STOP STOP ST O P STOP STOP STOP ST O P acfac f acf ac f acfac f acf ac f acfac f acf ac f acfac f acf ac f acfac f acf ac f acf ac f acf ac f acf ac f acf ac f acf ac f acf ac f acfac f acf ac f acfac f acf ac f acfac f acf ac f acfac f acf ac f acfac f acf ac f acfac f acf ac f acfac f acf ac f acfac f acf ac f 1 2 3 4 5 6 7 8 9 10 11 102 N 103 101 E Horsetooth Rd E Harmony Rd E Horsetooth Rd E Drake Rd S T i m b e r l i n e R d Zi e g l e r R d St r a u s s C a b i n R d Ri g d e n P k w y Mile s H o u s e Ave Environmental Dr Des M o i n e s D r William Neal Pkwy Percheron Dr I 2 5 5% 5% 20% 20% 15% 10% 10% 15% Figure 5 Trip Assignment Stauss Lakes Phase 1 0 ( 0 ) 0 ( 0 ) 6 ( 1 5 ) 0 (0) 9 (25) 0 (0) 0 ( 0 ) 0 ( 0 ) 1 ( 2 ) 0 (0) 23 (17) 14 (10) 1. Timberline Rd/Horsetooth Rd 0 ( 0 ) 0 ( 0 ) 0 ( 0 ) 0 (0) 8 (24) 1 (1) 0 ( 0 ) 0 ( 1 ) 2 ( 6 ) 5 (4) 23 (17) 0 (0) 2. Timberline Rd/Drake Rd 0 ( 0 ) 0 ( 0 ) 10 (30) 0 (0) 28 (21) 0 (0) 3. Rigden Pkwy/Drake Rd 0 (0) 10 (30) 0 ( 0 ) 0 ( 0 ) 0 (0) 28 (21) 4. Miles House Ave/Drake Rd 0 (0) 0 (0) 0 ( 0 ) 0 ( 0 ) 0 (0) 0 (0) 5. Environmental Dr/Drake Rd 0 ( 0 ) 18 ( 1 4 ) 8 ( 2 1 ) 0 (0) 0 (0) 0 (0) 0 ( 0 ) 7 ( 1 9 ) 4 ( 1 1 ) 10 (7) 0 (0) 20 (14) 6. Drake Rd/Ziegler Rd/William Neal Pkwy 0 ( 0 ) 16 ( 2 8 ) 10 ( 2 8 ) 0 (0) 0 (0) 0 (0) 0 ( 0 ) 23 ( 2 2 ) 4 ( 1 1 ) 10 (7) 0 (0) 26 (18) 7. Ziegler Rd/Percheron Dr 0 ( 0 ) 9 ( 2 7 ) 5 ( 1 4 ) 11 (29) 5 (13) 0 (0) 22 ( 1 6 ) 21 ( 1 4 ) 5 ( 9 ) 8 (8) 15 (11) 16 (11) 8. Ziegler Rd/Horsetooth Rd Horsetooth Rd Ti m b e r l i n e R d Drake Rd Drake Rd Mi l e s H o u s e A v e Drake Rd En v i r o n m e n t a l D r William Neal Pkwy Dr a k e R d Zi e g l e r R d Percheron Dr Zi e g l e r R d Horsetooth Rd Zi e g l e r R d 0 ( 0 ) 2 ( 7 ) 0 ( 0 ) 5 (15) 0 (0) 0 (0) 15 ( 1 0 ) 5 ( 4 ) 17 ( 1 1 ) 7 (19) 0 (0) 0 (0) 9. Ziegler Rd/Harmony Rd Harmony Rd Zi e g l e r R d 0 ( 0 ) 0 ( 0 ) 0 ( 0 ) 0 (0) 17 (11) 0 (0) 0 ( 0 ) 0 ( 0 ) 12 ( 8 ) 4 (12) 7 (19) 0 (0) 10. Strauss Cabin Rd/Harmony Rd Harmony Rd St r a u s s C a b i n R d 0 ( 0 ) 28 ( 2 1 ) 0 (0) 0 (0) 0 ( 0 ) 10 ( 3 0 ) 11. Drake Rd/Des Moines Dr 24 ( 5 5 ) 4 ( 1 1 ) 49 ( 4 0 ) 2 (2) 101. Ziegler Rd/Access 1 15 (36) 6 ( 5 ) 0 (1) 33 (25) 102. Access 2/Horsetooth Rd 12 (34) 4 (3) 32 ( 2 2 ) 8 ( 5 ) 3 (8) 1 (4) 103. Access 3/Horsetooth Rd Des Moines Dr Dr a k e R d Horsetooth Rd Ac c e s s 2 Horsetooth Rd Ac c e s s 3 Zi e g l e r R d Drake Rd Ti m b e r l i n e R d STOP STOP STOP STOP ST O P ST O P ST O P STOP STOP #Study Intersection Lane Configurationac f Peak Hour Traffic VolumeAM(PM) STOP Stop Sign Signalized LEGEND aaccfaa c c f aaccf ac c f aacccfaa c c f aaccf ac c f af cf ac ac af e ac af e ae ae ae ae ae d ae d ae bf d d aaccfac c c f aaccf ac c c f acfac c c f acf ac c c f ac g e e c f c f e b g e 1 2 3 4 5 6 7 8 9 10 11 102 N 103 101 E Horsetooth Rd E Harmony Rd E Horsetooth Rd E Drake Rd S T i m b e r l i n e R d Zi e g l e r R d St r a u s s C a b i n R d Ri g d e n P k w y Mile s H o u s e Ave Environmental Dr Des M o i n e s D r William Neal Pkwy Percheron Dr I 2 5 Figure 6 Trip Assignment Stauss Lakes Phase 2 0 ( 0 ) 0 ( 0 ) 11 ( 2 8 ) 0 (0) 17 (45) 0 (0) 0 ( 0 ) 0 ( 0 ) 1 ( 2 ) 0 (0) 42 (31) 26 (19) 1. Timberline Rd/Horsetooth Rd 0 ( 0 ) 0 ( 0 ) 0 ( 0 ) 0 (0) 16 (44) 1 (1) 0 ( 0 ) 0 ( 1 ) 4 ( 1 1 ) 10 (7) 42 (31) 0 (0) 2. Timberline Rd/Drake Rd 0 ( 0 ) 0 ( 0 ) 20 (55) 0 (0) 52 (38) 0 (0) 3. Rigden Pkwy/Drake Rd 0 (0) 20 (55) 0 ( 0 ) 0 ( 0 ) 0 (0) 52 (38) 4. Miles House Ave/Drake Rd 0 (0) 0 (0) 0 ( 0 ) 0 ( 0 ) 0 (0) 0 (0) 5. Environmental Dr/Drake Rd 0 ( 0 ) 33 ( 2 5 ) 15 ( 4 1 ) 0 (0) 0 (0) 0 (0) 0 ( 0 ) 13 ( 3 5 ) 8 ( 2 0 ) 19 (14) 0 (0) 37 (27) 6. Drake Rd/Ziegler Rd/William Neal Pkwy 0 ( 0 ) 30 ( 5 2 ) 20 ( 5 4 ) 0 (0) 0 (0) 0 (0) 0 ( 0 ) 43 ( 4 2 ) 8 ( 2 0 ) 19 (14) 0 (0) 50 (36) 7. Ziegler Rd/Percheron Dr 0 ( 0 ) 17 ( 4 8 ) 10 ( 2 7 ) 19 (51) 9 (25) 0 (0) 42 ( 3 1 ) 40 ( 2 9 ) 10 ( 1 7 ) 15 (15) 26 (19) 27 (21) 8. Ziegler Rd/Horsetooth Rd Horsetooth Rd Ti m b e r l i n e R d Drake Rd Drake Rd Mi l e s H o u s e A v e Drake Rd En v i r o n m e n t a l D r William Neal Pkwy Dr a k e R d Zi e g l e r R d Percheron Dr Zi e g l e r R d Horsetooth Rd Zi e g l e r R d 0 ( 0 ) 4 ( 1 2 ) 0 ( 0 ) 10 (29) 0 (0) 0 (0) 26 ( 1 9 ) 10 ( 7 ) 31 ( 2 3 ) 13 (34) 0 (0) 0 (0) 9. Ziegler Rd/Harmony Rd Harmony Rd Zi e g l e r R d 0 ( 0 ) 0 ( 0 ) 0 ( 0 ) 0 (0) 31 (23) 0 (0) 0 ( 0 ) 0 ( 0 ) 21 ( 1 6 ) 8 (23) 13 (34) 0 (0) 10. Strauss Cabin Rd/Harmony Rd Harmony Rd St r a u s s C a b i n R d 0 ( 0 ) 52 ( 3 8 ) 0 (0) 0 (0) 0 ( 0 ) 20 ( 5 5 ) 11. Drake Rd/Des Moines Dr 48 ( 1 0 4 ) 4 ( 1 1 ) 92 ( 7 8 ) 2 (2) 101. Ziegler Rd/Access 1 29 (68) 6 ( 6 ) 0 (1) 62 (49) 102. Access 2/Horsetooth Rd 24 (65) 6 (5) 60 ( 4 3 ) 15 ( 1 1 ) 6 (16) 2 (7) 103. Access 3/Horsetooth Rd Des Moines Dr Dr a k e R d Horsetooth Rd Ac c e s s 2 Horsetooth Rd Ac c e s s 3 Zi e g l e r R d Drake Rd Ti m b e r l i n e R d STOP STOP STOP STOP ST O P ST O P ST O P STOP STOP #Study Intersection Lane Configurationac f Peak Hour Traffic VolumeAM(PM) STOP Stop Sign Signalized LEGEND aaccfaa c c f aaccf ac c f aacccfaa c c f aaccf ac c f af cf ac ac af e ac af e ae ae ae ae ae d ae d ae bf d d aaccfac c c f aaccf ac c c f acfac c c f acf ac c c f ac g e e c f c f e b g e 1 2 3 4 5 6 7 8 9 10 11 102 N 103 101 E Horsetooth Rd E Harmony Rd E Horsetooth Rd E Drake Rd S T i m b e r l i n e R d Zi e g l e r R d St r a u s s C a b i n R d Ri g d e n P k w y Mile s H o u s e Ave Environmental Dr Des M o i n e s D r William Neal Pkwy Percheron Dr I 2 5 Figure 7 Trip Assignment Stauss Lakes Phase 3 0 ( 0 ) 0 ( 0 ) 11 ( 1 4 ) 0 (0) 17 (23) 0 (0) 0 ( 0 ) 0 ( 0 ) 0 ( 0 ) 0 (0) 9 (27) 6 (17) 1. Timberline Rd/Horsetooth Rd 0 ( 0 ) 0 ( 0 ) 0 ( 0 ) 0 (0) 17 (23) 0 (0) 0 ( 0 ) 0 ( 0 ) 4 ( 6 ) 2 (7) 9 (27) 0 (0) 2. Timberline Rd/Drake Rd 0 ( 0 ) 0 ( 0 ) 21 (29) 0 (0) 11 (34) 0 (0) 3. Rigden Pkwy/Drake Rd 0 (0) 21 (29) 0 ( 0 ) 0 ( 0 ) 0 (0) 11 (34) 4. Miles House Ave/Drake Rd 0 (0) 0 (0) 0 ( 0 ) 0 ( 0 ) 0 (0) 0 (0) 5. Environmental Dr/Drake Rd 0 ( 0 ) 7 ( 2 1 ) 16 ( 2 2 ) 0 (0) 0 (0) 0 (0) 0 ( 0 ) 13 ( 1 8 ) 8 ( 1 1 ) 4 (13) 0 (0) 9 (25) 6. Drake Rd/Ziegler Rd/William Neal Pkwy 0 ( 0 ) 19 ( 3 0 ) 22 ( 2 9 ) 0 (0) 0 (0) 0 (0) 0 ( 0 ) 14 ( 3 2 ) 8 ( 1 1 ) 4 (13) 0 (0) 12 (33) 7. Ziegler Rd/Percheron Dr 0 ( 0 ) 17 ( 2 3 ) 11 ( 1 4 ) 18 (24) 10 (13) 0 (0) 10 ( 2 8 ) 10 ( 2 7 ) 7 ( 1 1 ) 5 (11) 5 (15) 6 (16) 8. Ziegler Rd/Horsetooth Rd Horsetooth Rd Ti m b e r l i n e R d Drake Rd Drake Rd Mi l e s H o u s e A v e Drake Rd En v i r o n m e n t a l D r William Neal Pkwy Dr a k e R d Zi e g l e r R d Percheron Dr Zi e g l e r R d Horsetooth Rd Zi e g l e r R d 0 ( 0 ) 4 ( 6 ) 0 ( 0 ) 11 (14) 0 (0) 0 (0) 6 ( 1 7 ) 2 ( 7 ) 8 ( 2 0 ) 13 (17) 0 (0) 0 (0) 9. Ziegler Rd/Harmony Rd Harmony Rd Zi e g l e r R d 0 ( 0 ) 0 ( 0 ) 0 ( 0 ) 0 (0) 8 (20) 0 (0) 0 ( 0 ) 0 ( 0 ) 5 ( 1 3 ) 9 (12) 13 (17) 0 (0) 10. Strauss Cabin Rd/Harmony Rd Harmony Rd St r a u s s C a b i n R d 0 ( 0 ) 11 ( 3 4 ) 0 (0) 0 (0) 0 ( 0 ) 21 ( 2 9 ) 11. Drake Rd/Des Moines Dr 41 ( 5 9 ) 0 ( 0 ) 26 ( 6 6 ) 0 (0) 101. Ziegler Rd/Access 1 27 (38) 0 ( 0 ) 0 (0) 16 (43) 102. Access 2/Horsetooth Rd 26 (35) 1 (3) 14 ( 4 0 ) 4 ( 1 0 ) 7 (9) 2 (3) 103. Access 3/Horsetooth Rd Des Moines Dr Dr a k e R d Horsetooth Rd Ac c e s s 2 Horsetooth Rd Ac c e s s 3 Zi e g l e r R d Drake Rd Ti m b e r l i n e R d STOP STOP STOP STOP ST O P ST O P ST O P STOP STOP #Study Intersection Lane Configurationac f Peak Hour Traffic VolumeAM(PM) STOP Stop Sign Signalized LEGEND aaccfaa c c f aaccf ac c f aacccfaa c c f aaccf ac c f af cf ac ac af e ac af e ae ae ae ae ae d ae d ae bf d d aaccfac c c f aaccf ac c c f acfac c c f acf ac c c f ac g e e c f c f e b g e 1 2 3 4 5 6 7 8 9 10 11 102 N 103 101 E Horsetooth Rd E Harmony Rd E Horsetooth Rd E Drake Rd S T i m b e r l i n e R d Zi e g l e r R d St r a u s s C a b i n R d Ri g d e n P k w y Mile s H o u s e Ave Environmental Dr Des M o i n e s D r William Neal Pkwy Percheron Dr I 2 5 Strauss Lakes Site – Transportation Impact Analysis October 2025 28 5.0 PEDESTRIAN AND BICYCLE IMPACT EVALUATIONS 5.1 PEDESTRIAN AND BIKE FACILITY DEMAND The walk/bike trips associated with the Strauss Lakes Site were calculated from the proposed land use. These trips were calculated for the full development (Phase 1, 2, and 3) to provide more accurate results for a larger development. It is expected that the Strauss Lakes development will have 427 walk/bike trips daily with 40 in the AM peak hour and 41 in the PM peak hour. Table 9, below, details the trip generation. To estimate the bicyclist and pedestrian trips the MXD+ tool was used. MXD+ provides accurate trip generation rates for mixed-use developments and goes beyond typical ITE trip generation by taking neighborhood characteristics into account. TABLE 9: WALK/BIKE TRIP GENERATION Walk/Bike Trips Daily AM PM Main Development 419 39 40 Southwest Housing 8 1 1 Total 427 40 41 5.2 SCHOOL ROUTING PLANS There are four K-12 schools within 1.5 miles of the project boundary. Fort Collins Sr High, Linton Elementary, Preston Middle School, and Fossil Ridge High School. Figure 8, from the City of Fort Collins, shows the safe routes to school for residents. A more detailed view can be found online at Safe Routes to Schools. Strauss Lakes Site – Transportation Impact Analysis October 2025 29 Figure 8: School Routing Map 5.3 CONNECTIONS TO NEIGHBORING LAND USES Surrounding land uses are mostly residential with arterial roads and trails directly adjacent to the property. The proposed site plan adequately provides connections to these amenities by including paved bike/pedestrian trails that connect to existing trails, allowing connection to commercial areas west of the development and recreational trails to the east. The trails within the development also provide access to the proposed commercial space, transit stops, and neighborhood parks. A bike lane is proposed on the development’s primary road that will connect to the existing bike lane on Ziegler Road as well as provide connection to the planned East Community Park to the east of this project. Roadside sidewalks on Zeigler Road and Horsetooth Road will also provide connections to preexisting roadside sidewalks. 5.4 EXISTING AND PROPOSED INFRASTRUCTURE This property currently includes the Poudre Trail, a bike/pedestrian trail on its northern border that connects southeast to an existing trail around Rigden Reservoir and northwest toward developed residential areas. The property is otherwise undeveloped. The proposed pedestrian infrastructure includes 5-foot sidewalks that are separated from traffic by an 8.5-foot-wide tree lawn that is available for tree planting. A transit stop is proposed on William Neal Parkway to allow easier access to the proposed commercial space within the development and the future East Community Park. Paved 8 to 10-foot-wide neighborhood trails are Strauss Lakes Site – Transportation Impact Analysis October 2025 30 intended to be built throughout the development and connect to existing trails on the west and north sides of the development. More detail is provided in Table 10 below. 5.5 EXISTING AND PROPOSED FACILITIES EVALUATION TABLE 10: MULTIMODAL LOS Element Level of Service Description Directness A Amenities such as schools, commercial areas, and transit on average have a ratio of the ‘Actual distance to a destination via a sidewalk or pathway’ divided by the ‘Minimum distance characterized by a grid street system’ of less than 1.4. Continuity A Currently developed areas have sidewalks on both sides of the street, built to current standards. Proposed sidewalks are also physically separated from the street and meet standards. Street Crossings (Signalized) A Clear indications, well-marked crosswalks, good lighting, standard curb ramps, pedestrian signal, and unobstructed views. The widest proposed road contains 3 vehicle travel lanes. Street Crossing (No Signal) A Clear indications, well-marked crosswalks, good lighting, standard curb ramps, pedestrian signals, and unobstructed views. Visual Interest and Amenity A Functionally operational with lighting and environmentally appropriate landscaping. Added comfort is proposed by adding benches and other elements to enhance usability and aesthetics. Security B Street lighting exists along developed corridors and unobstructed lines of sight. The current conditions show little use of existing pedestrian/bike infrastructure. Surface Condition A Smooth asphalt or concrete with few breaks or cracks. 5.6 FUTURE TRANSIT FACILITIES Future transit improvements are outlined in the Fort Collins Transit Plan and include: • Transit fleet expansion and renewal • Bus stop enhancements • Bus Rapid Transit (BRT) on Harmony Road • 30-minute service on Horsetooth Strauss Lakes Site – Transportation Impact Analysis October 2025 31 • 15-minute service on Timberline • 15-minute service on Drake • A transit center/mobility hub in the vicinity of the Drake and Timberline intersection 5.7 FUTURE PEDESTRIAN AND BICYCLE FACILITIES Connection to the development from the surrounding area will be essential to encourage multi-modal transportation. There are currently two community trails adjacent to the site (west of Ziegler Road), the Poudre Trail to the north of the site, and an extensive Class II bicycle network. The site plan connects new bicycle facilities to the existing ones and to the future East Community Park to provide this non-motorized connectivity. Strauss Lakes Site – Transportation Impact Analysis October 2025 32 6.0 2029 BACKGROUND CONDITIONS This section presents the 2029 Background Conditions. The Background volumes provide the baseline conditions for comparative purposes with the Build Conditions. 6.1 2029 BACKGROUND TRANSPORTATION AND INTERSECTION OPERATIONS To determine the 2029 Background peak hour turning movement volumes, annual growth rates were calculated from traffic studies in the area and consultation with the City of Fort Collins. This rate of one percent was applied to the existing peak hour turning movement volumes. Phase 1 of the Liberty Commons Middle School expansion is expected to be completed by 2026. Phase 2 of the Liberty Commons Middle School expansion is expected to be completed by 2029. Union Park Mixed-Use development is expected to be complete by 2028. It should be noted that directly east of this development is a current green field site that the city plans to develop into a regional park. At this time, this park has not been designed, and an opening year has not been determined; therefore, no trips from this use were assumed in any analysis year in this Master TIS. However, when the park does open, visitors will use William Neal Parkway to access the park through this development. The trips generated by Liberty Commons Middle School Expansion and Union Park Mixed-Use development were added on top of the existing conditions volumes with the applied growth rate to determine the volumes shown in Figure 9. Figure 92029 Background Peak Hour Traffic Volumes and Lane Configurations 22 0 ( 2 9 6 ) 1, 0 0 3 ( 9 1 5 ) 28 ( 6 7 ) 1. Timberline Rd/Horsetooth Rd 34 ( 4 9 ) 2. Timberline Rd/Drake Rd 50 ( 2 8 ) 48 ( 1 9 ) 3. Rigden Pkwy/Drake Rd 4. Miles House Ave/Drake Rd 5. Environmental Dr/Drake Rd 26 ( 4 1 ) 2 ( 1 ) 12 ( 3 5 ) 0 ( 0 ) 7. Ziegler Rd/Percheron Dr 8 ( 5 ) 8. Ziegler Rd/Horsetooth Rd 37 ( 9 2 ) 9. Ziegler Rd/Harmony Rd 75 ( 5 0 ) 22 ( 1 4 ) 10. Strauss Cabin Rd/Harmony Rd 22 ( 4 9 ) 11. Drake Rd/Des Moines Dr 0 ( 0 ) 101. Ziegler Rd/Access 1 102. Access 2/Horsetooth Rd 103. Access 3/Horsetooth Rd #Study Intersection Lane Configurationac f Peak Hour Traffic VolumeAM STOP LEGEND aaccfaa c c f aaccf ac c f aacccfaa c c f aaccf ac c f af cf ac ac af e ac af e ae ae ae ae ae d ae d ae bf d d aaccfac c c f aaccf acfac c c f acf ac g e e c f c f e b g e 1 2 3 N 103 101 AM PM A-C D E F Strauss Lakes Site – Transportation Impact Analysis October 2025 34 6.2 2029 BACKGROUND INTERSECTION LEVELS OF SERVICE AND IMPACTS Table 11 and Table 12 present the delay and level of service calculation results for the study intersections under 2029 Background Conditions. Appendix B provides the detailed LOS and queue length calculations. TABLE 11: 2029 BACKGROUND CONDITIONS INTERSECTION LEVEL OF SERVICE RESULTS 2029 Background ID Intersection Control Approach AM PM Delay LOS Delay LOS 1 Horsetooth/Timberline Signal Overall 39.7 D 35.6 D EB 46.7 D 48.9 D WB 60.1 E 52.8 D NB 32.3 C 25.4 C SB 32.5 C 28.0 C 2 Drake/Timberline Signal Overall 74.5 E 68.3 E EB 61.5 E 53.9 D WB 221.1 F 79.9 E NB 30.5 C 37.9 D SB 40.7 D 101.5 F 3 Drake/Rigden SSSC Overall 1.7 A 0.7 A EB 0.0 A 0.0 A WB 0.5 A 0.3 A NB 22.6 C 22.1 C 4 Drake/Miles House SSSC Overall 5.8 A 4.2 A EB 3.0 A 1.1 A WB 0.0 A 0.0 A SB 39.5 E 29.4 D 5 Drake/Environmental SSSC Overall 0.3 A 0.2 A EB 0.3 A 0.1 A WB 0.0 A 0.0 A SB 20.7 C 20.3 C 6 William Neal/Ziegler SSSC Overall 1.7 A 1.3 A EB 34.3 D 32.4 D WB 0.0 A 47.3 E NB 0.3 A 0.5 A SB 0.0 A 0.0 A Strauss Lakes Site – Transportation Impact Analysis October 2025 35 7 Percheron/Ziegler SSSC Overall 0.6 A 0.7 A EB 24.6 C 30.2 D WB 0.0 A 0.0 A NB 0.1 A 0.4 A SB 0.0 A 0.0 A 8 Horsetooth/Ziegler Roundabout Overall 17.4 C 41.9 E EB 12.5 B 24.1 C WB 19.1 C 13.8 B NB 11.7 B 11.5 B SB 31.1 D 101.2 F 9 Harmony/Ziegler Signal Overall 68.5 E 69.4 E EB 28.0 C 42.1 D WB 82.3 F 46.7 D NB 49.9 D 48.8 D SB 107.5 F 155.9 F 10 Harmony/Strauss Cabin Signal Overall 11.2 B 15.9 B EB 7.7 A 16.1 B WB 10.8 B 13.2 B NB 48.9 D 45.2 D SB 49.5 D 47.9 D 11 Drake/Des Moines SSSC Overall 1.3 A 0.8 A EB 22.6 C 20.7 C NB 0.2 A 0.6 A SB 0.0 A 0.0 A Notes: Signal = Signalized Intersection; SSSC = Side Street Stop Controlled intersection. Bold font indicates unacceptable operations based on the appropriate jurisdiction’s LOS standards. Strauss Lakes Site – Transportation Impact Analysis October 2025 36 TABLE 12: 2029 BACKGROUND CONDITIONS INTERSECTION MOVEMENT LOS 2029 Background ID Intersection Control Approach Movement AM PM Delay LOS Delay LOS 1 Horsetooth/Timberline Signal Eastbound Left 57.1 E 61.0 E Eastbound Through 34.9 C 40.6 D Eastbound Right 0.0 A 0.0 A Westbound Left 36.4 D 37.4 D Westbound Through 65.8 E 56.6 E Westbound Right 0.0 A 0.0 A Northbound Left 50.5 D 51.9 D Northbound Through 28.7 C 17.7 B Northbound Right 17.7 B 12.8 B Southbound Left 52.8 D 58.7 E Southbound Through 30.0 C 22.2 C Southbound Right 0.0 A 0.0 A 2 Drake/Timberline Signal Eastbound Left 52.4 D 51.6 D Eastbound Through 41.1 D 50.3 D Eastbound Right 97.1 F 63.8 E Westbound Left 38.0 D 39.6 D Westbound Through 107.6 F 56.8 E Westbound Right 403.9 F 133.0 F Northbound Left 47.8 D 70.0 E Northbound Through 25.4 C 25.3 C Northbound Right 18.6 B 19.2 B Southbound Left 69.8 E 280.1 F Southbound Through 38.7 D 38.4 D Southbound Right 17.6 B 16.7 B 8 Horsetooth/Ziegler Roundabout Eastbound Left 7.2 A 8.3 A Eastbound Through 14.2 B 8.3 A Eastbound Right 12.5 B 28.9 D Westbound Left 19.1 C 13.8 B Westbound Through 19.1 C 13.8 B Westbound Right 19.1 C 13.8 B Northbound Left 14.2 B 8.5 A Northbound Through 14.2 B 13.6 B Northbound Right 11.7 B 13.6 B Southbound Left 31.1 D 101.2 F Southbound Through 31.1 D 101.2 F Southbound Right 31.1 D 101.2 F Strauss Lakes Site – Transportation Impact Analysis October 2025 37 9 Harmony/Ziegler Signal Eastbound Left 47.8 D 66.4 E Eastbound Through 26.9 C 41.7 D Eastbound Right 21.0 C 22.5 C Westbound Left 70.6 E 120.0 F Westbound Through 82.9 F 41.0 D Westbound Right 0.0 A 0.0 A Northbound Left 38.1 D 48.3 D Northbound Through 58.0 E 55.3 E Northbound Right 22.0 C 24.1 C Southbound Left 129.4 F 224.6 F Southbound Through 49.6 D 52.7 D Southbound Right 0.0 A 0.0 A 10 Harmony/Strauss Cabin Signal Eastbound Left 55.3 E 53.6 D Eastbound Through 7.6 A 15.9 B Eastbound Right 0.0 A 0.0 A Westbound Left 59.9 E 93.8 F Westbound Through 10.1 B 9.6 A Westbound Right 0.0 A 0.0 A Northbound Left 49.8 D 45.8 D Northbound Through 45.8 D 42.8 D Northbound Right 0.0 A 0.0 A Southbound Left 50.1 D 48.9 D Southbound Through 45.3 D 43.1 D Southbound Right 0.0 A 0.0 A Notes: Bold font indicates unacceptable operations based on the appropriate jurisdiction’s LOS standards. 2029 Background - The results indicate that the following intersections are projected to operate at an unacceptable level of service: • Drake / Timberline – This intersection is projected to operate at LOS E in the AM and PM peak hours under 2029 background conditions. Possible mitigations include dual right turn lanes for eastbound and westbound traffic. As noted in the existing conditions analysis, aside from intersection widening with a third south bound left turn lane and receiving lane, incentivizing southbound lefts at other intersections would improve the LOS for the southbound traffic. • Horsetooth / Ziegler – The southbound approach at this roundabout is projected to operate at LOS F in the PM peak hour under 2029 background conditions. Improving this roundabout to a full two-lane roundabout is expected to mitigate the delay at the intersection. This intersection has Strauss Lakes Site – Transportation Impact Analysis October 2025 38 also been identified by the city as one to possibly convert to a signalized intersection. The 2029 background conditions show that either roundabout improvement or intersection redesign should be considered by 2029. While the 2029 background conditions require only slight modifications to the intersection, it was assumed that if the intersection is redesigned, it would be designed to accommodate 2045 conditions. This was assumed to reduce the number of times the intersection would need to close and cause increased delay due to construction in future years. The full mitigations are listed in further detail in the 2045 conditions section. Additionally, a crash analysis found that there are currently a disproportionately high number of crashes occurring at this intersection. This supports the redesigning of this intersection to either an improved roundabout or signalized intersection, and/or providing better signage and communication to the roadway users. • Harmony / Ziegler – This intersection is projected to operate at LOS E in the AM and PM Peak hours under 2029 background conditions. As in the existing conditions, it is recommended that Horsetooth Road be improved to a two-lane arterial from Ziegler Road to Strauss Cabin Road to incentivize this alternative access. • Harmony/Strauss Cabin – The westbound left-turning movement is calculated to operate at a deficient level of service in the 2029 background PM conditions. It is suggested that the signal timing at this intersection be optimized to reduce the delay for this movement to an acceptable level. If this treatment does not achieve an acceptable LOS, a second westbound left-turn lane added to the intersection would improve the LOS. 6.3 2029 BUILD INTERSECTION OPERATIONS The 2029 Build Scenario combines the volumes from the 2029 Background Scenario and the site-generated trips associated with phase 1 of the proposed development. An analysis was conducted to evaluate the impact from the traffic generated on the study intersections as well as the site access points to compare to the 2029 Background Scenario. According to the analysis, the project trips will have a minimal impact on the study intersection operations. The same mitigation recommendations from the 2029 background conditions are recommended to be in place for the 2029 build conditions, and the intersection of Ziegler Road and Percheron Road is recommended to be built as a three -quarters access. Figure 10 shows the total traffic expected at the study intersections with the analyzed lane configuration and traffic control for the 2029 Build Scenario. Figure 102029 Build Conditions Peak Hour Traffic Volumes and Lane Configurations 22 0 ( 2 9 6 ) 1, 0 0 3 ( 9 1 5 ) 34 ( 8 2 ) 1. Timberline Rd/Horsetooth Rd 34 ( 4 9 ) 2. Timberline Rd/Drake Rd 50 ( 2 8 ) 48 ( 1 9 ) 3. Rigden Pkwy/Drake Rd 4. Miles House Ave/Drake Rd 5. Environmental Dr/Drake Rd 26 ( 4 1 ) 10 ( 2 2 ) 12 ( 3 5 ) 10 ( 2 8 ) 7. Ziegler Rd/Percheron Dr 13 ( 1 9 ) 8. Ziegler Rd/Horsetooth Rd 37 ( 9 2 ) 9. Ziegler Rd/Harmony Rd 75 ( 5 0 ) 22 ( 1 4 ) 10. Strauss Cabin Rd/Harmony Rd 22 ( 4 9 ) 11. Drake Rd/Des Moines Dr 4 ( 1 1 ) 101. Ziegler Rd/Access 1 102. Access 2/Horsetooth Rd 103. Access 3/Horsetooth Rd #Study Intersection Lane Configurationac f Peak Hour Traffic VolumeAM STOP LEGEND aaccfaa c c f aaccf ac c f aacccfaa c c f aaccf ac c f af cf ac ac af e ac af e ae ae ae ae ae d ae d ae bf d d aaccfac c c f aaccf acfac c c f acf ac g e e c f c f e b g e 1 2 3 N 103 101 AM PM A-C D E F Strauss Lakes Site – Transportation Impact Analysis October 2025 40 6.4 2029 BUILD INTERSECTION LEVELS OF SERVICE AND IMPACTS Table 13 and Table 14 present the delay and level of service calculation results for the study intersections under 2029 Build Conditions. Appendix B provides the detailed LOS and queue length calculations. TABLE 13: 2029 BUILD CONDITIONS INTERSECTION LEVEL OF SERVICE RESULTS 2029 Plus Project ID Intersection Control Approach AM PM Delay LOS Delay LOS 1 Horsetooth/Timberline Signal Overall 41.2 D 34.7 C EB 46.6 D 49.3 D WB 67.3 E 55.1 E NB 32.3 C 23.1 C SB 32.5 C 25.3 C 2 Drake/Timberline Signal Overall 77.5 E 70.2 E EB 61.7 E 55.4 E WB 232.5 F 82.5 F NB 30.5 C 38.3 D SB 40.9 D 104.6 F 3 Drake/Rigden SSSC Overall 1.7 A 0.7 A EB 0.0 A 0.0 A WB 0.5 A 0.3 A NB 23.3 C 22.8 C 4 Drake/Miles House SSSC Overall 6.1 A 4.3 A EB 3.1 A 1.0 A WB 0.0 A 0.0 A SB 42.6 E 31.0 D 5 Drake/Environmental SSSC Overall 0.3 A 0.2 A EB 0.3 A 0.1 A WB 0.0 A 0.0 A SB 20.7 C 20.3 C 6 William Neal/Ziegler Signalized Overall 8.1 A 7.1 A EB 17.9 B 15.8 B WB 18.3 B 15.9 B NB 8.6 A 7.2 A SB 5.7 A 6.2 A Strauss Lakes Site – Transportation Impact Analysis October 2025 41 7 Percheron/Ziegler SSSC Overall 4.4 A 2.6 A EB 26.9 D 34.1 D WB 173.4 F 135.5 F NB 0.1 A 0.4 A SB 0.1 A 0.1 A 8 Horsetooth/Ziegler Roundabout Overall 23.0 C 51.6 F EB 13.5 B 22.4 C WB 24.4 C 16.9 C NB 12.8 B 14.1 B SB 47.1 E 131.1 F 9 Harmony/Ziegler Signal Overall 70.4 E 71.5 E EB 28.1 C 44.0 D WB 82.2 F 46.6 D NB 50.2 D 49.0 D SB 116.7 F 161.5 F 10 Harmony/Strauss Cabin Signal Overall 11.9 B 16.4 B EB 8.2 A 16.6 B WB 11.6 B 13.6 B NB 47.8 D 44.6 D SB 49.2 D 47.7 D 11 Drake/Des Moines SSSC Overall 1.3 A 0.8 A EB 23.3 C 21.5 C NB 0.2 A 0.6 A SB 0.0 A 0.0 A 101 Access to Ziegler RIRO Overall 0.0 A 0.0 A WB 18.7 C 18.1 C NB 0.0 A 0.0 A SB 0.0 A 0.0 A 102 First Access to Horsetooth RIRO Overall 0.2 A 0.2 A EB 0.0 A 0.0 A WB 0.0 A 0.0 A SB 9.3 A 9.0 A 103 Second Access to Horsetooth SSSC Overall 1.8 A 1.7 A EB 1.0 A 1.5 A WB 0.0 A 0.0 A SB 9.5 A 9.4 A Notes: Signal = Signalized Intersection; SSSC = Side Street Stop Controlled intersection. Bold font indicates unacceptable operations based on the appropriate jurisdiction’s LOS standards. Strauss Lakes Site – Transportation Impact Analysis October 2025 42 TABLE 14: 2029 BUILD CONDITIONS SIGNALIZED INTERSECTION DETAILED LOS 2029 Plus Project ID Intersection Control Approach Movement AM PM Delay LOS Delay LOS 1 Horsetooth/Timberline Signal Eastbound Left 57.1 E 61.0 E Eastbound Through 35.0 D 41.5 D Eastbound Right 0.0 A 0.0 A Westbound Left 36.9 D 38.5 D Westbound Through 75.1 E 59.4 E Westbound Right 0.0 A 0.0 A Northbound Left 50.5 D 51.9 D Northbound Through 28.8 C 14.9 B Northbound Right 17.8 B 10.9 B Southbound Left 52.8 D 59.4 E Southbound Through 30.0 C 18.8 B Southbound Right 0.0 A 0.0 A 2 Drake/Timberline Signal Eastbound Left 52.4 D 51.6 D Eastbound Through 41.3 D 53.2 D Eastbound Right 97.9 F 64.3 E Westbound Left 38.1 D 40.1 D Westbound Through 124.9 F 59.8 E Westbound Right 413.9 F 136.9 F Northbound Left 47.8 D 71.1 E Northbound Through 25.4 C 25.4 C Northbound Right 18.6 B 19.2 B Southbound Left 70.7 E 289.0 F Southbound Through 38.7 D 38.5 D Southbound Right 17.6 B 16.7 B 8 Horsetooth/Ziegler Roundabout Eastbound Left 7.9 A 9.2 A Eastbound Through 7.9 A 9.2 A Eastbound Right 15.6 C 27.5 D Westbound Left 24.4 C 16.9 C Westbound Through 24.4 C 16.9 C Westbound Right 24.4 C 16.9 C Northbound Left 7.3 A 9.3 A Northbound Through 15.8 C 17.3 C Northbound Right 15.8 C 17.3 C Southbound Left 47.1 E 131.1 F Southbound Through 47.1 E 131.1 F Southbound Right 47.1 E 131.1 F Strauss Lakes Site – Transportation Impact Analysis October 2025 43 9 Harmony/Ziegler Signal Eastbound Left 48.1 D 81.8 F Eastbound Through 26.9 C 42.3 D Eastbound Right 21.0 C 22.6 C Westbound Left 70.4 E 119.5 F Westbound Through 82.8 F 40.9 D Westbound Right 0.0 A 0.0 A Northbound Left 38.2 D 48.2 D Northbound Through 58.4 E 55.8 E Northbound Right 22.0 C 24.0 C Southbound Left 141.9 F 233.4 F Southbound Through 49.6 D 52.9 D Southbound Right 0.0 A 0.0 A 10 Harmony/Strauss Cabin Signal Eastbound Left 55.2 E 53.6 D Eastbound Through 8.1 A 16.5 B Eastbound Right 0.0 A 0.0 A Westbound Left 59.9 E 93.8 F Westbound Through 10.9 B 10.0 B Westbound Right 0.0 A 0.0 A Northbound Left 48.6 D 45.3 D Northbound Through 44.9 D 42.3 D Northbound Right 0.0 A 0.0 A Southbound Left 49.8 D 48.7 D Southbound Through 44.4 D 42.6 D Southbound Right 0.0 A 0.0 A Notes: Bold font indicates unacceptable operations based on the appropriate jurisdiction’s LOS standards. 2029 Build - The results indicate that these intersections are projected to operate at an unacceptable level of service: • Drake / Timberline – This intersection is projected to continue to operate at LOS E in the AM and PM peak hours with the addition of project traffic. Possible mitigations include dual right turn lanes for eastbound and westbound traffic. As noted in the existing conditions analysis, aside from intersection widening, incentivizing southbound lefts at other intersections would improve the LOS for the southbound traffic. In the 2029 build conditions, the project trips account for 1% of total trips passing through this intersection. Strauss Lakes Site – Transportation Impact Analysis October 2025 44 • Percheron / Ziegler – The westbound traffic at this intersection is projected to operate at a LOS F in the AM and PM Peak hours. It is recommended that the project access be restricted to a three- quarters access, allowing full access in but restricting turns out to right only. The left turn volumes would be diverted to either westbound lefts at William Neal or exits at the project’s southern access. If a signal were desired, though this intersection does not meet the LCUASS signalized spacing requirements, a signal warrant analysis could be conducted upon buildout of the development. In the 2029 build scenario, project-generated trips are expected to account for 6% of all vehicles passing through this intersection, and 100% of the trips entering or exiting the eastern leg of the intersection. • Horsetooth / Ziegler – The southbound approach at this roundabout is projected to operate at LOS F in the PM peak hour under 2029 build conditions. Improving this roundabout to a fully two- lane roundabout is expected to mitigate the delay at the intersection. This intersection has also been identified by the city as one to possibly convert to a signalized intersection. The 2029 background conditions show that either roundabout improvement or intersection redesign should be considered by 2029. In the 2029 build conditions, the project trips account for 5% of total trips passing through this intersection. • Harmony / Ziegler – This intersection is projected to continue to operate at LOS E in the AM and PM Peak hours with the addition of project traffic. As in the existing conditions, it is recommended that Horsetooth Road be improved to a two-lane arterial from Ziegler Road to Strauss Cabin Road to incentivize this alternative access. In the 2029 build conditions, the project trips account for 1% of total trips passing through this intersection. • Harmony/Strauss Cabin – The westbound left-turning movement is calculated to continue to operate at a deficient level of service in the 2029 build PM conditions. It is suggested that the signal timing at this intersection be optimized to reduce the delay for this movement to an acceptable level. If this treatment does not achieve an acceptable LOS, a second westbound left-turn lane added to the intersection would improve the LOS. In the 2029 build conditions, the project trips account for 1% of total trips passing through this intersection. 6.4.1 CONSIDERATIONS • William Neal / Ziegler – The 2029 build conditions assumed the intersection of William Neal Parkway & Ziegler Road to be signalized. To develop the signal timing for the new signal, a cycle length of 110 seconds was selected to maintain consistency with the existing signal timing at study intersections 1, 2, 9, and 10. The minimum green time was also set in alignment with these intersections and is compliant with the National Cooperative Highway Program (NCHRP) Report 812 Signal Timing Manual stated in Exhibit 6-4. Pedestrian timing followed the Colorado Strauss Lakes Site – Transportation Impact Analysis October 2025 45 Department of Transportation's Guidelines for Pedestrian Signal Timing 2024 Edition. The pedestrian walk interval duration is based on the values listed in Table 1 for typical pedestrian volumes and traffic conditions. The CDOT guidelines refer to the Manual on Uniform Traffic Control Devices (MUTCD) for calculating pedestrian clearance time, which is the crossing distance divided by an average walking speed of 3.5 ft/sec rounded up to the nearest second. The NCHRP provides guidelines for clearance intervals in Exhibit 6-2 and Exhibit 6-3. Yellow time is based on approach speed and the MUTCD recommends a minimum of 3 seconds. All red time is based on approach speed and intersection width. This signal was modeled in Synchro 12 with an actuated uncoordinated control type, as it is not near any coordinated signals. • A signal warrant analysis was conducted for the three intersections of Ziegler &, Percheron, William Neal, and Des Moines. It should be noted that this Master TIS assumed that the intersection of Ziegler & William Neal would be signalized by the 2029 build conditions , as noted by city staff. This analysis was conducted for the AM and PM conditions of the background and plus project scenarios in 2029. None of the three intersections reached the threshold for a signal in any of the analysis periods. Figure 11 displays the signal warrant analysis. While the vehicular volumes show that a signal is not warranted, LOS projected at these intersections should also be analyzed when considering a traffic signal. Both the projected LOS and signal warrants support that it is not necessary to signalize any of these three intersections in 202 9 build conditions. Strauss Lakes Site – Transportation Impact Analysis October 2025 46 Figure 11: 2029 Signal Warrant Analysis 0 100 200 300 400 500 600 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Mi n o r S t r e e t H i g h e r V o l u m e A p p r o a c h - VP H Major Street -Total of Both Approaches -Vehicle Per Hour (VPH) Warrant 3B, Peak Hour: 2029 Percheron William Neal Des Moines * Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane. 2 or More Lanes & 2 or More Lanes 1 Lane & 1 Lane 2 or More Lanes & 1 Lane Strauss Lakes Site – Transportation Impact Analysis October 2025 47 7.0 2033 BACKGROUND CONDITIONS This section presents the 2033 Background Conditions. The Background volumes provide the baseline conditions for comparative purposes with the Build Conditions. 7.1 2033 BACKGROUND TRANSPORTATION AND INTERSECTION OPERATIONS To determine the 2033 Background peak hour turning movement volumes, annual growth rates were calculated from traffic studies in the area and consultation with the City of Fort Collins. This rate of one percent was applied to the existing peak hour turning movement volumes. Other developments that were included in the background traffic conditions for 2033 include: Phase 1 and 2 of the Liberty Commons Middle School expansion, Union Park Mixed-Use development, and Phase 1 of this Strauss Lakes development. Phase 2 of the Liberty Commons Middle School expansion is expected to be completed by 2029. Union Park Mixed-Use development is expected to be complete by 2028. The trips generated by these developments were added to the volumes with the applied growth rate to determine the volumes shown in Figure 12. Figure 122033 Background Peak Hour Traffic Volumes and Lane Configurations 22 9 ( 3 0 8 ) 1, 0 4 1 ( 9 5 0 ) 35 ( 8 4 ) 1. Timberline Rd/Horsetooth Rd 36 ( 5 1 ) 2. Timberline Rd/Drake Rd 52 ( 2 9 ) 49 ( 1 9 ) 3. Rigden Pkwy/Drake Rd 4. Miles House Ave/Drake Rd 5. Environmental Dr/Drake Rd 27 ( 4 2 ) 10 ( 2 2 ) 13 ( 3 7 ) 10 ( 2 8 ) 7. Ziegler Rd/Percheron Dr 14 ( 1 9 ) 8. Ziegler Rd/Horsetooth Rd 39 ( 9 5 ) 9. Ziegler Rd/Harmony Rd 78 ( 5 2 ) 23 ( 1 4 ) 10. Strauss Cabin Rd/Harmony Rd 23 ( 5 1 ) 11. Drake Rd/Des Moines Dr 4 ( 1 1 ) 101. Ziegler Rd/Access 1 102. Access 2/Horsetooth Rd 103. Access 3/Horsetooth Rd #Study Intersection Lane Configurationac f Peak Hour Traffic VolumeAM STOP LEGEND aaccfaa c c f aaccf ac c f aacccfaa c c f aaccf ac c f af cf ac ac af e ac af e ae ae ae ae ae d ae d ae bf d d aaccfac c c f aaccf acfac c c f acf ac g e e c f c f e b g e 1 2 3 N 103 101 AM PM A-C D E F Strauss Lakes Site – Transportation Impact Analysis October 2025 49 7.2 2033 BACKGROUND INTERSECTION LEVELS OF SERVICE AND IMPACTS Table 15 and Table 16 present the delay and level of service calculation results for the study intersections under 2033 Background Conditions. Appendix B provides the detailed LOS and queue length calculations. TABLE 15: 2033 BACKGROUND CONDITIONS INTERSECTION LEVEL OF SERVICE RESULTS 2033 Background ID Intersection Control Approach AM PM Delay LOS Delay LOS 1 Horsetooth/Timberline Signal Overall 43.4 D 36.2 D EB 48.1 D 51.9 D WB 74.6 E 58.8 E NB 33.4 C 23.4 C SB 33.6 C 26.3 C 2 Drake/Timberline Signal Overall 83.3 F 75.7 E EB 65.6 E 57.0 E WB 253.9 F 89.6 F NB 31.4 C 42.8 D SB 43.3 D 112.5 F 3 Drake/Rigden SSSC Overall 1.8 A 0.7 A EB 0.0 A 0.0 A WB 0.5 A 0.3 A NB 24.9 C 24.1 C 4 Drake/Miles House SSSC Overall 6.8 A 4.7 A EB 3.1 A 1.1 A WB 0.0 A 0.0 A SB 48.8 E 34.4 D 5 Drake/Environmental SSSC Overall 0.3 A 0.2 A EB 0.3 A 0.1 A WB 0.0 A 0.0 A SB 21.5 C 21.1 C 6 William Neal/Ziegler Signal Overall 8.3 A 7.3 A EB 19.4 B 16.8 B WB 19.8 B 17.0 B NB 8.8 A 7.4 A SB 5.7 A 6.3 A Strauss Lakes Site – Transportation Impact Analysis October 2025 50 7 Percheron/Ziegler SSSC Overall 5.2 A 2.9 A EB 28.9 D 37.2 E WB 215.7 F 165.2 F NB 0.1 A 0.4 A SB 0.1 A 0.1 A 8 Horsetooth/Ziegler Roundabout Overall 27.4 D 60.8 F EB 14.2 B 23.3 C WB 28.0 D 18.5 C NB 14.0 B 15.4 C SB 59.9 F 158.8 F 9 Harmony/Ziegler Signal Overall 79.9 E 78.3 E EB 28.5 C 51.8 D WB 98.3 F 50.0 D NB 52.7 D 49.9 D SB 129.0 F 174.6 F 10 Harmony/Strauss Cabin Signal Overall 12.7 B 17.5 B EB 8.5 A 17.9 B WB 12.7 B 14.7 B NB 47.7 D 44.5 D SB 49.1 D 47.6 D 11 Drake/Des Moines SSSC Overall 1.4 A 0.8 A EB 24.7 C 22.4 C NB 0.2 A 0.6 A SB 0.0 A 0.0 A Notes: Signal = Signalized Intersection; SSSC = Side Street Stop Controlled intersection. Bold font indicates unacceptable operations based on the appropriate jurisdiction’s LOS standards. Strauss Lakes Site – Transportation Impact Analysis October 2025 51 TABLE 16: 2033 BACKGROUND CONDITIONS INTERSECTION MOVEMENT LOS 2033 Background ID Intersection Control Approach Movement AM PM Delay LOS Delay LOS 1 Horsetooth/Timberline Signal Eastbound Left 59.8 E 65.8 E Eastbound Through 35.1 D 42.7 D Eastbound Right 0.0 A 0.0 A Westbound Left 37.1 D 39.8 D Westbound Through 84.3 F 63.8 E Westbound Right 0.0 A 0.0 A Northbound Left 50.4 D 52.4 D Northbound Through 30.2 C 15.1 B Northbound Right 18.0 B 10.9 B Southbound Left 52.8 D 61.8 E Southbound Through 31.2 C 19.5 B Southbound Right 0.0 A 0.0 A 2 Drake/Timberline Signal Eastbound Left 52.8 D 52.0 D Eastbound Through 41.8 D 54.7 D Eastbound Right 109.4 F 67.2 E Westbound Left 38.1 D 41.4 D Westbound Through 141.9 F 63.5 E Westbound Right 445.9 F 152.1 F Northbound Left 49.7 D 85.4 F Northbound Through 26.1 C 26.1 C Northbound Right 18.8 B 19.5 B Southbound Left 76.3 E 313.0 F Southbound Through 40.8 D 40.6 D Southbound Right 17.8 B 17.0 B 6 William Neal/Ziegler Signal Eastbound Left 19.1 B 16.5 B Eastbound Through 0.0 A 0.0 A Eastbound Right 19.5 B 16.9 B Westbound Left 20.4 C 17.4 B Westbound Through 0.0 A 0.0 A Westbound Right 18.6 B 16.3 B Northbound Left 9.1 A 11.2 B Northbound Through 0.0 A 0.0 A Northbound Right 8.8 A 7.2 A Southbound Left 16.6 B 13.0 B Southbound Through 0.0 A 0.0 A Southbound Right 5.6 A 6.2 A Strauss Lakes Site – Transportation Impact Analysis October 2025 52 8 Horsetooth/Ziegler Roundabout Eastbound Left 8.0 A 9.1 A Eastbound Through 8.0 A 9.1 A Eastbound Right 16.5 C 28.7 D Westbound Left 28.0 D 18.5 C Westbound Through 28.0 D 18.5 C Westbound Right 28.0 D 18.5 C Northbound Left 7.5 A 9.6 A Northbound Through 17.5 C 19.1 C Northbound Right 17.5 C 19.1 C Southbound Left 59.9 F 158.8 F Southbound Through 59.9 F 158.8 F Southbound Right 59.9 F 158.8 F 9 Harmony/Ziegler Signal Eastbound Left 48.6 D 94.0 F Eastbound Through 27.2 C 50.2 D Eastbound Right 21.1 C 23.0 C Westbound Left 73.2 E 124.6 F Westbound Through 99.6 F 44.3 D Westbound Right 0.0 A 0.0 A Northbound Left 38.6 D 49.1 D Northbound Through 62.0 E 56.7 E Northbound Right 22.0 C 24.1 C Southbound Left 158.9 F 254.7 F Southbound Through 49.5 D 53.7 D Southbound Right 0.0 A 0.0 A 10 Harmony/Strauss Cabin Signal Eastbound Left 55.1 E 53.6 D Eastbound Through 8.4 A 17.7 B Eastbound Right 0.0 A 0.0 A Westbound Left 59.8 E 101.5 F Westbound Through 12.0 B 10.9 B Westbound Right 0.0 A 0.0 A Northbound Left 48.6 D 45.1 D Northbound Through 44.7 D 42.0 D Northbound Right 0.0 A 0.0 A Southbound Left 49.8 D 48.6 D Southbound Through 44.3 D 42.4 D Southbound Right 0.0 A 0.0 A Notes: Bold font indicates unacceptable operations based on the appropriate jurisdiction’s LOS standards. Strauss Lakes Site – Transportation Impact Analysis October 2025 53 2033 Background - The results indicate that the following intersections are projected to operate at an unacceptable level of service: • Horsetooth / Timberline – The westbound through movement at this intersection is projected to operate at a LOS of F during the 2033 background AM conditions. Adding a third westbound through lane and a third receiving lane would improve the LOS. • Drake / Timberline – This intersection is projected to operate at LOS F in the AM peak hour and LOS E in the PM peak hour under 2033 background conditions. Possible mitigations include dual right-turn lanes for eastbound and westbound traffic. As noted in the existing conditions analysis, aside from intersection widening, incentivizing southbound lefts at other intersections would improve the LOS for the southbound traffic. • Percheron / Ziegler – The westbound traffic at this intersection is projected to operate at a LOS F in the AM and PM Peak hours. It is recommended that the project access be restricted to a three- quarters access, allowing full access in but restricting turns out to right only. • Horsetooth / Ziegler – The southbound approach at this roundabout is projected to operate at LOS F in the PM peak hour under 2033 background conditions. Improving this roundabout to a fully two-lane roundabout is expected to mitigate the delay at the intersection. • Harmony / Ziegler – This intersection is projected to operate at LOS E in the AM and PM Peak hours under 2033 background conditions. As in the existing conditions, it is recommended that Horsetooth Road be improved to a two-lane arterial from Ziegler Road to Strauss Cabin Road to incentivize this alternative access. A second westbound left turning lane would also improve the LOS. • Harmony / Strauss Cabin – The westbound left-turning movement is calculated to operate at a deficient level of service in the 2033 background PM conditions. It is suggested that the signal timing at this intersection be optimized to reduce the delay for this movement to an accept able level. If this treatment does not achieve an acceptable LOS, a second westbound left-turn lane added to the intersection would improve the LOS. 7.3 2033 BUILD INTERSECTION OPERATIONS The 2033 Build Scenario combines the volumes from the 2033 Background Scenario and the site-generated trips associated with phase 2 of the proposed development. An analysis was conducted to evaluate the Strauss Lakes Site – Transportation Impact Analysis October 2025 54 impact from the traffic generated on the study intersections as well as the site access points to compare to the 2033 Background Scenario. According to the analysis, the project trips will have some impact on the study intersection operations. The mitigations recommended in 2033 build conditions are also recommended in the 2033 background conditions. Figure 13 shows the total traffic expected at the study intersections with the analyzed lane configuration and traffic control for the 2033 Build Scenario. Figure 132033 Build Conditions Peak Hour Traffic Volumes and Lane Configurations 22 9 ( 3 0 8 ) 1, 0 4 1 ( 9 5 0 ) 46 ( 1 1 2 ) 372 (414) 351 (672) 251 (291) 28 7 ( 3 9 3 ) 86 2 ( 1 , 0 4 2 ) 10 9 ( 2 0 1 ) 205 (129) 530 (498) 152 (140) 1. Timberline Rd/Horsetooth Rd 36 ( 5 1 ) 2. Timberline Rd/Drake Rd 52 ( 2 9 ) 49 ( 1 9 ) 3. Rigden Pkwy/Drake Rd 4. Miles House Ave/Drake Rd 5. Environmental Dr/Drake Rd 27 ( 4 2 ) 25 ( 6 3 ) 13 ( 3 7 ) 30 ( 8 2 ) 7. Ziegler Rd/Percheron Dr 24 ( 4 6 ) 8. Ziegler Rd/Horsetooth Rd 39 ( 9 5 ) 9. Ziegler Rd/Harmony Rd 78 ( 5 2 ) 23 ( 1 4 ) 10. Strauss Cabin Rd/Harmony Rd 23 ( 5 1 ) 11. Drake Rd/Des Moines Dr 8 ( 2 2 ) 101. Ziegler Rd/Access 1 102. Access 2/Horsetooth Rd 103. Access 3/Horsetooth Rd #Study Intersection Lane Configurationac f Peak Hour Traffic VolumeAM STOP LEGEND aaccfaa c c f aaccf ac c f aacccfaa c c f aaccf ac c f af cf ac ac af e ac af e ae ae ae ae ae d ae d ae bf d d aaccfac c c f aaccf acfac c c f acf ac g e e c f c f e b g e 1 2 3 N 103 101 AM PM A-C D E F Strauss Lakes Site – Transportation Impact Analysis October 2025 56 7.4 2033 BUILD INTERSECTION LEVELS OF SERVICE AND IMPACTS Table 17 and Table 18 present the delay and level of service calculation results for the study intersections under 2033 Build Conditions. Appendix B provides the detailed LOS and queue length calculations. TABLE 17: 2033 BUILD CONDITIONS INTERSECTION LEVEL OF SERVICE RESULTS 2033 Plus Project ID Intersection Control Approach AM PM Delay LOS Delay LOS 1 Horsetooth/Timberline Signal Overall 47.4 D 38.4 D EB 47.9 D 53.3 D WB 93.8 F 69.2 E NB 33.3 C 23.2 C SB 33.6 C 26.4 C 2 Drake/Timberline Signal Overall 90.3 F 79.7 E EB 66.2 E 61.8 E WB 280.3 F 97.9 F NB 31.4 C 43.2 D SB 43.8 D 117.5 F 3 Drake/Rigden SSSC Overall 1.8 A 0.8 A EB 0.0 A 0.0 A WB 0.4 A 0.3 A NB 26.7 D 25.7 D 4 Drake/Miles House SSSC Overall 7.6 A 5.0 A EB 3.25 A 1.0 A WB 0.0 A 0.0 A SB 57.5 F 38.4 E 5 Drake/Environmental SSSC Overall 0.3 A 0.2 A EB 0.3 A 0.1 A WB 0.0 A 0.0 A SB 21.5 C 21.1 C 6 William Neal/Ziegler Signal Overall 9.4 A 8.6 A EB 22.3 C 20.1 C WB 23.4 C 20.8 C NB 9.6 A 8.6 A SB 6.0 A 7.0 A Strauss Lakes Site – Transportation Impact Analysis October 2025 57 7 Percheron/Ziegler SSSC Overall 64.8 F 32.4 D EB 35.8 E 49.9 E WB 1158.8 F 915.5 F NB 0.1 A 0.3 A SB 0.2 A 0.4 A 8 Horsetooth/Ziegler Roundabout Overall 49.5 E 86.6 F EB 13.1 B 21.3 C WB 52.5 F 30.7 D NB 17.0 C 28.1 D SB 124.5 F 228.0 F 9 Harmony/Ziegler Signal Overall 83.3 F 83.5 F EB 28.8 C 57.6 E WB 97.5 F 49.8 D NB 53.5 D 50.9 D SB 145.9 F 186.8 F 10 Harmony/Strauss Cabin Signal Overall 14.2 B 18.7 B EB 9.4 A 19.3 B WB 14.4 B 15.6 B NB 45.9 D 43.3 D SB 48.6 D 47.2 D 11 Drake/Des Moines SSSC Overall 1.4 A 0.8 A EB 26.3 D 24.1 C NB 0.2 A 0.6 A SB 0.0 A 0.0 A 101 Access to Ziegler RIRO Overall 0.0 A 0.0 A WB 20.8 C 21.7 C NB 0.0 A 0.0 A SB 0.0 A 0.0 A 102 First Access to Horsetooth RIRO Overall 0.3 A 0.2 A EB 0.0 A 0.0 A WB 0.0 A 0.0 A SB 9.8 A 9.4 A 103 Second Access to Horsetooth SSSC Overall 3.8 A 3.5 A EB 2.2 A 3.1 A WB 0.0 A 0.0 A SB 10.3 B 10.5 B Notes: Signal = Signalized Intersection; SSSC = Side Street Stop Controlled intersection. Bold font indicates unacceptable operations based on the appropriate jurisdiction’s LOS standards. Strauss Lakes Site – Transportation Impact Analysis October 2025 58 TABLE 18: 2033 BUILD CONDITIONS SIGNALIZED INTERSECTION DETAILED LOS 2033 Plus Project ID Intersection Control Approach Movement AM PM Delay LOS Delay LOS 1 Horsetooth/Timberline Signal Eastbound Left 59.8 E 65.8 E Eastbound Through 35.3 D 45.6 D Eastbound Right 0.0 A 0.0 A Westbound Left 39.0 D 48.3 D Westbound Through 109.6 F 75.1 E Westbound Right 0.0 A 0.0 A Northbound Left 50.4 D 52.4 D Northbound Through 30.2 C 15.1 B Northbound Right 18.2 B 11.2 B Southbound Left 52.8 D 62.4 E Southbound Through 31.2 C 19.5 B Southbound Right 0.0 A 0.0 A 2 Drake/Timberline Signal Eastbound Left 52.8 D 52.0 D Eastbound Through 42.5 D 63.6 E Eastbound Right 11.3 F 67.2 E Westbound Left 38.2 D 42.9 D Westbound Through 179.3 F 73.7 E Westbound Right 468.1 F 161.2 F Northbound Left 49.7 D 86.6 F Northbound Through 26.1 C 26.2 C Northbound Right 18.8 B 19.5 B Southbound Left 78.6 E 327.1 F Southbound Through 40.8 D 40.7 D Southbound Right 17.8 B 17.0 B 6 William Neal/Ziegler Signal Eastbound Left 22.5 C 20.1 C Eastbound Through 0.0 A 0.0 A Eastbound Right 22.2 C 20.1 C Westbound Left 24.3 C 21.4 C Westbound Through 0.0 A 0.0 A Westbound Right 21.7 C 19.7 B Northbound Left 9.4 A 12.8 B Northbound Through 0.0 A 0.0 A Northbound Right 9.6 A 8.4 A Southbound Left 19.7 B 17.4 B Southbound Through 0.0 A 0.0 A Southbound Right 5.7 A 6.6 A Strauss Lakes Site – Transportation Impact Analysis October 2025 59 8 Horsetooth/Ziegler Roundabout Eastbound Left 8.2 A 10.8 B Eastbound Through 8.2 A 10.8 B Eastbound Right 15.2 C 26.7 D Westbound Left 52.5 F 30.7 D Westbound Through 52.5 F 30.7 D Westbound Right 52.5 F 30.7 D Northbound Left 7.9 A 11.3 B Northbound Through 21.7 C 38.1 E Northbound Right 21.7 C 38.1 E Southbound Left 124.5 F 228.0 F Southbound Through 124.5 F 228.0 F Southbound Right 124.5 F 228.0 F 9 Harmony/Ziegler Signal Eastbound Left 50.5 D 144.7 F Eastbound Through 27.2 C 51.1 D Eastbound Right 21.1 C 23.1 C Westbound Left 69.9 E 123.6 F Westbound Through 98.9 F 44.1 D Westbound Right 0.0 A 0.0 A Northbound Left 38.9 D 49.2 D Northbound Through 63.1 E 58.4 E Northbound Right 22.0 C 24.0 C Southbound Left 182.0 F 273.2 F Southbound Through 49.3 D 54.1 D Southbound Right 0.0 A 0.0 A 10 Harmony/Strauss Cabin Signal Eastbound Left 55.0 D 53.6 D Eastbound Through 9.3 A 19.1 B Eastbound Right 0.0 A 0.0 A Westbound Left 59.8 E 101.5 F Westbound Through 13.8 B 11.9 B Westbound Right 0.0 A 0.0 A Northbound Left 46.7 D 43.9 D Northbound Through 43.2 D 41.0 D Northbound Right 0.0 A 0.0 A Southbound Left 49.3 D 48.2 D Southbound Through 42.7 D 41.3 D Southbound Right 0.0 A 0.0 A Notes: Bold font indicates unacceptable operations based on the appropriate jurisdiction’s LOS standards. Strauss Lakes Site – Transportation Impact Analysis October 2025 60 2033 Build - The results indicate that these intersections are projected to operate at an unacceptable level of service: • Horsetooth / Timberline – The westbound through movement at this intersection is projected to operate at a LOS of F during the 2033 build AM conditions. Adding a third westbound through lane and a third receiving lane would improve the LOS. In the 2033 build conditions, the project trips account for 4% of total trips passing through this intersection. • Drake / Timberline – This intersection is projected to operate at LOS F in the AM peak hour and LOS E in the PM peak hour under 2033 build conditions. Possible mitigations include dual right turn lanes for eastbound and westbound traffic. As noted in the existing conditions analysis, aside from intersection widening, incentivizing southbound lefts at other intersections would improve the LOS for the southbound traffic. In the 2033 build conditions, the project trips account for 2% of total trips passing through this intersection. • Percheron / Ziegler – The westbound traffic at this intersection is projected to operate at a LOS F in the AM and PM Peak hours. The westbound leg is projected to experience more than 300 seconds of delay. As stated in the 2029 build conditions, it is recommended that the project access be restricted to a three-quarters access, allowing full access in but restricting turns out to right only. In the 2032 build conditions, the project trips account for 15% of total trips passing through this intersection. • Horsetooth / Ziegler – The southbound approach at this roundabout is projected to operate at LOS F in the peak hours under 2033 build conditions. Improving this roundabout to a fully two- lane roundabout is expected to mitigate the delay at the intersection. However, as noted in the 2029 background conditions, if this intersection is going to be reconstructed, it should be built to serve 2045 conditions. In the 2033 build conditions, the project trips account for 12% of total trips passing through this intersection. • Harmony / Ziegler – This intersection is projected to operate at LOS F in the AM and PM Peak hours under 2033 build conditions. As in the existing conditions, it is recommended that Horsetooth Road be improved to a two-lane arterial from Ziegler Road to Strauss Cabin Road to incentivize this alternative access. In the 2033 build conditions, the project trips account for 3% of total trips passing through this intersection. • Harmony/Strauss Cabin – The westbound left-turning movement is calculated to continue to operate at a deficient level of service in the 2033 build PM conditions. It is suggested that the signal timing at this intersection be optimized to reduce the delay for this movement to an acceptable Strauss Lakes Site – Transportation Impact Analysis October 2025 61 level. If this treatment does not achieve an acceptable LOS, a second westbound left-turn lane added to the intersection would improve the LOS. In the 2033 build conditions, the project trips account for 2% of total trips passing through this intersection. 7.4.1 CONSIDERATIONS • William Neal / Ziegler – The 2033 build conditions assumed the intersection of William Neal Parkway & Ziegler Road to be signalized. To develop the signal timing for the new signal, a cycle length of 110 seconds was selected to maintain consistency with the existing signal timing at study intersections 1, 2, 9, and 10. The minimum green time was also set in alignment with these intersections and is compliant with the National Cooperative Highway Program (NCHRP) Report 812 Signal Timing Manual stated in Exhibit 6-4. Pedestrian timing followed the Colorado Department of Transportation's Guidelines for Pedestrian Signal Timing 2024 Edition. The pedestrian walk interval duration is based on the values listed in Table 1 for typical pedestrian volumes and traffic conditions. The CDOT guidelines refer to the Manual on Uniform Traffic Control Devices (MUTCD) for calculating pedestrian clearance time, which is the crossing distance divided by an average walking speed of 3.5 ft/sec rounded up to the nearest second. The NCHRP provides guidelines for clearance intervals in Exhibit 6-2 and Exhibit 6-3. Yellow time is based on approach speed and the MUTCD recommends a minimum of 3 seconds. All red time is based on approach speed and intersection width. This signal was modeled in Synchro 12 with an actuated uncoordinated control type, as it is not near any coordinated signals. • A signal warrant analysis was conducted for the three intersections of Ziegler &, Percheron, William Neal, and Des Moines. This analysis was conducted for the AM and PM conditions of the background and plus project scenarios in 2033. The intersection of Ziegler & Percheron reaches the warrant threshold for a minor street with one lane. If the minor street adds a turn lane, making the minor street two lanes, the threshold for a signal is not met. The other two intersections do not reach the threshold for a signal in any of the 2033 analysis periods. However, if Percheron is restricted to right-out the turn volumes at William Neal would be high enough to reach the signal threshold. Figure 14 displays the signal warrant analysis. Strauss Lakes Site – Transportation Impact Analysis October 2025 62 Figure 14: 2033 Signal Warrant Analysis 0 100 200 300 400 500 600 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Mi n o r S t r e e t H i g h e r V o l u m e A p p r o a c h - VP H Major Street -Total of Both Approaches -Vehicle Per Hour (VPH) Warrant 3B, Peak Hour: 2033 Percheron William Neal Des Moines * Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane. 2 or More Lanes & 2 or More Lanes 1 Lane & 1 Lane 2 or More Lanes & 1 Lane Strauss Lakes Site – Transportation Impact Analysis October 2025 63 8.0 2036 BACKGROUND CONDITIONS 8.1 2036 BACKGROUND TRANSPORTATION AND INTERSECTION OPERATIONS To determine the 2036 Background peak hour turning movement volumes, annual growth rates were calculated from traffic studies in the area and consultation with the City of Fort Collins. To determine the 2036 Background peak hour turning movement volumes, annual growth rates were calculated from traffic studies in the area and consultation with the City of Fort Collins. This rate of one percent was applied to the existing peak hour turning movement volumes. Other developments that were included in the background traffic conditions for 2036 include: Phase 1 and 2 of the Liberty Commons Middle School expansion, Union Park Mixed-Use development, and Phase 1 and 2 of this Strauss Lakes development. The trips generated by these developments were added to the volumes with the applied growth rate to determine the volumes shown in Figure 15. Figure 152036 Background Peak Hour Traffic Volumes and Lane Configurations 23 5 ( 3 1 6 ) 1, 0 7 0 ( 9 7 7 ) 47 ( 1 1 4 ) 382 (425) 360 (688) 258 (299) 29 5 ( 4 0 4 ) 88 6 ( 1 , 0 7 1 ) 11 2 ( 2 0 6 ) 211 (132) 543 (511) 155 (143) 1. Timberline Rd/Horsetooth Rd 37 ( 5 2 ) 2. Timberline Rd/Drake Rd 53 ( 3 0 ) 50 ( 2 0 ) 3. Rigden Pkwy/Drake Rd 4. Miles House Ave/Drake Rd 5. Environmental Dr/Drake Rd 28 ( 4 3 ) 25 ( 6 3 ) 13 ( 3 8 ) 30 ( 8 2 ) 7. Ziegler Rd/Percheron Dr 24 ( 4 7 ) 8. Ziegler Rd/Horsetooth Rd 40 ( 9 8 ) 9. Ziegler Rd/Harmony Rd 80 ( 5 3 ) 23 ( 1 4 ) 10. Strauss Cabin Rd/Harmony Rd 23 ( 5 2 ) 11. Drake Rd/Des Moines Dr 8 ( 2 2 ) 101. Ziegler Rd/Access 1 102. Access 2/Horsetooth Rd 103. Access 3/Horsetooth Rd #Study Intersection Lane Configurationac f Peak Hour Traffic VolumeAM STOP LEGEND aaccfaa c c f aaccf ac c f aacccfaa c c f aaccf ac c f af cf ac ac af e ac af e ae ae ae ae ae d ae d ae bf d d aaccfac c c f aaccf acfac c c f acf ac g e e c f c f e b g e 1 2 3 N 103 101 AM PM A-C D E F Strauss Lakes Site – Transportation Impact Analysis October 2025 65 8.2 2036 BACKGROUND INTERSECTION LEVELS OF SERVICE AND IMPACTS Table 19 and Table 20 present the delay and level of service calculation results for the study intersections under 2036 Background Conditions. Appendix B provides the detailed LOS and queue length calculations. TABLE 19: 2036 BACKGROUND CONDITIONS INTERSECTION LEVEL OF SERVICE RESULTS 2036 Background ID Intersection Control Approach AM PM Delay LOS Delay LOS 1 Horsetooth/Timberline Signal Overall 43.4 D 40.1 D EB 48.1 D 55.8 E WB 74.6 E 74.8 E NB 33.4 C 23.4 C SB 33.6 C 27.2 C 2 Drake/Timberline Signal Overall 83.3 F 84.9 F EB 65.6 E 65.3 E WB 253.9 F 109.2 F NB 31.4 C 45.5 D SB 43.3 D 123.6 F 3 Drake/Rigden SSSC Overall 1.8 A 0.8 A EB 0.0 A 0.0 A WB 0.5 A 0.3 A NB 24.9 C 26.7 D 4 Drake/Miles House SSSC Overall 6.8 A 5.5 A EB 3.2 A 1.0 A WB 0.0 A 0.0 A SB 48.8 E 42.3 E 5 Drake/Environmental SSSC Overall 0.3 A 0.2 A EB 0.3 A 0.1 A WB 0.0 A 0.0 A SB 21.5 C 22.0 C 6 William Neal/Ziegler SSSC Overall 8.3 A 8.8 A EB 19.4 B 21.2 C WB 19.8 B 21.9 C NB 8.8 A 8.7 A SB 5.7 A 7.1 A Strauss Lakes Site – Transportation Impact Analysis October 2025 66 7 Percheron/Ziegler SSSC Overall 5.2 A 36.2 E EB 28.9 D 62.6 F WB 215.7 F 1044.8 F NB 0.1 A 0.3 A SB 0.1 A 0.4 A 8 Horsetooth/Ziegler Roundabout Overall 55.9 F 95.6 F EB 13.3 B 22.0 C WB 61.4 F 33.0 D NB 18.4 C 31.5 D SB 142.3 F 251.9 F 9 Harmony/Ziegler Signal Overall 79.9 E 89.6 F EB 28.5 C 63.9 E WB 98.3 F 54.2 D NB 52.7 D 52.7 D SB 129.0 F 196.9 F 10 Harmony/Strauss Cabin Signal Overall 15.0 B 19.8 B EB 9.6 A 20.6 C WB 15.7 B 16.6 B NB 45.8 D 43.1 D SB 48.6 D 47.2 D 11 Drake/Des Moines SSSC Overall 1.4 A 0.8 A EB 27.6 D 25.3 D NB 0.2 A 0.6 A SB 0.0 A 0.0 A Notes: Signal = Signalized Intersection; SSSC = Side Street Stop Controlled intersection. Bold font indicates unacceptable operations based on the appropriate jurisdiction’s LOS standards. Strauss Lakes Site – Transportation Impact Analysis October 2025 67 TABLE 20: 2036 BACKGROUND CONDITIONS INTERSECTION MOVEMENT LOS 2036 Background ID Intersection Control Approach Movement AM PM Delay LOS Delay LOS 1 Horsetooth/Timberline Signal Eastbound Left 62.6 E 69.9 E Eastbound Through 35.4 D 47.1 D Eastbound Right 0.0 A 0.0 A Westbound Left 39.5 D 51.4 D Westbound Through 119.0 F 81.4 F Westbound Right 0.0 A 0.0 A Northbound Left 50.5 D 52.6 D Northbound Through 31.3 C 15.4 B Northbound Right 18.3 B 11.2 B Southbound Left 52.7 D 64.6 E Southbound Through 32.1 C 20.0 C Southbound Right 0.0 A 0.0 A 2 Drake/Timberline Signal Eastbound Left 53.2 D 52.2 D Eastbound Through 42.9 D 68.2 E Eastbound Right 119.2 F 71.4 E Westbound Left 38.3 D 44.7 D Westbound Through 196.8 F 83.0 F Westbound Right 498.4 F 179.7 F Northbound Left 51.4 D 93.6 F Northbound Through 26.6 C 26.5 C Northbound Right 18.9 B 19.6 B Southbound Left 84.4 F 344.9 F Southbound Through 42.8 D 42.6 D Southbound Right 18.0 B 17.3 B 6 William Neal/Ziegler Signal Eastbound Left 23.7 C 21.2 C Eastbound Through 0.0 A 0.0 A Eastbound Right 23.5 C 21.2 C Westbound Left 25.7 C 22.6 C Westbound Through 0.0 A 0.0 A Westbound Right 22.9 C 20.7 C Northbound Left 9.5 A 13.2 B Northbound Through 0.0 A 0.0 A Northbound Right 10.2 B 8.6 A Southbound Left 20.6 C 18.2 B Southbound Through 0.0 A 0.0 A Southbound Right 5.7 A 6.7 A Strauss Lakes Site – Transportation Impact Analysis October 2025 68 8 Horsetooth/Ziegler Roundabout Eastbound Left 8.2 A 10.8 B Eastbound Through 8.2 A 10.8 B Eastbound Right 15.4 C 27.7 D Westbound Left 61.4 F 33.0 D Westbound Through 61.4 F 33.0 D Westbound Right 61.4 F 33.0 D Northbound Left 8.1 A 11.7 B Northbound Through 23.8 C 43.4 E Northbound Right 23.8 C 43.4 E Southbound Left 142.3 F 251.9 F Southbound Through 142.3 F 251.9 F Southbound Right 142.3 F 251.9 F 9 Harmony/Ziegler Signal Eastbound Left 50.7 D 151.6 F Eastbound Through 27.5 C 57.9 F Eastbound Right 21.2 C 23.2 C Westbound Left 71.6 E 130.8 F Westbound Through 112.5 F 48.3 D Westbound Right 0.0 A 0.0 A Northbound Left 39.1 D 50.5 D Northbound Through 66.7 E 60.8 E Northbound Right 22.1 C 24.2 C Southbound Left 194.9 F 289.5 F Southbound Through 49.2 D 54.8 D Southbound Right 0.0 A 0.0 A 10 Harmony/Strauss Cabin Signal Eastbound Left 54.8 D 53.6 D Eastbound Through 9.5 A 20.5 C Eastbound Right 0.0 A 0.0 A Westbound Left 59.7 E 107.8 F Westbound Through 15.1 B 12.6 B Westbound Right 0.0 A 0.0 A Northbound Left 46.7 D 43.7 D Northbound Through 43.0 D 40.7 D Northbound Right 0.0 A 0.0 A Southbound Left 49.2 D 48.3 D Southbound Through 42.6 D 41.0 D Southbound Right 0.0 A 0.0 A Notes: Bold font indicates unacceptable operations based on the appropriate jurisdiction’s LOS standards. Strauss Lakes Site – Transportation Impact Analysis October 2025 69 2036 Background - The results indicate that the following intersections are projected to operate at an unacceptable level of service: • Horsetooth / Timberline – The westbound traffic at this intersection is expected to reach LOS F in the 2036 background conditions. Adding a third westbound through lane brings the intersection to an acceptable LOS. • Drake / Timberline – This intersection is projected to operate at LOS F in the AM and PM peak hours under 2036 background conditions. Possible mitigations include dual right turn lanes for eastbound and westbound traffic. As noted in the existing conditions analysis, aside from intersection widening, incentivizing southbound lefts at other intersections would improve the LOS for the southbound traffic. • Percheron / Ziegler – The westbound traffic at this intersection is projected to operate at a LOS F in the AM and PM Peak hours. It is recommended that the project access be restricted to a three- quarters access, allowing full access in but restricting turns out to right only. • Horsetooth / Ziegler - The southbound approach at this roundabout is projected to operate at LOS F in the AM and PM peak hours under 2036 background conditions. By 2036, a fully two-lane roundabout is expected to be deficient in serving the number of vehicles trying to pass through this intersection. Adding a channelized right-turn lane to the eastbound approach in addition to the two-lane roundabout would mitigate the delay. By 2036, the intersection should be improved to either a higher-capacity roundabout or the signal detailed in the 2045 mitigation analysis. • Harmony / Ziegler – This intersection is projected to operate at LOS F in the PM Peak hour under 2036 background conditions. As in the existing conditions, it is recommended that Horsetooth Road be improved to a two-lane arterial from Ziegler Road to Strauss Cabin Road to incentivize this alternative access. • Harmony / Strauss Cabin – The westbound left-turning movement is calculated to operate at a deficient level of service in the 2033 background PM conditions. It is suggested that the signal timing at this intersection be optimized to reduce the delay for this movement to an accept able level. If this treatment does not achieve an acceptable LOS, a second westbound left-turn lane added to the intersection would improve the LOS. Strauss Lakes Site – Transportation Impact Analysis October 2025 70 8.3 2036 BUILD INTERSECTION OPERATIONS The 2036 Build Scenario combines the volumes from the 2036 Background Scenario and the site-generated trips associated with phase 3 of the proposed development. An analysis was conducted to evaluate the impact from the traffic generated on the study intersections as well as the site access points to compare to the 2036 Background Scenario. According to the analysis, the project trips will have some impact on the study intersection operations. Many of the recommended mitigations are also recommended in the 2036 background conditions. Figure 16 shows the total traffic expected at the study intersections with the analyzed lane configuration and traffic control for the 2036 Build Scenario. Figure 162036 Build Conditions Peak Hour Traffic Volumes and Lane Configurations 23 5 ( 3 1 6 ) 1, 0 7 0 ( 9 7 7 ) 58 ( 1 2 8 ) 382 (425) 377 (711) 258 (299) 29 5 ( 4 0 4 ) 88 6 ( 1 , 0 7 1 ) 11 2 ( 2 0 6 ) 211 (132) 552 (538) 161 (160) 1. Timberline Rd/Horsetooth Rd 37 ( 5 2 ) 2. Timberline Rd/Drake Rd 53 ( 3 0 ) 50 ( 2 0 ) 3. Rigden Pkwy/Drake Rd 4. Miles House Ave/Drake Rd 5. Environmental Dr/Drake Rd 28 ( 4 3 ) 41 ( 8 5 ) 13 ( 3 8 ) 7. Ziegler Rd/Percheron Dr 35 ( 6 1 ) 8. Ziegler Rd/Horsetooth Rd 40 ( 9 8 ) 9. Ziegler Rd/Harmony Rd 80 ( 5 3 ) 23 ( 1 4 ) 10. Strauss Cabin Rd/Harmony Rd 23 ( 5 2 ) 11. Drake Rd/Des Moines Dr 8 ( 2 2 ) 101. Ziegler Rd/Access 1 102. Access 2/Horsetooth Rd 103. Access 3/Horsetooth Rd #Study Intersection Lane Configurationac f Peak Hour Traffic VolumeAM STOP LEGEND aaccfaa c c f aaccf ac c f aacccfaa c c f aaccf ac c f af cf ac ac af e ac af e ae ae ae ae ae d ae d ae bf d d aaccfac c c f aaccf acfac c c f acf ac g e e c f c f e b g e 1 2 3 N 103 101 AM PM A-C D E F Strauss Lakes Site – Transportation Impact Analysis October 2025 72 8.4 2036 BUILD INTERSECTION LEVELS OF SERVICE AND IMPLICATIONS Table 21 and Table 22 present the delay and level of service calculation results for the study intersections under 2036 Build Conditions. Appendix B provides the detailed LOS and queue length calculations. TABLE 21: 2036 BUILD CONDITIONS INTERSECTION LEVEL OF SERVICE RESULTS 2036 Plus Project ID Intersection Control Approach AM PM Delay LOS Delay LOS 1 Horsetooth/Timberline Signal Overall 50.6 D 43.1 D EB 49.2 D 57.2 E WB 106.4 F 89.5 F NB 34.0 C 23.3 C SB 34.4 C 27.2 C 2 Drake/Timberline Signal Overall 97.4 F 88.8 F EB 68.8 E 70.0 E WB 307.5 F 121.5 F NB 32.2 C 45.5 D SB 46.9 D 126.4 F 3 Drake/Rigden SSSC Overall 1.9 A 0.8 A EB 0.0 A 0.0 A WB 0.4 A 0.3 A NB 28.9 D 27.9 D 4 Drake/Miles House SSSC Overall 8.9 A 5.8 A EB 3.3 A 1.0 A WB 0.0 A 0.0 A SB 69.5 F 46.7 E 5 Drake/Environmental SSSC Overall 0.3 A 0.2 A EB 0.3 A 0.1 A WB 0.0 A 0.0 A SB 22.2 C 22.0 C 6 William Neal/Ziegler Signalized Overall 10.5 B 9.7 A EB 25.2 C 24.5 C WB 26.6 C 25.7 C NB 11.0 B 9.6 A SB 6.1 A 7.2 A Strauss Lakes Site – Transportation Impact Analysis October 2025 73 7 Percheron/Ziegler SSSC Overall 110.2 F 115.9 F EB 43.3 E 84.0 F WB 1826.4 F 2258.3 F NB 0.1 A 0.3 A SB 0.3 A 0.5 A 8 Horsetooth/Ziegler Roundabout Overall 66.1 F 122.1 F EB 13.1 B 20.9 C WB 79.7 F 45.8 E NB 23.9 C 46.5 E SB 164.2 F 315.8 F 9 Harmony/Ziegler Signal Overall 92.0 F 93.5 F EB 29.5 C 67.1 E WB 110.3 F 53.9 D NB 56.8 E 53.7 D SB 160.2 F 207.1 F 10 Harmony/Strauss Cabin Signal Overall 15.5 B 21.1 C EB 9.8 A 22.5 C WB 16.3 B 17.4 B NB 45.5 D 42.2 D SB 48.5 D 47.6 D 11 Drake/Des Moines SSSC Overall 1.5 A 0.8 A EB 28.6 D 26.5 D NB 0.2 A 0.6 A SB 0.0 A 0.0 A 101 Access to Ziegler RIRO Overall 0.0 A 0.0 A WB 22.6 C 24.0 C NB 0.0 A 0.0 A SB 0.0 A 0.0 A 102 First Access to Horsetooth RIRO Overall 0.3 A 0.2 A EB 0.0 A 0.0 A WB 0.0 A 0.0 A SB 9.9 A 9.7 A 103 Second Access to Horsetooth SSSC Overall 4.3 A 4.5 A EB 3.1 A 3.6 A WB 0.0 A 0.0 A SB 10.8 B 11.6 B Notes: Signal = Signalized Intersection; SSSC = Side Street Stop Controlled intersection. Bold font indicates unacceptable operations based on the appropriate jurisdiction’s LOS standards. Strauss Lakes Site – Transportation Impact Analysis October 2025 74 TABLE 22: 2036 BUILD CONDITIONS INTERSECTION MOVEMENT LOS 2036 Plus Project ID Intersection Control Approach Movement AM PM Delay LOS Delay LOS 1 Horsetooth/Timberline Signal Eastbound Left 62.6 E 69.9 E Eastbound Through 35.7 D 49.6 D Eastbound Right 0.0 A 0.0 A Westbound Left 40.8 D 67.9 E Westbound Through 125.5 F 95.9 F Westbound Right 0.0 A 0.0 A Northbound Left 50.5 D 52.6 D Northbound Through 31.3 C 15.4 B Northbound Right 18.5 B 11.4 B Southbound Left 52.7 D 64.6 E Southbound Through 32.1 C 20.0 C Southbound Right 0.0 A 0.0 A 2 Drake/Timberline Signal Eastbound Left 53.2 D 52.2 D Eastbound Through 43.6 D 76.4 E Eastbound Right 119.2 F 71.4 E Westbound Left 38.4 D 45.9 D Westbound Through 205.4 F 97.2 F Westbound Right 502.5 F 193.4 F Northbound Left 51.4 D 93.6 F Northbound Through 26.6 C 26.5 C Northbound Right 18.9 B 19.6 B Southbound Left 87.9 F 352.6 F Southbound Through 42.8 D 42.6 D Southbound Right 18.0 B 17.3 B 6 William Neal/Ziegler Signal Eastbound Left 25.5 C 24.8 C Eastbound Through 0.0 A 0.0 A Eastbound Right 25.1 C 24.4 C Westbound Left 27.7 C 26.6 C Westbound Through 0.0 A 0.0 A Westbound Right 24.5 C 24.1 C Northbound Left 9.5 A 13.3 B Northbound Through 0.0 A 0.0 A Northbound Right 11.1 B 9.4 A Southbound Left 22.4 C 20.9 C Southbound Through 0.0 A 0.0 A Southbound Right 5.6 A 6.5 A Strauss Lakes Site – Transportation Impact Analysis October 2025 75 8 Horsetooth/Ziegler Roundabout Eastbound Left 8.8 A 11.7 B Eastbound Through 8.8 A 11.7 B Eastbound Right 15.2 C 26.3 D Westbound Left 79.9 F 45.8 E Westbound Through 79.5 F 45.8 E Westbound Right 79.8 F 45.8 E Northbound Left 8.6 A 12.7 B Northbound Through 31.6 D 65.9 F Northbound Right 31.6 D 65.9 F Southbound Left 164.2 F 315.8 F Southbound Through 164.2 F 315.8 F Southbound Right 164.2 F 315.8 F 9 Harmony/Ziegler Signal Eastbound Left 53.8 D 179.3 F Eastbound Through 27.5 C 57.9 F Eastbound Right 21.2 C 23.2 C Westbound Left 70.7 E 129.7 F Westbound Through 112.4 F 48.0 D Westbound Right 0.0 A 0.0 A Northbound Left 39.2 D 51.0 D Northbound Through 68.0 E 62.3 E Northbound Right 22.1 C 24.2 C Southbound Left 201.3 F 305.1 F Southbound Through 49.2 D 55.3 E Southbound Right 0.0 A 0.0 A 10 Harmony/Strauss Cabin Signal Eastbound Left 54.8 D 53.6 D Eastbound Through 9.7 A 22.3 C Eastbound Right 0.0 A 0.0 A Westbound Left 59.7 E 107.8 F Westbound Through 15.7 B 13.5 B Westbound Right 0.0 A 0.0 A Northbound Left 46.3 D 42.8 D Northbound Through 42.7 D 39.9 D Northbound Right 0.0 A 0.0 A Southbound Left 49.1 D 48.8 D Southbound Through 42.3 D 40.2 D Southbound Right 0.0 A 0.0 A Notes: Bold font indicates unacceptable operations based on the appropriate jurisdiction’s LOS standards. Strauss Lakes Site – Transportation Impact Analysis October 2025 76 2036 Build - The results indicate that these intersections are projected to operate at an unacceptable level of service: • Horsetooth / Timberline – The westbound through movement at this intersection is projected to operate at a LOS of F during the 2036 build AM and PM conditions. Adding a third westbound through lane and a third receiving lane would improve the LOS. In the 203 6 build conditions, the project trips account for 5% of total trips passing through this intersection. • Drake / Timberline – This intersection is projected to operate at LOS F in the AM and PM peak hour under 2036 build conditions. Possible mitigations include dual right turn lanes for eastbound and westbound traffic. As noted in the existing conditions analysis, aside from intersection widening, incentivizing southbound lefts at other intersections would improve the LOS for the southbound traffic. In the 2036 build conditions, the project trips account for 3% of total trips passing through this intersection. • Percheron / Ziegler – The westbound traffic at this intersection is projected to operate at a LOS F in the AM and PM Peak hours. The westbound leg is projected to experience more than 300 seconds of delay. As stated in the 2029 build conditions, it is recommended that the project access be restricted to a three-quarters access, allowing full access in but restricting turns out to right only. In the 2036 build conditions, the project trips account for 21% of total trips passing through this intersection. • Horsetooth / Ziegler – The southbound approach at this roundabout is projected to operate at LOS F in the peak hours under 2036 build conditions. Improving this roundabout to a higher capacity roundabout or higher capacity signalized intersection will be necessary by the 2035 build conditions. In the 2036 build conditions, the project trips account for 17% of total trips passing through this intersection. • Harmony / Ziegler – This intersection is projected to operate at LOS F in the AM and PM Peak hours under 2036 build conditions. As in the existing conditions, it is recommended that Horsetooth Road be improved to a two-lane arterial from Ziegler Road to Strauss Cabin Road to incentivize this alternative access. In the 2036 build conditions, the project trips account for 4% of total trips passing through this intersection. • Harmony/Strauss Cabin – The westbound left-turning movement is calculated to continue to operate at a deficient level of service in the 2036 build PM conditions. It is suggested that the signal timing at this intersection be optimized to reduce the delay for this movement to an acceptable level. If this treatment does not achieve an acceptable LOS, a second westbound left-turn lane Strauss Lakes Site – Transportation Impact Analysis October 2025 77 added to the intersection would improve the LOS. In the 2036 build conditions, the project trips account for 3% of total trips passing through this intersection. 8.4.1 CONSIDERATIONS • William Neal / Ziegler – The 2036 build conditions assumed that the intersection of William Neal Parkway & Ziegler Road will be signalized. To develop the signal timing for the new signal, a cycle length of 110 seconds was selected to maintain consistency with the existing signal timing at study intersections 1, 2, 9, and 10. The minimum green time was also set in alignment with these intersections and is compliant with the National Cooperative Highway Program (NCHRP) Report 812 Signal Timing Manual stated in Exhibit 6-4. Pedestrian timing followed the Colorado Department of Transportation's Guidelines for Pedestrian Signal Timing 2024 Edition. The pedestrian walk interval duration is based on the values listed in Table 1 for typical pedestrian volumes and traffic conditions. The CDOT guidelines refer to the Manual on Uniform Traffic Control Devices (MUTCD) for calculating pedestrian clearance time, which is the crossing distance divided by an average walking speed of 3.5 ft/sec rounded up to the nearest second. The NCHRP provides guidelines for clearance intervals in Exhibit 6-2 and Exhibit 6-3. Yellow time is based on approach speed and the MUTCD recommends a minimum of 3 seconds. All red time is based on approach speed and intersection width. This signal was modeled in Synchro 12 with an actuated uncoordinated control type, as it is not near any coordinated signals. • A signal warrant analysis was conducted for the three intersections of Ziegler &, Percheron, William Neal, and Des Moines. This analysis was conducted for the AM and PM conditions of the background and plus project scenarios in 2036. The intersection of Ziegler & Percheron reaches the warrant threshold for a minor street with one lane. If the minor street adds a turn lane, making the minor street two lanes, the threshold for a signal is not met. The intersection of Ziegler & William Neal reaches the warrant threshold for a minor street with one lane. If the minor street adds a turn lane, making the minor street two lanes, the threshold for a signal is not met. However, if Percheron is restricted to right-out the turn volumes at William Neal would be high enough to reach the signal threshold, even with a two lane configuration. The intersection of Ziegler & Des Moines does not meet the signal threshold in any of the scenarios. Figure 17 displays the signal warrant analysis. Projected LOS at these intersections should also be considered when evaluating the need for a traffic signal. Strauss Lakes Site – Transportation Impact Analysis October 2025 78 Figure 17: 2036 Signal Warrant Analysis 0 100 200 300 400 500 600 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Mi n o r S t r e e t H i g h e r V o l u m e A p p r o a c h - VP H Major Street -Total of Both Approaches -Vehicle Per Hour (VPH) Warrant 3B, Peak Hour: 2036 Percheron William Neal Des Moines * Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane. 2 or More Lanes & 2 or More Lanes 1 Lane & 1 Lane 2 or More Lanes & 1 Lane Strauss Lakes Site – Transportation Impact Analysis October 2025 79 9.0 2045 This section presents the 2045 Conditions. The 2045 volumes provide the forecasted long-range conditions that combine the background growth with project-generated traffic. 9.1 2045 TRANSPORTATION AND INTERSECTION OPERATIONS To determine the 2045 peak hour turning movement volumes, annual growth rates were calculated from traffic studies in the area and consultation with the City of Fort Collins. This rate of one percent was applied to the existing peak-hour turning movement volumes. Other developments that were included in the traffic conditions for 2045 include: Phase 1 and 2 of the Liberty Commons Middle School expansion, Union Park Mixed-Use development, as well as Phase 1, 2, and 3 of this Strauss Lakes development. The trips generated by these developments were added to the volumes with the applied growth rate to determine the volumes shown in Figure 18. Figure 182045 Peak Hour Traffic Volumes and Lane Configurations 25 4 ( 3 4 2 ) 1, 1 5 6 ( 1 , 0 5 6 ) 60 ( 1 3 4 ) 413 (460) 404 (761) 278 (323) 31 9 ( 4 3 7 ) 95 8 ( 1 , 1 5 8 ) 12 1 ( 2 2 2 ) 228 (143) 591 (575) 171 (170) 1. Timberline Rd/Horsetooth Rd 40 ( 5 6 ) 2. Timberline Rd/Drake Rd 58 ( 3 2 ) 53 ( 2 2 ) 3. Rigden Pkwy/Drake Rd 4. Miles House Ave/Drake Rd 5. Environmental Dr/Drake Rd 30 ( 4 7 ) 41 ( 8 5 ) 14 ( 4 1 ) 7. Ziegler Rd/Percheron Dr 36 ( 6 1 ) 8. Ziegler Rd/Horsetooth Rd 9. Ziegler Rd/Harmony Rd 86 ( 5 8 ) 25 ( 1 6 ) 10. Strauss Cabin Rd/Harmony Rd 25 ( 5 6 ) 11. Drake Rd/Des Moines Dr 8 ( 2 2 ) 101. Ziegler Rd/Access 1 102. Access 2/Horsetooth Rd 103. Access 3/Horsetooth Rd #Study Intersection Lane Configurationac f Peak Hour Traffic VolumeAM STOP LEGEND aaccfaa c c f aaccf ac c f aacccfaa c c f aaccf ac c f af cf ac ac af e ac af e ae ae ae ae ae d ae d ae bf d d aaccfac c c f aaccf acfac c c f acf ac g e e c f c f e b g e 1 2 3 N 103 101 AM PM A-C D E F Strauss Lakes Site – Transportation Impact Analysis October 2025 81 9.2 2045 INTERSECTION LEVELS OF SERVICE AND IMPACTS Table 23 and Table 24 present the delay and level of service calculation results for the study intersections under 2045 Conditions. Appendix B provides the detailed LOS and queue length calculations. TABLE 23: 2045 CONDITIONS INTERSECTION LEVEL OF SERVICE RESULTS 2045 Conditions ID Intersection Control Approach AM PM Delay LOS Delay LOS 1 Horsetooth/Timberline Signal Overall 58.4 E 50.9 D EB 56.0 E 69.1 E WB 131.4 F 114.6 F NB 37.4 D 24.0 C SB 37.4 D 30.1 C 2 Drake/Timberline Signal Overall 115.6 F 108.4 F EB 79.6 E 84.5 F WB 372.8 F 166.2 F NB 34.9 C 54.3 D SB 56.7 E 147.3 F 3 Drake/Rigden SSSC Overall 2.3 A 0.9 A EB 0.0 A 0.0 A WB 0.4 A 0.3 A NB 34.9 D 31.5 D 4 Drake/Miles House SSSC Overall 13.4 B 8.1 A EB 3.8 A 1.1 A WB 0.0 A 0.0 A SB 109.4 F 65.9 F 5 Drake/Environmental SSSC Overall 0.3 A 0.3 A EB 0.4 A 0.1 A WB 0.0 A 0.0 A SB 24.7 C 24.1 C 6 William Neal/Ziegler Signal Overall 12.4 B 11.1 B EB 29.8 C 28.8 C WB 31.6 C 30.3 C NB 13.8 B 11.6 B SB 6.0 A 7.6 A Strauss Lakes Site – Transportation Impact Analysis October 2025 82 7 Percheron/Ziegler SSSC Overall 145.4 F 153.1 F EB 68.6 F 123.3 F WB 2564.1 F 3165.4 F NB 0.1 A 0.4 A SB 0.3 A 0.5 A 8 Horsetooth/Ziegler Roundabout Overall 87.4 F 155.7 F EB 13.6 B 23.2 C WB 112.8 F 56.1 F NB 34.3 D 64.8 F SB 214.0 F 398.1 F 9 Harmony/Ziegler Signal Overall 115.1 F 117.9 F EB 30.4 C 92.9 F WB 148.8 F 76.8 E NB 66.9 E 60.7 E SB 189.3 F 240.3 F 10 Harmony/Strauss Cabin Signal Overall 21.4 C 37.1 D EB 10.8 B 51.3 D WB 25.3 C 21.3 C NB 45.1 D 41.8 D SB 48.3 D 47.9 D 11 Drake/Des Moines SSSC Overall 1.7 A 0.9 A EB 33.4 D 29.9 D NB 0.2 A 0.6 A SB 0.0 A 0.0 A 101 Access to Ziegler RIRO Overall 0.0 A 0.0 A WB 24.9 C 26.3 C NB 0.0 A 0.0 A SB 0.0 A 0.0 A 102 First Access to Horsetooth RIRO Overall 0.3 A 0.2 A EB 0.0 A 0.0 A WB 0.0 A 0.0 A SB 10.0 A 9.8 A 103 Second Access to Horsetooth SSSC Overall 4.2 A 4.4 A EB 7.8 A 7.9 A WB 0.0 A 0.0 A SB 10.9 B 11.8 B Notes: Signal = Signalized Intersection; SSSC = Side Street Stop Controlled intersection. Bold font indicates unacceptable operations based on the appropriate jurisdiction’s LOS standards. Strauss Lakes Site – Transportation Impact Analysis October 2025 83 TABLE 24: 2045 CONDITIONS INTERSECTION MOVEMENT LOS 2045 Conditions ID Intersection Control Approach Movement AM PM Delay LOS Delay LOS 1 Horsetooth/Timberline Signal Eastbound Left 75.3 E 88.0 F Eastbound Through 36.2 D 57.7 E Eastbound Right 0.0 A 0.0 A Westbound Left 43.7 D 97.7 F Westbound Through 156.8 F 119.6 F Westbound Right 0.0 A 0.0 A Northbound Left 51.1 D 53.6 D Northbound Through 35.3 D 16.1 B Northbound Right 18.8 B 11.5 B Southbound Left 52.6 D 72.4 E Southbound Through 35.4 D 22.0 C Southbound Right 0.0 A 0.0 A 2 Drake/Timberline Signal Eastbound Left 54.2 D 53.0 D Eastbound Through 45.5 D 95.0 F Eastbound Right 151.2 F 89.7 F Westbound Left 38.8 D 50.3 D Westbound Through 261.4 F 139.5 F Westbound Right 592.4 F 257.6 F Northbound Left 58.2 E 121.9 F Northbound Through 28.1 C 27.6 C Northbound Right 19.1 B 19.6 B Southbound Left 106.8 F 407.9 F Southbound Through 52.5 D 52.2 D Southbound Right 18.8 B 18.2 B 6 William Neal/Ziegler Signal Eastbound Left 30.0 C 29.0 C Eastbound Through 0.0 A 0.0 A Eastbound Right 29.7 C 28.7 C Westbound Left 33.0 C 31.4 C Westbound Through 0.0 A 0.0 A Westbound Right 28.9 C 28.2 C Northbound Left 9.8 A 14.5 B Northbound Through 0.0 A 0.0 A Northbound Right 13.9 B 11.5 B Southbound Left 26.3 C 24.1 C Southbound Through 0.0 A 0.0 A Southbound Right 5.4 A 6.9 A Strauss Lakes Site – Transportation Impact Analysis October 2025 84 8 Horsetooth/Ziegler Roundabout Eastbound Left 8.7 A 11.7 B Eastbound Through 8.7 A 11.7 B Eastbound Right 16.0 C 29.7 D Westbound Left 113.8 F 56.1 F Westbound Through 112.5 F 56.1 F Westbound Right 112.7 F 56.1 F Northbound Left 9.3 A 14.4 B Northbound Through 54.5 F 93.9 F Northbound Right 54.5 F 93.9 F Southbound Left 214.0 F 398.1 F Southbound Through 214.0 F 398.1 F Southbound Right 214.0 F 398.1 F 9 Harmony/Ziegler Signal Eastbound Left 55.7 E 201.0 F Eastbound Through 28.5 C 86.7 F Eastbound Right 21.3 C 23.5 C Westbound Left 75.3 E 152.8 F Westbound Through 152.8 F 71.0 F Westbound Right 0.0 A 0.0 A Northbound Left 40.0 D 54.3 D Northbound Through 83.3 F 72.9 E Northbound Right 22.2 C 24.9 C Southbound Left 241.4 F 355.2 F Southbound Through 48.9 D 62.7 E Southbound Right 0.0 A 0.0 A 10 Harmony/Strauss Cabin Signal Eastbound Left 54.5 D 53.6 D Eastbound Through 10.7 B 51.3 F Eastbound Right 0.0 A 0.0 A Westbound Left 59.2 E 131.4 F Westbound Through 24.8 C 16.6 B Westbound Right 0.0 A 0.0 A Northbound Left 46.0 D 42.4 D Northbound Through 42.2 D 39.3 D Northbound Right 0.0 A 0.0 A Southbound Left 48.9 D 49.2 D Southbound Through 41.8 D 39.6 D Southbound Right 0.0 A 0.0 A Notes: Bold font indicates unacceptable operations based on the appropriate jurisdiction’s LOS standards. Strauss Lakes Site – Transportation Impact Analysis October 2025 85 2045 Conditions - The results indicate that the following intersections are projected to operate at an unacceptable level of service: • Horsetooth / Timberline – The westbound through movement at this intersection is projected to operate at a LOS of F during the 2045 AM and PM conditions. Adding a third westbound through lane and a third receiving lane would improve the LOS. In the 2045 conditions, the project trips account for 5% of total trips passing through this intersection. • Drake / Timberline – This intersection is projected to operate at LOS F in the AM and PM peak hour under 2045 conditions. Possible mitigations include dual right turn lanes for eastbound and westbound traffic. As noted in the existing conditions analysis, aside from intersection widening, incentivizing southbound lefts at other intersections would improve the LOS for the southbound traffic. In the 2045 conditions, the project trips account for 3% of total trips passing through this intersection. • Percheron / Ziegler – The westbound traffic at this intersection is projected to operate at a LOS F in the AM and PM Peak hours. The westbound leg is projected to experience more than 300 seconds of delay. As stated in the 2029 build conditions, it is recommended that the project access be restricted to a three-quarters access, allowing full access in but restricting turns out to right only. In the 2045 conditions, the project trips account for 20% of total trips passing through this intersection. • Horsetooth / Ziegler – The southbound approach at this roundabout is projected to operate at LOS F in the peak hours under 2045 conditions. Improving this roundabout to a higher-capacity roundabout or higher-capacity signalized intersection will be necessary by the 2045 conditions. In the 2045 conditions, the project trips account for 16% of total trips passing through this intersection. • Harmony / Ziegler – This intersection is projected to operate at LOS F in the AM and PM Peak hours under 2045 conditions. As in the existing conditions, it is recommended that Horsetooth Road be improved to a two-lane arterial from Ziegler Road to Strauss Cabin Road to incentivize this alternative access. In the 2045 conditions, the project trips account for 3% of total trips passing through this intersection. • Harmony / Strauss Cabin – The westbound left-turning movement is calculated to continue to operate at a deficient level of service in the 2045 PM conditions. It is suggested that the signal timing at this intersection be optimized to reduce the delay for this movement to an acceptable level. If this treatment does not achieve an acceptable LOS, a second westbound left-turn lane Strauss Lakes Site – Transportation Impact Analysis October 2025 86 added to the intersection would improve the LOS. A fourth eastbound travel lane would reduce delay for eastbound traffic. In the 2045 conditions, the project trips account for 3% of total trips passing through this intersection. 9.3 2045 MITIGATED CONDITIONS INTERSECTION OPERATIONS The 2045 Mitigated Conditions Scenario presents the traffic operations of each intersection if geometric mitigations are applied to the 2045 volumes. Figure 19 shows the total traffic expected at the study intersections with the analyzed lane configuration and traffic control for the 2045 Mitigated Conditions Scenario. Figure 19 2045 Mitigated Peak Hour Traffic Volumes and Lane Configurations 25 4 ( 3 4 2 ) 1, 1 5 6 ( 1 , 0 5 6 ) 60 ( 1 3 4 ) 413 (460) 404 (761) 278 (323) 31 9 ( 4 3 7 ) 95 8 ( 1 , 1 5 8 ) 12 1 ( 2 2 2 ) 228 (143) 591 (575) 171 (170) 1. Timberline Rd/Horsetooth Rd 42 2 ( 5 6 2 ) 1, 3 6 2 ( 1 , 3 4 8 ) 40 ( 5 6 ) 307 (293) 492 (728) 343 (297) 29 9 ( 2 9 9 ) 1, 1 2 7 ( 1 , 1 7 4 ) 32 2 ( 5 7 7 ) 430 (317) 630 (569) 73 (120) 2. Timberline Rd/Drake Rd 58 ( 3 2 ) 53 ( 2 2 ) 708 (987) 29 (96) 1,030 (1,176) 47 (36) 3. Rigden Pkwy/Drake Rd 189 (91) 670 (930) 15 1 ( 1 7 6 ) 89 ( 9 4 ) 201 (82) 900 (950) 4. Miles House Ave/Drake Rd 20 (10) 658 (1,004) 8 ( 1 3 ) 4 ( 6 ) 13 (5) 1,013 (1,127) 5. Environmental Dr/Drake Rd 30 ( 4 7 ) 1, 0 4 2 ( 1 , 0 4 4 ) 41 ( 8 5 ) 22 (14) 0 (0) 59 (48) 10 ( 3 4 ) 73 3 ( 9 3 9 ) 20 ( 4 3 ) 33 (35) 0 (0) 66 (67) 6. Drake Rd/Ziegler Rd/William Neal Pkwy 14 ( 4 1 ) 1, 0 7 2 ( 1 , 1 6 1 ) 52 ( 1 1 1 ) 5 (6) 0 (0) 35 (29) 0 ( 1 6 ) 83 7 ( 1 , 0 1 0 ) 20 ( 4 2 ) 33 (34) 0 (0) 7. Ziegler Rd/Percheron Dr 52 2 ( 5 7 3 ) 99 4 ( 9 3 1 ) 36 ( 6 1 ) 139 (168) 70 (172) 425 (599) 12 0 ( 1 7 5 ) 79 0 ( 9 0 8 ) 54 ( 1 1 4 ) 113 (89) 120 (98) 51 (48) 8. Ziegler Rd/Horsetooth Rd Horsetooth Rd Ti m b e r l i n e R d Drake Rd Drake Rd Mi l e s H o u s e A v e Drake Rd En v i r o n m e n t a l D r William Neal Pkwy Dr a k e R d Zi e g l e r R d Percheron Dr Zi e g l e r R d Horsetooth Rd Zi e g l e r R d 20 2 ( 2 4 1 ) 45 0 ( 4 3 9 ) 43 ( 1 0 6 ) 119 (228) 1,224 (2,097) 73 (167) 12 4 ( 1 5 9 ) 28 6 ( 6 0 3 ) 77 0 ( 9 3 1 ) 953 (1,050) 2,107 (1,825) 112 (140) 9. Ziegler Rd/Harmony Rd Harmony Rd Zi e g l e r R d 86 ( 5 8 ) 25 ( 1 6 ) 12 1 ( 7 9 ) 4 (13) 1,809 (3,062) 29 (61) 5 ( 8 ) 12 ( 2 6 ) 11 6 ( 1 6 3 ) 136 (171) 3,298 (2,804) 48 (121) 10. Strauss Cabin Rd/Harmony Rd Harmony Rd St r a u s s C a b i n R d 25 ( 5 6 ) 1, 0 6 3 ( 9 9 5 ) 45 (17) 44 (26) 21 ( 3 0 ) 73 1 ( 9 9 2 ) 11. Drake Rd/Des Moines Dr 1, 1 3 4 ( 1 , 1 6 9 ) 8 ( 2 2 ) 95 8 ( 1 , 1 2 7 ) 4 (4) 101. Ziegler Rd/Access 1 159 (303) 12 ( 1 1 ) 0 (2) 255 (225) 102. Access 2/Horsetooth Rd 62 (134) 99 (172) 10 6 ( 1 0 5 ) 27 ( 2 6 ) 16 (33) 149 (122) 103. Access 3/Horsetooth Rd Des Moines Dr Dr a k e R d Horsetooth Rd Ac c e s s 2 Horsetooth Rd Ac c e s s 3 Zi e g l e r R d Drake Rd Ti m b e r l i n e R d STOP STOP STOP STOP ST O P ST O P ST O P STOP STOP #Study Intersection Lane Configurationac f Peak Hour Traffic VolumeAM(PM) STOP Stop Sign Signalized LEGEND aaccfaa c c f aaccf ac c c f aacccfaa c c f aaacccf ac c c f af cc f ac ac af e ac af e ae ae ae ae ae ae ae e aace ac f ace ac e aaccfaa c c c f aaaccf aa c c c c c f acfac c c f acf ac c c f ac g e cf c f c f e b g e 1 2 3 4 5 6 7 8 9 10 11 102 N 103 101 E Horsetooth Rd E Harmony Rd E Horsetooth Rd E Drake Rd S T i m b e r l i n e R d Zi e g l e r R d St r a u s s C a b i n R d Ri g d e n P k w y Mile s H o u s e Ave Environmental Dr Des M o i n e s D r William Neal Pkwy Percheron Dr I 2 5 AM PM A-C D E F Strauss Lakes Site – Transportation Impact Analysis October 2025 88 9.4 2045 MITIGATED CONDITIONS INTERSECTION LEVELS OF SERVICE AND IMPACTS Table 25 and Table 26 present the delay and level of service calculation results for the study intersections under 2045 Mitigated Conditions. Appendix B provides the detailed LOS and queue length calculations. TABLE 25: 2045 MITIGATED CONDITIONS INTERSECTION LEVEL OF SERVICE RESULTS 2045 Mitigated Conditions ID Intersection Control Approach AM PM Delay LOS Delay LOS 1 Horsetooth/Timberline Signal Overall 48.6 D 58.2 E EB 60.1 E 64.5 E WB 54.1 D 50.5 D NB 43.3 D 48.8 D SB 43.3 D 67.3 E 2 Drake/Timberline Signal Overall 54.9 D 54.6 D EB 65.0 E 61.1 E WB 62.4 E 48.5 D NB 36.7 D 46.6 D SB 66.2 E 61.1 E 3 Drake/Rigden SSSC Overall 2.2 A 0.9 A EB 0.0 A 0.0 A WB 0.5 A 0.3 A NB 34.4 D 30.4 D 4 Drake/Miles House SSSC Overall 13.4 B 8.1 A EB 3.8 A 1.1 A WB 0.0 A 0.0 A SB 109.4 F 65.9 F 5 Drake/Environmental SSSC Overall 0.3 A 0.3 A EB 0.4 A 0.1 A WB 0.0 A 0.0 A SB 24.7 C 24.1 C 6 William Neal/Ziegler Signal Overall 12.4 B 12.3 B EB 29.8 C 39.0 D WB 31.6 C 41.2 D NB 13.8 B 11.8 B SB 6.0 A 8.3 A Strauss Lakes Site – Transportation Impact Analysis October 2025 89 7 Percheron/Ziegler SSSC Overall 2.7 A 2.9 A EB 51.8 F 88.6 F WB 28.2 D 27.3 D NB 0.1 A 0.4 A SB 0.3 A 0.5 A 8 Horsetooth/Ziegler Signal Overall 24.5 C 28.6 C EB 28.6 C 27.0 C WB 33.4 C 31.3 C NB 22.2 C 31.8 C SB 24.8 C 24.4 C 8 Horsetooth/Ziegler Roundabout Overall 18.6 C 34.4 D EB 13.4 B 30.9 D WB 36.3 E 31.7 D NB 18.4 C 42.8 E SB 17.1 C 26.7 D 9 Harmony/Ziegler Signal Overall 53.2 D 70.0 E EB 33.4 C 48.6 D WB 39.0 D 41.7 D NB 63.7 E 65.5 E SB 102.4 F 143.3 F 10 Harmony/Strauss Cabin Signal Overall 19.9 B 23.4 C EB 10.7 B 24.3 C WB 22.4 C 19.9 B NB 52.5 D 48.1 D SB 56.0 E 53.2 D 11 Drake/Des Moines SSSC Overall 1.7 A 0.9 A EB 33.4 D 29.9 D NB 0.2 A 0.6 A SB 0.0 A 0.0 A 101 Access to Ziegler RIRO Overall 0.0 A 0.0 A WB 24.7 C 25.9 D NB 0.0 A 0.0 A SB 0.0 A 0.0 A 102 First Access to Horsetooth RIRO Overall 0.3 A 0.2 A EB 0.0 A 0.0 A WB 0.0 A 0.0 A SB 9.9 A 9.8 A Strauss Lakes Site – Transportation Impact Analysis October 2025 90 103 Second Access to Horsetooth SSSC Overall 4.2 A 4.4 A EB 3.0 A 3.5 A WB 0.0 A 0.0 A SB 10.9 B 11.8 B Notes: Signal = Signalized Intersection; SSSC = Side Street Stop Controlled intersection. Bold font indicates unacceptable operations based on the appropriate jurisdiction’s LOS standards. TABLE 26: 2045 MITIGATED CONDITIONS INTERSECTION MOVEMENT LOS 2045 Mitigated Conditions ID Intersection Control Approach Movement AM PM Delay LOS Delay LOS 1 Horsetooth/Timberline Signal Eastbound Left 71.5 E 71.2 E Eastbound Through 48.4 D 60.5 E Eastbound Right 0.0 A 0.0 A Westbound Left 42.6 D 43.7 D Westbound Through 57.4 E 52.5 D Westbound Right 0.0 A 0.0 A Northbound Left 73.9 E 74.2 E Northbound Through 37.7 D 43.1 D Northbound Right 21.7 C 28.9 C Southbound Left 76.1 E 70.3 E Southbound Through 39.1 D 66.7 E Southbound Right 0.0 A 0.0 A 2 Drake/Timberline Signal Eastbound Left 85.7 F 54.4 D Eastbound Through 52.2 D 63.8 E Eastbound Right 0.0 A 0.0 A Westbound Left 52.5 D 53.2 D Westbound Through 63.6 E 47.5 D Westbound Right 0.0 A 0.0 A Northbound Left 48.0 D 58.3 E Northbound Through 33.6 C 42.4 D Northbound Right 23.6 C 30.5 C Southbound Left 82.8 F 78.6 E Southbound Through 65.7 E 58.0 E Southbound Right 50.3 D 39.9 D Strauss Lakes Site – Transportation Impact Analysis October 2025 91 6 William Neal/Ziegler Signal Eastbound Left 30.0 C 39.3 D Eastbound Through 0.0 A 0.0 A Eastbound Right 29.7 C 38.9 D Westbound Left 33.0 C 42.7 D Westbound Through 0.0 A 0.0 A Westbound Right 28.9 C 38.2 D Northbound Left 9.8 A 12.8 B Northbound Through 0.0 A 0.0 A Northbound Right 13.9 B 11.7 B Southbound Left 26.3 C 21.3 C Southbound Through 0.0 A 0.0 A Southbound Right 5.4 A 7.7 A 8 Horsetooth/Ziegler Signal Eastbound Left 31.3 C 29.4 C Eastbound Through 23.4 C 24.6 C Eastbound Right 0.0 A 0.0 A Westbound Left 31.2 C 30.6 C Westbound Through 33.5 C 31.3 C Westbound Right 34.3 C 31.7 C Northbound Left 38.7 D 60.9 E Northbound Through 13.8 B 14.9 B Northbound Right 13.8 B 14.9 B Southbound Left 14.4 B 13.7 B Southbound Through 25.4 C 25.5 C Southbound Right 25.4 C 25.5 C 8 Horsetooth/Ziegler Signal Eastbound Left 13.8 B 31.9 D Eastbound Through 13.8 B 31.9 D Eastbound Right 13.2 B 30.3 D Westbound Left 39.4 E 34.0 D Westbound Through 37.8 E 32.4 D Westbound Right 33.5 D 29.6 D Northbound Left 18.8 C 43.8 E Northbound Through 18.1 C 42.3 E Northbound Right 17.9 C 41.9 E Southbound Left 19.1 C 30.7 D Southbound Through 18.3 C 29.5 D Southbound Right 8.0 A 9.7 A Strauss Lakes Site – Transportation Impact Analysis October 2025 92 9 Harmony/Ziegler Signal Eastbound Left 69.2 E 67.4 E Eastbound Through 30.6 C 48.4 D Eastbound Right 23.3 C 26.1 C Westbound Left 75.6 E 78.2 E Westbound Through 37.1 D 38.9 D Westbound Right 0.0 A 0.0 A Northbound Left 55.4 E 74.0 E Northbound Through 70.2 E 68.3 E Northbound Right 35.2 D 34.3 C Southbound Left 114.3 F 194.2 F Southbound Through 70.2 E 64.7 E Southbound Right 0.0 A 0.0 A 10 Harmony/Strauss Cabin Signal Eastbound Left 66.1 E 63.6 E Eastbound Through 10.5 B 24.2 C Eastbound Right 0.0 A 0.0 A Westbound Left 8.8 A 76.9 E Westbound Through 22.6 C 17.4 B Westbound Right 0.0 A 0.0 A Northbound Left 53.4 D 48.8 D Northbound Through 49.1 D 45.3 D Northbound Right 0.0 A 0.0 A Southbound Left 56.8 E 54.5 D Southbound Through 48.7 D 45.6 D Southbound Right 0.0 A 0.0 A Notes: Bold font indicates unacceptable operations based on the appropriate jurisdiction’s LOS standards. 2045 Mitigated - The geometric and signal timing changes detailed were made to the following intersections: • Horsetooth / Timberline – Third westbound through lane. Cycle length increased from 110 seconds to 140 seconds. o Even with these improvements the overall intersection operates at an LOS of E during the PM peak hour. TDM strategies are recommended to reduce overall vehicular traffic, or to incentive other routes before further widening this intersection. Three left-turn lanes for the eastbound, northbound, and southbound approaches are expected to achieve a higher LOS but would be creating a very large intersection that could pose safety challenges. Strauss Lakes Site – Transportation Impact Analysis October 2025 93 • Drake / Timberline – Channelized eastbound right lane. Channelized westbound right lane. Third southbound left lane and third receiving lane. Third westbound through lane. Cycle length increased from 110 seconds to 160 seconds. o Even with these improvements, the eastbound left and southbound left turns operate at an LOS of F during the AM peak hour. TDM strategies are recommended to reduce overall vehicular traffic, or to incentivize other routes before further widening this intersection. A third eastbound left turn lane and a fourth southbound left turn lane would achieve a higher LOS but would require significant work to accommodate and could pose safety challenges. • Percheron / Ziegler – Eastbound left lane. o Even with these improvements, the eastbound approach is expected to operate at an LOS of F during the AM and PM peak hours. Restricting this approach to right out only would mitigate this delay. • Harmony / Ziegler – Fifth westbound through lane. Third southbound left lane. Second eastbound left lane. Second westbound left lane. Cycle length increased from 110 seconds to 160 seconds. o Even with these improvements, the southbound left turns are expected to operate at an LOS of F during the AM and PM peak hours. TDM strategies are recommended to reduce overall vehicular traffic or to incentivize other routes before further widening this intersection. A fourth southbound left turn lane is expected to achieve a higher LOS, but could create safety challenges. • Harmony/Strauss Cabin – Third westbound through lane. Protected-permitted left turn phasing for westbound lefts. Cycle length increased from 110 seconds to 130 seconds. 9.4.1 CONSIDERATIONS • Horsetooth / Ziegler – This intersection was analyzed as a roundabout and a signalized intersection in the 2045 mitigated scenario as this scenario had the highest level of traffic volumes and would require the most intersection capacity. A signal was tested for this intersection and assumed the following. The traffic signal would require a shared right/through lane, a dedicated through lane, and three left turn lanes for the northbound approach. The eastbound approach would require separated right, through, and left turn lanes, the right turn lane would need to be channelized. The southbound approach would require a shared right/through lane in addition to Strauss Lakes Site – Transportation Impact Analysis October 2025 94 a dedicated through lane and dual left turn lanes, the signal timing would require protected- permitted left turn phasing for the southbound lefts. The westbound approach would require the same as the southbound approach, a shared right/through lane in addition to a dedicated through lane and left turn lane. With this geometric configuration a signal is calculated to operate at an acceptable LOS. The signal analysis also found that the intersection would benefit greatly from two travel lanes in the southbound and westbound directions for a three hundred feet before the intersection. Under the existing configuration, the roundabout is projected to operate at LOS F in the AM and PM peak hours. If the intersection is kept as a roundabout, it would need to be widened to a full two-lane roundabout with an additional channelized right turn lane for the eastbound right movement and southbound right movement. • As part of the 2045 mitigated conditions, the intersection of Horsetooth Road & Ziegler Road was tested as a signalized intersection. To develop the signal timing for the new signal, a cycle length of 160 seconds was selected to reduce vehicle delay. The minimum green time was also set in alignment with these intersections and is compliant with the National Cooperative Highway Program (NCHRP) Report 812 Signal Timing Manual stated in Exhibit 6 -4. Pedestrian timing followed the Colorado Department of Transportation's Guidelines for Pedestrian Signal Timing 2024 Edition. The pedestrian walk interval duration is based on the values listed in Table 1 for typical pedestrian volumes and traffic conditions. The CDOT guidelines refer to the Manual on Uniform Traffic Control Devices (MUTCD) for calculating pedestrian clearance time, which is the crossing distance divided by an average walking speed of 3.5 ft/sec rounded up to the nearest second. The NCHRP provides guidelines for clearance intervals in Exhibit 6-2 and Exhibit 6-3. Yellow time is based on approach speed and the MUTCD recommends a minimum of 3 seconds. All red time is based on approach speed and intersection width. This signal was modeled in Synchro 12 with an actuated uncoordinated control type, as it is not near any coordinated signals. Due to high vehicle volumes, protected northbound left, westbound left, and southbound left phasing, and protected-permitted eastbound left phasing was modeled. It was assumed that all approaches will have left turn pockets. • A signal warrant analysis was conducted for the three intersections of Ziegler &, Percheron, William Neal, and Des Moines. This analysis was conducted for the AM and PM conditions of the 2045 scenario. The intersection of Ziegler & Percheron reaches the warrant threshold for a minor street with one lane. If the minor street adds a turn lane, making the minor street two lanes, the threshold for a signal is not met. The intersection of Ziegler & William Neal reaches the warrant threshold for a minor street with one lane. If the minor street adds a turn lane, making the minor street two lanes, the threshold for a signal is not met. However, if Percheron is restricted to right-out the turn volumes at William Neal would be high enough to reach the signal threshold, even with a two lane configuration. The intersection of Ziegler & Des Moines does not meet the signal threshold in any Strauss Lakes Site – Transportation Impact Analysis October 2025 95 of the scenarios. Figure 20 displays the signal warrant analysis. Projected LOS at these intersections should also be considered when evaluating the need for a traffic signal. Figure 20: 2045 Signal Warrant Analysis 0 100 200 300 400 500 600 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Mi n o r S t r e e t H i g h e r V o l u m e A p p r o a c h - VP H Major Street -Total of Both Approaches -Vehicle Per Hour (VPH) Warrant 3B, Peak Hour: 2045 Percheron William Neal Des Moines * Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane. 2 or More Lanes & 2 or More Lanes 1 Lane & 1 Lane 2 or More Lanes & 1 Lane Strauss Lakes Site – Transportation Impact Analysis October 2025 96 10.0 SUMMARY OF FINDINGS AND RECOMMENDATIONS This study assessed the impacts of the proposed phased development of Strauss Lakes Site. The scenarios analyzed include: • 2025 Existing Conditions • 2029 Background Conditions • 2029 Phase 1 Build Conditions • 2033 Background Conditions • 2033 Phase 2 Build Conditions • 2036 Background Conditions • 2036 Phase 3 Build Conditions • 2045 Conditions • 2045 Mitigated Conditions Below are the findings and consequent recommendations based upon this study. Existing Conditions – Three intersections were found to operate at deficient levels of service in the existing conditions. • Drake / Timberline – This intersection is calculated to be operating at a deficient level of service in both the AM and PM travel periods. Westbound traffic reaches high levels of delay in the AM period and Southbound traffic reaches high levels of delay in the PM period. Possible mitigations include in addition to signal timing adjustments include channelized right-turn lanes for eastbound and westbound traffic and a third westbound through lane. There are already two southbound left- turn lanes at this intersection. While a third southbound left-turn lane would improve LOS, incentivizing southbound lefts at other intersections, either by adjusting signal timing or the geometry of other intersections, is recommended to improve the LOS for the southbound traffic at this intersection rather than further intersection widening. Other strategies to improve the LOS at this intersection include transportation demand management (TDM) strategies to reduce overall private vehicle traffic volumes. • Harmony / Ziegler – This intersection is calculated to be operated at a deficient level of service in the PM travel period. Southbound traffic reaches the highest level of delay. It is recommended that Horsetooth Road be improved to a two-lane arterial from Ziegler Road to Strauss Cabin Road to incentivize this alternative access. The improvement of Strauss Cabin Road is recommended under existing operating conditions. If 25% of southbound left turns at this intersection are diverted to other intersections, this intersection is expected to operate at a sufficient LOS. Incentivizing left Strauss Lakes Site – Transportation Impact Analysis October 2025 97 turns at other intersections is expected to significantly improve the LOS at this intersection. Including westbound left turns. By 0245 the intersection is expected to need further mitigation including dual east and westbound left turn lanes and five westbound through lanes. TDM strategies are recommended to reduce overall traffic volumes and incentivize other routes before expanding the intersection to this size. • Harmony/Strauss Cabin – The westbound left-turning movement is calculated to operate at a deficient level of service in the existing PM conditions. It is suggested that the signal timing at this intersection be optimized to reduce the delay for this movement to an acceptable level. By 2045, a third westbound left-turn lane would be required if westbound left turns are not incentivized at other intersections along this corridor. 2029 Background – One additional intersection operates at a deficient level of service in the 2029 background conditions compared to the 2025 existing conditions. • Horsetooth / Ziegler – The southbound approach at this roundabout is projected to operate at LOS F in the PM peak hour under 2029 background conditions. Improving this roundabout to a fully two-lane roundabout is expected to mitigate the delay at the intersection. This intersection has also been identified by the city as one to possibly convert to a signalized intersection. The 2029 background conditions show that either roundabout improvement or intersection redesign should be considered by 2029. While the 2029 background conditions require only slight modifications to the intersection, it was assumed that if the intersection is redesigned, it would be designed to accommodate 2045 build conditions. This was assumed to reduce the number of times the intersection would need to close and cause increased delay due to construction in future years. The full mitigations are listed in further detail in the 2045 build section. Additionally, a crash analysis found that there are currently a disproportionately high num ber of crashes occurring at this intersection. This supports the redesigning of this intersection to either an improved roundabout or signalized intersection, and/or providing better signage and communication to the roadway users. 2029 Build – One additional intersection is projected to operate at a deficient level of service in the 202 9 build scenario when compared to the 2029 background scenario. • Percheron / Ziegler – The westbound traffic at this intersection is projected to operate at a LOS F in the AM and PM Peak hours. It is recommended that the project access be restricted to a three- quarters access, allowing full access in but restricting turns out to right only. The left turn volumes would be diverted to either westbound lefts at William Neal or exits at the project’s southern access. If a signal were desired, though this intersection does not meet the LCUASS signalized Strauss Lakes Site – Transportation Impact Analysis October 2025 98 spacing requirements, a signal warrant analysis could be conducted upon buildout of the development. In the 2029 build scenario, project-generated trips are expected to account for 6% of all vehicles passing through this intersection, and 100% of the trips entering or exiting the eastern leg of the intersection. 2033 Background – One additional intersection is projected to operate at deficient levels of service in the 2033 background conditions when compared to the 2029 build conditions. • Horsetooth / Timberline – The westbound through movement at this intersection is projected to operate at a LOS of F during the 2033 background AM conditions. Adding a third westbound through lane and a third receiving lane would reduce vehicle delay. However, TDM strategies are recommended to reduce overall vehicle traffic through this intersection as each approach reaches high levels of delay by 2045 and further widening this intersection could cause safey challenges. 2033 Build – No additional intersections are projected to operate at deficient levels of service in the 203 3 build conditions when compared to the 2033 background conditions. 2036 Background – No additional intersections are projected to operate at deficient levels of service in the 2036 background conditions when compared to the 2033 background conditions. 2036 Build – No additional intersections are projected to operate at deficient levels of service in the 2036 build conditions when compared to the 2036 background conditions. 2045 Background – One intersection, already found to be deficient in 2029 is expected to need more mitigation in 2045. • Horsetooth / Ziegler - The southbound approach at this roundabout is projected to operate at LOS F in the PM peak hour under 2045 background conditions. By 2045, a fully two -lane roundabout is expected to be deficient in serving the number of vehicles trying to pass through this intersection. Adding a channelized right-turn lane to the east and southbound approaches to the two-lane roundabout would mitigate the delay. If a signal is desired rather than a roundabout, traffic signal would require a shared right/through lane, a dedicated through lane, and three left turn lanes for the northbound approach. The eastbound approach would require separated right, through, and left turn lanes, the right turn lane would need to be channelized. The southbound approach would require a shared right/through lane in addition to a dedicated through lane and dual left turn lanes, the signal timing would require protected-permitted left turn phasing for the southbound lefts. The westbound approach would require the same as the southbound approach, Strauss Lakes Site – Transportation Impact Analysis October 2025 99 a shared right/through lane in addition to a dedicated through lane and left turn lane. With this geometric configuration, a signal is calculated to operate at an acceptable LOS. FINDINGS The full development of Strauss Lakes is expected to generate 8,417 vehicle trips daily, with 580 in the AM peak hour and 835 in the PM peak hour. According to the capacity analysis, it is concluded that the development of this site will have some impact on the study intersections. Existing traffic levels and background traffic growth also have an impact on the study intersections. If the mitigations recommended are implemented, the Strauss Lakes project traffic can be accommodated within the roadway and intersection network. Not all improvements are necessary at the same time. The phased development has different recommendations for each phase. This study area would benefit from targeted TDM strategies and the addition of alternative routes due to the high levels of delay projects for future background years. Some geometric improvements include the following. Ziegler Road to Strauss Cabin Road is recommended to be improved, as well as the intersection of Drake & Timberline, due to existing traffic conditions. A three-quarters access configuration is recommended for Percheron in the 2029 build conditions. A signal is recommended at William Neal & Ziegler by the 2029 build conditions. The intersection of Horsetooth & Ziegler is expected to require a redesign of the roundabout or signalization by 2029 background conditions. It is recommended that this intersection be designed according to the 2045 build scenario needs at this time. The intersection of Horsetooth & Timberline is expected to need additional westbound capacity by the 20 33 background conditions. The intersections 101 and 102 are project accesses that only access the south-western parcel of the development. It is assumed that these intersections will be built out as needed by this parcel . APPENDIX A: EXISTING TRAFFIC COUNTS Intersection:Timberline/Horsetooth Date: North/South:Timberline Day of Week Adjustment:100.0% East/West:Horsetooth Month of Year Adjustment:100.0% Jurisdiction:Adjustment Station #: Project Title:Growth Rate:0.0% Project No:Number of Years:0 Weather: AM PEAK HOUR PERIOD:7:30-8:30 AM PEAK 15 MINUTE PERIOD:7:45-8:00 AM PHF:0.87 NOON PEAK HOUR PERIOD: NOON PEAK 15 MINUTE PERIOD: NOON PHF:##### Timberline N PM PEAK HOUR PERIOD:16:45-17:45 364 965 182 PM PEAK 15 MINUTE PERIOD:16:15-16:30 PM PHF:0.92 N/A N/A N/A 0 266 795 99 N/ A 0 N/A 0 0 Horsetooth Total Enterning Vehicles 190 N/A 119 3961 431 N/A 417 383 N/A 344 #VALUE!104 N/A 103 557 N/A 301 4588 269 N/A 232 Horsetooth 0 0 N/A 0 212 960 27 N/ A 0 N/A N/A N/A Legend 285 880 64 AM Noon PM . RAW COUNT SUMMARIES Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds AM PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 7:00-7:15 39 154 4 0 7 98 27 0 32 45 39 0 11 70 22 0 548 7:15-7:30 47 226 2 0 11 149 54 0 69 70 61 0 20 78 31 0 818 7:30-7:45 56 227 4 0 16 196 62 0 87 85 52 0 15 111 45 0 956 7:45-8:00 62 285 9 0 27 229 71 0 89 85 61 0 40 127 52 0 1137 8:00-8:15 31 230 7 0 29 196 71 0 85 70 64 0 24 98 53 0 958 8:15-8:30 63 218 7 0 27 174 62 0 83 61 55 0 25 95 40 0 910 8:30-8:45 47 253 17 0 30 132 63 0 82 81 50 0 26 92 47 0 920 8:45-9:00 67 263 27 0 43 190 65 0 88 112 46 0 32 129 51 0 1113 NOON PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 14:00-14:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:15-14:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:30-14:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:45-15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:00-15:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:15-15:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:30-15:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:45-14:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PM PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 16:00-16:15 79 217 12 0 37 214 81 0 91 111 68 0 31 132 55 0 1128 16:15-16:30 84 236 6 0 43 237 136 0 89 125 74 0 39 138 46 0 1253 16:30-16:45 78 208 13 0 49 228 90 0 88 112 76 0 20 92 19 0 1073 16:45-17:00 68 231 20 0 34 201 88 0 83 125 51 0 20 105 28 0 1054 17:00-17:15 64 226 14 0 46 258 92 0 98 145 63 0 22 100 31 0 1159 17:15-17:30 84 224 15 0 37 246 101 0 99 145 69 0 29 120 24 0 1193 17:30-17:45 69 199 15 0 65 260 83 0 103 142 86 0 32 92 36 0 1182 17:45-18:00 63 193 16 0 66 175 59 0 91 102 60 0 22 78 50 0 975 Horsetooth Tuesday, September 10, 2024 Northbound Southbound Eastbound Westbound Timberline Timberline Intersection Turning Movement Summary Horsetooth Intersection:Timberline/Drake Date: North/South:Timberline Day of Week Adjustment:100.0% East/West:Drake Month of Year Adjustment:100.0% Jurisdiction:Adjustment Station #: Project Title:Growth Rate:0.0% Project No:Number of Years:0 Weather: AM PEAK HOUR PERIOD:7:30-8:30 AM PEAK 15 MINUTE PERIOD:7:45-8:00 AM PHF:0.91 NOON PEAK HOUR PERIOD: NOON PEAK 15 MINUTE PERIOD: NOON PHF:##### Timberline N PM PEAK HOUR PERIOD:16:15-17:15 249 977 452 PM PEAK 15 MINUTE PERIOD:16:15-16:30 PM PHF:0.95 N/A N/A N/A 0 249 927 254 N/ A 0 N/A 0 0 Drake Total Enterning Vehicles 317 N/A 223 4665 454 N/A 403 244 N/A 256 #VALUE!61 N/A 100 502 N/A 357 5034 246 N/A 284 Drake 0 0 N/A 0 352 1121 33 N/ A 0 N/A N/A N/A Legend 468 1123 47 AM Noon PM . RAW COUNT SUMMARIES Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds AM PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 7:00-7:15 51 159 8 0 30 116 33 0 42 62 20 0 13 57 44 0 635 7:15-7:30 71 180 11 0 61 168 52 0 47 78 36 0 15 83 57 0 859 7:30-7:45 108 341 8 0 75 217 50 0 64 101 58 0 13 95 89 0 1219 7:45-8:00 97 306 10 0 43 256 67 0 92 85 95 0 24 114 90 0 1279 8:00-8:15 84 242 11 0 53 211 65 0 56 92 82 0 16 148 79 0 1139 8:15-8:30 63 232 4 0 83 243 67 0 44 79 49 0 8 97 59 0 1028 8:30-8:45 77 245 12 0 66 214 53 0 50 93 59 0 17 85 60 0 1031 8:45-9:00 87 251 16 0 91 236 62 0 38 83 91 0 20 91 65 0 1131 NOON PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 14:00-14:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:15-14:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:30-14:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:45-15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:00-15:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:15-15:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:30-15:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:45-14:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PM PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 16:00-16:15 94 268 15 0 106 244 46 0 68 132 71 0 24 98 50 0 1216 16:15-16:30 137 326 10 0 117 272 66 0 56 98 64 0 27 86 67 0 1326 16:30-16:45 110 269 15 0 87 223 52 0 69 121 62 0 26 98 49 0 1181 16:45-17:00 115 251 9 0 123 232 61 0 58 147 57 0 17 109 39 0 1218 17:00-17:15 106 277 13 0 125 250 70 0 61 136 63 0 30 110 68 0 1309 17:15-17:30 109 234 13 0 127 249 59 0 59 113 62 0 27 115 65 0 1232 17:30-17:45 101 301 10 0 78 239 56 0 50 96 83 0 21 95 55 0 1185 17:45-18:00 70 252 13 0 74 184 51 0 46 96 52 0 15 86 58 0 997 Drake Tuesday, September 10, 2024 Northbound Southbound Eastbound Westbound Timberline Timberline Intersection Turning Movement Summary Drake Intersection:Rigden/Drake Date: North/South:Rigden Day of Week Adjustment:100.0% East/West:Drake Month of Year Adjustment:100.0% Jurisdiction:Adjustment Station #: Project Title:Growth Rate:0.0% Project No:Number of Years:0 Weather: AM PEAK HOUR PERIOD:7:30-8:30 AM PEAK 15 MINUTE PERIOD:8:30-8:45 AM PHF:0.82 NOON PEAK HOUR PERIOD: NOON PEAK 15 MINUTE PERIOD: NOON PHF:##### Rigden N PM PEAK HOUR PERIOD:16:45-17:45 1 0 0 PM PEAK 15 MINUTE PERIOD:17:15-17:30 PM PHF:0.93 N/A N/A N/A 0 0 0 0 N/ A 0 N/A 0 0 Drake Total Enterning Vehicles 0 N/A 1 1397 746 N/A 868 0 N/A 0 #VALUE!27 N/A 30 689 N/A 522 1714 80 N/A 24 Drake 0 0 N/A 0 48 0 30 N/ A 0 N/A N/A N/A Legend 27 0 18 AM Noon PM . RAW COUNT SUMMARIES Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds AM PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 7:00-7:15 10 0 6 0 0 0 0 0 0 89 5 0 1 95 0 0 206 7:15-7:30 2 0 2 0 0 0 0 0 0 105 8 0 2 135 0 0 254 7:30-7:45 12 0 7 0 0 0 0 0 0 103 1 0 2 187 0 0 312 7:45-8:00 12 0 5 0 0 0 0 0 0 145 4 0 6 196 0 0 368 8:00-8:15 12 0 13 0 0 0 0 0 0 129 8 0 7 174 0 0 343 8:15-8:30 12 0 5 0 0 0 0 0 0 145 11 0 12 189 0 0 374 8:30-8:45 13 0 1 0 0 0 0 0 0 187 4 0 1 221 0 0 427 8:45-9:00 8 0 6 0 0 0 0 0 0 180 5 0 2 193 0 0 394 NOON PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 14:00-14:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:15-14:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:30-14:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:45-15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:00-15:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:15-15:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:30-15:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:45-14:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PM PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 16:00-16:15 7 0 4 0 0 0 0 0 0 181 15 0 0 205 0 0 412 16:15-16:30 11 0 10 0 0 0 0 0 0 183 22 0 12 204 0 0 442 16:30-16:45 13 0 6 0 0 0 0 0 0 185 19 0 12 180 0 0 415 16:45-17:00 7 0 2 0 0 0 0 0 0 174 21 0 7 200 1 0 412 17:00-17:15 5 0 9 0 0 0 0 0 0 159 26 0 9 222 0 0 430 17:15-17:30 5 0 5 0 0 0 1 0 0 185 18 0 7 239 0 0 460 17:30-17:45 10 0 2 0 0 0 0 0 0 171 15 0 7 207 0 0 412 17:45-18:00 4 0 1 0 0 0 0 0 0 144 21 0 3 137 0 0 310 Intersection Turning Movement Summary Drake Tuesday, June 18, 2024 Northbound Southbound Eastbound Westbound Rigden Rigden Drake Intersection:Miles House/Drake Date: North/South:Miles House Day of Week Adjustment:100.0% East/West:Drake Month of Year Adjustment:100.0% Jurisdiction:Adjustment Station #: Project Title:Growth Rate:0.0% Project No:Number of Years:0 Weather: AM PEAK HOUR PERIOD:7:30-8:30 AM PEAK 15 MINUTE PERIOD:7:30-7:45 AM PHF:0.84 NOON PEAK HOUR PERIOD: NOON PEAK 15 MINUTE PERIOD: NOON PHF:##### Miles House N PM PEAK HOUR PERIOD:16:45-17:45 147 0 78 PM PEAK 15 MINUTE PERIOD:16:45-17:00 PM PHF:0.90 N/A N/A N/A 0 114 0 62 N/ A 0 N/A 0 0 Drake Total Enterning Vehicles 153 N/A 68 1599 637 N/A 679 76 N/A 143 #VALUE!0 N/A 0 641 N/A 490 1689 0 N/A 0 Drake 0 0 N/A 0 0 0 0 N/ A 0 N/A N/A N/A Legend 0 0 0 AM Noon PM . RAW COUNT SUMMARIES Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds AM PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 7:00-7:15 0 0 0 0 10 0 14 0 12 73 0 0 0 82 12 0 203 7:15-7:30 0 0 0 0 7 0 23 0 23 85 0 0 0 134 19 0 291 7:30-7:45 0 0 0 0 4 0 40 0 76 114 0 0 0 192 49 0 475 7:45-8:00 0 0 0 0 35 0 42 0 30 136 0 0 0 171 47 0 461 8:00-8:15 0 0 0 0 13 0 13 0 16 110 0 0 0 136 30 0 318 8:15-8:30 0 0 0 0 10 0 19 0 21 130 0 0 0 138 27 0 345 8:30-8:45 0 0 0 0 17 0 22 0 19 100 0 0 0 140 13 0 311 8:45-9:00 0 0 0 0 21 0 20 0 9 141 0 0 0 122 20 0 333 NOON PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 14:00-14:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:15-14:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:30-14:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:45-15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:00-15:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:15-15:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:30-15:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:45-14:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PM PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 16:00-16:15 0 0 0 0 17 0 30 0 16 154 0 0 0 173 14 0 404 16:15-16:30 0 0 0 0 15 0 32 0 19 142 0 0 0 187 21 0 416 16:30-16:45 0 0 0 0 13 0 22 0 19 144 0 0 0 178 22 0 398 16:45-17:00 0 0 0 0 20 0 39 0 21 192 0 0 0 179 17 0 468 17:00-17:15 0 0 0 0 22 0 46 0 19 145 0 0 0 181 18 0 431 17:15-17:30 0 0 0 0 17 0 31 0 23 159 0 0 0 171 20 0 421 17:30-17:45 0 0 0 0 19 0 31 0 13 145 0 0 0 148 13 0 369 17:45-18:00 0 0 0 0 11 0 24 0 16 142 0 0 0 151 15 0 359 Intersection Turning Movement Summary Drake Thursday, May 1, 2025 Northbound Southbound Eastbound Westbound Miles House Miles House Drake Intersection:Environmental/Drake Date: North/South:Environmental Day of Week Adjustment:100.0% East/West:Drake Month of Year Adjustment:100.0% Jurisdiction:Adjustment Station #: Project Title:Growth Rate:0.0% Project No:Number of Years:0 Weather: AM PEAK HOUR PERIOD:7:30-8:30 AM PEAK 15 MINUTE PERIOD:8:30-8:45 AM PHF:0.81 NOON PEAK HOUR PERIOD: NOON PEAK 15 MINUTE PERIOD: NOON PHF:##### Environmental N PM PEAK HOUR PERIOD:16:45-17:45 11 0 5 PM PEAK 15 MINUTE PERIOD:17:15-17:30 PM PHF:0.95 N/A N/A N/A 0 7 0 3 N/ A 0 N/A 0 0 Drake Total Enterning Vehicles 11 N/A 4 1342 793 N/A 904 8 N/A 17 #VALUE!0 N/A 0 798 N/A 511 1730 0 N/A 0 Drake 0 0 N/A 0 0 0 0 N/ A 0 N/A N/A N/A Legend 0 0 0 AM Noon PM . RAW COUNT SUMMARIES Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds AM PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 7:00-7:15 0 0 0 0 5 0 1 0 2 77 0 0 0 110 4 0 199 7:15-7:30 0 0 0 0 0 0 2 0 1 98 0 0 0 130 4 0 235 7:30-7:45 0 0 0 0 0 0 2 0 1 119 0 0 0 181 2 0 305 7:45-8:00 0 0 0 0 2 0 4 0 4 132 0 0 0 218 5 0 365 8:00-8:15 0 0 0 0 1 0 0 0 6 127 0 0 0 191 2 0 327 8:15-8:30 0 0 0 0 0 0 1 0 6 133 0 0 0 203 2 0 345 8:30-8:45 0 0 0 0 4 0 11 0 11 170 0 0 0 210 10 0 416 8:45-9:00 0 0 0 0 11 0 6 0 8 168 0 0 0 181 6 0 380 NOON PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 14:00-14:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:15-14:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:30-14:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:45-15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:00-15:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:15-15:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:30-15:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:45-14:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PM PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 16:00-16:15 0 0 0 0 6 0 11 0 10 198 0 0 0 205 7 0 437 16:15-16:30 0 0 0 0 7 0 17 0 4 209 0 0 0 202 2 0 441 16:30-16:45 0 0 0 0 5 0 8 0 1 191 0 0 0 183 1 0 389 16:45-17:00 0 0 0 0 4 0 8 0 1 199 0 0 0 203 2 0 417 17:00-17:15 0 0 0 0 1 0 1 0 1 191 0 0 0 229 2 0 425 17:15-17:30 0 0 0 0 0 0 1 0 5 206 0 0 0 245 0 0 457 17:30-17:45 0 0 0 0 0 0 1 0 1 202 0 0 0 227 0 0 431 17:45-18:00 0 0 0 0 0 0 1 0 0 165 0 0 0 140 0 0 306 Drake Tuesday, June 18, 2024 Northbound Southbound Eastbound Westbound Environmental Environmental Intersection Turning Movement Summary Drake Intersection:Ziegler/William Neal Date: North/South:Ziegler Day of Week Adjustment:100.0% East/West:William Neal Month of Year Adjustment:100.0% Jurisdiction:Adjustment Station #: Project Title:Growth Rate:0.0% Project No:Number of Years:0 Weather: AM PEAK HOUR PERIOD:7:30-8:30 AM PEAK 15 MINUTE PERIOD:8:30-8:45 AM PHF:0.88 NOON PEAK HOUR PERIOD: NOON PEAK 15 MINUTE PERIOD: NOON PHF:##### Ziegler N PM PEAK HOUR PERIOD:16:45-17:45 28 684 1 PM PEAK 15 MINUTE PERIOD:17:15-17:30 PM PHF:0.94 N/A N/A N/A 0 8 558 0 N/ A 0 N/A 0 0 William Neal Total Enterning Vehicles 0 N/A 1 1443 0 N/A 0 12 N/A 18 #VALUE!0 N/A 1 0 N/A 0 1592 40 N/A 49 William Neal 0 0 N/A 0 25 783 2 N/ A 0 N/A N/A N/A Legend 39 785 1 AM Noon PM . RAW COUNT SUMMARIES Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds AM PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 7:00-7:15 1 106 0 0 1 93 1 0 5 0 7 0 0 0 0 0 214 7:15-7:30 0 127 0 0 0 98 0 0 6 0 10 0 0 0 0 0 241 7:30-7:45 4 191 0 0 0 127 1 0 2 0 12 0 0 0 0 0 337 7:45-8:00 6 206 0 0 0 144 2 0 7 0 14 0 0 0 0 0 379 8:00-8:15 5 189 2 0 0 142 4 0 5 0 13 0 0 0 0 0 360 8:15-8:30 10 197 0 0 0 145 1 0 4 0 10 0 0 0 0 0 367 8:30-8:45 2 209 0 0 0 180 1 0 2 0 18 0 0 0 0 0 412 8:45-9:00 4 186 0 0 0 186 1 0 2 0 11 0 0 0 0 0 390 NOON PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 14:00-14:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:15-14:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:30-14:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:45-15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:00-15:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:15-15:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:30-15:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:45-14:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PM PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 16:00-16:15 11 198 0 0 0 182 1 0 2 0 6 0 2 0 0 0 402 16:15-16:30 6 179 0 0 1 195 2 0 4 0 12 0 0 0 1 0 400 16:30-16:45 9 169 0 0 0 157 4 0 2 0 6 0 0 0 0 0 347 16:45-17:00 7 175 0 0 0 168 6 0 3 0 10 0 0 0 0 0 369 17:00-17:15 10 200 0 0 0 168 13 0 6 0 13 0 0 0 0 0 410 17:15-17:30 17 214 1 0 1 167 9 0 1 0 12 0 1 0 0 0 423 17:30-17:45 5 196 0 0 0 181 0 0 2 0 5 0 0 0 1 0 390 17:45-18:00 10 129 0 0 0 148 2 0 2 0 7 0 0 0 0 0 298 William Neal Tuesday, June 18, 2024 Northbound Southbound Eastbound Westbound Ziegler Ziegler Intersection Turning Movement Summary William Neal Intersection:Ziegler/Percheron Date: North/South:Ziegler Day of Week Adjustment:100.0% East/West:Percheron Month of Year Adjustment:100.0% Jurisdiction:Adjustment Station #: Project Title:Growth Rate:0.0% Project No:Number of Years:0 Weather: AM PEAK HOUR PERIOD:7:30-8:30 AM PEAK 15 MINUTE PERIOD:8:30-8:45 AM PHF:0.84 NOON PEAK HOUR PERIOD: NOON PEAK 15 MINUTE PERIOD: NOON PHF:##### Ziegler N PM PEAK HOUR PERIOD:16:45-17:45 13 723 0 PM PEAK 15 MINUTE PERIOD:17:15-17:30 PM PHF:0.94 N/A N/A N/A 0 0 605 0 N/ A 0 N/A 0 0 Percheron Total Enterning Vehicles 0 N/A 0 1452 0 N/A 0 5 N/A 4 #VALUE!0 N/A 0 0 N/A 0 1640 24 N/A 29 Percheron 0 0 N/A 0 12 802 0 N/ A 0 N/A N/A N/A Legend 34 841 0 AM Noon PM . RAW COUNT SUMMARIES Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds AM PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 7:00-7:15 2 106 0 0 0 100 1 0 2 0 5 0 0 0 0 0 216 7:15-7:30 0 129 0 0 0 107 1 0 4 0 1 0 0 0 0 0 242 7:30-7:45 2 194 0 0 0 142 0 0 0 0 10 0 0 0 0 0 348 7:45-8:00 4 210 0 0 0 158 0 0 2 0 14 0 0 0 0 0 388 8:00-8:15 5 188 0 0 0 147 0 0 2 0 4 0 0 0 0 0 346 8:15-8:30 1 210 0 0 0 158 0 0 0 0 1 0 0 0 0 0 370 8:30-8:45 7 206 0 0 0 202 2 0 7 0 7 0 0 0 0 0 431 8:45-9:00 6 188 0 0 0 192 4 0 2 0 4 0 0 0 0 0 396 NOON PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 14:00-14:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:15-14:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:30-14:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:45-15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:00-15:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:15-15:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:30-15:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:45-14:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PM PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 16:00-16:15 5 206 0 0 0 186 2 0 5 0 9 0 0 0 0 0 413 16:15-16:30 3 180 0 0 0 213 0 0 1 0 6 0 0 0 0 0 403 16:30-16:45 6 178 0 0 0 152 6 0 2 0 9 0 0 0 0 0 353 16:45-17:00 4 185 0 0 0 176 5 0 1 0 3 0 0 0 0 0 374 17:00-17:15 9 205 0 0 0 182 0 0 3 0 9 0 0 0 0 0 408 17:15-17:30 12 235 0 0 0 178 4 0 0 0 6 0 0 0 0 0 435 17:30-17:45 9 216 0 0 0 187 4 0 1 0 6 0 0 0 0 0 423 17:45-18:00 4 138 0 0 0 156 4 0 1 0 4 0 0 0 0 0 307 Intersection Turning Movement Summary Percheron Tuesday, June 18, 2024 Northbound Southbound Eastbound Westbound Ziegler Ziegler Percheron Intersection:Ziegler/Horsetooth Date: North/South:Ziegler Day of Week Adjustment:100.0% East/West:Horsetooth Month of Year Adjustment:100.0% Jurisdiction:Adjustment Station #: Project Title:Growth Rate:0.0% Project No:Number of Years:0 Weather: AM PEAK HOUR PERIOD:7:30-8:30 AM PEAK 15 MINUTE PERIOD:7:30-7:45 AM PHF:0.87 NOON PEAK HOUR PERIOD: NOON PEAK 15 MINUTE PERIOD: NOON PHF:##### Ziegler N PM PEAK HOUR PERIOD:16:45-17:45 83 660 64 PM PEAK 15 MINUTE PERIOD:17:00-17:15 PM PHF:0.96 N/A N/A N/A 0 38 574 27 N/ A 0 N/A 0 0 Horsetooth Total Enterning Vehicles 71 N/A 46 2365 62 N/A 44 53 N/A 76 #VALUE!2 N/A 0 101 N/A 38 2602 452 N/A 323 Horsetooth 0 0 N/A 0 390 756 8 N/ A 0 N/A N/A N/A Legend 435 659 5 AM Noon PM . RAW COUNT SUMMARIES Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds AM PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 7:00-7:15 52 104 0 0 6 75 8 0 5 4 55 0 1 7 3 0 320 7:15-7:30 71 171 2 0 8 91 8 0 20 7 77 0 0 9 19 0 483 7:30-7:45 102 234 1 0 5 144 16 0 31 13 90 0 0 15 27 0 678 7:45-8:00 117 233 2 0 11 137 7 0 19 9 87 0 0 20 23 0 665 8:00-8:15 73 152 3 0 7 164 6 0 14 8 77 0 2 11 6 0 523 8:15-8:30 98 137 2 0 4 129 9 0 12 8 69 0 0 16 15 0 499 8:30-8:45 97 153 0 0 4 129 18 0 11 6 88 0 0 10 7 0 523 8:45-9:00 130 164 1 0 8 140 31 0 14 6 88 0 0 17 14 0 613 NOON PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 14:00-14:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:15-14:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:30-14:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:45-15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:00-15:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:15-15:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:30-15:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:45-14:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PM PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 16:00-16:15 95 158 0 0 6 172 33 0 18 15 106 0 0 12 10 0 625 16:15-16:30 114 157 1 0 8 144 14 0 20 20 109 0 2 14 10 0 613 16:30-16:45 79 151 2 0 5 151 14 0 18 26 101 0 0 14 12 0 573 16:45-17:00 102 153 0 0 16 171 21 0 5 19 111 0 0 13 11 0 622 17:00-17:15 101 172 2 0 18 169 23 0 19 32 119 0 0 9 13 0 677 17:15-17:30 123 181 1 0 10 168 15 0 12 23 113 0 0 14 9 0 669 17:30-17:45 109 153 2 0 20 152 24 0 17 27 109 0 0 8 13 0 634 17:45-18:00 105 145 0 0 10 160 14 0 9 16 85 0 1 6 6 0 557 Intersection Turning Movement Summary Horsetooth Tuesday, September 10, 2024 Northbound Southbound Eastbound Westbound Ziegler Ziegler Horsetooth Intersection:Ziegler/Harmony Date: North/South:Ziegler Day of Week Adjustment:100.0% East/West:Harmony Month of Year Adjustment:100.0% Jurisdiction:Adjustment Station #: Project Title:Growth Rate:0.0% Project No:Number of Years:0 Weather: AM PEAK HOUR PERIOD:7:30-8:30 AM PEAK 15 MINUTE PERIOD:7:45-8:00 AM PHF:0.92 NOON PEAK HOUR PERIOD: NOON PEAK 15 MINUTE PERIOD: NOON PHF:##### Ziegler N PM PEAK HOUR PERIOD:16:45-17:45 76 475 700 PM PEAK 15 MINUTE PERIOD:17:00-17:15 PM PHF:0.94 N/A N/A N/A 0 43 210 559 N/ A 0 N/A 0 0 Harmony Total Enterning Vehicles 745 N/A 780 5072 1742 N/A 1493 120 N/A 65 #VALUE!93 N/A 117 1725 N/A 992 6244 139 N/A 61 Harmony 0 0 N/A 0 168 358 36 N/ A 0 N/A N/A N/A Legend 201 330 88 AM Noon PM . RAW COUNT SUMMARIES Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds AM PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 7:00-7:15 25 45 8 0 100 42 6 0 14 189 8 0 16 305 104 0 862 7:15-7:30 30 65 7 0 127 40 7 0 10 267 12 0 14 361 145 0 1085 7:30-7:45 36 77 8 0 136 43 8 0 12 253 13 0 14 435 164 0 1199 7:45-8:00 46 100 8 0 122 46 7 0 18 266 17 0 33 520 197 0 1380 8:00-8:15 40 86 12 0 161 63 16 0 14 223 14 0 17 369 193 0 1208 8:15-8:30 46 95 8 0 140 58 12 0 21 250 17 0 29 418 191 0 1285 8:30-8:45 41 124 6 0 145 47 8 0 17 281 6 0 14 425 220 0 1334 8:45-9:00 47 95 14 0 121 83 11 0 22 244 25 0 14 492 189 0 1357 NOON PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 14:00-14:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:15-14:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:30-14:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:45-15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:00-15:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:15-15:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:30-15:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:45-14:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PM PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 16:00-16:15 53 71 21 0 164 101 20 0 22 435 46 0 24 342 155 0 1454 16:15-16:30 46 69 16 0 180 105 16 0 19 419 31 0 27 338 140 0 1406 16:30-16:45 45 88 22 0 181 105 16 0 22 488 41 0 26 304 154 0 1492 16:45-17:00 43 75 27 0 181 128 21 0 24 386 33 0 23 335 179 0 1455 17:00-17:15 55 73 22 0 169 105 18 0 33 493 35 0 34 433 196 0 1666 17:15-17:30 51 101 20 0 182 145 16 0 30 443 38 0 33 357 199 0 1615 17:30-17:45 52 81 19 0 168 97 21 0 33 403 33 0 27 368 206 0 1508 17:45-18:00 52 62 5 0 155 100 22 0 21 364 37 0 24 297 151 0 1290 Intersection Turning Movement Summary Harmony Tuesday, June 18, 2024 Northbound Southbound Eastbound Westbound Ziegler Ziegler Harmony Intersection:Strauss Cabin/Harmony Date: North/South:Strauss Cabin Day of Week Adjustment:100.0% East/West:Harmony Month of Year Adjustment:100.0% Jurisdiction:Adjustment Station #: Project Title:Growth Rate:0.0% Project No:Number of Years:0 Weather: AM PEAK HOUR PERIOD:7:30-8:30 AM PEAK 15 MINUTE PERIOD:8:30-8:45 AM PHF:0.93 NOON PEAK HOUR PERIOD: NOON PEAK 15 MINUTE PERIOD: NOON PHF:##### Strauss Cabin N PM PEAK HOUR PERIOD:16:45-17:45 7 22 105 PM PEAK 15 MINUTE PERIOD:17:00-17:15 PM PHF:0.94 N/A N/A N/A 0 4 10 65 N/ A 0 N/A 0 0 Harmony Total Enterning Vehicles 96 N/A 103 4618 2721 N/A 2278 11 N/A 3 #VALUE!40 N/A 101 2507 N/A 1461 5312 51 N/A 24 Harmony 0 0 N/A 0 72 21 101 N/ A 0 N/A N/A N/A Legend 48 13 66 AM Noon PM . RAW COUNT SUMMARIES Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds AM PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 7:00-7:15 5 2 27 0 12 1 0 0 2 291 6 0 5 445 13 0 809 7:15-7:30 12 2 25 0 6 2 1 0 0 400 5 0 7 537 13 0 1010 7:30-7:45 22 10 34 0 13 1 2 0 1 390 7 0 8 619 21 0 1128 7:45-8:00 21 7 30 0 18 2 1 0 0 332 5 0 7 788 29 0 1240 8:00-8:15 17 2 19 0 16 2 0 0 2 390 2 0 12 645 16 0 1123 8:15-8:30 12 2 18 0 18 5 1 0 0 349 10 0 13 669 30 0 1127 8:30-8:45 10 5 27 0 16 2 0 0 1 410 4 0 11 735 25 0 1246 8:45-9:00 21 11 24 0 13 2 1 0 4 361 4 0 19 687 21 0 1168 NOON PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 14:00-14:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:15-14:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:30-14:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:45-15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:00-15:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:15-15:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:30-15:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:45-14:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PM PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 16:00-16:15 11 6 18 0 35 10 0 0 3 611 16 0 16 453 18 0 1197 16:15-16:30 10 2 22 0 31 4 0 0 2 660 15 0 20 495 15 0 1276 16:30-16:45 12 6 14 0 28 7 3 0 5 700 14 0 14 416 19 0 1238 16:45-17:00 11 5 18 0 18 4 1 0 3 636 13 0 26 538 19 0 1292 17:00-17:15 16 5 13 0 29 10 2 0 3 673 7 0 28 594 39 0 1419 17:15-17:30 7 1 21 0 32 4 4 0 2 620 19 0 28 600 32 0 1370 17:30-17:45 14 2 14 0 26 4 0 0 3 578 12 0 19 546 13 0 1231 17:45-18:00 9 4 15 0 18 6 0 0 2 492 11 0 27 442 17 0 1043 Harmony Tuesday, June 18, 2024 Northbound Southbound Eastbound Westbound Strauss Cabin Strauss Cabin Intersection Turning Movement Summary Harmony Intersection:Drake/Des Moines Date: North/South:Drake Day of Week Adjustment:100.0% East/West:Des Moines Month of Year Adjustment:100.0% Jurisdiction:Adjustment Station #: Project Title:Growth Rate:0.0% Project No:Number of Years:0 Weather: AM PEAK HOUR PERIOD:7:30-8:30 AM PEAK 15 MINUTE PERIOD:7:45-8:00 AM PHF:0.87 NOON PEAK HOUR PERIOD: NOON PEAK 15 MINUTE PERIOD: NOON PHF:##### Drake N PM PEAK HOUR PERIOD:16:45-17:45 25 693 0 PM PEAK 15 MINUTE PERIOD:16:45-17:00 PM PHF:0.90 N/A N/A N/A 0 6 541 0 N/ A 0 N/A 0 0 Des Moines Total Enterning Vehicles 0 N/A 0 1401 0 N/A 0 14 N/A 23 #VALUE!0 N/A 0 0 N/A 0 1518 22 N/A 37 Des Moines 0 0 N/A 0 21 773 0 N/ A 0 N/A N/A N/A Legend 47 717 0 AM Noon PM . RAW COUNT SUMMARIES Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds AM PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 7:00-7:15 2 86 0 0 0 88 0 0 2 0 9 0 0 0 0 0 187 7:15-7:30 3 152 0 0 0 90 1 0 7 0 7 0 0 0 0 0 260 7:30-7:45 10 236 0 0 0 113 0 0 5 0 10 0 0 0 0 0 374 7:45-8:00 5 211 0 0 0 167 2 0 7 0 11 0 0 0 0 0 403 8:00-8:15 2 164 0 0 0 125 2 0 7 0 9 0 0 0 0 0 309 8:15-8:30 4 162 0 0 0 136 2 0 4 0 7 0 0 0 0 0 315 8:30-8:45 2 141 0 0 0 118 2 0 4 0 12 0 0 0 0 0 279 8:45-9:00 8 147 0 0 0 154 3 0 4 0 14 0 0 0 0 0 330 NOON PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 14:00-14:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:15-14:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:30-14:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:45-15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:00-15:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:15-15:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:30-15:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:45-14:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PM PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 16:00-16:15 9 184 0 0 0 163 2 0 4 0 5 0 0 0 0 0 367 16:15-16:30 7 192 0 0 0 153 5 0 6 0 3 0 0 0 0 0 366 16:30-16:45 9 197 0 0 0 142 8 0 3 0 5 0 0 0 0 0 364 16:45-17:00 14 188 0 0 0 201 9 0 2 0 7 0 0 0 0 0 421 17:00-17:15 14 191 0 0 0 164 6 0 4 0 7 0 0 0 0 0 386 17:15-17:30 7 182 0 0 0 171 4 0 3 0 6 0 0 0 0 0 373 17:30-17:45 12 156 0 0 0 157 6 0 5 0 2 0 0 0 0 0 338 17:45-18:00 6 161 0 0 0 152 5 0 2 0 14 0 0 0 0 0 340 Intersection Turning Movement Summary Des Moines Thursday, May 1, 2025 Northbound Southbound Eastbound Westbound Drake Drake Des Moines APPENDIX B: INTERSECTION LEVEL OF SERVICE CALCULATIONS Queues 1: Timberline Rd & Horsetooth Rd Existing Background AM Peak Hour 1.1 EX AM Synchro 12 Report Fehr & Peers Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)395 346 267 120 495 218 244 1103 31 114 914 306 v/c Ratio 0.81 0.41 0.46 0.42 0.89 0.47 0.56 0.74 0.04 0.42 0.69 0.40 Control Delay (s/veh)59.9 36.6 7.0 30.8 64.3 5.7 50.0 30.1 0.1 29.7 41.9 17.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)59.9 36.6 7.0 30.8 64.3 5.7 50.0 30.1 0.1 29.7 41.9 17.6 Queue Length 50th (ft)140 107 0 57 182 0 84 338 0 38 338 115 Queue Length 95th (ft)#196 146 57 97 #258 30 117 399 0 m47 391 m154 Internal Link Dist (ft)1010 5219 2605 4217 Turn Bay Length (ft)275 165 270 165 335 110 230 280 Base Capacity (vph)494 860 580 284 558 466 525 1497 776 278 1329 773 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.80 0.40 0.46 0.42 0.89 0.47 0.46 0.74 0.04 0.41 0.69 0.40 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd Existing Background AM Peak Hour 1.1 EX AM Synchro 12 Report Fehr & Peers Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)344 301 232 104 431 190 212 960 27 99 795 266 Future Volume (veh/h)344 301 232 104 431 190 212 960 27 99 795 266 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 0.99 1.00 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 395 346 0 120 495 0 244 1103 31 114 914 0 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 481 863 340 561 344 1574 691 201 1427 Arrive On Green 0.14 0.24 0.00 0.06 0.16 0.00 0.10 0.45 0.45 0.06 0.40 0.00 Sat Flow, veh/h 3428 3526 1572 1767 3526 1572 3428 3526 1547 3428 3526 1572 Grp Volume(v), veh/h 395 346 0 120 495 0 244 1103 31 114 914 0 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1767 1763 1572 1714 1763 1547 1714 1763 1572 Q Serve(g_s), s 12.3 9.0 0.0 6.2 15.1 0.0 7.6 27.7 1.2 3.6 22.9 0.0 Cycle Q Clear(g_c), s 12.3 9.0 0.0 6.2 15.1 0.0 7.6 27.7 1.2 3.6 22.9 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 481 863 340 561 344 1574 691 201 1427 V/C Ratio(X)0.82 0.40 0.35 0.88 0.71 0.70 0.04 0.57 0.64 Avail Cap(c_a), veh/h 499 865 340 561 530 1574 691 280 1427 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 45.9 34.8 0.0 35.6 45.2 0.0 47.9 24.5 17.2 50.4 26.3 0.0 Incr Delay (d2), s/veh 10.3 0.3 0.0 0.6 15.3 0.0 2.7 2.6 0.1 2.5 2.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.8 3.8 0.0 2.7 7.6 0.0 3.3 11.5 0.5 1.6 9.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 56.2 35.1 0.0 36.3 60.5 0.0 50.6 27.2 17.3 52.9 28.5 0.0 LnGrp LOS E D D E D C B D C Approach Vol, veh/h 741 615 1378 1028 Approach Delay, s/veh 46.3 55.8 31.1 31.2 Approach LOS D E C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 16.0 50.0 11.0 32.9 11.5 54.6 20.4 23.5 Change Period (Y+Rc), s 6.0 6.5 5.0 7.0 6.0 6.5 6.0 * 7 Max Green Setting (Gmax), s 16.0 37.5 6.0 26.0 8.0 45.5 15.0 * 17 Max Q Clear Time (g_c+I1), s 9.6 24.9 8.2 11.0 5.6 29.7 14.3 17.1 Green Ext Time (p_c), s 0.5 3.1 0.0 1.1 0.1 4.4 0.1 0.0 Intersection Summary HCM 7th Control Delay, s/veh 38.2 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd Existing Background AM Peak Hour 1.1 EX AM Synchro 12 Report Fehr & Peers Page 3 Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Queues 2: Timberline Rd & Drake Rd Existing Background AM Peak Hour 1.1 EX AM Synchro 12 Report Fehr & Peers Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)281 392 312 67 499 348 387 1232 36 279 1019 274 v/c Ratio 0.64 0.49 0.52 0.27 1.06 0.74 0.74 0.59 0.05 0.82 0.80 0.37 Control Delay (s/veh)52.2 40.5 7.7 29.8 106.1 19.4 41.2 16.2 0.1 68.6 37.2 4.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)52.2 40.5 7.7 29.8 106.1 19.4 41.2 16.2 0.1 68.6 37.2 4.8 Queue Length 50th (ft)97 131 0 33 ~217 30 131 221 0 101 336 3 Queue Length 95th (ft)141 182 74 66 #327 #158 m179 246 m0 #168 420 57 Internal Link Dist (ft)1269 2578 961 912 Turn Bay Length (ft)160 200 150 170 340 100 295 300 Base Capacity (vph)479 793 595 253 469 468 525 2105 784 340 1274 732 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.59 0.49 0.52 0.26 1.06 0.74 0.74 0.59 0.05 0.82 0.80 0.37 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. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 2: Timberline Rd & Drake Rd Existing Background AM Peak Hour 1.1 EX AM Synchro 12 Report Fehr & Peers Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)256 357 284 61 454 317 352 1121 33 254 927 249 Future Volume (veh/h)256 357 284 61 454 317 352 1121 33 254 927 249 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 0.99 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 281 392 312 67 499 348 387 1232 36 279 1019 274 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 377 721 320 236 503 223 568 2174 674 343 1282 570 Arrive On Green 0.11 0.20 0.20 0.05 0.14 0.14 0.17 0.43 0.43 0.10 0.36 0.36 Sat Flow, veh/h 3428 3526 1566 1767 3526 1563 3428 5066 1569 3428 3526 1569 Grp Volume(v), veh/h 281 392 312 67 499 348 387 1232 36 279 1019 274 Grp Sat Flow(s),veh/h/ln 1714 1763 1566 1767 1763 1563 1714 1689 1569 1714 1763 1569 Q Serve(g_s), s 8.7 10.9 21.8 3.5 15.6 10.2 11.7 20.2 1.5 8.8 28.5 10.8 Cycle Q Clear(g_c), s 8.7 10.9 21.8 3.5 15.6 10.2 11.7 20.2 1.5 8.8 28.5 10.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 377 721 320 236 503 223 568 2174 674 343 1282 570 V/C Ratio(X)0.75 0.54 0.97 0.28 0.99 1.56 0.68 0.57 0.05 0.81 0.79 0.48 Avail Cap(c_a), veh/h 483 721 320 255 503 223 568 2174 674 343 1282 570 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.5 39.2 43.5 37.1 47.1 20.1 43.2 23.7 18.3 48.5 31.3 14.4 Incr Delay (d2), s/veh 4.6 0.8 43.2 0.7 38.2 273.7 3.3 1.1 0.2 13.9 5.2 2.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 4.7 12.0 1.5 9.3 20.5 5.1 7.9 0.5 4.3 12.3 4.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 52.1 40.0 86.7 37.8 85.3 293.8 46.5 24.8 18.5 62.4 36.5 17.3 LnGrp LOS D D F D F F D C B E D B Approach Vol, veh/h 985 914 1655 1572 Approach Delay, s/veh 58.2 161.2 29.7 37.7 Approach LOS E F C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 24.2 46.0 10.8 29.0 17.0 53.2 17.6 22.2 Change Period (Y+Rc), s 7.0 7.0 6.0 7.5 7.0 7.0 6.5 7.5 Max Green Setting (Gmax), s 16.0 39.0 6.0 21.5 10.0 45.0 14.5 12.5 Max Q Clear Time (g_c+I1), s 13.7 30.5 5.5 23.8 10.8 22.2 10.7 17.6 Green Ext Time (p_c), s 0.3 3.6 0.0 0.0 0.0 5.6 0.4 0.0 Intersection Summary HCM 7th Control Delay, s/veh 61.1 HCM 7th LOS E Notes User approved pedestrian interval to be less than phase max green. HCM 7th TWSC 3: Rigden Pkwy & Drake Rd Existing Background AM Peak Hour 1.1 EX AM Synchro 12 Report Fehr & Peers Page 6 Intersection Int Delay, s/veh 1.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 522 24 27 746 48 30 Future Vol, veh/h 522 24 27 746 48 30 Conflicting Peds, #/hr 0 0 0 0 3 6 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -0 100 -140 0 Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 637 29 33 910 59 37 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 666 0 1615 643 Stage 1 ----637 - Stage 2 ----979 - Critical Hdwy --4.13 -6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy --2.227 -3.527 3.327 Pot Cap-1 Maneuver --919 -114 472 Stage 1 ----525 - Stage 2 ----363 - Platoon blocked, %--- Mov Cap-1 Maneuver --919 -109 470 Mov Cap-2 Maneuver ----238 - Stage 1 ----525 - Stage 2 ----349 - Approach EB WB NB HCM Control Delay, s/v 0 0.32 20.47 HCM LOS C Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h)238 470 --919 - HCM Lane V/C Ratio 0.245 0.078 --0.036 - HCM Control Delay (s/veh)24.9 13.3 --9.1 - HCM Lane LOS C B --A - HCM 95th %tile Q(veh)0.9 0.3 --0.1 - HCM 7th TWSC 4: Drake Rd & Miles House Ave Existing Background AM Peak Hour 1.1 EX AM Synchro 12 Report Fehr & Peers Page 7 Intersection Int Delay, s/veh 3.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 143 490 637 153 62 114 Future Vol, veh/h 143 490 637 153 62 114 Conflicting Peds, #/hr 4 0 0 4 0 3 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length 100 ---0 100 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 170 583 758 182 74 136 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 944 0 -0 1777 856 Stage 1 ----853 - Stage 2 ----924 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 722 ---90 356 Stage 1 ----416 - Stage 2 ----385 - Platoon blocked, %--- Mov Cap-1 Maneuver 720 ---~ 68 354 Mov Cap-2 Maneuver ----189 - Stage 1 ----316 - Stage 2 ----384 - Approach EB WB SB HCM Control Delay, s/v 2.61 0 26.43 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h)720 ---189 354 HCM Lane V/C Ratio 0.236 ---0.39 0.384 HCM Control Delay (s/veh)11.5 ---35.7 21.4 HCM Lane LOS B ---E C HCM 95th %tile Q(veh)0.9 ---1.7 1.8 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 5: Drake Rd & Environmental Dr Existing Background AM Peak Hour 1.1 EX AM Synchro 12 Report Fehr & Peers Page 8 Intersection Int Delay, s/veh 0.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 17 511 793 11 3 7 Future Vol, veh/h 17 511 793 11 3 7 Conflicting Peds, #/hr 2 0 0 2 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -Yield Storage Length 100 ---0 75 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 81 81 81 81 81 81 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 21 631 979 14 4 9 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 995 0 -0 1661 988 Stage 1 ----988 - Stage 2 ----673 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 692 ---106 299 Stage 1 ----359 - Stage 2 ----505 - Platoon blocked, %--- Mov Cap-1 Maneuver 690 ---103 298 Mov Cap-2 Maneuver ----233 - Stage 1 ----348 - Stage 2 ----504 - Approach EB WB SB HCM Control Delay, s/v 0.33 0 18.42 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h)690 ---233 298 HCM Lane V/C Ratio 0.03 ---0.016 0.029 HCM Control Delay (s/veh)10.4 ---20.7 17.4 HCM Lane LOS B ---C C HCM 95th %tile Q(veh)0.1 ---0 0.1 HCM 7th TWSC 6: Ziegler Rd/Drake Rd & William Neal Pkwy Existing Background AM Peak Hour 1.1 EX AM Synchro 12 Report Fehr & Peers Page 9 Intersection Int Delay, s/veh 1.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 0 49 0 0 0 25 783 2 0 558 8 Future Vol, veh/h 18 0 49 0 0 0 25 783 2 0 558 8 Conflicting Peds, #/hr 8 0 7 7 0 8 4 0 5 5 0 4 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length 185 --100 --100 --145 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, %3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 20 0 56 0 0 0 28 890 2 0 634 9 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1597 1597 650 1594 1600 904 647 0 0 897 0 0 Stage 1 643 643 -953 953 ------- Stage 2 955 954 -641 647 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 --4.13 -- Critical Hdwy Stg 1 6.13 5.53 -6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 -6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 --2.227 -- Pot Cap-1 Maneuver 85 106 468 86 105 334 934 --753 -- Stage 1 461 467 -310 336 ------- Stage 2 309 336 -461 465 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 82 102 463 73 101 330 931 --750 -- Mov Cap-2 Maneuver 82 102 -73 101 ------- Stage 1 459 466 -299 325 ------- Stage 2 298 324 -404 463 ------- Approach EB WB NB SB HCM Control Delay, s/v27.03 0 0.28 0 HCM LOS D A Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)931 --82 463 --750 -- HCM Lane V/C Ratio 0.031 --0.25 0.12 ----- HCM Control Delay (s/veh)9 --63 13.8 0 0 0 -- HCM Lane LOS A --F B A A A -- HCM 95th %tile Q(veh)0.1 --0.9 0.4 --0 -- HCM 7th TWSC 7: Ziegler Rd & Percheron Dr Existing Background AM Peak Hour 1.1 EX AM Synchro 12 Report Fehr & Peers Page 10 Intersection Int Delay, s/veh 0.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 4 0 29 0 0 0 12 802 0 0 605 0 Future Vol, veh/h 4 0 29 0 0 0 12 802 0 0 605 0 Conflicting Peds, #/hr 0 0 12 12 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 --100 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84 Heavy Vehicles, %3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 5 0 35 0 0 0 14 955 0 0 720 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1704 1704 732 1716 1704 955 720 0 0 955 0 0 Stage 1 720 720 -983 983 ------- Stage 2 983 983 -732 720 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 --4.13 -- Critical Hdwy Stg 1 6.13 5.53 -6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 -6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 --2.227 -- Pot Cap-1 Maneuver 72 91 419 71 91 312 877 --716 -- Stage 1 417 431 -298 325 ------- Stage 2 298 325 -411 431 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 71 90 415 63 90 312 877 --716 -- Mov Cap-2 Maneuver 71 90 -63 90 ------- Stage 1 417 431 -293 320 ------- Stage 2 293 320 -373 431 ------- Approach EB WB NB SB HCM Control Delay, s/v21.22 0 0.14 0 HCM LOS C A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)877 --261 -716 -- HCM Lane V/C Ratio 0.016 --0.15 ---- HCM Control Delay (s/veh)9.2 --21.2 0 0 -- HCM Lane LOS A --C A A -- HCM 95th %tile Q(veh)0 --0.5 -0 -- HCM 7th Roundabout 8: Ziegler Rd & Horsetooth Rd Existing Background AM Peak Hour 1.1 EX AM Synchro 12 Report Fehr & Peers Page 11 Intersection Intersection Delay, s/veh 15.8 Intersection LOS C Approach EB WB NB SB Entry Lanes 2 1 2 1 Conflicting Circle Lanes 2 2 2 2 Adj Approach Flow, veh/h 502 155 1326 735 Demand Flow Rate, veh/h 517 159 1365 757 Vehicles Circulating, veh/h 714 1446 167 536 Vehicles Exiting, veh/h 579 86 1064 1069 Ped Vol Crossing Leg, #/h 1 0 3 2 Ped Cap Adj 1.000 1.000 0.997 1.000 Approach Delay, s/veh 10.7 16.2 12.1 25.8 Approach LOS B C B D Lane Left Right Left Left Right Left Designated Moves LT R LTR L TR LTR Assumed Moves LT R LTR L TR LTR RT Channelized Lane Util 0.261 0.739 1.000 0.338 0.662 1.000 Follow-Up Headway, s 2.667 2.535 2.535 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.328 4.645 4.328 4.328 A (Intercept)1350 1420 1420 1350 1420 1420 B (Slope)9.199e-4 8.501e-4 8.501e-4 9.199e-4 8.501e-4 8.501e-4 Entry Flow, veh/h 135 382 159 461 904 757 Cap Entry Lane, veh/h 700 774 415 1158 1232 900 Entry HV Adj Factor 0.968 0.971 0.974 0.972 0.971 0.971 Flow Entry, veh/h 131 371 155 448 878 735 Cap Entry, veh/h 677 751 405 1122 1193 874 V/C Ratio 0.193 0.494 0.383 0.399 0.736 0.841 Control Delay, s/veh 7.5 11.8 16.2 7.3 14.6 25.8 LOS A B C A B D 95th %tile Queue, veh 1 3 2 2 7 10 Queues 9: Ziegler Rd & Harmony Rd Existing Background AM Peak Hour 1.1 EX AM Synchro 12 Report Fehr & Peers Page 12 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)71 1078 66 101 1893 810 183 389 39 608 228 47 v/c Ratio 0.41 0.53 0.09 0.80 0.95 0.82 0.32 0.80 0.09 1.04 0.50 0.11 Control Delay (s/veh)53.1 26.2 0.2 79.5 38.1 13.5 43.4 59.4 0.4 91.6 47.5 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)53.1 26.2 0.2 79.5 38.1 13.5 43.4 59.4 0.4 91.6 47.5 0.5 Queue Length 50th (ft)47 209 0 68 ~534 268 58 141 0 ~238 81 0 Queue Length 95th (ft)93 253 0 m#109 #621 #618 100 #210 0 #351 111 0 Internal Link Dist (ft)2556 5213 1229 5229 Turn Bay Length (ft)675 100 460 320 220 80 370 35 Base Capacity (vph)191 2026 725 127 1985 993 568 493 426 587 685 510 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.37 0.53 0.09 0.80 0.95 0.82 0.32 0.79 0.09 1.04 0.33 0.09 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. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 9: Ziegler Rd & Harmony Rd Existing Background AM Peak Hour 1.1 EX AM Synchro 12 Report Fehr & Peers Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)65 992 61 93 1742 745 168 358 36 559 210 43 Future Volume (veh/h)65 992 61 93 1742 745 168 358 36 559 210 43 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 71 1078 66 101 1893 0 183 389 39 608 228 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 202 2052 636 129 1819 675 479 210 592 345 Arrive On Green 0.11 0.41 0.41 0.07 0.36 0.00 0.20 0.14 0.14 0.17 0.10 0.00 Sat Flow, veh/h 1767 5066 1569 1767 5066 1572 3428 3526 1548 3428 3526 1572 Grp Volume(v), veh/h 71 1078 66 101 1893 0 183 389 39 608 228 0 Grp Sat Flow(s),veh/h/ln 1767 1689 1569 1767 1689 1572 1714 1763 1548 1714 1763 1572 Q Serve(g_s), s 4.1 17.7 2.9 6.2 39.5 0.0 5.0 11.8 1.8 19.0 6.9 0.0 Cycle Q Clear(g_c), s 4.1 17.7 2.9 6.2 39.5 0.0 5.0 11.8 1.8 19.0 6.9 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 202 2052 636 129 1819 675 479 210 592 345 V/C Ratio(X)0.35 0.53 0.10 0.79 1.04 0.27 0.81 0.19 1.03 0.66 Avail Cap(c_a), veh/h 202 2052 636 129 1819 675 497 218 592 689 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 0.61 0.61 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 45.0 24.7 20.3 50.2 35.3 0.0 37.5 46.2 21.6 45.5 47.8 0.0 Incr Delay (d2), s/veh 1.0 1.0 0.3 17.6 28.3 0.0 0.2 9.6 0.4 44.0 2.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 6.8 1.0 3.2 19.5 0.0 2.1 5.7 0.9 11.5 3.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 46.0 25.7 20.6 67.8 63.5 0.0 37.7 55.8 22.0 89.5 50.0 0.0 LnGrp LOS D C C E F D E C F D Approach Vol, veh/h 1215 1994 611 836 Approach Delay, s/veh 26.6 63.8 48.2 78.7 Approach LOS C E D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 28.2 17.3 14.0 50.6 24.0 21.4 18.6 46.0 Change Period (Y+Rc), s 7.5 7.5 7.0 7.0 6.0 7.5 7.0 7.5 Max Green Setting (Gmax), s 10.5 20.5 7.0 43.0 18.0 14.5 11.0 38.5 Max Q Clear Time (g_c+I1), s 7.0 8.9 8.2 19.7 21.0 13.8 6.1 41.5 Green Ext Time (p_c), s 0.2 0.6 0.0 4.7 0.0 0.1 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 54.7 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Queues 10: Strauss Cabin Rd & Harmony Rd Existing Background AM Peak Hour 1.1 EX AM Synchro 12 Report Fehr & Peers Page 14 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)3 1571 26 43 2926 103 77 23 109 70 11 4 v/c Ratio 0.03 0.43 0.02 0.32 0.73 0.08 0.48 0.11 0.07 0.44 0.05 0.01 Control Delay (s/veh)47.0 7.7 0.3 54.7 10.4 1.4 54.1 42.2 0.1 52.5 40.8 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)47.0 7.7 0.3 54.7 10.4 1.4 54.1 42.2 0.1 52.5 40.8 0.0 Queue Length 50th (ft)2 213 0 29 327 0 52 15 0 47 7 0 Queue Length 95th (ft)m3 m235 m0 67 722 18 95 37 0 88 23 0 Internal Link Dist (ft)5213 963 557 510 Turn Bay Length (ft)250 430 345 180 270 180 150 55 Base Capacity (vph)175 3665 1135 138 3985 1263 238 318 1549 236 318 357 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.43 0.02 0.31 0.73 0.08 0.32 0.07 0.07 0.30 0.03 0.01 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 10: Strauss Cabin Rd & Harmony Rd Existing Background AM Peak Hour 1.1 EX AM Synchro 12 Report Fehr & Peers Page 15 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)3 1461 24 40 2721 96 72 21 101 65 10 4 Future Volume (veh/h)3 1461 24 40 2721 96 72 21 101 65 10 4 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 0.99 1.00 0.99 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 3 1571 0 43 2926 0 77 23 0 70 11 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 22 3559 71 3837 188 174 178 174 Arrive On Green 0.01 0.70 0.00 0.04 0.76 0.00 0.09 0.09 0.00 0.09 0.09 0.00 Sat Flow, veh/h 1767 5066 1572 1767 5066 1572 1384 1856 1572 1369 1856 1572 Grp Volume(v), veh/h 3 1571 0 43 2926 0 77 23 0 70 11 0 Grp Sat Flow(s),veh/h/ln 1767 1689 1572 1767 1689 1572 1384 1856 1572 1369 1856 1572 Q Serve(g_s), s 0.2 14.7 0.0 2.6 36.5 0.0 5.9 1.3 0.0 5.4 0.6 0.0 Cycle Q Clear(g_c), s 0.2 14.7 0.0 2.6 36.5 0.0 6.5 1.3 0.0 6.7 0.6 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 22 3559 71 3837 188 174 178 174 V/C Ratio(X)0.14 0.44 0.61 0.76 0.41 0.13 0.39 0.06 Avail Cap(c_a), veh/h 177 3559 129 3837 297 321 286 321 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)0.65 0.65 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 53.7 7.1 0.0 52.0 7.7 0.0 48.4 45.7 0.0 48.8 45.4 0.0 Incr Delay (d2), s/veh 1.9 0.3 0.0 8.2 1.5 0.0 1.4 0.3 0.0 1.4 0.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 4.0 0.0 1.3 8.4 0.0 2.1 0.6 0.0 1.9 0.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 55.6 7.3 0.0 60.1 9.1 0.0 49.8 46.1 0.0 50.2 45.6 0.0 LnGrp LOS E A E A D D D D Approach Vol, veh/h 1574 2969 100 81 Approach Delay, s/veh 7.4 9.9 49.0 49.6 Approach LOS A A D D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 16.3 10.4 83.3 16.3 4.4 89.3 Change Period (Y+Rc), s 7.0 7.0 7.0 7.0 4.0 7.0 Max Green Setting (Gmax), s 18.0 7.0 64.0 18.0 10.0 64.0 Max Q Clear Time (g_c+I1), s 8.5 4.6 0.0 8.7 2.2 0.0 Green Ext Time (p_c), s 0.1 0.0 0.0 0.1 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 10.6 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 11: Drake Rd & Des Moines Dr Existing Background AM Peak Hour 1.1 EX AM Synchro 12 Report Fehr & Peers Page 16 Intersection Int Delay, s/veh 0.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 23 37 21 773 541 6 Future Vol, veh/h 23 37 21 773 541 6 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 87 87 87 87 87 87 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 26 43 24 889 622 7 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1562 625 629 0 -0 Stage 1 625 ----- Stage 2 937 ----- Critical Hdwy 6.43 6.23 4.13 --- Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.327 2.227 --- Pot Cap-1 Maneuver 122 483 949 --- Stage 1 532 ----- Stage 2 380 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 119 483 949 --- Mov Cap-2 Maneuver 253 ----- Stage 1 518 ----- Stage 2 380 ----- Approach EB NB SB HCM Control Delay, s/v17.45 0.24 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)949 -358 -- HCM Lane V/C Ratio 0.025 -0.193 -- HCM Control Delay (s/veh)8.9 -17.4 -- HCM Lane LOS A -C -- HCM 95th %tile Q(veh)0.1 -0.7 -- HCM 7th TWSC 101: Ziegler Rd & Access 1 Existing Background AM Peak Hour 1.1 EX AM Synchro 12 Report Fehr & Peers Page 17 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 0 814 0 0 634 Future Vol, veh/h 0 0 814 0 0 634 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 0 958 0 0 746 Major/Minor Minor1 Major1 Major2 Conflicting Flow All -958 0 0 -- Stage 1 ------ Stage 2 ------ Critical Hdwy -6.23 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.327 ---- Pot Cap-1 Maneuver 0 311 --0 - Stage 1 0 ---0 - Stage 2 0 ---0 - Platoon blocked, %--- Mov Cap-1 Maneuver -311 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s/v 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h)---- HCM Lane V/C Ratio ---- HCM Control Delay (s/veh)--0 - HCM Lane LOS --A - HCM 95th %tile Q(veh)---- HCM 7th TWSC 102: Horsetooth Rd & Access 2 Existing Background AM Peak Hour 1.1 EX AM Synchro 12 Report Fehr & Peers Page 18 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 73 120 0 0 0 Future Vol, veh/h 0 73 120 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -----0 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 86 141 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All -0 -0 -141 Stage 1 ------ Stage 2 ------ Critical Hdwy -----6.23 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.327 Pot Cap-1 Maneuver 0 ---0 904 Stage 1 0 ---0 - Stage 2 0 ---0 - Platoon blocked, %--- Mov Cap-1 Maneuver -----904 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB SB HCM Control Delay, s/v 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity (veh/h)---- HCM Lane V/C Ratio ---- HCM Control Delay (s/veh)---0 HCM Lane LOS ---A HCM 95th %tile Q(veh)---- HCM 7th TWSC 103: Horsetooth Rd & Access 3 Existing Background AM Peak Hour 1.1 EX AM Synchro 12 Report Fehr & Peers Page 19 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 73 120 0 0 0 Future Vol, veh/h 0 73 120 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 86 141 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 141 0 -0 227 141 Stage 1 ----141 - Stage 2 ----86 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 1436 ---759 904 Stage 1 ----883 - Stage 2 ----935 - Platoon blocked, %--- Mov Cap-1 Maneuver 1436 ---759 904 Mov Cap-2 Maneuver ----759 - Stage 1 ----883 - Stage 2 ----935 - Approach EB WB SB HCM Control Delay, s/v 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)1436 ---- HCM Lane V/C Ratio ----- HCM Control Delay (s/veh)0 ---0 HCM Lane LOS A ---A HCM 95th %tile Q(veh)0 ---- Queues 1: Timberline Rd & Horsetooth Rd Existing Background PM Peak Hour 1.2 EX PM Synchro 12 Report Fehr & Peers Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)416 605 292 112 453 129 310 957 70 198 1049 396 v/c Ratio 0.85 0.72 0.51 0.49 0.83 0.28 0.65 0.64 0.09 0.70 0.81 0.51 Control Delay (s/veh)62.9 43.6 9.9 33.6 58.9 1.5 51.4 27.5 0.2 42.8 45.3 18.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)62.9 43.6 9.9 33.6 58.9 1.5 51.4 27.5 0.2 42.8 45.3 18.6 Queue Length 50th (ft)149 205 19 53 164 0 107 276 0 70 405 136 Queue Length 95th (ft)#227 269 95 95 #239 0 152 347 0 m89 461 m196 Internal Link Dist (ft)1020 5215 2605 4216 Turn Bay Length (ft)275 165 270 165 335 110 230 280 Base Capacity (vph)494 860 578 228 557 467 525 1491 778 282 1291 778 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.84 0.70 0.51 0.49 0.81 0.28 0.59 0.64 0.09 0.70 0.81 0.51 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd Existing Background PM Peak Hour 1.2 EX PM Synchro 12 Report Fehr & Peers Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)383 557 269 103 417 119 285 880 64 182 965 364 Future Volume (veh/h)383 557 269 103 417 119 285 880 64 182 965 364 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 416 605 0 112 453 0 310 957 70 198 1049 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 498 862 249 542 408 1493 655 280 1362 Arrive On Green 0.15 0.24 0.00 0.06 0.15 0.00 0.12 0.42 0.42 0.08 0.39 0.00 Sat Flow, veh/h 3428 3526 1572 1767 3526 1572 3428 3526 1547 3428 3526 1572 Grp Volume(v), veh/h 416 605 0 112 453 0 310 957 70 198 1049 0 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1767 1763 1572 1714 1763 1547 1714 1763 1572 Q Serve(g_s), s 13.0 17.2 0.0 5.8 13.7 0.0 9.6 23.6 3.0 6.2 28.6 0.0 Cycle Q Clear(g_c), s 13.0 17.2 0.0 5.8 13.7 0.0 9.6 23.6 3.0 6.2 28.6 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 498 862 249 542 408 1493 655 280 1362 V/C Ratio(X)0.83 0.70 0.45 0.84 0.76 0.64 0.11 0.71 0.77 Avail Cap(c_a), veh/h 499 865 249 561 530 1493 655 280 1362 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 45.7 37.9 0.0 36.2 45.2 0.0 46.9 25.1 19.1 49.2 29.5 0.0 Incr Delay (d2), s/veh 11.7 2.5 0.0 1.3 10.3 0.0 4.7 2.1 0.3 7.8 4.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.2 7.5 0.0 2.5 6.6 0.0 4.3 9.8 1.1 2.9 12.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 57.4 40.4 0.0 37.5 55.5 0.0 51.6 27.2 19.5 57.0 33.7 0.0 LnGrp LOS E D D E D C B E C Approach Vol, veh/h 1021 565 1337 1247 Approach Delay, s/veh 47.3 51.9 32.5 37.4 Approach LOS D D C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 18.1 48.0 11.0 32.9 14.0 52.1 21.0 22.9 Change Period (Y+Rc), s 6.0 6.5 5.0 7.0 6.0 6.5 6.0 * 7 Max Green Setting (Gmax), s 16.0 37.5 6.0 26.0 8.0 45.5 15.0 * 17 Max Q Clear Time (g_c+I1), s 11.6 30.6 7.8 19.2 8.2 25.6 15.0 15.7 Green Ext Time (p_c), s 0.5 2.6 0.0 1.4 0.0 4.1 0.0 0.2 Intersection Summary HCM 7th Control Delay, s/veh 40.2 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd Existing Background PM Peak Hour 1.2 EX PM Synchro 12 Report Fehr & Peers Page 3 Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Queues 2: Timberline Rd & Drake Rd Existing Background PM Peak Hour 1.2 EX PM Synchro 12 Report Fehr & Peers Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)257 528 259 105 424 235 493 1182 49 476 1028 262 v/c Ratio 0.60 0.74 0.50 0.48 0.88 0.50 0.94 0.56 0.06 1.40 0.81 0.36 Control Delay (s/veh)51.4 48.0 8.2 35.9 67.6 5.4 63.4 18.9 0.1 234.5 37.5 4.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)51.4 48.0 8.2 35.9 67.6 5.4 63.4 18.9 0.1 234.5 37.5 4.7 Queue Length 50th (ft)89 185 0 53 157 0 169 237 0 ~232 340 1 Queue Length 95th (ft)130 246 68 95 #264 25 m#265 263 m0 #336 425 55 Internal Link Dist (ft)1188 2577 979 912 Turn Bay Length (ft)160 200 150 170 340 100 295 300 Base Capacity (vph)479 716 522 221 482 472 525 2105 777 340 1274 722 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.54 0.74 0.50 0.48 0.88 0.50 0.94 0.56 0.06 1.40 0.81 0.36 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. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 2: Timberline Rd & Drake Rd Existing Background PM Peak Hour 1.2 EX PM Synchro 12 Report Fehr & Peers Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)244 502 246 100 403 223 468 1123 47 452 977 249 Future Volume (veh/h)244 502 246 100 403 223 468 1123 47 452 977 249 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 0.99 1.00 0.98 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 257 528 259 105 424 235 493 1182 49 476 1028 262 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 354 690 304 215 535 235 560 2163 665 343 1282 565 Arrive On Green 0.10 0.20 0.20 0.06 0.15 0.15 0.16 0.43 0.43 0.10 0.36 0.36 Sat Flow, veh/h 3428 3526 1553 1767 3526 1548 3428 5066 1557 3428 3526 1554 Grp Volume(v), veh/h 257 528 259 105 424 235 493 1182 49 476 1028 262 Grp Sat Flow(s),veh/h/ln 1714 1763 1553 1767 1763 1548 1714 1689 1557 1714 1763 1554 Q Serve(g_s), s 8.0 15.6 17.7 5.5 12.8 10.9 15.5 19.2 2.0 11.0 28.8 10.1 Cycle Q Clear(g_c), s 8.0 15.6 17.7 5.5 12.8 10.9 15.5 19.2 2.0 11.0 28.8 10.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 354 690 304 215 535 235 560 2163 665 343 1282 565 V/C Ratio(X)0.73 0.76 0.85 0.49 0.79 1.00 0.88 0.55 0.07 1.39 0.80 0.46 Avail Cap(c_a), veh/h 483 721 318 215 535 235 560 2163 665 343 1282 565 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.8 41.8 42.7 36.6 45.0 19.8 45.0 23.6 18.6 49.5 31.4 13.7 Incr Delay (d2), s/veh 3.5 4.7 18.8 1.7 8.0 59.2 15.1 1.0 0.2 191.9 5.4 2.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.5 7.0 8.2 2.4 6.0 7.6 7.6 7.5 0.8 13.7 12.5 3.8 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 51.3 46.5 61.5 38.3 53.0 79.0 60.0 24.6 18.9 241.4 36.8 16.4 LnGrp LOS D D E D D F E C B F D B Approach Vol, veh/h 1044 764 1724 1766 Approach Delay, s/veh 51.4 59.0 34.5 88.9 Approach LOS D E C F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 24.0 46.0 12.0 28.0 17.0 53.0 16.9 23.2 Change Period (Y+Rc), s 7.0 7.0 6.0 7.5 7.0 7.0 6.5 7.5 Max Green Setting (Gmax), s 16.0 39.0 6.0 21.5 10.0 45.0 14.5 12.5 Max Q Clear Time (g_c+I1), s 17.5 30.8 7.5 19.7 13.0 21.2 10.0 14.8 Green Ext Time (p_c), s 0.0 3.5 0.0 0.6 0.0 5.4 0.4 0.0 Intersection Summary HCM 7th Control Delay, s/veh 59.5 HCM 7th LOS E Notes User approved pedestrian interval to be less than phase max green. HCM 7th TWSC 3: Rigden Pkwy & Drake Rd Existing Background PM Peak Hour 1.2 EX PM Synchro 12 Report Fehr & Peers Page 6 Intersection Int Delay, s/veh 0.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 689 80 30 868 27 18 Future Vol, veh/h 689 80 30 868 27 18 Conflicting Peds, #/hr 0 0 0 0 0 2 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -0 100 -140 0 Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 741 86 32 933 29 19 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 827 0 1739 743 Stage 1 ----741 - Stage 2 ----998 - Critical Hdwy --4.13 -6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy --2.227 -3.527 3.327 Pot Cap-1 Maneuver --800 -95 414 Stage 1 ----470 - Stage 2 ----355 - Platoon blocked, %--- Mov Cap-1 Maneuver --800 -91 413 Mov Cap-2 Maneuver ----221 - Stage 1 ----470 - Stage 2 ----341 - Approach EB WB NB HCM Control Delay, s/v 0 0.32 19.93 HCM LOS C Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h)221 413 --800 - HCM Lane V/C Ratio 0.132 0.047 --0.04 - HCM Control Delay (s/veh)23.8 14.1 --9.7 - HCM Lane LOS C B --A - HCM 95th %tile Q(veh)0.4 0.1 --0.1 - HCM 7th TWSC 4: Drake Rd & Miles House Ave Existing Background PM Peak Hour 1.2 EX PM Synchro 12 Report Fehr & Peers Page 7 Intersection Int Delay, s/veh 3.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 76 641 679 68 78 147 Future Vol, veh/h 76 641 679 68 78 147 Conflicting Peds, #/hr 3 0 0 3 0 2 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length 100 ---0 100 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 84 712 754 76 87 163 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 833 0 -0 1676 797 Stage 1 ----795 - Stage 2 ----881 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 796 ---104 385 Stage 1 ----443 - Stage 2 ----403 - Platoon blocked, %--- Mov Cap-1 Maneuver 794 ---93 383 Mov Cap-2 Maneuver ----224 - Stage 1 ----395 - Stage 2 ----402 - Approach EB WB SB HCM Control Delay, s/v 1.07 0 24.54 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h)794 ---224 383 HCM Lane V/C Ratio 0.106 ---0.387 0.426 HCM Control Delay (s/veh)10.1 ---30.8 21.2 HCM Lane LOS B ---D C HCM 95th %tile Q(veh)0.4 ---1.7 2.1 HCM 7th TWSC 5: Drake Rd & Environmental Dr Existing Background PM Peak Hour 1.2 EX PM Synchro 12 Report Fehr & Peers Page 8 Intersection Int Delay, s/veh 0.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 8 798 904 4 5 11 Future Vol, veh/h 8 798 904 4 5 11 Conflicting Peds, #/hr 2 0 0 2 0 1 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -Yield Storage Length 100 ---0 75 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 8 840 952 4 5 12 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 958 0 -0 1813 957 Stage 1 ----956 - Stage 2 ----857 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 714 ---86 311 Stage 1 ----372 - Stage 2 ----414 - Platoon blocked, %--- Mov Cap-1 Maneuver 713 ---84 311 Mov Cap-2 Maneuver ----216 - Stage 1 ----367 - Stage 2 ----414 - Approach EB WB SB HCM Control Delay, s/v 0.1 0 18.62 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h)713 ---216 311 HCM Lane V/C Ratio 0.012 ---0.024 0.037 HCM Control Delay (s/veh)10.1 ---22.1 17 HCM Lane LOS B ---C C HCM 95th %tile Q(veh)0 ---0.1 0.1 HCM 7th TWSC 6: Ziegler Rd/Drake Rd & William Neal Pkwy Existing Background PM Peak Hour 1.2 EX PM Synchro 12 Report Fehr & Peers Page 9 Intersection Int Delay, s/veh 1.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 12 0 40 1 0 1 39 785 1 1 684 28 Future Vol, veh/h 12 0 40 1 0 1 39 785 1 1 684 28 Conflicting Peds, #/hr 4 0 1 1 0 4 2 0 1 1 0 2 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length 185 --100 --100 --145 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 13 0 43 1 0 1 41 835 1 1 728 30 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1669 1667 746 1650 1681 841 759 0 0 837 0 0 Stage 1 747 747 -920 920 ------- Stage 2 922 920 -731 762 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 --4.13 -- Critical Hdwy Stg 1 6.13 5.53 -6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 -6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 --2.227 -- Pot Cap-1 Maneuver 76 96 412 78 94 363 848 --793 -- Stage 1 404 419 -324 349 ------- Stage 2 322 348 -412 412 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 72 91 411 67 89 362 846 --792 -- Mov Cap-2 Maneuver 72 91 -67 89 ------- Stage 1 402 418 -307 331 ------- Stage 2 305 331 -368 411 ------- Approach EB WB NB SB HCM Control Delay, s/v26.55 37.45 0.45 0.01 HCM LOS D E Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)846 --72 411 67 362 792 -- HCM Lane V/C Ratio 0.049 --0.178 0.104 0.016 0.003 0.001 -- HCM Control Delay (s/veh)9.5 --65.8 14.8 59.9 15 9.6 -- HCM Lane LOS A --F B F B A -- HCM 95th %tile Q(veh)0.2 --0.6 0.3 0 0 0 -- HCM 7th TWSC 7: Ziegler Rd & Percheron Dr Existing Background PM Peak Hour 1.2 EX PM Synchro 12 Report Fehr & Peers Page 10 Intersection Int Delay, s/veh 0.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 0 24 0 0 0 34 841 0 0 723 13 Future Vol, veh/h 5 0 24 0 0 0 34 841 0 0 723 13 Conflicting Peds, #/hr 0 0 2 2 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 --100 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 5 0 26 0 0 0 36 895 0 0 769 14 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1743 1743 778 1738 1750 895 783 0 0 895 0 0 Stage 1 776 776 -967 967 ------- Stage 2 967 967 -771 783 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 --4.13 -- Critical Hdwy Stg 1 6.13 5.53 -6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 -6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 --2.227 -- Pot Cap-1 Maneuver 67 86 395 68 85 338 831 --754 -- Stage 1 389 406 -304 331 ------- Stage 2 304 331 -391 403 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 64 82 394 61 82 338 831 --754 -- Mov Cap-2 Maneuver 64 82 -61 82 ------- Stage 1 389 406 -291 317 ------- Stage 2 291 317 -365 403 ------- Approach EB WB NB SB HCM Control Delay, s/v25.13 0 0.37 0 HCM LOS D A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)831 --210 -754 -- HCM Lane V/C Ratio 0.044 --0.147 ---- HCM Control Delay (s/veh)9.5 --25.1 0 0 -- HCM Lane LOS A --D A A -- HCM 95th %tile Q(veh)0.1 --0.5 -0 -- HCM 7th Roundabout 8: Ziegler Rd & Horsetooth Rd Existing Background PM Peak Hour 1.2 EX PM Synchro 12 Report Fehr & Peers Page 11 Intersection Intersection Delay, s/veh 18.5 Intersection LOS C Approach EB WB NB SB Entry Lanes 2 1 2 1 Conflicting Circle Lanes 2 2 2 2 Adj Approach Flow, veh/h 618 92 1121 823 Demand Flow Rate, veh/h 637 94 1154 848 Vehicles Circulating, veh/h 760 1205 229 503 Vehicles Exiting, veh/h 591 178 1168 796 Ped Vol Crossing Leg, #/h 0 23 2 9 Ped Cap Adj 1.000 1.000 0.998 0.999 Approach Delay, s/veh 14.5 9.8 9.6 34.7 Approach LOS B A A D Lane Left Right Left Left Right Left Designated Moves LT R LTR L TR LTR Assumed Moves LT R LTR L TR LTR RT Channelized Lane Util 0.254 0.746 1.000 0.396 0.604 1.000 Follow-Up Headway, s 2.667 2.535 2.535 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.328 4.645 4.328 4.328 A (Intercept)1350 1420 1420 1350 1420 1420 B (Slope)9.199e-4 8.501e-4 8.501e-4 9.199e-4 8.501e-4 8.501e-4 Entry Flow, veh/h 162 475 94 457 697 848 Cap Entry Lane, veh/h 671 744 510 1093 1169 926 Entry HV Adj Factor 0.969 0.971 0.975 0.972 0.971 0.970 Flow Entry, veh/h 157 461 92 444 677 823 Cap Entry, veh/h 650 722 497 1060 1133 897 V/C Ratio 0.241 0.638 0.184 0.419 0.597 0.917 Control Delay, s/veh 8.5 16.5 9.8 7.9 10.8 34.7 LOS A C A A B D 95th %tile Queue, veh 1 5 1 2 4 14 Queues 9: Ziegler Rd & Harmony Rd Existing Background PM Peak Hour 1.2 EX PM Synchro 12 Report Fehr & Peers Page 12 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)128 1835 148 124 1588 830 214 351 94 745 505 81 v/c Ratio 0.67 0.90 0.20 0.98 0.87 0.90 0.57 0.74 0.22 1.27 0.78 0.16 Control Delay (s/veh)65.2 38.2 2.7 115.0 30.4 22.9 53.0 55.5 1.2 172.5 52.0 0.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)65.2 38.2 2.7 115.0 30.4 22.9 53.0 55.5 1.2 172.5 52.0 0.7 Queue Length 50th (ft)88 441 0 89 382 333 75 126 0 ~342 177 0 Queue Length 95th (ft)#170 512 27 m#185 354 #754 115 177 0 #461 237 0 Internal Link Dist (ft)2571 5225 1229 5210 Turn Bay Length (ft)675 100 460 320 220 80 370 35 Base Capacity (vph)191 2037 728 127 1831 925 378 493 426 587 685 509 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.67 0.90 0.20 0.98 0.87 0.90 0.57 0.71 0.22 1.27 0.74 0.16 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. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 9: Ziegler Rd & Harmony Rd Existing Background PM Peak Hour 1.2 EX PM Synchro 12 Report Fehr & Peers Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)120 1725 139 117 1493 780 201 330 88 700 475 76 Future Volume (veh/h)120 1725 139 117 1493 780 201 330 88 700 475 76 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 0.99 1.00 1.00 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 128 1835 148 124 1588 0 214 351 94 745 505 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 216 2093 640 129 1819 390 450 197 592 610 Arrive On Green 0.12 0.41 0.41 0.07 0.36 0.00 0.11 0.13 0.13 0.17 0.17 0.00 Sat Flow, veh/h 1767 5066 1549 1767 5066 1572 3428 3526 1544 3428 3526 1572 Grp Volume(v), veh/h 128 1835 148 124 1588 0 214 351 94 745 505 0 Grp Sat Flow(s),veh/h/ln 1767 1689 1549 1767 1689 1572 1714 1763 1544 1714 1763 1572 Q Serve(g_s), s 7.5 36.7 6.8 7.7 32.2 0.0 6.5 10.6 4.4 19.0 15.2 0.0 Cycle Q Clear(g_c), s 7.5 36.7 6.8 7.7 32.2 0.0 6.5 10.6 4.4 19.0 15.2 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 216 2093 640 129 1819 390 450 197 592 610 V/C Ratio(X)0.59 0.88 0.23 0.96 0.87 0.55 0.78 0.48 1.26 0.83 Avail Cap(c_a), veh/h 216 2093 640 129 1819 390 497 218 592 689 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 0.72 0.72 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 45.7 29.7 20.9 50.9 32.9 0.0 46.1 46.5 22.4 45.5 43.9 0.0 Incr Delay (d2), s/veh 4.3 5.6 0.8 56.9 4.5 0.0 1.6 7.1 1.8 129.4 7.5 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.4 14.6 2.4 5.3 12.8 0.0 2.8 5.0 2.3 18.5 7.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 50.0 35.3 21.8 107.7 37.4 0.0 47.7 53.6 24.2 174.9 51.4 0.0 LnGrp LOS D D C F D D D C F D Approach Vol, veh/h 2111 1712 659 1250 Approach Delay, s/veh 35.2 42.5 47.5 125.0 Approach LOS D D D F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 19.0 25.5 14.0 51.4 24.0 20.6 19.4 46.0 Change Period (Y+Rc), s 7.5 7.5 7.0 7.0 6.0 7.5 7.0 7.5 Max Green Setting (Gmax), s 10.5 20.5 7.0 43.0 18.0 14.5 11.0 38.5 Max Q Clear Time (g_c+I1), s 8.5 17.2 9.7 38.7 21.0 12.6 9.5 34.2 Green Ext Time (p_c), s 0.1 0.7 0.0 3.1 0.0 0.4 0.0 2.6 Intersection Summary HCM 7th Control Delay, s/veh 58.4 HCM 7th LOS E Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Queues 10: Strauss Cabin Rd & Harmony Rd Existing Background PM Peak Hour 1.2 EX PM Synchro 12 Report Fehr & Peers Page 14 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)12 2667 54 107 2423 110 51 14 70 112 23 7 v/c Ratio 0.10 0.87 0.05 0.65 0.65 0.09 0.28 0.06 0.04 0.61 0.09 0.02 Control Delay (s/veh)38.1 24.2 2.3 68.2 9.7 1.6 45.3 39.8 0.1 58.3 40.5 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)38.1 24.2 2.3 68.2 9.7 1.6 45.3 39.8 0.1 58.3 40.5 0.1 Queue Length 50th (ft)8 457 0 73 252 0 33 9 0 75 14 0 Queue Length 95th (ft)m8 m475 m0 #177 501 21 68 27 0 131 37 0 Internal Link Dist (ft)5225 963 557 510 Turn Bay Length (ft)250 430 345 180 270 180 150 55 Base Capacity (vph)175 3065 997 164 3705 1182 235 318 1568 238 318 357 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.87 0.05 0.65 0.65 0.09 0.22 0.04 0.04 0.47 0.07 0.02 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 10: Strauss Cabin Rd & Harmony Rd Existing Background PM Peak Hour 1.2 EX PM Synchro 12 Report Fehr & Peers Page 15 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)11 2507 51 101 2278 103 48 13 66 105 22 7 Future Volume (veh/h)11 2507 51 101 2278 103 48 13 66 105 22 7 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 0.99 1.00 0.99 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 12 2667 0 107 2423 0 51 14 0 112 23 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 36 3265 129 3669 213 221 220 221 Arrive On Green 0.02 0.64 0.00 0.07 0.72 0.00 0.12 0.12 0.00 0.12 0.12 0.00 Sat Flow, veh/h 1767 5066 1572 1767 5066 1572 1368 1856 1572 1379 1856 1572 Grp Volume(v), veh/h 12 2667 0 107 2423 0 51 14 0 112 23 0 Grp Sat Flow(s),veh/h/ln 1767 1689 1572 1767 1689 1572 1368 1856 1572 1379 1856 1572 Q Serve(g_s), s 0.7 43.5 0.0 6.6 27.8 0.0 3.8 0.7 0.0 8.6 1.2 0.0 Cycle Q Clear(g_c), s 0.7 43.5 0.0 6.6 27.8 0.0 5.0 0.7 0.0 9.4 1.2 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 36 3265 129 3669 213 221 220 221 V/C Ratio(X)0.34 0.82 0.83 0.66 0.24 0.06 0.51 0.10 Avail Cap(c_a), veh/h 177 3265 129 3669 287 321 294 321 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)0.14 0.14 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 53.2 14.7 0.0 50.3 8.0 0.0 45.5 43.0 0.0 47.2 43.2 0.0 Incr Delay (d2), s/veh 0.8 0.3 0.0 35.0 0.9 0.0 0.6 0.1 0.0 1.8 0.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 13.0 0.0 4.0 7.2 0.0 1.3 0.3 0.0 3.0 0.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 53.9 15.0 0.0 85.4 9.0 0.0 46.0 43.1 0.0 49.0 43.4 0.0 LnGrp LOS D B F A D D D D Approach Vol, veh/h 2679 2530 65 135 Approach Delay, s/veh 15.2 12.2 45.4 48.0 Approach LOS B B D D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 19.1 14.0 76.9 19.1 5.2 85.7 Change Period (Y+Rc), s 7.0 7.0 7.0 7.0 4.0 7.0 Max Green Setting (Gmax), s 18.0 7.0 64.0 18.0 10.0 64.0 Max Q Clear Time (g_c+I1), s 7.0 8.6 0.0 11.4 2.7 0.0 Green Ext Time (p_c), s 0.1 0.0 0.0 0.2 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 15.0 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 11: Drake Rd & Des Moines Dr Existing Background PM Peak Hour 1.2 EX PM Synchro 12 Report Fehr & Peers Page 16 Intersection Int Delay, s/veh 0.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 14 22 47 717 693 25 Future Vol, veh/h 14 22 47 717 693 25 Conflicting Peds, #/hr 0 5 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 90 90 90 90 90 90 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 16 24 52 797 770 28 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1685 789 798 0 -0 Stage 1 784 ----- Stage 2 901 ----- Critical Hdwy 6.43 6.23 4.13 --- Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.327 2.227 --- Pot Cap-1 Maneuver 103 389 820 --- Stage 1 448 ----- Stage 2 395 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 96 387 820 --- Mov Cap-2 Maneuver 230 ----- Stage 1 420 ----- Stage 2 395 ----- Approach EB NB SB HCM Control Delay, s/v18.54 0.6 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)820 -306 -- HCM Lane V/C Ratio 0.064 -0.131 -- HCM Control Delay (s/veh)9.7 -18.5 -- HCM Lane LOS A -C -- HCM 95th %tile Q(veh)0.2 -0.4 -- HCM 7th TWSC 101: Ziegler Rd & Access 1 Existing Background PM Peak Hour 1.2 EX PM Synchro 12 Report Fehr & Peers Page 17 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 0 758 0 0 747 Future Vol, veh/h 0 0 758 0 0 747 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 0 892 0 0 879 Major/Minor Minor1 Major1 Major2 Conflicting Flow All -892 0 0 -- Stage 1 ------ Stage 2 ------ Critical Hdwy -6.23 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.327 ---- Pot Cap-1 Maneuver 0 339 --0 - Stage 1 0 ---0 - Stage 2 0 ---0 - Platoon blocked, %--- Mov Cap-1 Maneuver -339 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s/v 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h)---- HCM Lane V/C Ratio ---- HCM Control Delay (s/veh)--0 - HCM Lane LOS --A - HCM 95th %tile Q(veh)---- HCM 7th TWSC 102: Horsetooth Rd & Access 2 Existing Background PM Peak Hour 1.2 EX PM Synchro 12 Report Fehr & Peers Page 18 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 134 90 0 0 0 Future Vol, veh/h 0 134 90 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -----0 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 158 106 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All -0 -0 -106 Stage 1 ------ Stage 2 ------ Critical Hdwy -----6.23 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.327 Pot Cap-1 Maneuver 0 ---0 946 Stage 1 0 ---0 - Stage 2 0 ---0 - Platoon blocked, %--- Mov Cap-1 Maneuver -----946 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB SB HCM Control Delay, s/v 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity (veh/h)---- HCM Lane V/C Ratio ---- HCM Control Delay (s/veh)---0 HCM Lane LOS ---A HCM 95th %tile Q(veh)---- HCM 7th TWSC 103: Horsetooth Rd & Access 3 Existing Background PM Peak Hour 1.2 EX PM Synchro 12 Report Fehr & Peers Page 19 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 134 90 0 0 0 Future Vol, veh/h 0 134 90 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 158 106 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 106 0 -0 264 106 Stage 1 ----106 - Stage 2 ----158 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 1479 ---723 946 Stage 1 ----916 - Stage 2 ----868 - Platoon blocked, %--- Mov Cap-1 Maneuver 1479 ---723 946 Mov Cap-2 Maneuver ----723 - Stage 1 ----916 - Stage 2 ----868 - Approach EB WB SB HCM Control Delay, s/v 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)1479 ---- HCM Lane V/C Ratio ----- HCM Control Delay (s/veh)0 ---0 HCM Lane LOS A ---A HCM 95th %tile Q(veh)0 ---- Queues 1: Timberline Rd & Horsetooth Rd 2029 Background AM Peak Hour 2.1 2029 AM Synchro 12 Report Fehr & Peers Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)411 360 277 124 515 228 253 1153 32 118 954 318 v/c Ratio 0.84 0.42 0.48 0.44 0.92 0.49 0.58 0.77 0.04 0.44 0.72 0.41 Control Delay (s/veh)62.2 36.7 7.8 31.2 68.1 6.7 50.2 31.5 0.1 29.6 42.7 17.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)62.2 36.7 7.8 31.2 68.1 6.7 50.2 31.5 0.1 29.6 42.7 17.5 Queue Length 50th (ft)147 113 5 59 191 0 87 361 0 38 361 121 Queue Length 95th (ft)#210 152 64 100 #275 37 122 425 0 m46 408 m150 Internal Link Dist (ft)1010 5219 2605 4217 Turn Bay Length (ft)275 165 270 165 335 110 230 280 Base Capacity (vph)494 860 580 283 562 467 525 1490 773 278 1316 776 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.83 0.42 0.48 0.44 0.92 0.49 0.48 0.77 0.04 0.42 0.72 0.41 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd 2029 Background AM Peak Hour 2.1 2029 AM Synchro 12 Report Fehr & Peers Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)358 313 241 108 448 198 220 1003 28 103 830 277 Future Volume (veh/h)358 313 241 108 448 198 220 1003 28 103 830 277 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 0.99 1.00 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 411 360 0 124 515 0 253 1153 32 118 954 0 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 494 877 338 561 353 1556 683 206 1405 Arrive On Green 0.14 0.25 0.00 0.06 0.16 0.00 0.10 0.44 0.44 0.06 0.40 0.00 Sat Flow, veh/h 3428 3526 1572 1767 3526 1572 3428 3526 1547 3428 3526 1572 Grp Volume(v), veh/h 411 360 0 124 515 0 253 1153 32 118 954 0 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1767 1763 1572 1714 1763 1547 1714 1763 1572 Q Serve(g_s), s 12.8 9.4 0.0 6.5 15.8 0.0 7.9 29.9 1.3 3.7 24.5 0.0 Cycle Q Clear(g_c), s 12.8 9.4 0.0 6.5 15.8 0.0 7.9 29.9 1.3 3.7 24.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 494 877 338 561 353 1556 683 206 1405 V/C Ratio(X)0.83 0.41 0.37 0.92 0.72 0.74 0.05 0.57 0.68 Avail Cap(c_a), veh/h 499 877 338 561 530 1556 683 280 1405 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 45.8 34.6 0.0 35.7 45.5 0.0 47.8 25.5 17.5 50.3 27.3 0.0 Incr Delay (d2), s/veh 11.3 0.3 0.0 0.7 20.3 0.0 2.7 3.2 0.1 2.5 2.7 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.1 4.0 0.0 2.8 8.3 0.0 3.4 12.5 0.5 1.6 10.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 57.1 34.9 0.0 36.4 65.8 0.0 50.5 28.7 17.7 52.8 30.0 0.0 LnGrp LOS E C D E D C B D C Approach Vol, veh/h 771 639 1438 1072 Approach Delay, s/veh 46.7 60.1 32.3 32.5 Approach LOS D E C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 16.3 49.3 11.0 33.4 11.6 54.0 20.9 23.5 Change Period (Y+Rc), s 6.0 6.5 5.0 7.0 6.0 6.5 6.0 * 7 Max Green Setting (Gmax), s 16.0 37.5 6.0 26.0 8.0 45.5 15.0 * 17 Max Q Clear Time (g_c+I1), s 9.9 26.5 8.5 11.4 5.7 31.9 14.8 17.8 Green Ext Time (p_c), s 0.5 3.1 0.0 1.1 0.1 4.4 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 39.7 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd 2029 Background AM Peak Hour 2.1 2029 AM Synchro 12 Report Fehr & Peers Page 3 Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Queues 2: Timberline Rd & Drake Rd 2029 Background AM Peak Hour 2.1 2029 AM Synchro 12 Report Fehr & Peers Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)292 433 324 69 531 399 402 1300 37 299 1075 285 v/c Ratio 0.65 0.55 0.54 0.28 1.14 0.86 0.77 0.62 0.05 0.88 0.84 0.39 Control Delay (s/veh)52.7 41.5 7.8 30.1 131.6 31.2 42.0 16.6 0.1 75.6 39.6 5.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)52.7 41.5 7.8 30.1 131.6 31.2 42.0 16.6 0.1 75.6 39.6 5.6 Queue Length 50th (ft)101 147 0 34 ~244 65 138 236 0 109 362 9 Queue Length 95th (ft)146 201 76 67 #355 #243 m181 257 m0 #186 452 66 Internal Link Dist (ft)1269 2578 961 912 Turn Bay Length (ft)160 200 150 170 340 100 295 300 Base Capacity (vph)479 793 605 246 464 466 525 2105 784 340 1274 730 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.61 0.55 0.54 0.28 1.14 0.86 0.77 0.62 0.05 0.88 0.84 0.39 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. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 2: Timberline Rd & Drake Rd 2029 Background AM Peak Hour 2.1 2029 AM Synchro 12 Report Fehr & Peers Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)266 394 295 63 483 363 366 1183 34 272 978 259 Future Volume (veh/h)266 394 295 63 483 363 366 1183 34 272 978 259 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 0.99 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 292 433 324 69 531 399 402 1300 37 299 1075 285 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 388 721 320 226 496 220 563 2168 672 343 1282 570 Arrive On Green 0.11 0.20 0.20 0.05 0.14 0.14 0.16 0.43 0.43 0.10 0.36 0.36 Sat Flow, veh/h 3428 3526 1566 1767 3526 1562 3428 5066 1569 3428 3526 1569 Grp Volume(v), veh/h 292 433 324 69 531 399 402 1300 37 299 1075 285 Grp Sat Flow(s),veh/h/ln 1714 1763 1566 1767 1763 1562 1714 1689 1569 1714 1763 1569 Q Serve(g_s), s 9.1 12.3 22.5 3.6 15.5 10.1 12.2 21.7 1.5 9.5 30.7 11.3 Cycle Q Clear(g_c), s 9.1 12.3 22.5 3.6 15.5 10.1 12.2 21.7 1.5 9.5 30.7 11.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 388 721 320 226 496 220 563 2168 672 343 1282 570 V/C Ratio(X)0.75 0.60 1.01 0.31 1.07 1.81 0.71 0.60 0.06 0.87 0.84 0.50 Avail Cap(c_a), veh/h 483 721 320 243 496 220 563 2168 672 343 1282 570 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.3 39.7 43.8 37.3 47.3 20.3 43.5 24.2 18.4 48.8 32.0 14.5 Incr Delay (d2), s/veh 5.2 1.4 53.3 0.8 60.3 383.6 4.2 1.2 0.2 21.0 6.7 3.1 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 4.1 5.3 13.2 1.6 10.8 27.0 5.4 8.5 0.6 4.9 13.5 4.3 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 52.4 41.1 97.1 38.0 107.6 403.9 47.8 25.4 18.6 69.8 38.7 17.6 LnGrp LOS D D F D F F D C B E D B Approach Vol, veh/h 1049 999 1739 1659 Approach Delay, s/veh 61.5 221.1 30.5 40.7 Approach LOS E F C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 24.1 46.0 10.9 29.0 17.0 53.1 17.9 22.0 Change Period (Y+Rc), s 7.0 7.0 6.0 7.5 7.0 7.0 6.5 7.5 Max Green Setting (Gmax), s 16.0 39.0 6.0 21.5 10.0 45.0 14.5 12.5 Max Q Clear Time (g_c+I1), s 14.2 32.7 5.6 24.5 11.5 23.7 11.1 17.5 Green Ext Time (p_c), s 0.3 3.1 0.0 0.0 0.0 5.8 0.4 0.0 Intersection Summary HCM 7th Control Delay, s/veh 74.5 HCM 7th LOS E Notes User approved pedestrian interval to be less than phase max green. HCM 7th TWSC 3: Rigden Pkwy & Drake Rd 2029 Background AM Peak Hour 2.1 2029 AM Synchro 12 Report Fehr & Peers Page 6 Intersection Int Delay, s/veh 1.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 573 25 42 820 50 48 Future Vol, veh/h 573 25 42 820 50 48 Conflicting Peds, #/hr 0 0 0 0 3 6 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -0 100 -140 0 Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 699 30 51 1000 61 59 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 729 0 1804 705 Stage 1 ----699 - Stage 2 ----1105 - Critical Hdwy --4.13 -6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy --2.227 -3.527 3.327 Pot Cap-1 Maneuver --870 -87 435 Stage 1 ----491 - Stage 2 ----315 - Platoon blocked, %--- Mov Cap-1 Maneuver --870 -81 433 Mov Cap-2 Maneuver ----203 - Stage 1 ----491 - Stage 2 ----296 - Approach EB WB NB HCM Control Delay, s/v 0 0.46 22.56 HCM LOS C Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h)203 433 --870 - HCM Lane V/C Ratio 0.3 0.135 --0.059 - HCM Control Delay (s/veh)30.2 14.6 --9.4 - HCM Lane LOS D B --A - HCM 95th %tile Q(veh)1.2 0.5 --0.2 - HCM 7th TWSC 4: Drake Rd & Miles House Ave 2029 Background AM Peak Hour 2.1 2029 AM Synchro 12 Report Fehr & Peers Page 7 Intersection Int Delay, s/veh 5.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 166 540 707 176 79 133 Future Vol, veh/h 166 540 707 176 79 133 Conflicting Peds, #/hr 4 0 0 4 0 3 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length 100 ---0 100 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 198 643 842 210 94 158 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1055 0 -0 1989 953 Stage 1 ----950 - Stage 2 ----1038 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 656 ---~ 66 313 Stage 1 ----374 - Stage 2 ----340 - Platoon blocked, %--- Mov Cap-1 Maneuver 654 ---~ 46 311 Mov Cap-2 Maneuver ----155 - Stage 1 ----260 - Stage 2 ----339 - Approach EB WB SB HCM Control Delay, s/v 3.03 0 39.51 HCM LOS E Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h)654 ---155 311 HCM Lane V/C Ratio 0.302 ---0.607 0.509 HCM Control Delay (s/veh)12.9 ---58.9 28 HCM Lane LOS B ---F D HCM 95th %tile Q(veh)1.3 ---3.2 2.7 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 5: Drake Rd & Environmental Dr 2029 Background AM Peak Hour 2.1 2029 AM Synchro 12 Report Fehr & Peers Page 8 Intersection Int Delay, s/veh 0.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 18 576 886 11 3 7 Future Vol, veh/h 18 576 886 11 3 7 Conflicting Peds, #/hr 2 0 0 2 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -Yield Storage Length 100 ---0 75 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 81 81 81 81 81 81 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 22 711 1094 14 4 9 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1109 0 -0 1858 1103 Stage 1 ----1103 - Stage 2 ----756 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 626 ---80 256 Stage 1 ----316 - Stage 2 ----462 - Platoon blocked, %--- Mov Cap-1 Maneuver 625 ---77 256 Mov Cap-2 Maneuver ----201 - Stage 1 ----305 - Stage 2 ----461 - Approach EB WB SB HCM Control Delay, s/v 0.33 0 20.68 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h)625 ---201 256 HCM Lane V/C Ratio 0.036 ---0.018 0.034 HCM Control Delay (s/veh)11 ---23.3 19.6 HCM Lane LOS B ---C C HCM 95th %tile Q(veh)0.1 ---0.1 0.1 HCM 7th TWSC 6: Ziegler Rd/Drake Rd & William Neal Pkwy 2029 Background AM Peak Hour 2.1 2029 AM Synchro 12 Report Fehr & Peers Page 9 Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 19 0 51 0 0 0 26 858 2 0 611 8 Future Vol, veh/h 19 0 51 0 0 0 26 858 2 0 611 8 Conflicting Peds, #/hr 8 0 7 7 0 8 4 0 5 5 0 4 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length 185 --100 --100 --145 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, %3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 22 0 58 0 0 0 30 975 2 0 694 9 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1745 1744 710 1742 1748 989 707 0 0 982 0 0 Stage 1 703 703 -1040 1040 ------- Stage 2 1042 1041 -701 707 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 --4.13 -- Critical Hdwy Stg 1 6.13 5.53 -6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 -6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 --2.227 -- Pot Cap-1 Maneuver 67 86 432 68 86 298 887 --699 -- Stage 1 427 439 -277 306 ------- Stage 2 276 306 -428 436 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 64 82 428 56 82 295 884 --696 -- Mov Cap-2 Maneuver 64 82 -56 82 ------- Stage 1 425 437 -267 295 ------- Stage 2 265 294 -367 435 ------- Approach EB WB NB SB HCM Control Delay, s/v34.33 0 0.27 0 HCM LOS D A Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)884 --64 428 --696 -- HCM Lane V/C Ratio 0.033 --0.336 0.135 ----- HCM Control Delay (s/veh)9.2 --87 14.7 0 0 0 -- HCM Lane LOS A --F B A A A -- HCM 95th %tile Q(veh)0.1 --1.2 0.5 --0 -- HCM 7th TWSC 7: Ziegler Rd & Percheron Dr 2029 Background AM Peak Hour 2.1 2029 AM Synchro 12 Report Fehr & Peers Page 10 Intersection Int Delay, s/veh 0.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 4 0 30 0 0 0 12 878 0 0 660 0 Future Vol, veh/h 4 0 30 0 0 0 12 878 0 0 660 0 Conflicting Peds, #/hr 0 0 12 12 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 --100 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84 Heavy Vehicles, %3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 5 0 36 0 0 0 14 1045 0 0 786 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1860 1860 798 1872 1860 1045 786 0 0 1045 0 0 Stage 1 786 786 -1074 1074 ------- Stage 2 1074 1074 -798 786 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 --4.13 -- Critical Hdwy Stg 1 6.13 5.53 -6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 -6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 --2.227 -- Pot Cap-1 Maneuver 56 73 385 55 73 276 829 --662 -- Stage 1 384 402 -265 295 ------- Stage 2 265 295 -378 402 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 55 72 381 48 72 276 829 --662 -- Mov Cap-2 Maneuver 55 72 -48 72 ------- Stage 1 384 402 -261 290 ------- Stage 2 261 290 -339 402 ------- Approach EB WB NB SB HCM Control Delay, s/v24.58 0 0.13 0 HCM LOS C A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)829 --224 -662 -- HCM Lane V/C Ratio 0.017 --0.181 ---- HCM Control Delay (s/veh)9.4 --24.6 0 0 -- HCM Lane LOS A --C A A -- HCM 95th %tile Q(veh)0.1 --0.6 -0 -- HCM 7th Roundabout 8: Ziegler Rd & Horsetooth Rd 2029 Background AM Peak Hour 2.1 2029 AM Synchro 12 Report Fehr & Peers Page 11 Intersection Intersection Delay, s/veh 24.6 Intersection LOS C Approach EB WB NB SB Entry Lanes 2 1 2 1 Conflicting Circle Lanes 2 2 2 2 Adj Approach Flow, veh/h 566 161 1492 800 Demand Flow Rate, veh/h 583 166 1537 824 Vehicles Circulating, veh/h 779 1622 174 623 Vehicles Exiting, veh/h 668 89 1188 1165 Ped Vol Crossing Leg, #/h 1 0 3 2 Ped Cap Adj 1.000 1.000 0.997 1.000 Approach Delay, s/veh 13.7 21.4 15.1 50.6 Approach LOS B C C F Lane Left Right Left Left Right Left Designated Moves LT R LTR L TR LTR Assumed Moves LT R LTR L TR LTR RT Channelized Lane Util 0.242 0.758 1.000 0.355 0.645 1.000 Follow-Up Headway, s 2.667 2.535 2.535 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.328 4.645 4.328 4.328 A (Intercept)1350 1420 1420 1350 1420 1420 B (Slope)9.199e-4 8.501e-4 8.501e-4 9.199e-4 8.501e-4 8.501e-4 Entry Flow, veh/h 141 442 166 545 992 824 Cap Entry Lane, veh/h 659 732 358 1150 1225 836 Entry HV Adj Factor 0.969 0.971 0.969 0.971 0.971 0.971 Flow Entry, veh/h 137 429 161 529 963 800 Cap Entry, veh/h 639 711 346 1113 1186 812 V/C Ratio 0.214 0.604 0.464 0.475 0.812 0.986 Control Delay, s/veh 8.2 15.5 21.4 8.5 18.7 50.6 LOS A C C A C F 95th %tile Queue, veh 1 4 2 3 10 17 Queues 9: Ziegler Rd & Harmony Rd 2029 Background AM Peak Hour 2.1 2029 AM Synchro 12 Report Fehr & Peers Page 12 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)90 1159 68 105 1988 870 190 416 40 678 257 77 v/c Ratio 0.51 0.57 0.09 0.83 1.01 0.89 0.34 0.85 0.09 1.16 0.54 0.18 Control Delay (s/veh)56.9 27.1 0.3 82.6 47.7 19.2 44.1 63.0 0.4 129.1 47.8 0.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)56.9 27.1 0.3 82.6 47.7 19.2 44.1 63.0 0.4 129.1 47.8 0.9 Queue Length 50th (ft)61 229 0 70 ~587 348 61 152 0 ~291 91 0 Queue Length 95th (ft)113 276 0 m#109 #673 #517 104 #232 0 #408 123 0 Internal Link Dist (ft)2556 5213 1229 5229 Turn Bay Length (ft)675 100 460 320 220 80 370 35 Base Capacity (vph)191 2017 723 127 1976 974 553 493 426 587 685 510 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.47 0.57 0.09 0.83 1.01 0.89 0.34 0.84 0.09 1.16 0.38 0.15 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. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 9: Ziegler Rd & Harmony Rd 2029 Background AM Peak Hour 2.1 2029 AM Synchro 12 Report Fehr & Peers Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)83 1066 63 97 1829 800 175 383 37 624 236 71 Future Volume (veh/h)83 1066 63 97 1829 800 175 383 37 624 236 71 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 90 1159 68 105 1988 0 190 416 40 678 257 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 193 2026 628 129 1819 664 497 218 592 374 Arrive On Green 0.11 0.40 0.40 0.07 0.36 0.00 0.19 0.14 0.14 0.17 0.11 0.00 Sat Flow, veh/h 1767 5066 1569 1767 5066 1572 3428 3526 1548 3428 3526 1572 Grp Volume(v), veh/h 90 1159 68 105 1988 0 190 416 40 678 257 0 Grp Sat Flow(s),veh/h/ln 1767 1689 1569 1767 1689 1572 1714 1763 1548 1714 1763 1572 Q Serve(g_s), s 5.3 19.6 3.0 6.4 39.5 0.0 5.2 12.6 1.8 19.0 7.7 0.0 Cycle Q Clear(g_c), s 5.3 19.6 3.0 6.4 39.5 0.0 5.2 12.6 1.8 19.0 7.7 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 193 2026 628 129 1819 664 497 218 592 374 V/C Ratio(X)0.47 0.57 0.11 0.82 1.09 0.29 0.84 0.18 1.14 0.69 Avail Cap(c_a), veh/h 193 2026 628 129 1819 664 497 218 592 689 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 0.57 0.57 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 46.0 25.7 20.7 50.3 35.3 0.0 37.8 46.0 21.6 45.5 47.4 0.0 Incr Delay (d2), s/veh 1.8 1.2 0.3 20.4 47.6 0.0 0.2 12.0 0.4 83.9 2.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 7.5 1.1 3.4 22.7 0.0 2.2 6.2 0.9 14.7 3.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 47.8 26.9 21.0 70.6 82.9 0.0 38.1 58.0 22.0 129.4 49.6 0.0 LnGrp LOS D C C E F D E C F D Approach Vol, veh/h 1317 2093 646 935 Approach Delay, s/veh 28.0 82.3 49.9 107.5 Approach LOS C F D F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 27.8 18.2 14.0 50.0 24.0 22.0 18.0 46.0 Change Period (Y+Rc), s 7.5 7.5 7.0 7.0 6.0 7.5 7.0 7.5 Max Green Setting (Gmax), s 10.5 20.5 7.0 43.0 18.0 14.5 11.0 38.5 Max Q Clear Time (g_c+I1), s 7.2 9.7 8.4 21.6 21.0 14.6 7.3 41.5 Green Ext Time (p_c), s 0.2 0.6 0.0 5.0 0.0 0.0 0.1 0.0 Intersection Summary HCM 7th Control Delay, s/veh 68.5 HCM 7th LOS E Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Queues 10: Strauss Cabin Rd & Harmony Rd 2029 Background AM Peak Hour 2.1 2029 AM Synchro 12 Report Fehr & Peers Page 14 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)3 1633 27 45 3043 108 81 24 113 73 11 4 v/c Ratio 0.03 0.46 0.02 0.34 0.77 0.09 0.50 0.11 0.07 0.45 0.05 0.01 Control Delay (s/veh)47.0 9.4 0.3 55.0 11.3 1.5 54.7 42.1 0.1 52.8 40.7 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)47.0 9.4 0.3 55.0 11.3 1.5 54.7 42.1 0.1 52.8 40.7 0.0 Queue Length 50th (ft)2 225 0 30 368 0 55 15 0 49 7 0 Queue Length 95th (ft)m2 m252 m0 69 #882 20 99 39 0 91 23 0 Internal Link Dist (ft)5213 963 557 510 Turn Bay Length (ft)250 430 345 180 270 180 150 55 Base Capacity (vph)175 3527 1096 138 3977 1261 238 318 1549 236 318 357 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.46 0.02 0.33 0.77 0.09 0.34 0.08 0.07 0.31 0.03 0.01 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 10: Strauss Cabin Rd & Harmony Rd 2029 Background AM Peak Hour 2.1 2029 AM Synchro 12 Report Fehr & Peers Page 15 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)3 1519 25 42 2830 100 75 22 105 68 10 4 Future Volume (veh/h)3 1519 25 42 2830 100 75 22 105 68 10 4 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 0.99 1.00 0.99 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 3 1633 0 45 3043 0 81 24 0 73 11 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 22 3538 73 3824 191 179 181 179 Arrive On Green 0.01 0.70 0.00 0.04 0.75 0.00 0.10 0.10 0.00 0.10 0.10 0.00 Sat Flow, veh/h 1767 5066 1572 1767 5066 1572 1384 1856 1572 1368 1856 1572 Grp Volume(v), veh/h 3 1633 0 45 3043 0 81 24 0 73 11 0 Grp Sat Flow(s),veh/h/ln 1767 1689 1572 1767 1689 1572 1384 1856 1572 1368 1856 1572 Q Serve(g_s), s 0.2 15.8 0.0 2.8 40.5 0.0 6.2 1.3 0.0 5.7 0.6 0.0 Cycle Q Clear(g_c), s 0.2 15.8 0.0 2.8 40.5 0.0 6.8 1.3 0.0 7.0 0.6 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 22 3538 73 3824 191 179 181 179 V/C Ratio(X)0.14 0.46 0.61 0.80 0.42 0.13 0.40 0.06 Avail Cap(c_a), veh/h 177 3538 129 3824 297 321 286 321 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)0.54 0.54 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 53.7 7.4 0.0 51.9 8.3 0.0 48.3 45.5 0.0 48.7 45.2 0.0 Incr Delay (d2), s/veh 1.5 0.2 0.0 8.1 1.8 0.0 1.5 0.3 0.0 1.4 0.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 4.3 0.0 1.3 9.5 0.0 2.2 0.6 0.0 2.0 0.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 55.3 7.6 0.0 59.9 10.1 0.0 49.8 45.8 0.0 50.1 45.3 0.0 LnGrp LOS E A E B D D D D Approach Vol, veh/h 1636 3088 105 84 Approach Delay, s/veh 7.7 10.8 48.9 49.5 Approach LOS A B D D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 16.6 10.6 82.8 16.6 4.4 89.0 Change Period (Y+Rc), s 7.0 7.0 7.0 7.0 4.0 7.0 Max Green Setting (Gmax), s 18.0 7.0 64.0 18.0 10.0 64.0 Max Q Clear Time (g_c+I1), s 8.8 4.8 0.0 9.0 2.2 0.0 Green Ext Time (p_c), s 0.2 0.0 0.0 0.1 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 11.2 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 11: Drake Rd & Des Moines Dr 2029 Background AM Peak Hour 2.1 2029 AM Synchro 12 Report Fehr & Peers Page 16 Intersection Int Delay, s/veh 1.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 41 38 22 848 593 20 Future Vol, veh/h 41 38 22 848 593 20 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 87 87 87 87 87 87 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 47 44 25 975 682 23 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1718 693 705 0 -0 Stage 1 693 ----- Stage 2 1025 ----- Critical Hdwy 6.43 6.23 4.13 --- Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.327 2.227 --- Pot Cap-1 Maneuver 98 442 889 --- Stage 1 494 ----- Stage 2 345 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 95 442 889 --- Mov Cap-2 Maneuver 225 ----- Stage 1 480 ----- Stage 2 345 ----- Approach EB NB SB HCM Control Delay, s/v22.58 0.23 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)889 -295 -- HCM Lane V/C Ratio 0.028 -0.308 -- HCM Control Delay (s/veh)9.2 -22.6 -- HCM Lane LOS A -C -- HCM 95th %tile Q(veh)0.1 -1.3 -- HCM 7th TWSC 101: Ziegler Rd & Access 1 2029 Background AM Peak Hour 2.1 2029 AM Synchro 12 Report Fehr & Peers Page 17 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 0 891 0 0 690 Future Vol, veh/h 0 0 891 0 0 690 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 0 1048 0 0 812 Major/Minor Minor1 Major1 Major2 Conflicting Flow All -1048 0 0 -- Stage 1 ------ Stage 2 ------ Critical Hdwy -6.23 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.327 ---- Pot Cap-1 Maneuver 0 275 --0 - Stage 1 0 ---0 - Stage 2 0 ---0 - Platoon blocked, %--- Mov Cap-1 Maneuver -275 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s/v 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h)---- HCM Lane V/C Ratio ---- HCM Control Delay (s/veh)--0 - HCM Lane LOS --A - HCM 95th %tile Q(veh)---- HCM 7th TWSC 102: Horsetooth Rd & Access 2 2029 Background AM Peak Hour 2.1 2029 AM Synchro 12 Report Fehr & Peers Page 18 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 76 125 0 0 0 Future Vol, veh/h 0 76 125 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -----0 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 89 147 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All -0 -0 -147 Stage 1 ------ Stage 2 ------ Critical Hdwy -----6.23 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.327 Pot Cap-1 Maneuver 0 ---0 897 Stage 1 0 ---0 - Stage 2 0 ---0 - Platoon blocked, %--- Mov Cap-1 Maneuver -----897 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB SB HCM Control Delay, s/v 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity (veh/h)---- HCM Lane V/C Ratio ---- HCM Control Delay (s/veh)---0 HCM Lane LOS ---A HCM 95th %tile Q(veh)---- HCM 7th TWSC 103: Horsetooth Rd & Access 3 2029 Background AM Peak Hour 2.1 2029 AM Synchro 12 Report Fehr & Peers Page 19 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 76 125 0 0 0 Future Vol, veh/h 0 76 125 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 89 147 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 147 0 -0 236 147 Stage 1 ----147 - Stage 2 ----89 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 1429 ---750 897 Stage 1 ----878 - Stage 2 ----932 - Platoon blocked, %--- Mov Cap-1 Maneuver 1429 ---750 897 Mov Cap-2 Maneuver ----750 - Stage 1 ----878 - Stage 2 ----932 - Approach EB WB SB HCM Control Delay, s/v 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)1429 ---- HCM Lane V/C Ratio ----- HCM Control Delay (s/veh)0 ---0 HCM Lane LOS A ---A HCM 95th %tile Q(veh)0 ---- Queues 1: Timberline Rd & Horsetooth Rd 2029 Background PM Peak Hour 2.2 2029 PM Synchro 12 Report Fehr & Peers Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)433 629 304 116 472 135 322 995 73 205 1091 412 v/c Ratio 0.88 0.74 0.53 0.52 0.86 0.29 0.67 0.67 0.09 0.72 0.85 0.54 Control Delay (s/veh)65.8 44.3 11.2 35.0 61.2 1.6 51.9 28.4 0.2 43.4 47.3 19.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)65.8 44.3 11.2 35.0 61.2 1.6 51.9 28.4 0.2 43.4 47.3 19.4 Queue Length 50th (ft)156 215 29 55 172 0 111 292 0 71 424 148 Queue Length 95th (ft)#242 282 109 98 #255 0 158 365 0 m91 #508 m203 Internal Link Dist (ft)1020 5215 2605 4216 Turn Bay Length (ft)275 165 270 165 335 110 230 280 Base Capacity (vph)494 860 575 221 557 467 525 1481 774 284 1277 770 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.88 0.73 0.53 0.52 0.85 0.29 0.61 0.67 0.09 0.72 0.85 0.54 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd 2029 Background PM Peak Hour 2.2 2029 PM Synchro 12 Report Fehr & Peers Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)398 579 280 107 434 124 296 915 67 189 1004 379 Future Volume (veh/h)398 579 280 107 434 124 296 915 67 189 1004 379 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 433 629 0 116 472 0 322 995 73 205 1091 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 499 877 246 557 420 1882 826 280 1739 Arrive On Green 0.15 0.25 0.00 0.06 0.16 0.00 0.12 0.53 0.53 0.08 0.49 0.00 Sat Flow, veh/h 3428 3526 1572 1767 3526 1572 3428 3526 1548 3428 3526 1572 Grp Volume(v), veh/h 433 629 0 116 472 0 322 995 73 205 1091 0 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1767 1763 1572 1714 1763 1548 1714 1763 1572 Q Serve(g_s), s 13.6 17.9 0.0 6.0 14.3 0.0 10.0 20.2 2.5 6.4 25.0 0.0 Cycle Q Clear(g_c), s 13.6 17.9 0.0 6.0 14.3 0.0 10.0 20.2 2.5 6.4 25.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 499 877 246 557 420 1882 826 280 1739 V/C Ratio(X)0.87 0.72 0.47 0.85 0.77 0.53 0.09 0.73 0.63 Avail Cap(c_a), veh/h 499 877 246 561 530 1882 826 280 1739 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 46.0 37.8 0.0 36.0 45.0 0.0 46.8 16.7 12.5 49.3 20.5 0.0 Incr Delay (d2), s/veh 15.1 2.8 0.0 1.4 11.6 0.0 5.2 1.1 0.2 9.3 1.7 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.7 7.8 0.0 2.6 7.0 0.0 4.5 7.8 0.9 3.1 10.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 61.0 40.6 0.0 37.4 56.6 0.0 51.9 17.7 12.8 58.7 22.2 0.0 LnGrp LOS E D D E D B B E C Approach Vol, veh/h 1062 588 1390 1296 Approach Delay, s/veh 48.9 52.8 25.4 28.0 Approach LOS D D C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 18.5 60.1 11.0 33.4 14.0 64.6 21.0 23.4 Change Period (Y+Rc), s 6.0 6.5 5.0 7.0 6.0 6.5 6.0 * 7 Max Green Setting (Gmax), s 16.0 37.5 6.0 26.0 8.0 45.5 15.0 * 17 Max Q Clear Time (g_c+I1), s 12.0 27.0 8.0 19.9 8.4 22.2 15.6 16.3 Green Ext Time (p_c), s 0.5 3.5 0.0 1.4 0.0 4.5 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 35.6 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd 2029 Background PM Peak Hour 2.2 2029 PM Synchro 12 Report Fehr & Peers Page 3 Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Queues 2: Timberline Rd & Drake Rd 2029 Background PM Peak Hour 2.2 2029 PM Synchro 12 Report Fehr & Peers Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)267 586 269 109 453 277 513 1229 52 507 1069 273 v/c Ratio 0.62 0.82 0.51 0.55 0.95 0.59 0.98 0.58 0.07 1.49 0.84 0.38 Control Delay (s/veh)51.7 52.4 8.2 39.8 79.2 9.3 70.4 19.3 0.1 271.6 39.3 5.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)51.7 52.4 8.2 39.8 79.2 9.3 70.4 19.3 0.1 271.6 39.3 5.4 Queue Length 50th (ft)92 209 0 55 ~172 0 177 250 0 ~255 360 7 Queue Length 95th (ft)135 #290 70 98 #288 59 m#278 271 m0 #362 448 62 Internal Link Dist (ft)1188 2577 979 912 Turn Bay Length (ft)160 200 150 170 340 100 295 300 Base Capacity (vph)479 716 530 198 476 470 525 2105 777 340 1274 721 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.56 0.82 0.51 0.55 0.95 0.59 0.98 0.58 0.07 1.49 0.84 0.38 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. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 2: Timberline Rd & Drake Rd 2029 Background PM Peak Hour 2.2 2029 PM Synchro 12 Report Fehr & Peers Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)254 557 256 104 430 263 487 1168 49 482 1016 259 Future Volume (veh/h)254 557 256 104 430 263 487 1168 49 482 1016 259 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 0.99 1.00 0.98 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 267 586 269 109 453 277 513 1229 52 507 1069 273 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 364 704 310 204 538 236 546 2143 659 343 1282 565 Arrive On Green 0.11 0.20 0.20 0.06 0.15 0.15 0.16 0.42 0.42 0.10 0.36 0.36 Sat Flow, veh/h 3428 3526 1554 1767 3526 1548 3428 5066 1557 3428 3526 1554 Grp Volume(v), veh/h 267 586 269 109 453 277 513 1229 52 507 1069 273 Grp Sat Flow(s),veh/h/ln 1714 1763 1554 1767 1763 1548 1714 1689 1557 1714 1763 1554 Q Serve(g_s), s 8.3 17.5 18.4 5.7 13.7 11.0 16.3 20.3 2.2 11.0 30.5 10.7 Cycle Q Clear(g_c), s 8.3 17.5 18.4 5.7 13.7 11.0 16.3 20.3 2.2 11.0 30.5 10.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 364 704 310 204 538 236 546 2143 659 343 1282 565 V/C Ratio(X)0.73 0.83 0.87 0.54 0.84 1.17 0.94 0.57 0.08 1.48 0.83 0.48 Avail Cap(c_a), veh/h 483 721 318 204 538 236 546 2143 659 343 1282 565 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.7 42.2 42.6 36.8 45.3 20.1 45.7 24.2 18.9 49.5 32.0 13.8 Incr Delay (d2), s/veh 3.9 8.1 21.2 2.7 11.5 112.9 24.3 1.1 0.2 230.6 6.5 2.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 8.2 8.7 2.5 6.7 11.2 8.6 7.9 0.8 15.5 13.3 3.9 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 51.6 50.3 63.8 39.6 56.8 133.0 70.0 25.3 19.2 280.1 38.4 16.7 LnGrp LOS D D E D E F E C B F D B Approach Vol, veh/h 1122 839 1794 1849 Approach Delay, s/veh 53.9 79.7 37.9 101.5 Approach LOS D E D F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 23.5 46.0 12.0 28.5 17.0 52.5 17.2 23.3 Change Period (Y+Rc), s 7.0 7.0 6.0 7.5 7.0 7.0 6.5 7.5 Max Green Setting (Gmax), s 16.0 39.0 6.0 21.5 10.0 45.0 14.5 12.5 Max Q Clear Time (g_c+I1), s 18.3 32.5 7.7 20.4 13.0 22.3 10.3 15.7 Green Ext Time (p_c), s 0.0 3.1 0.0 0.4 0.0 5.6 0.4 0.0 Intersection Summary HCM 7th Control Delay, s/veh 68.3 HCM 7th LOS E Notes User approved pedestrian interval to be less than phase max green. HCM 7th TWSC 3: Rigden Pkwy & Drake Rd 2029 Background PM Peak Hour 2.2 2029 PM Synchro 12 Report Fehr & Peers Page 6 Intersection Int Delay, s/veh 0.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 763 83 31 945 28 19 Future Vol, veh/h 763 83 31 945 28 19 Conflicting Peds, #/hr 0 0 0 0 0 2 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -0 100 -140 0 Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 820 89 33 1016 30 20 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 910 0 1903 822 Stage 1 ----820 - Stage 2 ----1083 - Critical Hdwy --4.13 -6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy --2.227 -3.527 3.327 Pot Cap-1 Maneuver --744 -75 372 Stage 1 ----431 - Stage 2 ----323 - Platoon blocked, %--- Mov Cap-1 Maneuver --744 -72 372 Mov Cap-2 Maneuver ----196 - Stage 1 ----431 - Stage 2 ----309 - Approach EB WB NB HCM Control Delay, s/v 0 0.32 22.06 HCM LOS C Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h)196 372 --744 - HCM Lane V/C Ratio 0.154 0.055 --0.045 - HCM Control Delay (s/veh)26.7 15.3 --10.1 - HCM Lane LOS D C --B - HCM 95th %tile Q(veh)0.5 0.2 --0.1 - HCM 7th TWSC 4: Drake Rd & Miles House Ave 2029 Background PM Peak Hour 2.2 2029 PM Synchro 12 Report Fehr & Peers Page 7 Intersection Int Delay, s/veh 4.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 79 713 748 71 81 153 Future Vol, veh/h 79 713 748 71 81 153 Conflicting Peds, #/hr 3 0 0 3 0 2 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length 100 ---0 100 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 88 792 831 79 90 170 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 913 0 -0 1841 876 Stage 1 ----874 - Stage 2 ----968 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 742 ---~ 82 347 Stage 1 ----407 - Stage 2 ----367 - Platoon blocked, %--- Mov Cap-1 Maneuver 740 ---~ 72 345 Mov Cap-2 Maneuver ----198 - Stage 1 ----358 - Stage 2 ----366 - Approach EB WB SB HCM Control Delay, s/v 1.05 0 29.4 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h)740 ---198 345 HCM Lane V/C Ratio 0.119 ---0.454 0.492 HCM Control Delay (s/veh)10.5 ---37.5 25.1 HCM Lane LOS B ---E D HCM 95th %tile Q(veh)0.4 ---2.2 2.6 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 5: Drake Rd & Environmental Dr 2029 Background PM Peak Hour 2.2 2029 PM Synchro 12 Report Fehr & Peers Page 8 Intersection Int Delay, s/veh 0.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 8 876 982 4 5 11 Future Vol, veh/h 8 876 982 4 5 11 Conflicting Peds, #/hr 2 0 0 2 0 1 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -Yield Storage Length 100 ---0 75 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 8 922 1034 4 5 12 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1040 0 -0 1977 1039 Stage 1 ----1038 - Stage 2 ----939 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 665 ---68 279 Stage 1 ----340 - Stage 2 ----379 - Platoon blocked, %--- Mov Cap-1 Maneuver 664 ---67 278 Mov Cap-2 Maneuver ----192 - Stage 1 ----335 - Stage 2 ----378 - Approach EB WB SB HCM Control Delay, s/v 0.09 0 20.29 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h)664 ---192 278 HCM Lane V/C Ratio 0.013 ---0.027 0.042 HCM Control Delay (s/veh)10.5 ---24.2 18.5 HCM Lane LOS B ---C C HCM 95th %tile Q(veh)0 ---0.1 0.1 HCM 7th TWSC 6: Ziegler Rd/Drake Rd & William Neal Pkwy 2029 Background PM Peak Hour 2.2 2029 PM Synchro 12 Report Fehr & Peers Page 9 Intersection Int Delay, s/veh 1.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 12 0 42 1 0 1 41 858 1 1 758 29 Future Vol, veh/h 12 0 42 1 0 1 41 858 1 1 758 29 Conflicting Peds, #/hr 4 0 1 1 0 4 2 0 1 1 0 2 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length 185 --100 --100 --145 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 13 0 45 1 0 1 44 913 1 1 806 31 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1830 1828 825 1811 1843 918 839 0 0 915 0 0 Stage 1 826 826 -1002 1002 ------- Stage 2 1004 1002 -810 841 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 --4.13 -- Critical Hdwy Stg 1 6.13 5.53 -6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 -6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 --2.227 -- Pot Cap-1 Maneuver 59 76 371 60 75 328 791 --741 -- Stage 1 365 385 -291 319 ------- Stage 2 290 319 -373 379 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 55 72 370 50 70 326 790 --741 -- Mov Cap-2 Maneuver 55 72 -50 70 ------- Stage 1 364 384 -275 301 ------- Stage 2 272 301 -327 378 ------- Approach EB WB NB SB HCM Control Delay, s/v32.41 47.31 0.45 0.01 HCM LOS D E Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)790 --55 370 50 326 741 -- HCM Lane V/C Ratio 0.055 --0.233 0.121 0.021 0.003 0.001 -- HCM Control Delay (s/veh)9.8 --89.6 16.1 78.6 16.1 9.9 -- HCM Lane LOS A --F C F C A -- HCM 95th %tile Q(veh)0.2 --0.8 0.4 0.1 0 0 -- HCM 7th TWSC 7: Ziegler Rd & Percheron Dr 2029 Background PM Peak Hour 2.2 2029 PM Synchro 12 Report Fehr & Peers Page 10 Intersection Int Delay, s/veh 0.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 0 25 0 0 0 35 916 0 0 798 14 Future Vol, veh/h 5 0 25 0 0 0 35 916 0 0 798 14 Conflicting Peds, #/hr 0 0 2 2 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 --100 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 5 0 27 0 0 0 37 974 0 0 849 15 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1905 1905 858 1900 1913 974 864 0 0 974 0 0 Stage 1 856 856 -1049 1049 ------- Stage 2 1049 1049 -851 864 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 --4.13 -- Critical Hdwy Stg 1 6.13 5.53 -6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 -6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 --2.227 -- Pot Cap-1 Maneuver 52 68 355 52 67 304 775 --704 -- Stage 1 351 373 -274 303 ------- Stage 2 274 303 -353 370 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 49 65 354 46 64 304 775 --704 -- Mov Cap-2 Maneuver 49 65 -46 64 ------- Stage 1 351 373 -261 289 ------- Stage 2 261 289 -326 370 ------- Approach EB WB NB SB HCM Control Delay, s/v30.21 0 0.36 0 HCM LOS D A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)775 --174 -704 -- HCM Lane V/C Ratio 0.048 --0.183 ---- HCM Control Delay (s/veh)9.9 --30.2 0 0 -- HCM Lane LOS A --D A A -- HCM 95th %tile Q(veh)0.2 --0.6 -0 -- HCM 7th Roundabout 8: Ziegler Rd & Horsetooth Rd 2029 Background PM Peak Hour 2.2 2029 PM Synchro 12 Report Fehr & Peers Page 11 Intersection Intersection Delay, s/veh 33.0 Intersection LOS D Approach EB WB NB SB Entry Lanes 2 1 2 1 Conflicting Circle Lanes 2 2 2 2 Adj Approach Flow, veh/h 701 96 1261 904 Demand Flow Rate, veh/h 722 98 1298 931 Vehicles Circulating, veh/h 840 1351 238 577 Vehicles Exiting, veh/h 668 185 1324 872 Ped Vol Crossing Leg, #/h 0 23 2 9 Ped Cap Adj 1.000 1.000 0.998 0.999 Approach Delay, s/veh 22.8 11.5 11.2 73.7 Approach LOS C B B F Lane Left Right Left Left Right Left Designated Moves LT R LTR L TR LTR Assumed Moves LT R LTR L TR LTR RT Channelized Lane Util 0.233 0.767 1.000 0.408 0.592 1.000 Follow-Up Headway, s 2.667 2.535 2.535 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.328 4.645 4.328 4.328 A (Intercept)1350 1420 1420 1350 1420 1420 B (Slope)9.199e-4 8.501e-4 8.501e-4 9.199e-4 8.501e-4 8.501e-4 Entry Flow, veh/h 168 554 98 529 769 931 Cap Entry Lane, veh/h 623 695 450 1084 1160 870 Entry HV Adj Factor 0.969 0.971 0.976 0.972 0.971 0.971 Flow Entry, veh/h 163 538 96 514 747 904 Cap Entry, veh/h 604 675 439 1052 1124 843 V/C Ratio 0.270 0.797 0.218 0.489 0.664 1.072 Control Delay, s/veh 9.5 26.9 11.5 9.1 12.6 73.7 LOS A D B A B F 95th %tile Queue, veh 1 8 1 3 5 23 Queues 9: Ziegler Rd & Harmony Rd 2029 Background PM Peak Hour 2.2 2029 PM Synchro 12 Report Fehr & Peers Page 12 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)161 1937 154 130 1687 910 222 384 98 814 541 107 v/c Ratio 0.84 0.96 0.21 1.02 0.93 1.00 0.60 0.79 0.23 1.39 0.82 0.21 Control Delay (s/veh)83.2 44.4 3.0 126.5 35.3 41.9 54.3 58.8 1.3 220.1 54.0 1.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)83.2 44.4 3.0 126.5 35.3 41.9 54.3 58.8 1.3 220.1 54.0 1.0 Queue Length 50th (ft)113 480 0 ~94 417 ~441 78 139 0 ~394 193 0 Queue Length 95th (ft)#230 #598 31 m#187 #506 #634 119 #204 0 #516 256 0 Internal Link Dist (ft)2571 5225 1229 5210 Turn Bay Length (ft)675 100 460 320 220 80 370 35 Base Capacity (vph)191 2027 725 127 1821 907 370 493 426 587 685 509 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.84 0.96 0.21 1.02 0.93 1.00 0.60 0.78 0.23 1.39 0.79 0.21 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. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 9: Ziegler Rd & Harmony Rd 2029 Background PM Peak Hour 2.2 2029 PM Synchro 12 Report Fehr & Peers Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)151 1821 145 122 1586 855 209 361 92 765 509 101 Future Volume (veh/h)151 1821 145 122 1586 855 209 361 92 765 509 101 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 0.99 1.00 1.00 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 161 1937 154 130 1687 0 222 384 98 814 541 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 203 2056 629 129 1819 387 476 209 592 639 Arrive On Green 0.11 0.41 0.41 0.07 0.36 0.00 0.11 0.14 0.14 0.17 0.18 0.00 Sat Flow, veh/h 1767 5066 1549 1767 5066 1572 3428 3526 1544 3428 3526 1572 Grp Volume(v), veh/h 161 1937 154 130 1687 0 222 384 98 814 541 0 Grp Sat Flow(s),veh/h/ln 1767 1689 1549 1767 1689 1572 1714 1763 1544 1714 1763 1572 Q Serve(g_s), s 9.8 40.5 7.2 8.0 35.2 0.0 6.8 11.6 4.6 19.0 16.3 0.0 Cycle Q Clear(g_c), s 9.8 40.5 7.2 8.0 35.2 0.0 6.8 11.6 4.6 19.0 16.3 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 203 2056 629 129 1819 387 476 209 592 639 V/C Ratio(X)0.79 0.94 0.24 1.01 0.93 0.57 0.81 0.47 1.37 0.85 Avail Cap(c_a), veh/h 203 2056 629 129 1819 387 497 218 592 689 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 0.69 0.69 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 47.4 31.4 21.6 51.0 33.9 0.0 46.3 46.2 22.4 45.5 43.6 0.0 Incr Delay (d2), s/veh 19.0 10.2 0.9 69.0 7.2 0.0 2.0 9.2 1.6 179.1 9.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.2 17.0 2.6 5.8 14.3 0.0 2.9 5.6 2.4 22.6 7.7 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 66.4 41.7 22.5 120.0 41.0 0.0 48.3 55.3 24.1 224.6 52.7 0.0 LnGrp LOS E D C F D D E C F D Approach Vol, veh/h 2252 1817 704 1355 Approach Delay, s/veh 42.1 46.7 48.8 155.9 Approach LOS D D D F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 18.9 26.4 14.0 50.6 24.0 21.4 18.6 46.0 Change Period (Y+Rc), s 7.5 7.5 7.0 7.0 6.0 7.5 7.0 7.5 Max Green Setting (Gmax), s 10.5 20.5 7.0 43.0 18.0 14.5 11.0 38.5 Max Q Clear Time (g_c+I1), s 8.8 18.3 10.0 42.5 21.0 13.6 11.8 37.2 Green Ext Time (p_c), s 0.1 0.5 0.0 0.4 0.0 0.2 0.0 0.9 Intersection Summary HCM 7th Control Delay, s/veh 69.4 HCM 7th LOS E Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Queues 10: Strauss Cabin Rd & Harmony Rd 2029 Background PM Peak Hour 2.2 2029 PM Synchro 12 Report Fehr & Peers Page 14 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)12 2773 56 112 2520 114 53 15 73 116 24 7 v/c Ratio 0.10 0.91 0.06 0.67 0.68 0.10 0.29 0.06 0.05 0.62 0.10 0.02 Control Delay (s/veh)37.0 25.4 2.5 69.2 10.3 1.7 45.3 39.7 0.1 58.7 40.5 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)37.0 25.4 2.5 69.2 10.3 1.7 45.3 39.7 0.1 58.7 40.5 0.1 Queue Length 50th (ft)8 491 0 77 275 1 34 9 0 78 15 0 Queue Length 95th (ft)m7 m478 m0 #188 541 23 71 28 0 134 39 0 Internal Link Dist (ft)5225 963 557 510 Turn Bay Length (ft)250 430 345 180 270 180 150 55 Base Capacity (vph)175 3046 991 167 3695 1179 235 318 1568 238 318 357 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.91 0.06 0.67 0.68 0.10 0.23 0.05 0.05 0.49 0.08 0.02 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 10: Strauss Cabin Rd & Harmony Rd 2029 Background PM Peak Hour 2.2 2029 PM Synchro 12 Report Fehr & Peers Page 15 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)11 2607 53 105 2369 107 50 14 69 109 23 7 Future Volume (veh/h)11 2607 53 105 2369 107 50 14 69 109 23 7 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 0.99 1.00 0.99 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 12 2773 0 112 2520 0 53 15 0 116 24 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 36 3249 129 3653 217 227 224 227 Arrive On Green 0.02 0.64 0.00 0.07 0.72 0.00 0.12 0.12 0.00 0.12 0.12 0.00 Sat Flow, veh/h 1767 5066 1572 1767 5066 1572 1367 1856 1572 1378 1856 1572 Grp Volume(v), veh/h 12 2773 0 112 2520 0 53 15 0 116 24 0 Grp Sat Flow(s),veh/h/ln 1767 1689 1572 1767 1689 1572 1367 1856 1572 1378 1856 1572 Q Serve(g_s), s 0.7 47.7 0.0 6.9 30.4 0.0 3.9 0.8 0.0 9.0 1.3 0.0 Cycle Q Clear(g_c), s 0.7 47.7 0.0 6.9 30.4 0.0 5.2 0.8 0.0 9.7 1.3 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 36 3249 129 3653 217 227 224 227 V/C Ratio(X)0.34 0.85 0.87 0.69 0.24 0.07 0.52 0.11 Avail Cap(c_a), veh/h 177 3249 129 3653 286 321 294 321 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)0.09 0.09 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 53.2 15.6 0.0 50.5 8.5 0.0 45.3 42.7 0.0 47.0 42.9 0.0 Incr Delay (d2), s/veh 0.5 0.3 0.0 43.3 1.1 0.0 0.6 0.1 0.0 1.9 0.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 14.3 0.0 4.5 7.9 0.0 1.4 0.4 0.0 3.1 0.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 53.6 15.9 0.0 93.8 9.6 0.0 45.8 42.8 0.0 48.9 43.1 0.0 LnGrp LOS D B F A D D D D Approach Vol, veh/h 2785 2632 68 140 Approach Delay, s/veh 16.1 13.2 45.2 47.9 Approach LOS B B D D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 19.4 14.0 76.6 19.4 5.2 85.3 Change Period (Y+Rc), s 7.0 7.0 7.0 7.0 4.0 7.0 Max Green Setting (Gmax), s 18.0 7.0 64.0 18.0 10.0 64.0 Max Q Clear Time (g_c+I1), s 7.2 8.9 0.0 11.7 2.7 0.0 Green Ext Time (p_c), s 0.1 0.0 0.0 0.2 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 15.9 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 11: Drake Rd & Des Moines Dr 2029 Background PM Peak Hour 2.2 2029 PM Synchro 12 Report Fehr & Peers Page 16 Intersection Int Delay, s/veh 0.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 15 23 49 788 767 26 Future Vol, veh/h 15 23 49 788 767 26 Conflicting Peds, #/hr 0 5 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 90 90 90 90 90 90 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 17 26 54 876 852 29 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1851 872 881 0 -0 Stage 1 867 ----- Stage 2 984 ----- Critical Hdwy 6.43 6.23 4.13 --- Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.327 2.227 --- Pot Cap-1 Maneuver 81 349 763 --- Stage 1 410 ----- Stage 2 360 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 75 347 763 --- Mov Cap-2 Maneuver 203 ----- Stage 1 381 ----- Stage 2 360 ----- Approach EB NB SB HCM Control Delay, s/v 20.7 0.59 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)763 -271 -- HCM Lane V/C Ratio 0.071 -0.156 -- HCM Control Delay (s/veh)10.1 -20.7 -- HCM Lane LOS B -C -- HCM 95th %tile Q(veh)0.2 -0.5 -- HCM 7th TWSC 101: Ziegler Rd & Access 1 2029 Background PM Peak Hour 2.2 2029 PM Synchro 12 Report Fehr & Peers Page 17 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 0 830 0 0 823 Future Vol, veh/h 0 0 830 0 0 823 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 0 976 0 0 968 Major/Minor Minor1 Major1 Major2 Conflicting Flow All -976 0 0 -- Stage 1 ------ Stage 2 ------ Critical Hdwy -6.23 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.327 ---- Pot Cap-1 Maneuver 0 303 --0 - Stage 1 0 ---0 - Stage 2 0 ---0 - Platoon blocked, %--- Mov Cap-1 Maneuver -303 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s/v 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h)---- HCM Lane V/C Ratio ---- HCM Control Delay (s/veh)--0 - HCM Lane LOS --A - HCM 95th %tile Q(veh)---- HCM 7th TWSC 102: Horsetooth Rd & Access 2 2029 Background PM Peak Hour 2.2 2029 PM Synchro 12 Report Fehr & Peers Page 18 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 139 94 0 0 0 Future Vol, veh/h 0 139 94 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -----0 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 164 111 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All -0 -0 -111 Stage 1 ------ Stage 2 ------ Critical Hdwy -----6.23 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.327 Pot Cap-1 Maneuver 0 ---0 940 Stage 1 0 ---0 - Stage 2 0 ---0 - Platoon blocked, %--- Mov Cap-1 Maneuver -----940 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB SB HCM Control Delay, s/v 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity (veh/h)---- HCM Lane V/C Ratio ---- HCM Control Delay (s/veh)---0 HCM Lane LOS ---A HCM 95th %tile Q(veh)---- HCM 7th TWSC 103: Horsetooth Rd & Access 3 2029 Background PM Peak Hour 2.2 2029 PM Synchro 12 Report Fehr & Peers Page 19 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 139 94 0 0 0 Future Vol, veh/h 0 139 94 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 164 111 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 111 0 -0 274 111 Stage 1 ----111 - Stage 2 ----164 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 1473 ---713 940 Stage 1 ----912 - Stage 2 ----863 - Platoon blocked, %--- Mov Cap-1 Maneuver 1473 ---713 940 Mov Cap-2 Maneuver ----713 - Stage 1 ----912 - Stage 2 ----863 - Approach EB WB SB HCM Control Delay, s/v 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)1473 ---- HCM Lane V/C Ratio ----- HCM Control Delay (s/veh)0 ---0 HCM Lane LOS A ---A HCM 95th %tile Q(veh)0 ---- Queues 1: Timberline Rd & Horsetooth Rd 2029 Future Plus Project AM Peak Hour 3.1 2029+P AM Synchro 12 Report Fehr & Peers Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)411 370 277 140 541 228 253 1153 39 120 954 318 v/c Ratio 0.84 0.43 0.48 0.50 0.96 0.49 0.58 0.77 0.05 0.44 0.72 0.41 Control Delay (s/veh)62.2 36.9 8.3 33.5 76.2 6.7 50.2 31.6 0.1 29.8 42.7 17.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)62.2 36.9 8.3 33.5 76.2 6.7 50.2 31.6 0.1 29.8 42.7 17.4 Queue Length 50th (ft)147 116 9 68 202 0 87 361 0 39 360 121 Queue Length 95th (ft)#210 156 69 111 #296 37 122 425 0 m47 408 m150 Internal Link Dist (ft)1010 5219 2605 4217 Turn Bay Length (ft)275 165 270 165 335 110 230 280 Base Capacity (vph)494 860 575 281 562 467 525 1489 773 278 1316 776 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.83 0.43 0.48 0.50 0.96 0.49 0.48 0.77 0.05 0.43 0.72 0.41 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd 2029 Future Plus Project AM Peak Hour 3.1 2029+P AM Synchro 12 Report Fehr & Peers Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)358 322 241 122 471 198 220 1003 34 104 830 277 Future Volume (veh/h)358 322 241 122 471 198 220 1003 34 104 830 277 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 0.99 1.00 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 411 370 0 140 541 0 253 1153 39 120 954 0 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 494 877 337 561 353 1554 682 208 1405 Arrive On Green 0.14 0.25 0.00 0.06 0.16 0.00 0.10 0.44 0.44 0.06 0.40 0.00 Sat Flow, veh/h 3428 3526 1572 1767 3526 1572 3428 3526 1547 3428 3526 1572 Grp Volume(v), veh/h 411 370 0 140 541 0 253 1153 39 120 954 0 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1767 1763 1572 1714 1763 1547 1714 1763 1572 Q Serve(g_s), s 12.8 9.7 0.0 7.0 16.8 0.0 7.9 29.9 1.6 3.7 24.5 0.0 Cycle Q Clear(g_c), s 12.8 9.7 0.0 7.0 16.8 0.0 7.9 29.9 1.6 3.7 24.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 494 877 337 561 353 1554 682 208 1405 V/C Ratio(X)0.83 0.42 0.42 0.96 0.72 0.74 0.06 0.58 0.68 Avail Cap(c_a), veh/h 499 877 337 561 530 1554 682 280 1405 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 45.8 34.7 0.0 36.1 45.9 0.0 47.8 25.6 17.7 50.3 27.3 0.0 Incr Delay (d2), s/veh 11.3 0.3 0.0 0.8 29.2 0.0 2.7 3.2 0.2 2.5 2.7 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.1 4.1 0.0 3.2 9.4 0.0 3.4 12.5 0.6 1.6 10.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 57.1 35.0 0.0 36.9 75.1 0.0 50.5 28.8 17.8 52.8 30.0 0.0 LnGrp LOS E D D E D C B D C Approach Vol, veh/h 781 681 1445 1074 Approach Delay, s/veh 46.6 67.3 32.3 32.5 Approach LOS D E C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 16.3 49.3 11.0 33.4 11.7 54.0 20.9 23.5 Change Period (Y+Rc), s 6.0 6.5 5.0 7.0 6.0 6.5 6.0 * 7 Max Green Setting (Gmax), s 16.0 37.5 6.0 26.0 8.0 45.5 15.0 * 17 Max Q Clear Time (g_c+I1), s 9.9 26.5 9.0 11.7 5.7 31.9 14.8 18.8 Green Ext Time (p_c), s 0.5 3.1 0.0 1.1 0.1 4.4 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 41.2 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd 2029 Future Plus Project AM Peak Hour 3.1 2029+P AM Synchro 12 Report Fehr & Peers Page 3 Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Queues 2: Timberline Rd & Drake Rd 2029 Future Plus Project AM Peak Hour 3.1 2029+P AM Synchro 12 Report Fehr & Peers Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)292 442 325 69 556 404 402 1300 37 301 1075 285 v/c Ratio 0.65 0.56 0.54 0.28 1.20 0.87 0.77 0.62 0.05 0.89 0.84 0.39 Control Delay (s/veh)52.7 41.7 7.7 30.1 150.7 32.7 42.0 16.6 0.1 76.4 39.6 5.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)52.7 41.7 7.7 30.1 150.7 32.7 42.0 16.6 0.1 76.4 39.6 5.6 Queue Length 50th (ft)101 150 0 34 ~264 70 138 236 0 109 362 9 Queue Length 95th (ft)146 205 77 67 #375 #252 m181 257 m0 #188 452 66 Internal Link Dist (ft)1269 2578 961 912 Turn Bay Length (ft)160 200 150 170 340 100 295 300 Base Capacity (vph)479 793 606 245 464 466 525 2105 784 340 1274 730 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.61 0.56 0.54 0.28 1.20 0.87 0.77 0.62 0.05 0.89 0.84 0.39 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. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 2: Timberline Rd & Drake Rd 2029 Future Plus Project AM Peak Hour 3.1 2029+P AM Synchro 12 Report Fehr & Peers Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)266 402 296 63 506 368 366 1183 34 274 978 259 Future Volume (veh/h)266 402 296 63 506 368 366 1183 34 274 978 259 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 0.99 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 292 442 325 69 556 404 402 1300 37 301 1075 285 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 388 721 320 223 496 220 563 2168 672 343 1282 570 Arrive On Green 0.11 0.20 0.20 0.05 0.14 0.14 0.16 0.43 0.43 0.10 0.36 0.36 Sat Flow, veh/h 3428 3526 1566 1767 3526 1562 3428 5066 1569 3428 3526 1569 Grp Volume(v), veh/h 292 442 325 69 556 404 402 1300 37 301 1075 285 Grp Sat Flow(s),veh/h/ln 1714 1763 1566 1767 1763 1562 1714 1689 1569 1714 1763 1569 Q Serve(g_s), s 9.1 12.5 22.5 3.6 15.5 10.1 12.2 21.7 1.5 9.5 30.7 11.3 Cycle Q Clear(g_c), s 9.1 12.5 22.5 3.6 15.5 10.1 12.2 21.7 1.5 9.5 30.7 11.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 388 721 320 223 496 220 563 2168 672 343 1282 570 V/C Ratio(X)0.75 0.61 1.01 0.31 1.12 1.84 0.71 0.60 0.06 0.88 0.84 0.50 Avail Cap(c_a), veh/h 483 721 320 241 496 220 563 2168 672 343 1282 570 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.3 39.8 43.8 37.3 47.3 20.3 43.5 24.2 18.4 48.8 32.0 14.5 Incr Delay (d2), s/veh 5.2 1.5 54.1 0.8 77.6 393.6 4.2 1.2 0.2 21.9 6.7 3.1 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 4.1 5.4 13.3 1.6 12.0 27.6 5.4 8.5 0.6 5.0 13.5 4.3 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 52.4 41.3 97.9 38.1 124.9 413.9 47.8 25.4 18.6 70.7 38.7 17.6 LnGrp LOS D D F D F F D C B E D B Approach Vol, veh/h 1059 1029 1739 1661 Approach Delay, s/veh 61.7 232.5 30.5 40.9 Approach LOS E F C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 24.1 46.0 10.9 29.0 17.0 53.1 17.9 22.0 Change Period (Y+Rc), s 7.0 7.0 6.0 7.5 7.0 7.0 6.5 7.5 Max Green Setting (Gmax), s 16.0 39.0 6.0 21.5 10.0 45.0 14.5 12.5 Max Q Clear Time (g_c+I1), s 14.2 32.7 5.6 24.5 11.5 23.7 11.1 17.5 Green Ext Time (p_c), s 0.3 3.1 0.0 0.0 0.0 5.8 0.4 0.0 Intersection Summary HCM 7th Control Delay, s/veh 77.5 HCM 7th LOS E Notes User approved pedestrian interval to be less than phase max green. HCM 7th TWSC 3: Rigden Pkwy & Drake Rd 2029 Future Plus Project AM Peak Hour 3.1 2029+P AM Synchro 12 Report Fehr & Peers Page 6 Intersection Int Delay, s/veh 1.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 583 25 42 848 50 48 Future Vol, veh/h 583 25 42 848 50 48 Conflicting Peds, #/hr 0 0 0 0 3 6 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -0 100 -140 0 Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 711 30 51 1034 61 59 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 741 0 1851 717 Stage 1 ----711 - Stage 2 ----1140 - Critical Hdwy --4.13 -6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy --2.227 -3.527 3.327 Pot Cap-1 Maneuver --861 -81 428 Stage 1 ----485 - Stage 2 ----304 - Platoon blocked, %--- Mov Cap-1 Maneuver --861 -76 426 Mov Cap-2 Maneuver ----196 - Stage 1 ----485 - Stage 2 ----285 - Approach EB WB NB HCM Control Delay, s/v 0 0.45 23.33 HCM LOS C Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h)196 426 --861 - HCM Lane V/C Ratio 0.312 0.137 --0.059 - HCM Control Delay (s/veh)31.5 14.8 --9.4 - HCM Lane LOS D B --A - HCM 95th %tile Q(veh)1.3 0.5 --0.2 - HCM 7th TWSC 4: Drake Rd & Miles House Ave 2029 Future Plus Project AM Peak Hour 3.1 2029+P AM Synchro 12 Report Fehr & Peers Page 7 Intersection Int Delay, s/veh 6.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 166 550 735 176 79 133 Future Vol, veh/h 166 550 735 176 79 133 Conflicting Peds, #/hr 4 0 0 4 0 3 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length 100 ---0 100 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 198 655 875 210 94 158 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1089 0 -0 2034 987 Stage 1 ----984 - Stage 2 ----1050 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 637 ---~ 62 299 Stage 1 ----361 - Stage 2 ----335 - Platoon blocked, %--- Mov Cap-1 Maneuver 635 ---~ 43 297 Mov Cap-2 Maneuver ----149 - Stage 1 ----248 - Stage 2 ----334 - Approach EB WB SB HCM Control Delay, s/v 3.06 0 42.6 HCM LOS E Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h)635 ---149 297 HCM Lane V/C Ratio 0.311 ---0.632 0.533 HCM Control Delay (s/veh)13.2 ---63.6 30.1 HCM Lane LOS B ---F D HCM 95th %tile Q(veh)1.3 ---3.4 2.9 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 5: Drake Rd & Environmental Dr 2029 Future Plus Project AM Peak Hour 3.1 2029+P AM Synchro 12 Report Fehr & Peers Page 8 Intersection Int Delay, s/veh 0.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 18 576 886 11 3 7 Future Vol, veh/h 18 576 886 11 3 7 Conflicting Peds, #/hr 2 0 0 2 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -Yield Storage Length 100 ---0 75 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 81 81 81 81 81 81 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 22 711 1094 14 4 9 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1109 0 -0 1858 1103 Stage 1 ----1103 - Stage 2 ----756 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 626 ---80 256 Stage 1 ----316 - Stage 2 ----462 - Platoon blocked, %--- Mov Cap-1 Maneuver 625 ---77 256 Mov Cap-2 Maneuver ----201 - Stage 1 ----305 - Stage 2 ----461 - Approach EB WB SB HCM Control Delay, s/v 0.33 0 20.68 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h)625 ---201 256 HCM Lane V/C Ratio 0.036 ---0.018 0.034 HCM Control Delay (s/veh)11 ---23.3 19.6 HCM Lane LOS B ---C C HCM 95th %tile Q(veh)0.1 ---0.1 0.1 Queues 6: Ziegler Rd/Drake Rd & William Neal Pkwy 2029 Future Plus Project AM Peak Hour 3.1 2029+P AM Synchro 12 Report Fehr & Peers Page 9 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph)22 58 23 11 30 1006 5 711 v/c Ratio 0.07 0.10 0.08 0.02 0.06 0.72 0.02 0.51 Control Delay (s/veh)27.5 0.4 27.6 0.1 4.3 10.9 4.3 6.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)27.5 0.4 27.6 0.1 4.3 10.9 4.3 6.7 Queue Length 50th (ft)7 0 7 0 3 194 0 101 Queue Length 95th (ft)33 0 34 0 15 565 5 290 Internal Link Dist (ft)681 851 1229 1303 Turn Bay Length (ft)185 100 100 145 Base Capacity (vph)600 831 582 763 573 1731 319 1731 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.07 0.04 0.01 0.05 0.58 0.02 0.41 Intersection Summary HCM 7th Signalized Intersection Summary 6: Ziegler Rd/Drake Rd & William Neal Pkwy 2029 Future Plus Project AM Peak Hour 3.1 2029+P AM Synchro 12 Report Fehr & Peers Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)19 0 51 20 0 10 26 876 10 4 618 8 Future Volume (veh/h)19 0 51 20 0 10 26 876 10 4 618 8 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)0.98 0.98 0.98 0.96 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 22 0 58 23 0 11 30 995 11 5 702 9 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 404 0 315 360 0 308 456 1199 13 269 1197 15 Arrive On Green 0.20 0.00 0.20 0.20 0.00 0.20 0.66 0.66 0.66 0.66 0.66 0.66 Sat Flow, veh/h 1366 0 1542 1312 0 1508 732 1831 20 556 1828 23 Grp Volume(v), veh/h 22 0 58 23 0 11 30 0 1006 5 0 711 Grp Sat Flow(s),veh/h/ln 1366 0 1542 1312 0 1508 732 0 1851 556 0 1851 Q Serve(g_s), s 0.7 0.0 1.7 0.8 0.0 0.3 1.3 0.0 22.1 0.4 0.0 11.6 Cycle Q Clear(g_c), s 1.0 0.0 1.7 2.5 0.0 0.3 12.9 0.0 22.1 22.5 0.0 11.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.01 1.00 0.01 Lane Grp Cap(c), veh/h 404 0 315 360 0 308 456 0 1213 269 0 1213 V/C Ratio(X)0.05 0.00 0.18 0.06 0.00 0.04 0.07 0.00 0.83 0.02 0.00 0.59 Avail Cap(c_a), veh/h 766 0 723 713 0 713 1022 0 2646 699 0 2646 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 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 17.6 0.0 17.8 18.8 0.0 17.2 8.8 0.0 7.0 15.5 0.0 5.2 Incr Delay (d2), s/veh 0.1 0.0 0.3 0.1 0.0 0.0 0.1 0.0 1.5 0.0 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 0.2 0.0 0.6 0.2 0.0 0.1 0.2 0.0 4.1 0.0 0.0 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 17.7 0.0 18.0 18.9 0.0 17.3 8.9 0.0 8.6 15.6 0.0 5.7 LnGrp LOS B B B B A A B A Approach Vol, veh/h 80 34 1036 716 Approach Delay, s/veh 17.9 18.3 8.6 5.7 Approach LOS B B A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 39.2 14.7 39.2 14.7 Change Period (Y+Rc), s 4.9 4.7 4.9 * 4.7 Max Green Setting (Gmax), s 76.1 24.3 76.1 * 25 Max Q Clear Time (g_c+I1), s 24.5 3.7 24.1 4.5 Green Ext Time (p_c), s 5.3 0.3 10.2 0.1 Intersection Summary HCM 7th Control Delay, s/veh 8.1 HCM 7th LOS A Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th TWSC 7: Ziegler Rd & Percheron Dr 2029 Future Plus Project AM Peak Hour 3.1 2029+P AM Synchro 12 Report Fehr & Peers Page 11 Intersection Int Delay, s/veh 4.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 4 0 30 26 0 10 12 894 10 4 683 0 Future Vol, veh/h 4 0 30 26 0 10 12 894 10 4 683 0 Conflicting Peds, #/hr 0 0 12 12 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 --100 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84 Heavy Vehicles, %3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 5 0 36 31 0 12 14 1064 12 5 813 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1915 1927 825 1933 1921 1070 813 0 0 1076 0 0 Stage 1 823 823 -1099 1099 ------- Stage 2 1093 1105 -835 823 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 --4.13 -- Critical Hdwy Stg 1 6.13 5.53 -6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 -6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 --2.227 -- Pot Cap-1 Maneuver 51 66 371 49 67 267 809 --644 -- Stage 1 366 386 -257 287 ------- Stage 2 259 285 -361 386 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 47 64 367 43 65 267 809 --644 -- Mov Cap-2 Maneuver 47 64 -43 65 ------- Stage 1 364 384 -252 282 ------- Stage 2 243 280 -320 384 ------- Approach EB WB NB SB HCM Control Delay, s/v26.86 173.36 0.12 0.06 HCM LOS D F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)809 --205 56 644 -- HCM Lane V/C Ratio 0.018 --0.198 0.763 0.007 -- HCM Control Delay (s/veh)9.5 --26.9 173.4 10.6 -- HCM Lane LOS A --D F B -- HCM 95th %tile Q(veh)0.1 --0.7 3.3 0 -- HCM 7th Roundabout 8: Ziegler Rd & Horsetooth Rd 2029 Future Plus Project AM Peak Hour 3.1 2029+P AM Synchro 12 Report Fehr & Peers Page 12 Intersection Intersection Delay, s/veh 34.5 Intersection LOS D Approach EB WB NB SB Entry Lanes 2 1 2 1 Conflicting Circle Lanes 2 2 2 2 Adj Approach Flow, veh/h 584 206 1508 855 Demand Flow Rate, veh/h 602 213 1553 880 Vehicles Circulating, veh/h 829 1644 199 661 Vehicles Exiting, veh/h 712 108 1232 1196 Ped Vol Crossing Leg, #/h 1 0 3 2 Ped Cap Adj 1.000 1.000 0.997 1.000 Approach Delay, s/veh 14.9 28.7 16.9 80.5 Approach LOS B D C F Lane Left Right Left Left Right Left Designated Moves LT R LTR L TR LTR Assumed Moves LT R LTR L TR LTR RT Channelized Lane Util 0.266 0.734 1.000 0.351 0.649 1.000 Follow-Up Headway, s 2.667 2.535 2.535 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.328 4.645 4.328 4.328 A (Intercept)1350 1420 1420 1350 1420 1420 B (Slope)9.199e-4 8.501e-4 8.501e-4 9.199e-4 8.501e-4 8.501e-4 Entry Flow, veh/h 160 442 213 545 1008 880 Cap Entry Lane, veh/h 630 702 351 1124 1199 810 Entry HV Adj Factor 0.971 0.971 0.968 0.971 0.971 0.971 Flow Entry, veh/h 155 429 206 529 979 855 Cap Entry, veh/h 612 681 340 1088 1161 786 V/C Ratio 0.254 0.630 0.607 0.486 0.843 1.087 Control Delay, s/veh 9.2 17.0 28.7 8.8 21.2 80.5 LOS A C D A C F 95th %tile Queue, veh 1 4 4 3 11 23 Queues 9: Ziegler Rd & Harmony Rd 2029 Future Plus Project AM Peak Hour 3.1 2029+P AM Synchro 12 Report Fehr & Peers Page 13 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)96 1159 68 105 1988 877 190 418 40 697 262 93 v/c Ratio 0.50 0.57 0.09 0.83 1.10 0.94 0.35 0.85 0.09 1.19 0.54 0.21 Control Delay (s/veh)56.0 27.1 0.3 82.6 80.1 23.7 44.2 63.3 0.4 141.0 47.8 1.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)56.0 27.1 0.3 82.6 80.1 23.7 44.2 63.3 0.4 141.0 47.8 1.1 Queue Length 50th (ft)65 229 0 71 ~587 363 61 153 0 ~306 92 0 Queue Length 95th (ft)120 276 0 m#107 #672 #535 104 #234 0 #423 125 0 Internal Link Dist (ft)2556 5213 1229 5229 Turn Bay Length (ft)675 100 460 320 220 80 370 35 Base Capacity (vph)191 2016 723 127 1810 937 550 493 426 587 685 510 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.50 0.57 0.09 0.83 1.10 0.94 0.35 0.85 0.09 1.19 0.38 0.18 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. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 9: Ziegler Rd & Harmony Rd 2029 Future Plus Project AM Peak Hour 3.1 2029+P AM Synchro 12 Report Fehr & Peers Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)88 1066 63 97 1829 807 175 385 37 641 241 86 Future Volume (veh/h)88 1066 63 97 1829 807 175 385 37 641 241 86 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 96 1159 68 105 1988 0 190 418 40 697 262 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 193 2026 628 129 1819 660 497 218 592 379 Arrive On Green 0.11 0.40 0.40 0.07 0.36 0.00 0.19 0.14 0.14 0.17 0.11 0.00 Sat Flow, veh/h 1767 5066 1569 1767 5066 1572 3428 3526 1548 3428 3526 1572 Grp Volume(v), veh/h 96 1159 68 105 1988 0 190 418 40 697 262 0 Grp Sat Flow(s),veh/h/ln 1767 1689 1569 1767 1689 1572 1714 1763 1548 1714 1763 1572 Q Serve(g_s), s 5.6 19.6 3.0 6.4 39.5 0.0 5.2 12.7 1.8 19.0 7.9 0.0 Cycle Q Clear(g_c), s 5.6 19.6 3.0 6.4 39.5 0.0 5.2 12.7 1.8 19.0 7.9 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 193 2026 628 129 1819 660 497 218 592 379 V/C Ratio(X)0.50 0.57 0.11 0.82 1.09 0.29 0.84 0.18 1.18 0.69 Avail Cap(c_a), veh/h 193 2026 628 129 1819 660 497 218 592 689 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 0.56 0.56 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 46.2 25.7 20.7 50.3 35.3 0.0 38.0 46.1 21.6 45.5 47.3 0.0 Incr Delay (d2), s/veh 2.0 1.2 0.3 20.1 47.5 0.0 0.2 12.3 0.4 96.4 2.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 7.5 1.1 3.4 22.7 0.0 2.2 6.3 0.9 15.8 3.5 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 48.1 26.9 21.0 70.4 82.8 0.0 38.2 58.4 22.0 141.9 49.6 0.0 LnGrp LOS D C C E F D E C F D Approach Vol, veh/h 1323 2093 648 959 Approach Delay, s/veh 28.1 82.2 50.2 116.7 Approach LOS C F D F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 27.7 18.3 14.0 50.0 24.0 22.0 18.0 46.0 Change Period (Y+Rc), s 7.5 7.5 7.0 7.0 6.0 7.5 7.0 7.5 Max Green Setting (Gmax), s 10.5 20.5 7.0 43.0 18.0 14.5 11.0 38.5 Max Q Clear Time (g_c+I1), s 7.2 9.9 8.4 21.6 21.0 14.7 7.6 41.5 Green Ext Time (p_c), s 0.2 0.7 0.0 5.0 0.0 0.0 0.1 0.0 Intersection Summary HCM 7th Control Delay, s/veh 70.4 HCM 7th LOS E Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Queues 10: Strauss Cabin Rd & Harmony Rd 2029 Future Plus Project AM Peak Hour 3.1 2029+P AM Synchro 12 Report Fehr & Peers Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)3 1652 27 45 3051 112 81 24 113 86 11 4 v/c Ratio 0.03 0.47 0.02 0.34 0.77 0.09 0.49 0.11 0.07 0.52 0.05 0.01 Control Delay (s/veh)46.7 9.6 0.4 55.0 11.5 1.6 53.8 41.8 0.1 55.6 40.4 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)46.7 9.6 0.4 55.0 11.5 1.6 53.8 41.8 0.1 55.6 40.4 0.0 Queue Length 50th (ft)2 230 0 30 379 1 54 15 0 58 7 0 Queue Length 95th (ft)m2 m254 m0 69 #886 21 99 39 0 104 23 0 Internal Link Dist (ft)5213 963 557 510 Turn Bay Length (ft)250 430 345 180 270 180 150 55 Base Capacity (vph)175 3514 1093 138 3964 1257 238 318 1549 236 318 357 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.47 0.02 0.33 0.77 0.09 0.34 0.08 0.07 0.36 0.03 0.01 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 10: Strauss Cabin Rd & Harmony Rd 2029 Future Plus Project AM Peak Hour 3.1 2029+P AM Synchro 12 Report Fehr & Peers Page 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)3 1536 25 42 2837 104 75 22 105 80 10 4 Future Volume (veh/h)3 1536 25 42 2837 104 75 22 105 80 10 4 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 0.99 1.00 0.99 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 3 1652 0 45 3051 0 81 24 0 86 11 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 22 3494 73 3780 204 195 193 195 Arrive On Green 0.01 0.69 0.00 0.04 0.75 0.00 0.11 0.11 0.00 0.11 0.11 0.00 Sat Flow, veh/h 1767 5066 1572 1767 5066 1572 1385 1856 1572 1369 1856 1572 Grp Volume(v), veh/h 3 1652 0 45 3051 0 81 24 0 86 11 0 Grp Sat Flow(s),veh/h/ln 1767 1689 1572 1767 1689 1572 1385 1856 1572 1369 1856 1572 Q Serve(g_s), s 0.2 16.5 0.0 2.8 42.3 0.0 6.2 1.3 0.0 6.7 0.6 0.0 Cycle Q Clear(g_c), s 0.2 16.5 0.0 2.8 42.3 0.0 6.7 1.3 0.0 8.0 0.6 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 22 3494 73 3780 204 195 193 195 V/C Ratio(X)0.14 0.47 0.61 0.81 0.40 0.12 0.44 0.06 Avail Cap(c_a), veh/h 177 3494 129 3780 297 321 286 321 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)0.52 0.52 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 53.7 7.9 0.0 51.9 8.9 0.0 47.3 44.6 0.0 48.2 44.3 0.0 Incr Delay (d2), s/veh 1.5 0.2 0.0 8.1 1.9 0.0 1.3 0.3 0.0 1.6 0.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 4.5 0.0 1.3 10.3 0.0 2.2 0.6 0.0 2.3 0.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 55.2 8.1 0.0 59.9 10.9 0.0 48.6 44.9 0.0 49.8 44.4 0.0 LnGrp LOS E A E B D D D D Approach Vol, veh/h 1655 3096 105 97 Approach Delay, s/veh 8.2 11.6 47.8 49.2 Approach LOS A B D D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 17.6 10.6 81.9 17.6 4.4 88.1 Change Period (Y+Rc), s 7.0 7.0 7.0 7.0 4.0 7.0 Max Green Setting (Gmax), s 18.0 7.0 64.0 18.0 10.0 64.0 Max Q Clear Time (g_c+I1), s 8.7 4.8 0.0 10.0 2.2 0.0 Green Ext Time (p_c), s 0.2 0.0 0.0 0.1 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 11.9 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 11: Drake Rd & Des Moines Dr 2029 Future Plus Project AM Peak Hour 3.1 2029+P AM Synchro 12 Report Fehr & Peers Page 17 Intersection Int Delay, s/veh 1.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 41 38 22 876 603 20 Future Vol, veh/h 41 38 22 876 603 20 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 87 87 87 87 87 87 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 47 44 25 1007 693 23 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1762 705 716 0 -0 Stage 1 705 ----- Stage 2 1057 ----- Critical Hdwy 6.43 6.23 4.13 --- Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.327 2.227 --- Pot Cap-1 Maneuver 92 435 880 --- Stage 1 488 ----- Stage 2 333 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 89 435 880 --- Mov Cap-2 Maneuver 218 ----- Stage 1 474 ----- Stage 2 333 ----- Approach EB NB SB HCM Control Delay, s/v23.29 0.23 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)880 -287 -- HCM Lane V/C Ratio 0.029 -0.317 -- HCM Control Delay (s/veh)9.2 -23.3 -- HCM Lane LOS A -C -- HCM 95th %tile Q(veh)0.1 -1.3 -- HCM 7th TWSC 101: Ziegler Rd & Access 1 2029 Future Plus Project AM Peak Hour 3.1 2029+P AM Synchro 12 Report Fehr & Peers Page 18 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 2 915 4 0 739 Future Vol, veh/h 0 2 915 4 0 739 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 2 1076 5 0 869 Major/Minor Minor1 Major1 Major2 Conflicting Flow All -1079 0 0 -- Stage 1 ------ Stage 2 ------ Critical Hdwy -6.23 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.327 ---- Pot Cap-1 Maneuver 0 264 --0 - Stage 1 0 ---0 - Stage 2 0 ---0 - Platoon blocked, %--- Mov Cap-1 Maneuver -264 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s/v18.74 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h)--264 - HCM Lane V/C Ratio --0.009 - HCM Control Delay (s/veh)--18.7 - HCM Lane LOS --C - HCM 95th %tile Q(veh)--0 - HCM 7th TWSC 102: Horsetooth Rd & Access 2 2029 Future Plus Project AM Peak Hour 3.1 2029+P AM Synchro 12 Report Fehr & Peers Page 19 Intersection Int Delay, s/veh 0.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 91 158 0 0 6 Future Vol, veh/h 0 91 158 0 0 6 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -----0 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 107 186 0 0 7 Major/Minor Major1 Major2 Minor2 Conflicting Flow All -0 -0 -186 Stage 1 ------ Stage 2 ------ Critical Hdwy -----6.23 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.327 Pot Cap-1 Maneuver 0 ---0 854 Stage 1 0 ---0 - Stage 2 0 ---0 - Platoon blocked, %--- Mov Cap-1 Maneuver -----854 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB SB HCM Control Delay, s/v 0 0 9.25 HCM LOS A Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity (veh/h)---854 HCM Lane V/C Ratio ---0.008 HCM Control Delay (s/veh)---9.3 HCM Lane LOS ---A HCM 95th %tile Q(veh)---0 HCM 7th TWSC 103: Horsetooth Rd & Access 3 2029 Future Plus Project AM Peak Hour 3.1 2029+P AM Synchro 12 Report Fehr & Peers Page 20 Intersection Int Delay, s/veh 1.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 12 80 126 3 8 32 Future Vol, veh/h 12 80 126 3 8 32 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 14 94 148 4 9 38 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 152 0 -0 272 150 Stage 1 ----150 - Stage 2 ----122 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 1423 ---715 894 Stage 1 ----875 - Stage 2 ----901 - Platoon blocked, %--- Mov Cap-1 Maneuver 1423 ---707 894 Mov Cap-2 Maneuver ----707 - Stage 1 ----866 - Stage 2 ----901 - Approach EB WB SB HCM Control Delay, s/v 0.99 0 9.49 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)235 ---849 HCM Lane V/C Ratio 0.01 ---0.055 HCM Control Delay (s/veh)7.6 0 --9.5 HCM Lane LOS A A --A HCM 95th %tile Q(veh)0 ---0.2 Queues 1: Timberline Rd & Horsetooth Rd 2029 Future Plus Project PM Peak Hour 3.2 2029+P PM Synchro 12 Report Fehr & Peers Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)433 657 304 127 490 135 322 995 89 208 1091 412 v/c Ratio 0.88 0.76 0.53 0.60 0.88 0.29 0.67 0.67 0.11 0.75 0.86 0.54 Control Delay (s/veh)65.8 45.3 12.0 39.0 63.5 1.6 51.9 28.4 0.3 45.2 47.6 19.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)65.8 45.3 12.0 39.0 63.5 1.6 51.9 28.4 0.3 45.2 47.6 19.5 Queue Length 50th (ft)156 227 33 61 180 0 111 292 0 73 424 148 Queue Length 95th (ft)#242 295 115 106 #270 0 158 365 0 m92 #508 m202 Internal Link Dist (ft)1020 5215 2605 4216 Turn Bay Length (ft)275 165 270 165 335 110 230 280 Base Capacity (vph)494 860 569 212 557 467 525 1481 774 278 1271 768 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.88 0.76 0.53 0.60 0.88 0.29 0.61 0.67 0.11 0.75 0.86 0.54 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd 2029 Future Plus Project PM Peak Hour 3.2 2029+P PM Synchro 12 Report Fehr & Peers Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)398 604 280 117 451 124 296 915 82 191 1004 379 Future Volume (veh/h)398 604 280 117 451 124 296 915 82 191 1004 379 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 433 657 0 127 490 0 322 995 89 208 1091 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 499 881 238 561 420 2019 887 280 1876 Arrive On Green 0.15 0.25 0.00 0.06 0.16 0.00 0.12 0.57 0.57 0.08 0.53 0.00 Sat Flow, veh/h 3428 3526 1572 1767 3526 1572 3428 3526 1548 3428 3526 1572 Grp Volume(v), veh/h 433 657 0 127 490 0 322 995 89 208 1091 0 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1767 1763 1572 1714 1763 1548 1714 1763 1572 Q Serve(g_s), s 13.6 18.9 0.0 6.6 14.9 0.0 10.0 18.5 2.9 6.5 23.1 0.0 Cycle Q Clear(g_c), s 13.6 18.9 0.0 6.6 14.9 0.0 10.0 18.5 2.9 6.5 23.1 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 499 881 238 561 420 2019 887 280 1876 V/C Ratio(X)0.87 0.75 0.53 0.87 0.77 0.49 0.10 0.74 0.58 Avail Cap(c_a), veh/h 499 881 238 561 530 2019 887 280 1876 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 46.0 38.0 0.0 36.2 45.2 0.0 46.8 14.0 10.7 49.4 17.4 0.0 Incr Delay (d2), s/veh 15.1 3.5 0.0 2.3 14.2 0.0 5.2 0.9 0.2 10.1 1.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.7 8.3 0.0 2.9 7.5 0.0 4.5 7.0 1.0 3.1 9.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 61.0 41.5 0.0 38.5 59.4 0.0 51.9 14.9 10.9 59.4 18.8 0.0 LnGrp LOS E D D E D B B E B Approach Vol, veh/h 1090 617 1406 1299 Approach Delay, s/veh 49.3 55.1 23.1 25.3 Approach LOS D E C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 18.5 64.5 11.0 33.5 14.0 69.0 21.0 23.5 Change Period (Y+Rc), s 6.0 6.5 5.0 7.0 6.0 6.5 6.0 * 7 Max Green Setting (Gmax), s 16.0 37.5 6.0 26.0 8.0 45.5 15.0 * 17 Max Q Clear Time (g_c+I1), s 12.0 25.1 8.6 20.9 8.5 20.5 15.6 16.9 Green Ext Time (p_c), s 0.5 3.8 0.0 1.3 0.0 4.6 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 34.7 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd 2029 Future Plus Project PM Peak Hour 3.2 2029+P PM Synchro 12 Report Fehr & Peers Page 3 Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Queues 2: Timberline Rd & Drake Rd 2029 Future Plus Project PM Peak Hour 3.2 2029+P PM Synchro 12 Report Fehr & Peers Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)267 612 271 109 471 281 513 1229 52 514 1071 273 v/c Ratio 0.62 0.85 0.51 0.58 0.99 0.60 0.98 0.58 0.07 1.51 0.84 0.38 Control Delay (s/veh)51.7 55.1 8.2 41.7 87.4 9.8 70.4 19.3 0.1 280.1 39.4 5.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)51.7 55.1 8.2 41.7 87.4 9.8 70.4 19.3 0.1 280.1 39.4 5.4 Queue Length 50th (ft)92 221 0 55 ~191 0 177 250 0 ~261 361 7 Queue Length 95th (ft)135 #312 70 #102 #304 62 m#278 271 m0 #367 450 62 Internal Link Dist (ft)1188 2577 979 912 Turn Bay Length (ft)160 200 150 170 340 100 295 300 Base Capacity (vph)479 716 531 188 476 470 525 2105 777 340 1274 721 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.56 0.85 0.51 0.58 0.99 0.60 0.98 0.58 0.07 1.51 0.84 0.38 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. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 2: Timberline Rd & Drake Rd 2029 Future Plus Project PM Peak Hour 3.2 2029+P PM Synchro 12 Report Fehr & Peers Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)254 581 257 104 447 267 487 1168 49 488 1017 259 Future Volume (veh/h)254 581 257 104 447 267 487 1168 49 488 1017 259 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 0.99 1.00 0.98 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 267 612 271 109 471 281 513 1229 52 514 1071 273 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 364 707 312 198 541 238 544 2139 657 343 1282 565 Arrive On Green 0.11 0.20 0.20 0.06 0.15 0.15 0.16 0.42 0.42 0.10 0.36 0.36 Sat Flow, veh/h 3428 3526 1554 1767 3526 1548 3428 5066 1557 3428 3526 1554 Grp Volume(v), veh/h 267 612 271 109 471 281 513 1229 52 514 1071 273 Grp Sat Flow(s),veh/h/ln 1714 1763 1554 1767 1763 1548 1714 1689 1557 1714 1763 1554 Q Serve(g_s), s 8.3 18.5 18.6 5.7 14.4 11.1 16.3 20.4 2.2 11.0 30.5 10.7 Cycle Q Clear(g_c), s 8.3 18.5 18.6 5.7 14.4 11.1 16.3 20.4 2.2 11.0 30.5 10.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 364 707 312 198 541 238 544 2139 657 343 1282 565 V/C Ratio(X)0.73 0.87 0.87 0.55 0.87 1.18 0.94 0.57 0.08 1.50 0.84 0.48 Avail Cap(c_a), veh/h 483 721 318 198 541 238 544 2139 657 343 1282 565 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.7 42.5 42.6 36.9 45.5 20.1 45.8 24.2 19.0 49.5 32.0 13.8 Incr Delay (d2), s/veh 3.9 10.7 21.7 3.2 14.3 116.8 25.3 1.1 0.2 239.5 6.5 2.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 8.9 8.8 2.6 7.2 11.5 8.6 8.0 0.8 16.0 13.4 3.9 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 51.6 53.2 64.3 40.1 59.8 136.9 71.1 25.4 19.2 289.0 38.5 16.7 LnGrp LOS D D E D E F E C B F D B Approach Vol, veh/h 1150 861 1794 1858 Approach Delay, s/veh 55.4 82.5 38.3 104.6 Approach LOS E F D F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 23.4 46.0 12.0 28.6 17.0 52.4 17.2 23.4 Change Period (Y+Rc), s 7.0 7.0 6.0 7.5 7.0 7.0 6.5 7.5 Max Green Setting (Gmax), s 16.0 39.0 6.0 21.5 10.0 45.0 14.5 12.5 Max Q Clear Time (g_c+I1), s 18.3 32.5 7.7 20.6 13.0 22.4 10.3 16.4 Green Ext Time (p_c), s 0.0 3.1 0.0 0.3 0.0 5.6 0.4 0.0 Intersection Summary HCM 7th Control Delay, s/veh 70.2 HCM 7th LOS E Notes User approved pedestrian interval to be less than phase max green. HCM 7th TWSC 3: Rigden Pkwy & Drake Rd 2029 Future Plus Project PM Peak Hour 3.2 2029+P PM Synchro 12 Report Fehr & Peers Page 6 Intersection Int Delay, s/veh 0.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 793 83 31 966 28 19 Future Vol, veh/h 793 83 31 966 28 19 Conflicting Peds, #/hr 0 0 0 0 0 2 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -0 100 -140 0 Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 853 89 33 1039 30 20 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 942 0 1958 855 Stage 1 ----853 - Stage 2 ----1105 - Critical Hdwy --4.13 -6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy --2.227 -3.527 3.327 Pot Cap-1 Maneuver --724 -69 357 Stage 1 ----416 - Stage 2 ----315 - Platoon blocked, %--- Mov Cap-1 Maneuver --724 -66 356 Mov Cap-2 Maneuver ----189 - Stage 1 ----416 - Stage 2 ----301 - Approach EB WB NB HCM Control Delay, s/v 0 0.32 22.84 HCM LOS C Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h)189 356 --724 - HCM Lane V/C Ratio 0.16 0.057 --0.046 - HCM Control Delay (s/veh)27.7 15.7 --10.2 - HCM Lane LOS D C --B - HCM 95th %tile Q(veh)0.6 0.2 --0.1 - HCM 7th TWSC 4: Drake Rd & Miles House Ave 2029 Future Plus Project PM Peak Hour 3.2 2029+P PM Synchro 12 Report Fehr & Peers Page 7 Intersection Int Delay, s/veh 4.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 79 743 769 71 81 153 Future Vol, veh/h 79 743 769 71 81 153 Conflicting Peds, #/hr 3 0 0 3 0 2 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length 100 ---0 100 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 88 826 854 79 90 170 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 936 0 -0 1898 899 Stage 1 ----897 - Stage 2 ----1001 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 727 ---~ 76 336 Stage 1 ----397 - Stage 2 ----354 - Platoon blocked, %--- Mov Cap-1 Maneuver 726 ---~ 66 335 Mov Cap-2 Maneuver ----190 - Stage 1 ----348 - Stage 2 ----353 - Approach EB WB SB HCM Control Delay, s/v 1.02 0 31.02 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h)726 ---190 335 HCM Lane V/C Ratio 0.121 ---0.473 0.508 HCM Control Delay (s/veh)10.6 ---39.9 26.3 HCM Lane LOS B ---E D HCM 95th %tile Q(veh)0.4 ---2.3 2.7 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 5: Drake Rd & Environmental Dr 2029 Future Plus Project PM Peak Hour 3.2 2029+P PM Synchro 12 Report Fehr & Peers Page 8 Intersection Int Delay, s/veh 0.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 8 876 982 4 5 11 Future Vol, veh/h 8 876 982 4 5 11 Conflicting Peds, #/hr 2 0 0 2 0 1 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -Yield Storage Length 100 ---0 75 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 8 922 1034 4 5 12 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1040 0 -0 1977 1039 Stage 1 ----1038 - Stage 2 ----939 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 665 ---68 279 Stage 1 ----340 - Stage 2 ----379 - Platoon blocked, %--- Mov Cap-1 Maneuver 664 ---67 278 Mov Cap-2 Maneuver ----192 - Stage 1 ----335 - Stage 2 ----378 - Approach EB WB SB HCM Control Delay, s/v 0.09 0 20.29 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h)664 ---192 278 HCM Lane V/C Ratio 0.013 ---0.027 0.042 HCM Control Delay (s/veh)10.5 ---24.2 18.5 HCM Lane LOS B ---C C HCM 95th %tile Q(veh)0 ---0.1 0.1 Queues 6: Ziegler Rd/Drake Rd & William Neal Pkwy 2029 Future Plus Project PM Peak Hour 3.2 2029+P PM Synchro 12 Report Fehr & Peers Page 9 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph)13 45 16 9 44 951 13 858 v/c Ratio 0.04 0.08 0.05 0.02 0.11 0.63 0.04 0.57 Control Delay (s/veh)27.2 0.3 27.2 0.0 4.8 8.3 4.4 7.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)27.2 0.3 27.2 0.0 4.8 8.3 4.4 7.1 Queue Length 50th (ft)4 0 5 0 4 173 1 140 Queue Length 95th (ft)23 0 27 0 22 528 9 425 Internal Link Dist (ft)681 851 1251 1303 Turn Bay Length (ft)185 100 100 145 Base Capacity (vph)706 899 693 881 471 1730 395 1728 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.05 0.02 0.01 0.09 0.55 0.03 0.50 Intersection Summary HCM 7th Signalized Intersection Summary 6: Ziegler Rd/Drake Rd & William Neal Pkwy 2029 Future Plus Project PM Peak Hour 3.2 2029+P PM Synchro 12 Report Fehr & Peers Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)12 0 42 15 0 8 41 872 22 12 777 29 Future Volume (veh/h)12 0 42 15 0 8 41 872 22 12 777 29 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)0.99 0.97 0.99 0.99 1.00 0.98 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 13 0 45 16 0 9 44 928 23 13 827 31 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 406 0 281 372 0 287 377 1168 29 319 1151 43 Arrive On Green 0.18 0.00 0.18 0.18 0.00 0.18 0.65 0.65 0.65 0.65 0.65 0.65 Sat Flow, veh/h 1380 0 1524 1337 0 1558 638 1802 45 585 1775 67 Grp Volume(v), veh/h 13 0 45 16 0 9 44 0 951 13 0 858 Grp Sat Flow(s),veh/h/ln 1380 0 1524 1337 0 1558 638 0 1846 585 0 1842 Q Serve(g_s), s 0.4 0.0 1.1 0.5 0.0 0.2 2.2 0.0 17.0 0.7 0.0 13.9 Cycle Q Clear(g_c), s 0.6 0.0 1.1 1.6 0.0 0.2 16.1 0.0 17.0 17.7 0.0 13.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.02 1.00 0.04 Lane Grp Cap(c), veh/h 406 0 281 372 0 287 377 0 1197 319 0 1194 V/C Ratio(X)0.03 0.00 0.16 0.04 0.00 0.03 0.12 0.00 0.79 0.04 0.00 0.72 Avail Cap(c_a), veh/h 921 0 849 876 0 875 1047 0 3134 933 0 3127 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 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 15.4 0.0 15.6 16.2 0.0 15.2 10.6 0.0 5.8 12.2 0.0 5.3 Incr Delay (d2), s/veh 0.0 0.0 0.3 0.0 0.0 0.0 0.1 0.0 1.2 0.1 0.0 0.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 0.4 0.1 0.0 0.1 0.2 0.0 2.1 0.1 0.0 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 15.5 0.0 15.8 16.3 0.0 15.2 10.7 0.0 7.0 12.3 0.0 6.1 LnGrp LOS B B B B B A B A Approach Vol, veh/h 58 25 995 871 Approach Delay, s/veh 15.8 15.9 7.2 6.2 Approach LOS B B A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 33.3 12.1 33.3 12.1 Change Period (Y+Rc), s 4.9 4.7 4.9 * 4.7 Max Green Setting (Gmax), s 76.1 24.3 76.1 * 25 Max Q Clear Time (g_c+I1), s 19.7 3.1 19.0 3.6 Green Ext Time (p_c), s 7.4 0.2 9.5 0.0 Intersection Summary HCM 7th Control Delay, s/veh 7.1 HCM 7th LOS A Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th TWSC 7: Ziegler Rd & Percheron Dr 2029 Future Plus Project PM Peak Hour 3.2 2029+P PM Synchro 12 Report Fehr & Peers Page 11 Intersection Int Delay, s/veh 2.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 0 25 18 0 7 35 944 28 11 820 14 Future Vol, veh/h 5 0 25 18 0 7 35 944 28 11 820 14 Conflicting Peds, #/hr 0 0 2 2 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 --100 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 5 0 27 19 0 7 37 1004 30 12 872 15 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1982 2012 882 1991 2004 1019 887 0 0 1034 0 0 Stage 1 903 903 -1094 1094 ------- Stage 2 1079 1109 -898 911 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 --4.13 -- Critical Hdwy Stg 1 6.13 5.53 -6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 -6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 --2.227 -- Pot Cap-1 Maneuver 46 59 344 45 59 286 759 --668 -- Stage 1 330 355 -258 289 ------- Stage 2 263 284 -333 352 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 42 55 343 39 55 286 759 --668 -- Mov Cap-2 Maneuver 42 55 -39 55 ------- Stage 1 325 348 -246 275 ------- Stage 2 244 270 -301 346 ------- Approach EB WB NB SB HCM Control Delay, s/v34.07 135.49 0.35 0.14 HCM LOS D F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)759 --155 51 668 -- HCM Lane V/C Ratio 0.049 --0.205 0.521 0.018 -- HCM Control Delay (s/veh)10 --34.1 135.5 10.5 -- HCM Lane LOS A --D F B -- HCM 95th %tile Q(veh)0.2 --0.7 2 0.1 -- HCM 7th Roundabout 8: Ziegler Rd & Horsetooth Rd 2029 Future Plus Project PM Peak Hour 3.2 2029+P PM Synchro 12 Report Fehr & Peers Page 12 Intersection Intersection Delay, s/veh 41.8 Intersection LOS E Approach EB WB NB SB Entry Lanes 2 1 2 1 Conflicting Circle Lanes 2 2 2 2 Adj Approach Flow, veh/h 744 126 1302 944 Demand Flow Rate, veh/h 767 130 1341 972 Vehicles Circulating, veh/h 876 1410 293 600 Vehicles Exiting, veh/h 696 224 1350 940 Ped Vol Crossing Leg, #/h 0 23 2 9 Ped Cap Adj 1.000 1.000 0.998 0.999 Approach Delay, s/veh 24.7 13.9 13.4 98.1 Approach LOS C B B F Lane Left Right Left Left Right Left Designated Moves LT R LTR L TR LTR Assumed Moves LT R LTR L TR LTR RT Channelized Lane Util 0.278 0.722 1.000 0.394 0.606 1.000 Follow-Up Headway, s 2.667 2.535 2.535 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.328 4.645 4.328 4.328 A (Intercept)1350 1420 1420 1350 1420 1420 B (Slope)9.199e-4 8.501e-4 8.501e-4 9.199e-4 8.501e-4 8.501e-4 Entry Flow, veh/h 213 554 130 529 812 972 Cap Entry Lane, veh/h 603 674 428 1031 1107 853 Entry HV Adj Factor 0.969 0.971 0.971 0.972 0.970 0.971 Flow Entry, veh/h 206 538 126 514 788 944 Cap Entry, veh/h 584 655 416 1000 1072 827 V/C Ratio 0.353 0.822 0.304 0.514 0.735 1.141 Control Delay, s/veh 11.3 29.8 13.9 9.9 15.7 98.1 LOS B D B A C F 95th %tile Queue, veh 2 9 1 3 7 27 Queues 9: Ziegler Rd & Harmony Rd 2029 Future Plus Project PM Peak Hour 3.2 2029+P PM Synchro 12 Report Fehr & Peers Page 13 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)177 1937 154 130 1687 930 222 391 98 826 546 118 v/c Ratio 0.93 0.96 0.21 1.02 0.93 1.03 0.60 0.81 0.23 1.41 0.82 0.24 Control Delay (s/veh)98.0 44.5 3.0 126.2 35.2 50.1 54.3 59.6 1.3 228.6 54.3 1.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)98.0 44.5 3.0 126.2 35.2 50.1 54.3 59.6 1.3 228.6 54.3 1.1 Queue Length 50th (ft)126 480 0 ~93 418 ~529 78 142 0 ~404 195 0 Queue Length 95th (ft)#260 #598 31 m#185 #508 #672 119 #211 0 #525 #260 0 Internal Link Dist (ft)2571 5225 1229 5210 Turn Bay Length (ft)675 100 460 320 220 80 370 35 Base Capacity (vph)191 2025 725 127 1819 901 370 493 426 587 685 509 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.93 0.96 0.21 1.02 0.93 1.03 0.60 0.79 0.23 1.41 0.80 0.23 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. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 9: Ziegler Rd & Harmony Rd 2029 Future Plus Project PM Peak Hour 3.2 2029+P PM Synchro 12 Report Fehr & Peers Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)166 1821 145 122 1586 874 209 368 92 776 513 111 Future Volume (veh/h)166 1821 145 122 1586 874 209 368 92 776 513 111 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 0.99 1.00 1.00 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 177 1937 154 130 1687 0 222 391 98 826 546 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 200 2048 626 129 1819 389 482 211 592 643 Arrive On Green 0.11 0.40 0.40 0.07 0.36 0.00 0.11 0.14 0.14 0.17 0.18 0.00 Sat Flow, veh/h 1767 5066 1549 1767 5066 1572 3428 3526 1544 3428 3526 1572 Grp Volume(v), veh/h 177 1937 154 130 1687 0 222 391 98 826 546 0 Grp Sat Flow(s),veh/h/ln 1767 1689 1549 1767 1689 1572 1714 1763 1544 1714 1763 1572 Q Serve(g_s), s 10.9 40.6 7.2 8.0 35.2 0.0 6.8 11.8 4.6 19.0 16.5 0.0 Cycle Q Clear(g_c), s 10.9 40.6 7.2 8.0 35.2 0.0 6.8 11.8 4.6 19.0 16.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 200 2048 626 129 1819 389 482 211 592 643 V/C Ratio(X)0.88 0.95 0.25 1.01 0.93 0.57 0.81 0.46 1.39 0.85 Avail Cap(c_a), veh/h 200 2048 626 129 1819 389 497 218 592 689 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 0.68 0.68 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 48.0 31.6 21.7 51.0 33.9 0.0 46.2 46.1 22.4 45.5 43.5 0.0 Incr Delay (d2), s/veh 33.8 10.7 0.9 68.5 7.1 0.0 2.0 9.6 1.6 187.9 9.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.5 17.1 2.6 5.8 14.3 0.0 2.9 5.7 2.4 23.3 7.8 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 81.8 42.3 22.6 119.5 40.9 0.0 48.2 55.8 24.0 233.4 52.9 0.0 LnGrp LOS F D C F D D E C F D Approach Vol, veh/h 2268 1817 711 1372 Approach Delay, s/veh 44.0 46.6 49.0 161.5 Approach LOS D D D F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 19.0 26.6 14.0 50.5 24.0 21.5 18.5 46.0 Change Period (Y+Rc), s 7.5 7.5 7.0 7.0 6.0 7.5 7.0 7.5 Max Green Setting (Gmax), s 10.5 20.5 7.0 43.0 18.0 14.5 11.0 38.5 Max Q Clear Time (g_c+I1), s 8.8 18.5 10.0 42.6 21.0 13.8 12.9 37.2 Green Ext Time (p_c), s 0.1 0.5 0.0 0.4 0.0 0.1 0.0 0.9 Intersection Summary HCM 7th Control Delay, s/veh 71.5 HCM 7th LOS E Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Queues 10: Strauss Cabin Rd & Harmony Rd 2029 Future Plus Project PM Peak Hour 3.2 2029+P PM Synchro 12 Report Fehr & Peers Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)12 2785 56 112 2540 127 53 15 73 124 24 7 v/c Ratio 0.10 0.92 0.06 0.69 0.69 0.11 0.28 0.06 0.05 0.65 0.09 0.02 Control Delay (s/veh)36.7 25.7 2.4 71.4 10.7 2.1 44.7 39.4 0.1 59.6 40.1 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)36.7 25.7 2.4 71.4 10.7 2.1 44.7 39.4 0.1 59.6 40.1 0.1 Queue Length 50th (ft)8 494 0 77 288 3 34 9 0 83 15 0 Queue Length 95th (ft)m7 m479 m0 #188 549 28 71 28 0 143 39 0 Internal Link Dist (ft)5225 963 557 510 Turn Bay Length (ft)250 430 345 180 270 180 150 55 Base Capacity (vph)175 3037 989 163 3675 1173 235 318 1568 238 318 357 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.92 0.06 0.69 0.69 0.11 0.23 0.05 0.05 0.52 0.08 0.02 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 10: Strauss Cabin Rd & Harmony Rd 2029 Future Plus Project PM Peak Hour 3.2 2029+P PM Synchro 12 Report Fehr & Peers Page 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)11 2618 53 105 2388 119 50 14 69 117 23 7 Future Volume (veh/h)11 2618 53 105 2388 119 50 14 69 117 23 7 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 0.99 1.00 0.99 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 12 2785 0 112 2540 0 53 15 0 124 24 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 36 3223 129 3627 224 236 231 236 Arrive On Green 0.02 0.64 0.00 0.07 0.72 0.00 0.13 0.13 0.00 0.13 0.13 0.00 Sat Flow, veh/h 1767 5066 1572 1767 5066 1572 1367 1856 1572 1378 1856 1572 Grp Volume(v), veh/h 12 2785 0 112 2540 0 53 15 0 124 24 0 Grp Sat Flow(s),veh/h/ln 1767 1689 1572 1767 1689 1572 1367 1856 1572 1378 1856 1572 Q Serve(g_s), s 0.7 48.9 0.0 6.9 31.4 0.0 3.9 0.8 0.0 9.6 1.3 0.0 Cycle Q Clear(g_c), s 0.7 48.9 0.0 6.9 31.4 0.0 5.2 0.8 0.0 10.4 1.3 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 36 3223 129 3627 224 236 231 236 V/C Ratio(X)0.34 0.86 0.87 0.70 0.24 0.06 0.54 0.10 Avail Cap(c_a), veh/h 177 3223 129 3627 286 321 294 321 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)0.09 0.09 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 53.2 16.2 0.0 50.5 8.9 0.0 44.7 42.2 0.0 46.8 42.4 0.0 Incr Delay (d2), s/veh 0.5 0.3 0.0 43.3 1.1 0.0 0.5 0.1 0.0 1.9 0.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 14.8 0.0 4.5 8.3 0.0 1.4 0.4 0.0 3.4 0.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 53.6 16.5 0.0 93.8 10.0 0.0 45.3 42.3 0.0 48.7 42.6 0.0 LnGrp LOS D B F B D D D D Approach Vol, veh/h 2797 2652 68 148 Approach Delay, s/veh 16.6 13.6 44.6 47.7 Approach LOS B B D D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 20.0 14.0 76.0 20.0 5.2 84.8 Change Period (Y+Rc), s 7.0 7.0 7.0 7.0 4.0 7.0 Max Green Setting (Gmax), s 18.0 7.0 64.0 18.0 10.0 64.0 Max Q Clear Time (g_c+I1), s 7.2 8.9 0.0 12.4 2.7 0.0 Green Ext Time (p_c), s 0.1 0.0 0.0 0.2 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 16.4 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 11: Drake Rd & Des Moines Dr 2029 Future Plus Project PM Peak Hour 3.2 2029+P PM Synchro 12 Report Fehr & Peers Page 17 Intersection Int Delay, s/veh 0.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 15 23 49 809 797 26 Future Vol, veh/h 15 23 49 809 797 26 Conflicting Peds, #/hr 0 5 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 90 90 90 90 90 90 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 17 26 54 899 886 29 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1908 905 914 0 -0 Stage 1 900 ----- Stage 2 1008 ----- Critical Hdwy 6.43 6.23 4.13 --- Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.327 2.227 --- Pot Cap-1 Maneuver 75 334 741 --- Stage 1 395 ----- Stage 2 351 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 69 332 741 --- Mov Cap-2 Maneuver 195 ----- Stage 1 366 ----- Stage 2 351 ----- Approach EB NB SB HCM Control Delay, s/v 21.5 0.58 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)741 -260 -- HCM Lane V/C Ratio 0.073 -0.162 -- HCM Control Delay (s/veh)10.2 -21.5 -- HCM Lane LOS B -C -- HCM 95th %tile Q(veh)0.2 -0.6 -- HCM 7th TWSC 101: Ziegler Rd & Access 1 2029 Future Plus Project PM Peak Hour 3.2 2029+P PM Synchro 12 Report Fehr & Peers Page 18 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 2 885 11 0 863 Future Vol, veh/h 0 2 885 11 0 863 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 2 1041 13 0 1015 Major/Minor Minor1 Major1 Major2 Conflicting Flow All -1048 0 0 -- Stage 1 ------ Stage 2 ------ Critical Hdwy -6.23 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.327 ---- Pot Cap-1 Maneuver 0 276 --0 - Stage 1 0 ---0 - Stage 2 0 ---0 - Platoon blocked, %--- Mov Cap-1 Maneuver -276 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s/v18.17 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h)--276 - HCM Lane V/C Ratio --0.009 - HCM Control Delay (s/veh)--18.2 - HCM Lane LOS --C - HCM 95th %tile Q(veh)--0 - HCM 7th TWSC 102: Horsetooth Rd & Access 2 2029 Future Plus Project PM Peak Hour 3.2 2029+P PM Synchro 12 Report Fehr & Peers Page 19 Intersection Int Delay, s/veh 0.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 175 119 1 0 5 Future Vol, veh/h 0 175 119 1 0 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -----0 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 206 140 1 0 6 Major/Minor Major1 Major2 Minor2 Conflicting Flow All -0 -0 -141 Stage 1 ------ Stage 2 ------ Critical Hdwy -----6.23 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.327 Pot Cap-1 Maneuver 0 ---0 905 Stage 1 0 ---0 - Stage 2 0 ---0 - Platoon blocked, %--- Mov Cap-1 Maneuver -----905 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB SB HCM Control Delay, s/v 0 0 9.01 HCM LOS A Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity (veh/h)---905 HCM Lane V/C Ratio ---0.007 HCM Control Delay (s/veh)---9 HCM Lane LOS ---A HCM 95th %tile Q(veh)---0 HCM 7th TWSC 103: Horsetooth Rd & Access 3 2029 Future Plus Project PM Peak Hour 3.2 2029+P PM Synchro 12 Report Fehr & Peers Page 20 Intersection Int Delay, s/veh 1.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 34 142 98 8 5 22 Future Vol, veh/h 34 142 98 8 5 22 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 40 167 115 9 6 26 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 125 0 -0 367 120 Stage 1 ----120 - Stage 2 ----247 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 1456 ---631 929 Stage 1 ----903 - Stage 2 ----792 - Platoon blocked, %--- Mov Cap-1 Maneuver 1456 ---612 929 Mov Cap-2 Maneuver ----612 - Stage 1 ----875 - Stage 2 ----792 - Approach EB WB SB HCM Control Delay, s/v 1.46 0 9.41 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)348 ---847 HCM Lane V/C Ratio 0.027 ---0.037 HCM Control Delay (s/veh)7.5 0 --9.4 HCM Lane LOS A A --A HCM 95th %tile Q(veh)0.1 ---0.1 Queues 1: Timberline Rd & Horsetooth Rd 2033 Background AM Peak Hour 4.1 2033 AM Synchro 12 Report Fehr & Peers Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)428 384 289 145 561 236 263 1197 40 124 991 330 v/c Ratio 0.87 0.45 0.51 0.52 1.01 0.51 0.59 0.80 0.05 0.46 0.76 0.42 Control Delay (s/veh)64.7 37.2 9.7 34.4 86.5 7.6 50.3 32.8 0.1 29.6 43.5 17.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)64.7 37.2 9.7 34.4 86.5 7.6 50.3 32.8 0.1 29.6 43.5 17.2 Queue Length 50th (ft)154 121 18 70 ~212 0 91 382 0 39 384 126 Queue Length 95th (ft)#223 162 82 114 #312 43 126 447 0 m48 424 m149 Internal Link Dist (ft)1010 5219 2605 4217 Turn Bay Length (ft)275 165 270 165 335 110 230 280 Base Capacity (vph)494 860 572 278 557 465 525 1489 773 278 1308 781 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.87 0.45 0.51 0.52 1.01 0.51 0.50 0.80 0.05 0.45 0.76 0.42 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. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd 2033 Background AM Peak Hour 4.1 2033 AM Synchro 12 Report Fehr & Peers Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)372 334 251 126 488 205 229 1041 35 108 862 287 Future Volume (veh/h)372 334 251 126 488 205 229 1041 35 108 862 287 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 0.99 1.00 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 428 384 0 145 561 0 263 1197 40 124 991 0 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 499 881 334 561 363 1545 678 212 1390 Arrive On Green 0.15 0.25 0.00 0.06 0.16 0.00 0.11 0.44 0.44 0.06 0.39 0.00 Sat Flow, veh/h 3428 3526 1572 1767 3526 1572 3428 3526 1547 3428 3526 1572 Grp Volume(v), veh/h 428 384 0 145 561 0 263 1197 40 124 991 0 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1767 1763 1572 1714 1763 1547 1714 1763 1572 Q Serve(g_s), s 13.4 10.1 0.0 7.0 17.5 0.0 8.2 31.8 1.6 3.9 26.1 0.0 Cycle Q Clear(g_c), s 13.4 10.1 0.0 7.0 17.5 0.0 8.2 31.8 1.6 3.9 26.1 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 499 881 334 561 363 1545 678 212 1390 V/C Ratio(X)0.86 0.44 0.43 1.00 0.73 0.77 0.06 0.58 0.71 Avail Cap(c_a), veh/h 499 881 334 561 530 1545 678 280 1390 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 45.9 34.7 0.0 36.2 46.3 0.0 47.6 26.3 17.8 50.2 28.1 0.0 Incr Delay (d2), s/veh 14.0 0.3 0.0 0.9 38.1 0.0 2.8 3.9 0.2 2.5 3.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.5 4.3 0.0 3.3 10.4 0.0 3.6 13.4 0.6 1.7 11.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 59.8 35.1 0.0 37.1 84.3 0.0 50.4 30.2 18.0 52.8 31.2 0.0 LnGrp LOS E D D F D C B D C Approach Vol, veh/h 812 706 1500 1115 Approach Delay, s/veh 48.1 74.6 33.4 33.6 Approach LOS D E C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 16.6 48.9 11.0 33.5 11.8 53.7 21.0 23.5 Change Period (Y+Rc), s 6.0 6.5 5.0 7.0 6.0 6.5 6.0 * 7 Max Green Setting (Gmax), s 16.0 37.5 6.0 26.0 8.0 45.5 15.0 * 17 Max Q Clear Time (g_c+I1), s 10.2 28.1 9.0 12.1 5.9 33.8 15.4 19.5 Green Ext Time (p_c), s 0.5 3.0 0.0 1.2 0.1 4.3 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 43.4 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd 2033 Background AM Peak Hour 4.1 2033 AM Synchro 12 Report Fehr & Peers Page 3 Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Queues 2: Timberline Rd & Drake Rd 2033 Background AM Peak Hour 4.1 2033 AM Synchro 12 Report Fehr & Peers Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)303 458 338 73 576 418 418 1349 40 312 1115 296 v/c Ratio 0.67 0.58 0.55 0.30 1.25 0.90 0.80 0.64 0.05 0.92 0.88 0.41 Control Delay (s/veh)53.3 42.2 7.8 30.5 171.6 37.7 43.1 17.0 0.1 81.5 41.8 6.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)53.3 42.2 7.8 30.5 171.6 37.7 43.1 17.0 0.1 81.5 41.8 6.3 Queue Length 50th (ft)105 156 0 36 ~280 83 144 246 0 114 382 15 Queue Length 95th (ft)152 212 78 71 #393 #274 m181 265 m0 #197 #482 75 Internal Link Dist (ft)1269 2578 961 912 Turn Bay Length (ft)160 200 150 170 340 100 295 300 Base Capacity (vph)479 793 616 241 459 465 525 2105 784 340 1274 729 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.63 0.58 0.55 0.30 1.25 0.90 0.80 0.64 0.05 0.92 0.88 0.41 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 2: Timberline Rd & Drake Rd 2033 Background AM Peak Hour 4.1 2033 AM Synchro 12 Report Fehr & Peers Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)276 417 308 66 524 380 380 1228 36 284 1015 269 Future Volume (veh/h)276 417 308 66 524 380 380 1228 36 284 1015 269 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 0.99 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 303 458 338 73 576 418 418 1349 40 312 1115 296 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 398 721 320 223 494 219 555 2156 668 343 1282 570 Arrive On Green 0.12 0.20 0.20 0.06 0.14 0.14 0.16 0.43 0.43 0.10 0.36 0.36 Sat Flow, veh/h 3428 3526 1566 1767 3526 1562 3428 5066 1569 3428 3526 1569 Grp Volume(v), veh/h 303 458 338 73 576 418 418 1349 40 312 1115 296 Grp Sat Flow(s),veh/h/ln 1714 1763 1566 1767 1763 1562 1714 1689 1569 1714 1763 1569 Q Serve(g_s), s 9.4 13.1 22.5 3.8 15.4 10.2 12.8 22.9 1.7 9.9 32.4 11.8 Cycle Q Clear(g_c), s 9.4 13.1 22.5 3.8 15.4 10.2 12.8 22.9 1.7 9.9 32.4 11.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 398 721 320 223 494 219 555 2156 668 343 1282 570 V/C Ratio(X)0.76 0.64 1.06 0.33 1.17 1.91 0.75 0.63 0.06 0.91 0.87 0.52 Avail Cap(c_a), veh/h 483 721 320 236 494 219 555 2156 668 343 1282 570 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.1 40.0 43.8 37.2 47.3 20.5 44.0 24.7 18.6 49.0 32.6 14.5 Incr Delay (d2), s/veh 5.7 1.8 65.6 0.8 94.6 425.4 5.8 1.4 0.2 27.3 8.2 3.4 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 4.2 5.7 14.3 1.7 13.1 29.4 5.7 9.0 0.6 5.4 14.4 4.5 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 52.8 41.8 109.4 38.1 141.9 445.9 49.7 26.1 18.8 76.3 40.8 17.8 LnGrp LOS D D F D F F D C B E D B Approach Vol, veh/h 1099 1067 1807 1723 Approach Delay, s/veh 65.6 253.9 31.4 43.3 Approach LOS E F C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 23.8 46.0 11.2 29.0 17.0 52.8 18.3 21.9 Change Period (Y+Rc), s 7.0 7.0 6.0 7.5 7.0 7.0 6.5 7.5 Max Green Setting (Gmax), s 16.0 39.0 6.0 21.5 10.0 45.0 14.5 12.5 Max Q Clear Time (g_c+I1), s 14.8 34.4 5.8 24.5 11.9 24.9 11.4 17.4 Green Ext Time (p_c), s 0.2 2.5 0.0 0.0 0.0 6.0 0.3 0.0 Intersection Summary HCM 7th Control Delay, s/veh 83.3 HCM 7th LOS F Notes User approved pedestrian interval to be less than phase max green. HCM 7th TWSC 3: Rigden Pkwy & Drake Rd 2033 Background AM Peak Hour 4.1 2033 AM Synchro 12 Report Fehr & Peers Page 6 Intersection Int Delay, s/veh 1.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 604 26 43 878 52 49 Future Vol, veh/h 604 26 43 878 52 49 Conflicting Peds, #/hr 0 0 0 0 3 6 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -0 100 -140 0 Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 737 32 52 1071 63 60 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 768 0 1915 743 Stage 1 ----737 - Stage 2 ----1179 - Critical Hdwy --4.13 -6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy --2.227 -3.527 3.327 Pot Cap-1 Maneuver --841 -74 414 Stage 1 ----472 - Stage 2 ----291 - Platoon blocked, %--- Mov Cap-1 Maneuver --841 -69 412 Mov Cap-2 Maneuver ----186 - Stage 1 ----472 - Stage 2 ----272 - Approach EB WB NB HCM Control Delay, s/v 0 0.45 24.89 HCM LOS C Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h)186 412 --841 - HCM Lane V/C Ratio 0.34 0.145 --0.062 - HCM Control Delay (s/veh)34 15.2 --9.6 - HCM Lane LOS D C --A - HCM 95th %tile Q(veh)1.4 0.5 --0.2 - HCM 7th TWSC 4: Drake Rd & Miles House Ave 2033 Background AM Peak Hour 4.1 2033 AM Synchro 12 Report Fehr & Peers Page 7 Intersection Int Delay, s/veh 6.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 171 570 760 182 81 137 Future Vol, veh/h 171 570 760 182 81 137 Conflicting Peds, #/hr 4 0 0 4 0 3 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length 100 ---0 100 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 204 679 905 217 96 163 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1125 0 -0 2103 1020 Stage 1 ----1017 - Stage 2 ----1086 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 617 ---~ 56 286 Stage 1 ----348 - Stage 2 ----322 - Platoon blocked, %--- Mov Cap-1 Maneuver 615 ---~ 37 284 Mov Cap-2 Maneuver ----139 - Stage 1 ----232 - Stage 2 ----321 - Approach EB WB SB HCM Control Delay, s/v 3.17 0 48.76 HCM LOS E Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h)615 ---139 284 HCM Lane V/C Ratio 0.331 ---0.691 0.574 HCM Control Delay (s/veh)13.7 ---74.7 33.4 HCM Lane LOS B ---F D HCM 95th %tile Q(veh)1.4 ---3.9 3.3 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 5: Drake Rd & Environmental Dr 2033 Background AM Peak Hour 4.1 2033 AM Synchro 12 Report Fehr & Peers Page 8 Intersection Int Delay, s/veh 0.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 18 597 918 12 3 8 Future Vol, veh/h 18 597 918 12 3 8 Conflicting Peds, #/hr 2 0 0 2 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -Yield Storage Length 100 ---0 75 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 81 81 81 81 81 81 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 22 737 1133 15 4 10 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1150 0 -0 1924 1143 Stage 1 ----1143 - Stage 2 ----781 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 604 ---73 243 Stage 1 ----303 - Stage 2 ----449 - Platoon blocked, %--- Mov Cap-1 Maneuver 603 ---70 242 Mov Cap-2 Maneuver ----191 - Stage 1 ----291 - Stage 2 ----449 - Approach EB WB SB HCM Control Delay, s/v 0.33 0 21.51 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h)603 ---191 242 HCM Lane V/C Ratio 0.037 ---0.019 0.041 HCM Control Delay (s/veh)11.2 ---24.2 20.5 HCM Lane LOS B ---C C HCM 95th %tile Q(veh)0.1 ---0.1 0.1 Queues 6: Ziegler Rd/Drake Rd & William Neal Pkwy 2033 Background AM Peak Hour 4.1 2033 AM Synchro 12 Report Fehr & Peers Page 9 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph)22 60 23 11 31 1043 5 737 v/c Ratio 0.08 0.11 0.08 0.02 0.07 0.74 0.02 0.52 Control Delay (s/veh)28.4 0.4 28.4 0.1 4.3 11.4 4.3 6.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)28.4 0.4 28.4 0.1 4.3 11.4 4.3 6.8 Queue Length 50th (ft)7 0 7 0 3 212 0 108 Queue Length 95th (ft)33 0 34 0 15 615 5 307 Internal Link Dist (ft)681 851 1229 1303 Turn Bay Length (ft)185 100 100 145 Base Capacity (vph)584 808 565 739 556 1731 295 1731 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.07 0.04 0.01 0.06 0.60 0.02 0.43 Intersection Summary HCM 7th Signalized Intersection Summary 6: Ziegler Rd/Drake Rd & William Neal Pkwy 2033 Background AM Peak Hour 4.1 2033 AM Synchro 12 Report Fehr & Peers Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)19 0 53 20 0 10 27 908 10 4 640 9 Future Volume (veh/h)19 0 53 20 0 10 27 908 10 4 640 9 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)0.98 0.98 0.98 0.96 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 22 0 60 23 0 11 31 1032 11 5 727 10 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 387 0 304 342 0 298 448 1227 13 257 1223 17 Arrive On Green 0.20 0.00 0.20 0.20 0.00 0.20 0.67 0.67 0.67 0.67 0.67 0.67 Sat Flow, veh/h 1365 0 1541 1309 0 1507 715 1832 20 537 1826 25 Grp Volume(v), veh/h 22 0 60 23 0 11 31 0 1043 5 0 737 Grp Sat Flow(s),veh/h/ln 1365 0 1541 1309 0 1507 715 0 1851 537 0 1851 Q Serve(g_s), s 0.8 0.0 1.9 0.9 0.0 0.3 1.4 0.0 24.4 0.4 0.0 12.5 Cycle Q Clear(g_c), s 1.1 0.0 1.9 2.7 0.0 0.3 13.9 0.0 24.4 24.8 0.0 12.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.01 1.00 0.01 Lane Grp Cap(c), veh/h 387 0 304 342 0 298 448 0 1240 257 0 1240 V/C Ratio(X)0.06 0.00 0.20 0.07 0.00 0.04 0.07 0.00 0.84 0.02 0.00 0.59 Avail Cap(c_a), veh/h 720 0 680 666 0 670 931 0 2491 619 0 2490 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 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 19.0 0.0 19.2 20.3 0.0 18.6 9.0 0.0 7.2 16.5 0.0 5.2 Incr Delay (d2), s/veh 0.1 0.0 0.3 0.1 0.0 0.1 0.1 0.0 1.6 0.0 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 0.2 0.0 0.7 0.3 0.0 0.1 0.2 0.0 4.6 0.0 0.0 2.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 19.1 0.0 19.5 20.4 0.0 18.6 9.1 0.0 8.8 16.6 0.0 5.6 LnGrp LOS B B C B A A B A Approach Vol, veh/h 82 34 1074 742 Approach Delay, s/veh 19.4 19.8 8.8 5.7 Approach LOS B B A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 42.3 15.0 42.3 15.0 Change Period (Y+Rc), s 4.9 4.7 4.9 * 4.7 Max Green Setting (Gmax), s 76.1 24.3 76.1 * 25 Max Q Clear Time (g_c+I1), s 26.8 3.9 26.4 4.7 Green Ext Time (p_c), s 5.6 0.3 11.0 0.1 Intersection Summary HCM 7th Control Delay, s/veh 8.3 HCM 7th LOS A Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th TWSC 7: Ziegler Rd & Percheron Dr 2033 Background AM Peak Hour 4.1 2033 AM Synchro 12 Report Fehr & Peers Page 11 Intersection Int Delay, s/veh 5.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 4 0 31 26 0 10 13 926 10 4 707 0 Future Vol, veh/h 4 0 31 26 0 10 13 926 10 4 707 0 Conflicting Peds, #/hr 0 0 12 12 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 --100 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84 Heavy Vehicles, %3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 5 0 37 31 0 12 15 1102 12 5 842 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1985 1996 854 2002 1990 1108 842 0 0 1114 0 0 Stage 1 851 851 -1139 1139 ------- Stage 2 1133 1145 -863 851 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 --4.13 -- Critical Hdwy Stg 1 6.13 5.53 -6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 -6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 --2.227 -- Pot Cap-1 Maneuver 45 60 357 44 60 254 790 --623 -- Stage 1 353 375 -243 275 ------- Stage 2 245 273 -348 375 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 42 58 354 38 59 254 790 --623 -- Mov Cap-2 Maneuver 42 58 -38 59 ------- Stage 1 350 372 -239 269 ------- Stage 2 229 268 -306 372 ------- Approach EB WB NB SB HCM Control Delay, s/v28.92 215.68 0.13 0.06 HCM LOS D F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)790 --192 50 623 -- HCM Lane V/C Ratio 0.02 --0.217 0.86 0.008 -- HCM Control Delay (s/veh)9.7 --28.9 215.7 10.8 -- HCM Lane LOS A --D F B -- HCM 95th %tile Q(veh)0.1 --0.8 3.6 0 -- HCM 7th Roundabout 8: Ziegler Rd & Horsetooth Rd 2033 Background AM Peak Hour 4.1 2033 AM Synchro 12 Report Fehr & Peers Page 12 Intersection Intersection Delay, s/veh 41.6 Intersection LOS E Approach EB WB NB SB Entry Lanes 2 1 2 1 Conflicting Circle Lanes 2 2 2 2 Adj Approach Flow, veh/h 604 213 1562 883 Demand Flow Rate, veh/h 622 220 1608 909 Vehicles Circulating, veh/h 857 1702 205 681 Vehicles Exiting, veh/h 733 111 1274 1241 Ped Vol Crossing Leg, #/h 1 0 3 2 Ped Cap Adj 1.000 1.000 0.997 1.000 Approach Delay, s/veh 16.4 33.5 19.3 100.2 Approach LOS C D C F Lane Left Right Left Left Right Left Designated Moves LT R LTR L TR LTR Assumed Moves LT R LTR L TR LTR RT Channelized Lane Util 0.265 0.735 1.000 0.350 0.650 1.000 Follow-Up Headway, s 2.667 2.535 2.535 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.328 4.645 4.328 4.328 A (Intercept)1350 1420 1420 1350 1420 1420 B (Slope)9.199e-4 8.501e-4 8.501e-4 9.199e-4 8.501e-4 8.501e-4 Entry Flow, veh/h 165 457 220 562 1046 909 Cap Entry Lane, veh/h 614 685 334 1118 1193 796 Entry HV Adj Factor 0.972 0.972 0.969 0.972 0.971 0.971 Flow Entry, veh/h 160 444 213 546 1016 883 Cap Entry, veh/h 596 666 324 1083 1155 773 V/C Ratio 0.269 0.667 0.658 0.504 0.879 1.142 Control Delay, s/veh 9.6 18.9 33.5 9.2 24.7 100.2 LOS A C D A C F 95th %tile Queue, veh 1 5 4 3 13 26 Queues 9: Ziegler Rd & Harmony Rd 2033 Background AM Peak Hour 4.1 2033 AM Synchro 12 Report Fehr & Peers Page 13 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)99 1201 72 109 2063 910 197 434 42 722 271 95 v/c Ratio 0.52 0.60 0.10 0.86 1.14 0.97 0.36 0.88 0.10 1.23 0.55 0.22 Control Delay (s/veh)56.7 27.5 0.3 85.8 97.0 29.6 44.6 66.6 0.5 157.1 47.9 1.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)56.7 27.5 0.3 85.8 97.0 29.6 44.6 66.6 0.5 157.1 47.9 1.1 Queue Length 50th (ft)67 240 0 74 ~628 409 64 160 0 ~325 95 0 Queue Length 95th (ft)123 288 0 m#107 #713 #591 107 #247 0 #443 129 0 Internal Link Dist (ft)2556 5213 1229 5229 Turn Bay Length (ft)675 100 460 320 220 80 370 35 Base Capacity (vph)191 2014 722 127 1808 935 543 493 426 587 685 510 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.52 0.60 0.10 0.86 1.14 0.97 0.36 0.88 0.10 1.23 0.40 0.19 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. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 9: Ziegler Rd & Harmony Rd 2033 Background AM Peak Hour 4.1 2033 AM Synchro 12 Report Fehr & Peers Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)91 1105 66 100 1898 837 181 399 39 664 249 87 Future Volume (veh/h)91 1105 66 100 1898 837 181 399 39 664 249 87 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 99 1201 72 109 2063 0 197 434 42 722 271 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 193 2026 628 129 1819 651 497 218 592 388 Arrive On Green 0.11 0.40 0.40 0.07 0.36 0.00 0.19 0.14 0.14 0.17 0.11 0.00 Sat Flow, veh/h 1767 5066 1569 1767 5066 1572 3428 3526 1548 3428 3526 1572 Grp Volume(v), veh/h 99 1201 72 109 2063 0 197 434 42 722 271 0 Grp Sat Flow(s),veh/h/ln 1767 1689 1569 1767 1689 1572 1714 1763 1548 1714 1763 1572 Q Serve(g_s), s 5.8 20.5 3.2 6.7 39.5 0.0 5.4 13.3 1.9 19.0 8.2 0.0 Cycle Q Clear(g_c), s 5.8 20.5 3.2 6.7 39.5 0.0 5.4 13.3 1.9 19.0 8.2 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 193 2026 628 129 1819 651 497 218 592 388 V/C Ratio(X)0.51 0.59 0.11 0.85 1.13 0.30 0.87 0.19 1.22 0.70 Avail Cap(c_a), veh/h 193 2026 628 129 1819 651 497 218 592 689 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 0.51 0.51 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 46.2 26.0 20.8 50.4 35.3 0.0 38.3 46.3 21.6 45.5 47.2 0.0 Incr Delay (d2), s/veh 2.3 1.3 0.4 22.8 64.4 0.0 0.3 15.7 0.4 113.4 2.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 7.9 1.1 3.6 25.6 0.0 2.3 6.7 1.0 17.2 3.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 48.6 27.2 21.1 73.2 99.6 0.0 38.6 62.0 22.0 158.9 49.5 0.0 LnGrp LOS D C C E F D E C F D Approach Vol, veh/h 1372 2172 673 993 Approach Delay, s/veh 28.5 98.3 52.7 129.0 Approach LOS C F D F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 27.4 18.6 14.0 50.0 24.0 22.0 18.0 46.0 Change Period (Y+Rc), s 7.5 7.5 7.0 7.0 6.0 7.5 7.0 7.5 Max Green Setting (Gmax), s 10.5 20.5 7.0 43.0 18.0 14.5 11.0 38.5 Max Q Clear Time (g_c+I1), s 7.4 10.2 8.7 22.5 21.0 15.3 7.8 41.5 Green Ext Time (p_c), s 0.2 0.7 0.0 5.2 0.0 0.0 0.1 0.0 Intersection Summary HCM 7th Control Delay, s/veh 79.9 HCM 7th LOS E Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Queues 10: Strauss Cabin Rd & Harmony Rd 2033 Background AM Peak Hour 4.1 2033 AM Synchro 12 Report Fehr & Peers Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)3 1715 28 46 3168 116 84 25 117 88 12 4 v/c Ratio 0.03 0.49 0.03 0.34 0.80 0.09 0.50 0.11 0.08 0.53 0.05 0.01 Control Delay (s/veh)46.3 10.2 0.4 55.2 12.4 1.6 54.3 41.8 0.1 55.8 40.5 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)46.3 10.2 0.4 55.2 12.4 1.6 54.3 41.8 0.1 55.8 40.5 0.0 Queue Length 50th (ft)2 239 0 31 422 1 56 16 0 59 8 0 Queue Length 95th (ft)m2 m268 m0 70 #948 22 102 40 0 106 25 0 Internal Link Dist (ft)5213 963 557 510 Turn Bay Length (ft)250 430 345 180 270 180 150 55 Base Capacity (vph)175 3506 1091 139 3959 1256 238 318 1549 235 318 357 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.49 0.03 0.33 0.80 0.09 0.35 0.08 0.08 0.37 0.04 0.01 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 10: Strauss Cabin Rd & Harmony Rd 2033 Background AM Peak Hour 4.1 2033 AM Synchro 12 Report Fehr & Peers Page 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)3 1595 26 43 2946 108 78 23 109 82 11 4 Future Volume (veh/h)3 1595 26 43 2946 108 78 23 109 82 11 4 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 0.99 1.00 0.99 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 3 1715 0 46 3168 0 84 25 0 88 12 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 22 3481 75 3771 205 198 195 198 Arrive On Green 0.01 0.69 0.00 0.04 0.74 0.00 0.11 0.11 0.00 0.11 0.11 0.00 Sat Flow, veh/h 1767 5066 1572 1767 5066 1572 1384 1856 1572 1368 1856 1572 Grp Volume(v), veh/h 3 1715 0 46 3168 0 84 25 0 88 12 0 Grp Sat Flow(s),veh/h/ln 1767 1689 1572 1767 1689 1572 1384 1856 1572 1368 1856 1572 Q Serve(g_s), s 0.2 17.6 0.0 2.8 46.9 0.0 6.4 1.3 0.0 6.8 0.6 0.0 Cycle Q Clear(g_c), s 0.2 17.6 0.0 2.8 46.9 0.0 7.0 1.3 0.0 8.2 0.6 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 22 3481 75 3771 205 198 195 198 V/C Ratio(X)0.14 0.49 0.62 0.84 0.41 0.13 0.45 0.06 Avail Cap(c_a), veh/h 177 3481 129 3771 296 321 285 321 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)0.47 0.47 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 53.7 8.1 0.0 51.8 9.6 0.0 47.3 44.5 0.0 48.2 44.1 0.0 Incr Delay (d2), s/veh 1.3 0.2 0.0 8.0 2.4 0.0 1.3 0.3 0.0 1.6 0.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 4.9 0.0 1.4 11.6 0.0 2.3 0.6 0.0 2.4 0.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 55.1 8.4 0.0 59.8 12.0 0.0 48.6 44.7 0.0 49.8 44.3 0.0 LnGrp LOS E A E B D D D D Approach Vol, veh/h 1718 3214 109 100 Approach Delay, s/veh 8.5 12.7 47.7 49.1 Approach LOS A B D D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 17.8 10.6 81.6 17.8 4.4 87.9 Change Period (Y+Rc), s 7.0 7.0 7.0 7.0 4.0 7.0 Max Green Setting (Gmax), s 18.0 7.0 64.0 18.0 10.0 64.0 Max Q Clear Time (g_c+I1), s 9.0 4.8 0.0 10.2 2.2 0.0 Green Ext Time (p_c), s 0.2 0.0 0.0 0.1 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 12.7 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 11: Drake Rd & Des Moines Dr 2033 Background AM Peak Hour 4.1 2033 AM Synchro 12 Report Fehr & Peers Page 17 Intersection Int Delay, s/veh 1.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 42 40 23 907 625 21 Future Vol, veh/h 42 40 23 907 625 21 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 87 87 87 87 87 87 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 48 46 26 1043 718 24 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1826 730 743 0 -0 Stage 1 730 ----- Stage 2 1095 ----- Critical Hdwy 6.43 6.23 4.13 --- Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.327 2.227 --- Pot Cap-1 Maneuver 84 420 860 --- Stage 1 475 ----- Stage 2 319 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 81 420 860 --- Mov Cap-2 Maneuver 208 ----- Stage 1 460 ----- Stage 2 319 ----- Approach EB NB SB HCM Control Delay, s/v 24.7 0.23 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)860 -276 -- HCM Lane V/C Ratio 0.031 -0.342 -- HCM Control Delay (s/veh)9.3 -24.7 -- HCM Lane LOS A -C -- HCM 95th %tile Q(veh)0.1 -1.5 -- HCM 7th TWSC 101: Ziegler Rd & Access 1 2033 Background AM Peak Hour 4.1 2033 AM Synchro 12 Report Fehr & Peers Page 18 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 2 947 4 0 764 Future Vol, veh/h 0 2 947 4 0 764 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 2 1114 5 0 899 Major/Minor Minor1 Major1 Major2 Conflicting Flow All -1116 0 0 -- Stage 1 ------ Stage 2 ------ Critical Hdwy -6.23 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.327 ---- Pot Cap-1 Maneuver 0 251 --0 - Stage 1 0 ---0 - Stage 2 0 ---0 - Platoon blocked, %--- Mov Cap-1 Maneuver -251 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s/v19.46 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h)--251 - HCM Lane V/C Ratio --0.009 - HCM Control Delay (s/veh)--19.5 - HCM Lane LOS --C - HCM 95th %tile Q(veh)--0 - HCM 7th TWSC 102: Horsetooth Rd & Access 2 2033 Background AM Peak Hour 4.1 2033 AM Synchro 12 Report Fehr & Peers Page 19 Intersection Int Delay, s/veh 0.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 94 163 0 0 6 Future Vol, veh/h 0 94 163 0 0 6 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -----0 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 111 192 0 0 7 Major/Minor Major1 Major2 Minor2 Conflicting Flow All -0 -0 -192 Stage 1 ------ Stage 2 ------ Critical Hdwy -----6.23 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.327 Pot Cap-1 Maneuver 0 ---0 847 Stage 1 0 ---0 - Stage 2 0 ---0 - Platoon blocked, %--- Mov Cap-1 Maneuver -----847 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB SB HCM Control Delay, s/v 0 0 9.28 HCM LOS A Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity (veh/h)---847 HCM Lane V/C Ratio ---0.008 HCM Control Delay (s/veh)---9.3 HCM Lane LOS ---A HCM 95th %tile Q(veh)---0 HCM 7th TWSC 103: Horsetooth Rd & Access 3 2033 Background AM Peak Hour 4.1 2033 AM Synchro 12 Report Fehr & Peers Page 20 Intersection Int Delay, s/veh 1.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 12 83 131 3 8 32 Future Vol, veh/h 12 83 131 3 8 32 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 14 98 154 4 9 38 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 158 0 -0 282 156 Stage 1 ----156 - Stage 2 ----126 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 1416 ---706 887 Stage 1 ----870 - Stage 2 ----897 - Platoon blocked, %--- Mov Cap-1 Maneuver 1416 ---699 887 Mov Cap-2 Maneuver ----699 - Stage 1 ----861 - Stage 2 ----897 - Approach EB WB SB HCM Control Delay, s/v 0.96 0 9.53 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)227 ---842 HCM Lane V/C Ratio 0.01 ---0.056 HCM Control Delay (s/veh)7.6 0 --9.5 HCM Lane LOS A A --A HCM 95th %tile Q(veh)0 ---0.2 Queues 1: Timberline Rd & Horsetooth Rd 2033 Background PM Peak Hour 4.2 2033 PM Synchro 12 Report Fehr & Peers Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)450 682 316 132 508 140 335 1033 91 216 1133 427 v/c Ratio 0.91 0.79 0.56 0.65 0.91 0.30 0.69 0.70 0.12 0.78 0.90 0.56 Control Delay (s/veh)70.4 46.7 13.7 42.8 67.7 1.6 52.3 29.1 0.3 46.6 50.0 20.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)70.4 46.7 13.7 42.8 67.7 1.6 52.3 29.1 0.3 46.6 50.0 20.1 Queue Length 50th (ft)163 238 43 63 187 0 115 307 0 74 443 159 Queue Length 95th (ft)#256 308 130 #120 #286 0 163 384 0 m93 m#540 m206 Internal Link Dist (ft)1020 5215 2605 4216 Turn Bay Length (ft)275 165 270 165 335 110 230 280 Base Capacity (vph)494 860 565 203 557 467 525 1481 774 278 1264 763 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.91 0.79 0.56 0.65 0.91 0.30 0.64 0.70 0.12 0.78 0.90 0.56 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd 2033 Background PM Peak Hour 4.2 2033 PM Synchro 12 Report Fehr & Peers Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)414 627 291 121 467 129 308 950 84 199 1042 393 Future Volume (veh/h)414 627 291 121 467 129 308 950 84 199 1042 393 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 450 682 0 132 508 0 335 1033 91 216 1133 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 499 881 231 561 432 2019 887 280 1864 Arrive On Green 0.15 0.25 0.00 0.06 0.16 0.00 0.13 0.57 0.57 0.08 0.53 0.00 Sat Flow, veh/h 3428 3526 1572 1767 3526 1572 3428 3526 1548 3428 3526 1572 Grp Volume(v), veh/h 450 682 0 132 508 0 335 1033 91 216 1133 0 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1767 1763 1572 1714 1763 1548 1714 1763 1572 Q Serve(g_s), s 14.2 19.8 0.0 6.9 15.6 0.0 10.4 19.5 2.9 6.8 24.6 0.0 Cycle Q Clear(g_c), s 14.2 19.8 0.0 6.9 15.6 0.0 10.4 19.5 2.9 6.8 24.6 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 499 881 231 561 432 2019 887 280 1864 V/C Ratio(X)0.90 0.77 0.57 0.91 0.78 0.51 0.10 0.77 0.61 Avail Cap(c_a), veh/h 499 881 231 561 530 2019 887 280 1864 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 46.2 38.4 0.0 36.4 45.4 0.0 46.6 14.2 10.7 49.5 18.0 0.0 Incr Delay (d2), s/veh 19.6 4.3 0.0 3.4 18.3 0.0 5.8 0.9 0.2 12.3 1.5 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.2 8.8 0.0 3.1 8.1 0.0 4.7 7.3 1.0 3.3 9.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 65.8 42.7 0.0 39.8 63.8 0.0 52.4 15.1 10.9 61.8 19.5 0.0 LnGrp LOS E D D E D B B E B Approach Vol, veh/h 1132 640 1459 1349 Approach Delay, s/veh 51.9 58.8 23.4 26.3 Approach LOS D E C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 18.9 64.1 11.0 33.5 14.0 69.0 21.0 23.5 Change Period (Y+Rc), s 6.0 6.5 5.0 7.0 6.0 6.5 6.0 * 7 Max Green Setting (Gmax), s 16.0 37.5 6.0 26.0 8.0 45.5 15.0 * 17 Max Q Clear Time (g_c+I1), s 12.4 26.6 8.9 21.8 8.8 21.5 16.2 17.6 Green Ext Time (p_c), s 0.4 3.8 0.0 1.2 0.0 4.8 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 36.2 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd 2033 Background PM Peak Hour 4.2 2033 PM Synchro 12 Report Fehr & Peers Page 3 Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Queues 2: Timberline Rd & Drake Rd 2033 Background PM Peak Hour 4.2 2033 PM Synchro 12 Report Fehr & Peers Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)278 633 281 114 487 291 532 1277 54 533 1112 283 v/c Ratio 0.63 0.88 0.52 0.62 1.04 0.62 1.01 0.61 0.07 1.57 0.87 0.39 Control Delay (s/veh)52.1 57.9 8.2 44.2 98.6 11.0 78.3 19.7 0.1 303.3 41.6 6.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)52.1 57.9 8.2 44.2 98.6 11.0 78.3 19.7 0.1 303.3 41.6 6.0 Queue Length 50th (ft)96 230 0 58 ~206 0 ~188 264 0 ~275 381 12 Queue Length 95th (ft)140 #328 71 #113 #318 73 m#290 m273 m0 #383 #478 70 Internal Link Dist (ft)1188 2577 979 912 Turn Bay Length (ft)160 200 150 170 340 100 295 300 Base Capacity (vph)479 716 539 185 470 468 525 2105 777 340 1274 720 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.58 0.88 0.52 0.62 1.04 0.62 1.01 0.61 0.07 1.57 0.87 0.39 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. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 2: Timberline Rd & Drake Rd 2033 Background PM Peak Hour 4.2 2033 PM Synchro 12 Report Fehr & Peers Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)264 601 267 108 463 276 505 1213 51 506 1056 269 Future Volume (veh/h)264 601 267 108 463 276 505 1213 51 506 1056 269 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 0.99 1.00 0.98 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 278 633 281 114 487 291 532 1277 54 533 1112 283 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 374 719 317 196 542 238 532 2122 652 343 1282 565 Arrive On Green 0.11 0.20 0.20 0.06 0.15 0.15 0.16 0.42 0.42 0.10 0.36 0.36 Sat Flow, veh/h 3428 3526 1554 1767 3526 1548 3428 5066 1557 3428 3526 1554 Grp Volume(v), veh/h 278 633 281 114 487 291 532 1277 54 533 1112 283 Grp Sat Flow(s),veh/h/ln 1714 1763 1554 1767 1763 1548 1714 1689 1557 1714 1763 1554 Q Serve(g_s), s 8.6 19.2 19.3 5.9 14.9 11.2 17.1 21.5 2.3 11.0 32.3 11.1 Cycle Q Clear(g_c), s 8.6 19.2 19.3 5.9 14.9 11.2 17.1 21.5 2.3 11.0 32.3 11.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 374 719 317 196 542 238 532 2122 652 343 1282 565 V/C Ratio(X)0.74 0.88 0.89 0.58 0.90 1.22 1.00 0.60 0.08 1.55 0.87 0.50 Avail Cap(c_a), veh/h 483 721 318 196 542 238 532 2122 652 343 1282 565 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.5 42.5 42.6 37.1 45.7 20.3 46.5 24.8 19.2 49.5 32.5 13.9 Incr Delay (d2), s/veh 4.5 12.2 24.6 4.3 17.8 131.8 38.9 1.3 0.2 263.5 8.1 3.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.8 9.3 9.4 2.7 7.7 12.6 10.0 8.5 0.9 17.1 14.3 4.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 52.0 54.7 67.2 41.4 63.5 152.1 85.4 26.1 19.5 313.0 40.6 17.0 LnGrp LOS D D E D E F F C B F D B Approach Vol, veh/h 1192 892 1863 1928 Approach Delay, s/veh 57.0 89.6 42.8 112.5 Approach LOS E F D F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 23.1 46.0 12.0 28.9 17.0 52.1 17.5 23.4 Change Period (Y+Rc), s 7.0 7.0 6.0 7.5 7.0 7.0 6.5 7.5 Max Green Setting (Gmax), s 16.0 39.0 6.0 21.5 10.0 45.0 14.5 12.5 Max Q Clear Time (g_c+I1), s 19.1 34.3 7.9 21.3 13.0 23.5 10.6 16.9 Green Ext Time (p_c), s 0.0 2.5 0.0 0.1 0.0 5.8 0.4 0.0 Intersection Summary HCM 7th Control Delay, s/veh 75.7 HCM 7th LOS E Notes User approved pedestrian interval to be less than phase max green. HCM 7th TWSC 3: Rigden Pkwy & Drake Rd 2033 Background PM Peak Hour 4.2 2033 PM Synchro 12 Report Fehr & Peers Page 6 Intersection Int Delay, s/veh 0.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 820 86 32 1000 29 19 Future Vol, veh/h 820 86 32 1000 29 19 Conflicting Peds, #/hr 0 0 0 0 0 2 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -0 100 -140 0 Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 882 92 34 1075 31 20 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 974 0 2026 884 Stage 1 ----882 - Stage 2 ----1144 - Critical Hdwy --4.13 -6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy --2.227 -3.527 3.327 Pot Cap-1 Maneuver --704 -63 343 Stage 1 ----403 - Stage 2 ----302 - Platoon blocked, %--- Mov Cap-1 Maneuver --704 -60 343 Mov Cap-2 Maneuver ----180 - Stage 1 ----403 - Stage 2 ----287 - Approach EB WB NB HCM Control Delay, s/v 0 0.32 24.05 HCM LOS C Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h)180 343 --704 - HCM Lane V/C Ratio 0.174 0.06 --0.049 - HCM Control Delay (s/veh)29.2 16.2 --10.4 - HCM Lane LOS D C --B - HCM 95th %tile Q(veh)0.6 0.2 --0.2 - HCM 7th TWSC 4: Drake Rd & Miles House Ave 2033 Background PM Peak Hour 4.2 2033 PM Synchro 12 Report Fehr & Peers Page 7 Intersection Int Delay, s/veh 4.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 82 769 796 73 84 159 Future Vol, veh/h 82 769 796 73 84 159 Conflicting Peds, #/hr 3 0 0 3 0 2 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length 100 ---0 100 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 91 854 884 81 93 177 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 969 0 -0 1965 930 Stage 1 ----928 - Stage 2 ----1037 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 707 ---~ 69 323 Stage 1 ----383 - Stage 2 ----340 - Platoon blocked, %--- Mov Cap-1 Maneuver 706 ---~ 60 321 Mov Cap-2 Maneuver ----181 - Stage 1 ----333 - Stage 2 ----339 - Approach EB WB SB HCM Control Delay, s/v 1.05 0 34.4 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h)706 ---181 321 HCM Lane V/C Ratio 0.129 ---0.517 0.55 HCM Control Delay (s/veh)10.9 ---44.5 29.1 HCM Lane LOS B ---E D HCM 95th %tile Q(veh)0.4 ---2.6 3.1 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 5: Drake Rd & Environmental Dr 2033 Background PM Peak Hour 4.2 2033 PM Synchro 12 Report Fehr & Peers Page 8 Intersection Int Delay, s/veh 0.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 9 908 1018 4 5 12 Future Vol, veh/h 9 908 1018 4 5 12 Conflicting Peds, #/hr 2 0 0 2 0 1 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -Yield Storage Length 100 ---0 75 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 9 956 1072 4 5 13 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1078 0 -0 2050 1077 Stage 1 ----1076 - Stage 2 ----975 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 643 ---61 265 Stage 1 ----326 - Stage 2 ----364 - Platoon blocked, %--- Mov Cap-1 Maneuver 642 ---60 264 Mov Cap-2 Maneuver ----183 - Stage 1 ----321 - Stage 2 ----364 - Approach EB WB SB HCM Control Delay, s/v 0.1 0 21.06 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h)642 ---183 264 HCM Lane V/C Ratio 0.015 ---0.029 0.048 HCM Control Delay (s/veh)10.7 ---25.3 19.3 HCM Lane LOS B ---D C HCM 95th %tile Q(veh)0 ---0.1 0.1 Queues 6: Ziegler Rd/Drake Rd & William Neal Pkwy 2033 Background PM Peak Hour 4.2 2033 PM Synchro 12 Report Fehr & Peers Page 9 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph)14 46 16 9 45 985 13 887 v/c Ratio 0.05 0.09 0.05 0.02 0.11 0.65 0.04 0.59 Control Delay (s/veh)28.0 0.3 27.9 0.1 4.7 8.6 4.3 7.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)28.0 0.3 27.9 0.1 4.7 8.6 4.3 7.3 Queue Length 50th (ft)5 0 6 0 4 185 1 150 Queue Length 95th (ft)25 0 28 0 22 571 9 453 Internal Link Dist (ft)681 851 1251 1303 Turn Bay Length (ft)185 100 100 145 Base Capacity (vph)634 825 622 804 452 1727 373 1725 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.06 0.03 0.01 0.10 0.57 0.03 0.51 Intersection Summary HCM 7th Signalized Intersection Summary 6: Ziegler Rd/Drake Rd & William Neal Pkwy 2033 Background PM Peak Hour 4.2 2033 PM Synchro 12 Report Fehr & Peers Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)13 0 43 15 0 8 42 904 22 12 804 30 Future Volume (veh/h)13 0 43 15 0 8 42 904 22 12 804 30 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)0.99 0.97 0.99 0.99 1.00 0.98 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 14 0 46 16 0 9 45 962 23 13 855 32 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 392 0 275 357 0 282 365 1193 29 305 1174 44 Arrive On Green 0.18 0.00 0.18 0.18 0.00 0.18 0.66 0.66 0.66 0.66 0.66 0.66 Sat Flow, veh/h 1380 0 1523 1336 0 1557 621 1803 43 567 1775 66 Grp Volume(v), veh/h 14 0 46 16 0 9 45 0 985 13 0 887 Grp Sat Flow(s),veh/h/ln 1380 0 1523 1336 0 1557 621 0 1846 567 0 1842 Q Serve(g_s), s 0.4 0.0 1.2 0.5 0.0 0.2 2.5 0.0 18.6 0.8 0.0 15.1 Cycle Q Clear(g_c), s 0.6 0.0 1.2 1.7 0.0 0.2 17.6 0.0 18.6 19.5 0.0 15.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.02 1.00 0.04 Lane Grp Cap(c), veh/h 392 0 275 357 0 282 365 0 1221 305 0 1218 V/C Ratio(X)0.04 0.00 0.17 0.04 0.00 0.03 0.12 0.00 0.81 0.04 0.00 0.73 Avail Cap(c_a), veh/h 868 0 801 823 0 825 949 0 2957 838 0 2950 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 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 16.5 0.0 16.7 17.4 0.0 16.2 11.1 0.0 5.9 13.0 0.0 5.3 Incr Delay (d2), s/veh 0.0 0.0 0.3 0.1 0.0 0.0 0.1 0.0 1.3 0.1 0.0 0.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 0.4 0.1 0.0 0.1 0.3 0.0 2.5 0.1 0.0 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 16.5 0.0 16.9 17.4 0.0 16.3 11.2 0.0 7.2 13.0 0.0 6.2 LnGrp LOS B B B B B A B A Approach Vol, veh/h 60 25 1030 900 Approach Delay, s/veh 16.8 17.0 7.4 6.3 Approach LOS B B A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 35.7 12.4 35.7 12.4 Change Period (Y+Rc), s 4.9 4.7 4.9 * 4.7 Max Green Setting (Gmax), s 76.1 24.3 76.1 * 25 Max Q Clear Time (g_c+I1), s 21.5 3.2 20.6 3.7 Green Ext Time (p_c), s 7.9 0.2 10.2 0.0 Intersection Summary HCM 7th Control Delay, s/veh 7.3 HCM 7th LOS A Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th TWSC 7: Ziegler Rd & Percheron Dr 2033 Background PM Peak Hour 4.2 2033 PM Synchro 12 Report Fehr & Peers Page 11 Intersection Int Delay, s/veh 2.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 0 26 18 0 7 37 978 28 11 849 14 Future Vol, veh/h 5 0 26 18 0 7 37 978 28 11 849 14 Conflicting Peds, #/hr 0 0 2 2 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 --100 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 5 0 28 19 0 7 39 1040 30 12 903 15 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2053 2083 913 2063 2076 1055 918 0 0 1070 0 0 Stage 1 934 934 -1134 1134 ------- Stage 2 1119 1149 -929 941 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 --4.13 -- Critical Hdwy Stg 1 6.13 5.53 -6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 -6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 --2.227 -- Pot Cap-1 Maneuver 41 53 330 40 53 273 739 --647 -- Stage 1 318 343 -245 276 ------- Stage 2 250 272 -320 340 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 37 49 330 34 50 273 739 --647 -- Mov Cap-2 Maneuver 37 49 -34 50 ------- Stage 1 312 337 -232 262 ------- Stage 2 230 257 -287 334 ------- Approach EB WB NB SB HCM Control Delay, s/v37.22 165.19 0.36 0.13 HCM LOS E F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)739 --144 45 647 -- HCM Lane V/C Ratio 0.053 --0.229 0.59 0.018 -- HCM Control Delay (s/veh)10.1 --37.2 165.2 10.7 -- HCM Lane LOS B --E F B -- HCM 95th %tile Q(veh)0.2 --0.8 2.2 0.1 -- HCM 7th Roundabout 8: Ziegler Rd & Horsetooth Rd 2033 Background PM Peak Hour 4.2 2033 PM Synchro 12 Report Fehr & Peers Page 12 Intersection Intersection Delay, s/veh 50.7 Intersection LOS F Approach EB WB NB SB Entry Lanes 2 1 2 1 Conflicting Circle Lanes 2 2 2 2 Adj Approach Flow, veh/h 768 130 1348 977 Demand Flow Rate, veh/h 792 134 1389 1006 Vehicles Circulating, veh/h 906 1460 301 621 Vehicles Exiting, veh/h 721 230 1397 973 Ped Vol Crossing Leg, #/h 0 23 2 9 Ped Cap Adj 1.000 1.000 0.998 0.999 Approach Delay, s/veh 29.6 15.0 14.6 121.9 Approach LOS D B B F Lane Left Right Left Left Right Left Designated Moves LT R LTR L TR LTR Assumed Moves LT R LTR L TR LTR RT Channelized Lane Util 0.277 0.723 1.000 0.395 0.605 1.000 Follow-Up Headway, s 2.667 2.535 2.535 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.328 4.645 4.328 4.328 A (Intercept)1350 1420 1420 1350 1420 1420 B (Slope)9.199e-4 8.501e-4 8.501e-4 9.199e-4 8.501e-4 8.501e-4 Entry Flow, veh/h 219 573 134 548 841 1006 Cap Entry Lane, veh/h 587 657 410 1023 1099 838 Entry HV Adj Factor 0.969 0.970 0.972 0.971 0.970 0.971 Flow Entry, veh/h 212 556 130 532 816 977 Cap Entry, veh/h 569 638 399 992 1065 813 V/C Ratio 0.373 0.872 0.326 0.536 0.766 1.203 Control Delay, s/veh 11.9 36.3 15.0 10.4 17.3 121.9 LOS B E B B C F 95th %tile Queue, veh 2 10 1 3 8 32 Queues 9: Ziegler Rd & Harmony Rd 2033 Background PM Peak Hour 4.2 2033 PM Synchro 12 Report Fehr & Peers Page 13 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)182 2011 160 134 1751 963 231 405 101 855 566 121 v/c Ratio 0.95 1.00 0.22 1.06 0.97 1.07 0.63 0.83 0.24 1.46 0.85 0.24 Control Delay (s/veh)103.7 52.2 3.4 133.7 38.5 62.5 55.5 61.4 1.3 249.1 55.9 1.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)103.7 52.2 3.4 133.7 38.5 62.5 55.5 61.4 1.3 249.1 55.9 1.1 Queue Length 50th (ft)130 510 0 ~101 442 ~498 81 147 0 ~426 203 0 Queue Length 95th (ft)#269 #638 34 m#176 #543 #729 124 #223 0 #548 #285 0 Internal Link Dist (ft)2571 5225 1229 5210 Turn Bay Length (ft)675 100 460 320 220 80 370 35 Base Capacity (vph)191 2020 724 127 1814 898 367 493 426 587 685 509 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.95 1.00 0.22 1.06 0.97 1.07 0.63 0.82 0.24 1.46 0.83 0.24 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. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 9: Ziegler Rd & Harmony Rd 2033 Background PM Peak Hour 4.2 2033 PM Synchro 12 Report Fehr & Peers Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)171 1890 150 126 1646 905 217 381 95 804 532 114 Future Volume (veh/h)171 1890 150 126 1646 905 217 381 95 804 532 114 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 0.99 1.00 1.00 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 182 2011 160 134 1751 0 231 405 101 855 566 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 195 2033 622 129 1819 384 492 215 592 658 Arrive On Green 0.11 0.40 0.40 0.07 0.36 0.00 0.11 0.14 0.14 0.17 0.19 0.00 Sat Flow, veh/h 1767 5066 1549 1767 5066 1572 3428 3526 1545 3428 3526 1572 Grp Volume(v), veh/h 182 2011 160 134 1751 0 231 405 101 855 566 0 Grp Sat Flow(s),veh/h/ln 1767 1689 1549 1767 1689 1572 1714 1763 1545 1714 1763 1572 Q Serve(g_s), s 11.2 43.3 7.6 8.0 37.2 0.0 7.1 12.3 4.8 19.0 17.1 0.0 Cycle Q Clear(g_c), s 11.2 43.3 7.6 8.0 37.2 0.0 7.1 12.3 4.8 19.0 17.1 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 195 2033 622 129 1819 384 492 215 592 658 V/C Ratio(X)0.93 0.99 0.26 1.04 0.96 0.60 0.82 0.47 1.44 0.86 Avail Cap(c_a), veh/h 195 2033 622 129 1819 384 497 218 592 689 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 0.61 0.61 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 48.5 32.7 22.0 51.0 34.5 0.0 46.5 46.0 22.5 45.5 43.3 0.0 Incr Delay (d2), s/veh 45.5 17.5 1.0 73.6 9.8 0.0 2.6 10.7 1.6 209.2 10.4 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.2 19.4 2.7 6.0 15.5 0.0 3.1 6.0 2.4 25.0 8.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 94.0 50.2 23.0 124.6 44.3 0.0 49.1 56.7 24.1 254.7 53.7 0.0 LnGrp LOS F D C F D D E C F D Approach Vol, veh/h 2353 1885 737 1421 Approach Delay, s/veh 51.8 50.0 49.9 174.6 Approach LOS D D D F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 18.8 27.0 14.0 50.2 24.0 21.8 18.2 46.0 Change Period (Y+Rc), s 7.5 7.5 7.0 7.0 6.0 7.5 7.0 7.5 Max Green Setting (Gmax), s 10.5 20.5 7.0 43.0 18.0 14.5 11.0 38.5 Max Q Clear Time (g_c+I1), s 9.1 19.1 10.0 45.3 21.0 14.3 13.2 39.2 Green Ext Time (p_c), s 0.1 0.4 0.0 0.0 0.0 0.1 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 78.3 HCM 7th LOS E Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Queues 10: Strauss Cabin Rd & Harmony Rd 2033 Background PM Peak Hour 4.2 2033 PM Synchro 12 Report Fehr & Peers Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)13 2893 59 116 2637 131 55 15 76 129 26 9 v/c Ratio 0.11 0.96 0.06 0.72 0.74 0.11 0.28 0.06 0.05 0.66 0.10 0.03 Control Delay (s/veh)36.3 27.6 2.7 74.5 13.3 2.5 44.6 39.2 0.1 60.0 40.1 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)36.3 27.6 2.7 74.5 13.3 2.5 44.6 39.2 0.1 60.0 40.1 0.1 Queue Length 50th (ft)8 524 0 81 316 4 35 9 0 87 16 0 Queue Length 95th (ft)m8 m479 m0 #193 594 29 73 28 0 148 41 0 Internal Link Dist (ft)5225 963 557 510 Turn Bay Length (ft)250 430 345 180 270 180 150 55 Base Capacity (vph)175 3028 986 161 3560 1140 235 318 1568 238 318 357 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.96 0.06 0.72 0.74 0.11 0.23 0.05 0.05 0.54 0.08 0.03 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 10: Strauss Cabin Rd & Harmony Rd 2033 Background PM Peak Hour 4.2 2033 PM Synchro 12 Report Fehr & Peers Page 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)12 2719 55 109 2479 123 52 14 71 121 24 8 Future Volume (veh/h)12 2719 55 109 2479 123 52 14 71 121 24 8 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 0.99 1.00 0.99 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 13 2893 0 116 2637 0 55 15 0 129 26 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 37 3207 129 3607 227 242 236 242 Arrive On Green 0.02 0.63 0.00 0.07 0.71 0.00 0.13 0.13 0.00 0.13 0.13 0.00 Sat Flow, veh/h 1767 5066 1572 1767 5066 1572 1365 1856 1572 1378 1856 1572 Grp Volume(v), veh/h 13 2893 0 116 2637 0 55 15 0 129 26 0 Grp Sat Flow(s),veh/h/ln 1767 1689 1572 1767 1689 1572 1365 1856 1572 1378 1856 1572 Q Serve(g_s), s 0.8 53.7 0.0 7.2 34.4 0.0 4.1 0.8 0.0 10.0 1.4 0.0 Cycle Q Clear(g_c), s 0.8 53.7 0.0 7.2 34.4 0.0 5.4 0.8 0.0 10.7 1.4 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 37 3207 129 3607 227 242 236 242 V/C Ratio(X)0.35 0.90 0.90 0.73 0.24 0.06 0.55 0.11 Avail Cap(c_a), veh/h 177 3207 129 3607 284 321 294 321 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)0.09 0.09 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 53.1 17.3 0.0 50.6 9.5 0.0 44.6 41.9 0.0 46.6 42.2 0.0 Incr Delay (d2), s/veh 0.5 0.5 0.0 50.9 1.3 0.0 0.5 0.1 0.0 2.0 0.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 16.3 0.0 4.8 9.2 0.0 1.4 0.4 0.0 3.5 0.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 53.6 17.7 0.0 101.5 10.9 0.0 45.1 42.0 0.0 48.6 42.4 0.0 LnGrp LOS D B F B D D D D Approach Vol, veh/h 2906 2753 70 155 Approach Delay, s/veh 17.9 14.7 44.5 47.6 Approach LOS B B D D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 20.4 14.0 75.6 20.4 5.3 84.3 Change Period (Y+Rc), s 7.0 7.0 7.0 7.0 4.0 7.0 Max Green Setting (Gmax), s 18.0 7.0 64.0 18.0 10.0 64.0 Max Q Clear Time (g_c+I1), s 7.4 9.2 0.0 12.7 2.8 0.0 Green Ext Time (p_c), s 0.1 0.0 0.0 0.2 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 17.5 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 11: Drake Rd & Des Moines Dr 2033 Background PM Peak Hour 4.2 2033 PM Synchro 12 Report Fehr & Peers Page 17 Intersection Int Delay, s/veh 0.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 15 24 51 837 825 27 Future Vol, veh/h 15 24 51 837 825 27 Conflicting Peds, #/hr 0 5 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 90 90 90 90 90 90 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 17 27 57 930 917 30 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1975 937 947 0 -0 Stage 1 932 ----- Stage 2 1043 ----- Critical Hdwy 6.43 6.23 4.13 --- Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.327 2.227 --- Pot Cap-1 Maneuver 68 320 721 --- Stage 1 382 ----- Stage 2 338 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 62 318 721 --- Mov Cap-2 Maneuver 186 ----- Stage 1 352 ----- Stage 2 338 ----- Approach EB NB SB HCM Control Delay, s/v22.41 0.6 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)721 -250 -- HCM Lane V/C Ratio 0.079 -0.173 -- HCM Control Delay (s/veh)10.4 -22.4 -- HCM Lane LOS B -C -- HCM 95th %tile Q(veh)0.3 -0.6 -- HCM 7th TWSC 101: Ziegler Rd & Access 1 2033 Background PM Peak Hour 4.2 2033 PM Synchro 12 Report Fehr & Peers Page 18 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 2 915 11 0 893 Future Vol, veh/h 0 2 915 11 0 893 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 2 1076 13 0 1051 Major/Minor Minor1 Major1 Major2 Conflicting Flow All -1083 0 0 -- Stage 1 ------ Stage 2 ------ Critical Hdwy -6.23 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.327 ---- Pot Cap-1 Maneuver 0 263 --0 - Stage 1 0 ---0 - Stage 2 0 ---0 - Platoon blocked, %--- Mov Cap-1 Maneuver -263 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s/v18.82 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h)--263 - HCM Lane V/C Ratio --0.009 - HCM Control Delay (s/veh)--18.8 - HCM Lane LOS --C - HCM 95th %tile Q(veh)--0 - HCM 7th TWSC 102: Horsetooth Rd & Access 2 2033 Background PM Peak Hour 4.2 2033 PM Synchro 12 Report Fehr & Peers Page 19 Intersection Int Delay, s/veh 0.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 181 122 1 0 5 Future Vol, veh/h 0 181 122 1 0 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -----0 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 213 144 1 0 6 Major/Minor Major1 Major2 Minor2 Conflicting Flow All -0 -0 -144 Stage 1 ------ Stage 2 ------ Critical Hdwy -----6.23 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.327 Pot Cap-1 Maneuver 0 ---0 901 Stage 1 0 ---0 - Stage 2 0 ---0 - Platoon blocked, %--- Mov Cap-1 Maneuver -----901 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB SB HCM Control Delay, s/v 0 0 9.02 HCM LOS A Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity (veh/h)---901 HCM Lane V/C Ratio ---0.007 HCM Control Delay (s/veh)---9 HCM Lane LOS ---A HCM 95th %tile Q(veh)---0 HCM 7th TWSC 103: Horsetooth Rd & Access 3 2033 Background PM Peak Hour 4.2 2033 PM Synchro 12 Report Fehr & Peers Page 20 Intersection Int Delay, s/veh 1.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 34 148 101 8 5 22 Future Vol, veh/h 34 148 101 8 5 22 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 40 174 119 9 6 26 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 128 0 -0 378 124 Stage 1 ----124 - Stage 2 ----254 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 1451 ---622 925 Stage 1 ----899 - Stage 2 ----786 - Platoon blocked, %--- Mov Cap-1 Maneuver 1451 ---603 925 Mov Cap-2 Maneuver ----603 - Stage 1 ----872 - Stage 2 ----786 - Approach EB WB SB HCM Control Delay, s/v 1.41 0 9.45 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)336 ---842 HCM Lane V/C Ratio 0.028 ---0.038 HCM Control Delay (s/veh)7.6 0 --9.4 HCM Lane LOS A A --A HCM 95th %tile Q(veh)0.1 ---0.1 Queues 1: Timberline Rd & Horsetooth Rd 2033 Future Plus Project AM Peak Hour 5.1 2033+P AM Synchro 12 Report Fehr & Peers Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)428 403 289 175 609 236 263 1197 53 125 991 330 v/c Ratio 0.87 0.47 0.51 0.64 1.09 0.51 0.59 0.80 0.07 0.46 0.76 0.42 Control Delay (s/veh)64.7 37.5 10.5 40.2 109.7 7.6 50.3 32.8 0.2 29.7 43.5 17.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)64.7 37.5 10.5 40.2 109.7 7.6 50.3 32.8 0.2 29.7 43.5 17.2 Queue Length 50th (ft)154 127 23 87 ~255 0 91 382 0 39 384 126 Queue Length 95th (ft)#223 170 89 136 #351 43 126 447 0 m48 424 m148 Internal Link Dist (ft)1010 5219 2605 4217 Turn Bay Length (ft)275 165 270 165 335 110 230 280 Base Capacity (vph)494 860 566 275 557 465 525 1489 773 278 1308 781 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.87 0.47 0.51 0.64 1.09 0.51 0.50 0.80 0.07 0.45 0.76 0.42 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. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd 2033 Future Plus Project AM Peak Hour 5.1 2033+P AM Synchro 12 Report Fehr & Peers Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)372 351 251 152 530 205 229 1041 46 109 862 287 Future Volume (veh/h)372 351 251 152 530 205 229 1041 46 109 862 287 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 0.99 1.00 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 428 403 0 175 609 0 263 1197 53 125 991 0 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 499 881 326 561 363 1544 677 213 1390 Arrive On Green 0.15 0.25 0.00 0.06 0.16 0.00 0.11 0.44 0.44 0.06 0.39 0.00 Sat Flow, veh/h 3428 3526 1572 1767 3526 1572 3428 3526 1547 3428 3526 1572 Grp Volume(v), veh/h 428 403 0 175 609 0 263 1197 53 125 991 0 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1767 1763 1572 1714 1763 1547 1714 1763 1572 Q Serve(g_s), s 13.4 10.6 0.0 7.0 17.5 0.0 8.2 31.8 2.2 3.9 26.1 0.0 Cycle Q Clear(g_c), s 13.4 10.6 0.0 7.0 17.5 0.0 8.2 31.8 2.2 3.9 26.1 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 499 881 326 561 363 1544 677 213 1390 V/C Ratio(X)0.86 0.46 0.54 1.09 0.73 0.78 0.08 0.59 0.71 Avail Cap(c_a), veh/h 499 881 326 561 530 1544 677 280 1390 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 45.9 34.9 0.0 37.3 46.3 0.0 47.6 26.3 18.0 50.2 28.1 0.0 Incr Delay (d2), s/veh 14.0 0.4 0.0 1.7 63.4 0.0 2.8 3.9 0.2 2.6 3.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.5 4.5 0.0 4.2 12.4 0.0 3.6 13.4 0.8 1.7 11.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 59.8 35.3 0.0 39.0 109.6 0.0 50.4 30.2 18.2 52.8 31.2 0.0 LnGrp LOS E D D F D C B D C Approach Vol, veh/h 831 784 1513 1116 Approach Delay, s/veh 47.9 93.8 33.3 33.6 Approach LOS D F C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 16.6 48.9 11.0 33.5 11.8 53.7 21.0 23.5 Change Period (Y+Rc), s 6.0 6.5 5.0 7.0 6.0 6.5 6.0 * 7 Max Green Setting (Gmax), s 16.0 37.5 6.0 26.0 8.0 45.5 15.0 * 17 Max Q Clear Time (g_c+I1), s 10.2 28.1 9.0 12.6 5.9 33.8 15.4 19.5 Green Ext Time (p_c), s 0.5 3.0 0.0 1.2 0.1 4.3 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 47.4 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd 2033 Future Plus Project AM Peak Hour 5.1 2033+P AM Synchro 12 Report Fehr & Peers Page 3 Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Queues 2: Timberline Rd & Drake Rd 2033 Future Plus Project AM Peak Hour 5.1 2033+P AM Synchro 12 Report Fehr & Peers Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)303 476 340 73 622 429 418 1349 40 316 1115 296 v/c Ratio 0.67 0.60 0.55 0.31 1.36 0.92 0.80 0.64 0.05 0.93 0.88 0.41 Control Delay (s/veh)53.3 42.7 7.8 30.6 211.1 42.0 43.1 17.0 0.1 83.6 41.8 6.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)53.3 42.7 7.8 30.6 211.1 42.0 43.1 17.0 0.1 83.6 41.8 6.3 Queue Length 50th (ft)105 164 0 36 ~315 93 144 246 0 115 382 15 Queue Length 95th (ft)152 221 79 71 #431 #294 m181 265 m0 #201 #482 75 Internal Link Dist (ft)1269 2578 961 912 Turn Bay Length (ft)160 200 150 170 340 100 295 300 Base Capacity (vph)479 793 618 239 459 465 525 2105 784 340 1274 729 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.63 0.60 0.55 0.31 1.36 0.92 0.80 0.64 0.05 0.93 0.88 0.41 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 2: Timberline Rd & Drake Rd 2033 Future Plus Project AM Peak Hour 5.1 2033+P AM Synchro 12 Report Fehr & Peers Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)276 433 309 66 566 390 380 1228 36 288 1015 269 Future Volume (veh/h)276 433 309 66 566 390 380 1228 36 288 1015 269 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 0.99 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 303 476 340 73 622 429 418 1349 40 316 1115 296 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 398 721 320 218 494 219 555 2156 668 343 1282 570 Arrive On Green 0.12 0.20 0.20 0.06 0.14 0.14 0.16 0.43 0.43 0.10 0.36 0.36 Sat Flow, veh/h 3428 3526 1566 1767 3526 1562 3428 5066 1569 3428 3526 1569 Grp Volume(v), veh/h 303 476 340 73 622 429 418 1349 40 316 1115 296 Grp Sat Flow(s),veh/h/ln 1714 1763 1566 1767 1763 1562 1714 1689 1569 1714 1763 1569 Q Serve(g_s), s 9.4 13.7 22.5 3.8 15.4 10.2 12.8 22.9 1.7 10.1 32.4 11.8 Cycle Q Clear(g_c), s 9.4 13.7 22.5 3.8 15.4 10.2 12.8 22.9 1.7 10.1 32.4 11.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 398 721 320 218 494 219 555 2156 668 343 1282 570 V/C Ratio(X)0.76 0.66 1.06 0.33 1.26 1.96 0.75 0.63 0.06 0.92 0.87 0.52 Avail Cap(c_a), veh/h 483 721 320 231 494 219 555 2156 668 343 1282 570 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.1 40.2 43.8 37.3 47.3 20.5 44.0 24.7 18.6 49.1 32.6 14.5 Incr Delay (d2), s/veh 5.7 2.2 67.5 0.9 132.0 447.6 5.8 1.4 0.2 29.5 8.2 3.4 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 4.2 6.0 14.4 1.7 15.6 30.8 5.7 9.0 0.6 5.6 14.4 4.5 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 52.8 42.5 111.3 38.2 179.3 468.1 49.7 26.1 18.8 78.6 40.8 17.8 LnGrp LOS D D F D F F D C B E D B Approach Vol, veh/h 1119 1124 1807 1727 Approach Delay, s/veh 66.2 280.3 31.4 43.8 Approach LOS E F C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 23.8 46.0 11.2 29.0 17.0 52.8 18.3 21.9 Change Period (Y+Rc), s 7.0 7.0 6.0 7.5 7.0 7.0 6.5 7.5 Max Green Setting (Gmax), s 16.0 39.0 6.0 21.5 10.0 45.0 14.5 12.5 Max Q Clear Time (g_c+I1), s 14.8 34.4 5.8 24.5 12.1 24.9 11.4 17.4 Green Ext Time (p_c), s 0.2 2.5 0.0 0.0 0.0 6.0 0.3 0.0 Intersection Summary HCM 7th Control Delay, s/veh 90.3 HCM 7th LOS F Notes User approved pedestrian interval to be less than phase max green. HCM 7th TWSC 3: Rigden Pkwy & Drake Rd 2033 Future Plus Project AM Peak Hour 5.1 2033+P AM Synchro 12 Report Fehr & Peers Page 6 Intersection Int Delay, s/veh 1.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 624 26 43 930 52 49 Future Vol, veh/h 624 26 43 930 52 49 Conflicting Peds, #/hr 0 0 0 0 3 6 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -0 100 -140 0 Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 761 32 52 1134 63 60 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 793 0 2003 767 Stage 1 ----761 - Stage 2 ----1242 - Critical Hdwy --4.13 -6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy --2.227 -3.527 3.327 Pot Cap-1 Maneuver --824 -65 401 Stage 1 ----460 - Stage 2 ----271 - Platoon blocked, %--- Mov Cap-1 Maneuver --824 -~ 61 399 Mov Cap-2 Maneuver ----174 - Stage 1 ----460 - Stage 2 ----253 - Approach EB WB NB HCM Control Delay, s/v 0 0.43 26.69 HCM LOS D Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h)174 399 --824 - HCM Lane V/C Ratio 0.365 0.15 --0.064 - HCM Control Delay (s/veh)37.1 15.6 --9.7 - HCM Lane LOS E C --A - HCM 95th %tile Q(veh)1.5 0.5 --0.2 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 4: Drake Rd & Miles House Ave 2033 Future Plus Project AM Peak Hour 5.1 2033+P AM Synchro 12 Report Fehr & Peers Page 7 Intersection Int Delay, s/veh 7.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 171 590 812 182 81 137 Future Vol, veh/h 171 590 812 182 81 137 Conflicting Peds, #/hr 4 0 0 4 0 3 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length 100 ---0 100 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 204 702 967 217 96 163 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1187 0 -0 2189 1082 Stage 1 ----1079 - Stage 2 ----1110 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 585 ---~ 50 263 Stage 1 ----325 - Stage 2 ----314 - Platoon blocked, %--- Mov Cap-1 Maneuver 583 ---~ 32 262 Mov Cap-2 Maneuver ----129 - Stage 1 ----211 - Stage 2 ----313 - Approach EB WB SB HCM Control Delay, s/v 3.25 0 57.45 HCM LOS F Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h)583 ---129 262 HCM Lane V/C Ratio 0.349 ---0.748 0.623 HCM Control Delay (s/veh)14.5 ---88.5 39.1 HCM Lane LOS B ---F E HCM 95th %tile Q(veh)1.6 ---4.3 3.8 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 5: Drake Rd & Environmental Dr 2033 Future Plus Project AM Peak Hour 5.1 2033+P AM Synchro 12 Report Fehr & Peers Page 8 Intersection Int Delay, s/veh 0.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 18 597 918 12 3 8 Future Vol, veh/h 18 597 918 12 3 8 Conflicting Peds, #/hr 2 0 0 2 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -Yield Storage Length 100 ---0 75 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 81 81 81 81 81 81 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 22 737 1133 15 4 10 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1150 0 -0 1924 1143 Stage 1 ----1143 - Stage 2 ----781 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 604 ---73 243 Stage 1 ----303 - Stage 2 ----449 - Platoon blocked, %--- Mov Cap-1 Maneuver 603 ---70 242 Mov Cap-2 Maneuver ----191 - Stage 1 ----291 - Stage 2 ----449 - Approach EB WB SB HCM Control Delay, s/v 0.33 0 21.51 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h)603 ---191 242 HCM Lane V/C Ratio 0.037 ---0.019 0.041 HCM Control Delay (s/veh)11.2 ---24.2 20.5 HCM Lane LOS B ---C C HCM 95th %tile Q(veh)0.1 ---0.1 0.1 Queues 6: Ziegler Rd/Drake Rd & William Neal Pkwy 2033 Future Plus Project AM Peak Hour 5.1 2033+P AM Synchro 12 Report Fehr & Peers Page 9 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph)22 60 65 33 31 1097 14 752 v/c Ratio 0.08 0.11 0.24 0.08 0.07 0.77 0.07 0.53 Control Delay (s/veh)30.3 0.4 31.9 0.3 4.3 12.8 4.9 6.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)30.3 0.4 31.9 0.3 4.3 12.8 4.9 6.9 Queue Length 50th (ft)7 0 22 0 3 238 1 111 Queue Length 95th (ft)33 0 75 0 16 705 9 318 Internal Link Dist (ft)681 851 1229 1303 Turn Bay Length (ft)185 100 100 145 Base Capacity (vph)545 778 538 705 542 1721 254 1724 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.08 0.12 0.05 0.06 0.64 0.06 0.44 Intersection Summary HCM 7th Signalized Intersection Summary 6: Ziegler Rd/Drake Rd & William Neal Pkwy 2033 Future Plus Project AM Peak Hour 5.1 2033+P AM Synchro 12 Report Fehr & Peers Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)19 0 53 57 0 29 27 941 25 12 653 9 Future Volume (veh/h)19 0 53 57 0 29 27 941 25 12 653 9 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)0.98 0.98 0.98 0.96 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 22 0 60 65 0 33 31 1069 28 14 742 10 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 347 0 299 322 0 292 446 1239 32 230 1258 17 Arrive On Green 0.19 0.00 0.19 0.19 0.00 0.19 0.69 0.69 0.69 0.69 0.69 0.69 Sat Flow, veh/h 1339 0 1540 1309 0 1506 705 1799 47 510 1826 25 Grp Volume(v), veh/h 22 0 60 65 0 33 31 0 1097 14 0 752 Grp Sat Flow(s),veh/h/ln 1339 0 1540 1309 0 1506 705 0 1846 510 0 1851 Q Serve(g_s), s 0.9 0.0 2.1 2.8 0.0 1.2 1.6 0.0 29.6 1.4 0.0 13.8 Cycle Q Clear(g_c), s 2.1 0.0 2.1 5.0 0.0 1.2 15.4 0.0 29.6 31.0 0.0 13.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.03 1.00 0.01 Lane Grp Cap(c), veh/h 347 0 299 322 0 292 446 0 1271 230 0 1275 V/C Ratio(X)0.06 0.00 0.20 0.20 0.00 0.11 0.07 0.00 0.86 0.06 0.00 0.59 Avail Cap(c_a), veh/h 610 0 601 583 0 593 799 0 2195 485 0 2201 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 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 22.4 0.0 21.9 24.0 0.0 21.5 9.3 0.0 7.7 19.6 0.0 5.3 Incr Delay (d2), s/veh 0.1 0.0 0.3 0.3 0.0 0.2 0.1 0.0 1.9 0.1 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 0.3 0.0 0.8 0.9 0.0 0.4 0.2 0.0 6.2 0.2 0.0 2.7 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 22.5 0.0 22.2 24.3 0.0 21.7 9.4 0.0 9.6 19.7 0.0 5.7 LnGrp LOS C C C C A A B A Approach Vol, veh/h 82 98 1128 766 Approach Delay, s/veh 22.3 23.4 9.6 6.0 Approach LOS C C A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 48.6 16.3 48.6 16.3 Change Period (Y+Rc), s 4.9 4.7 4.9 * 4.7 Max Green Setting (Gmax), s 76.1 24.3 76.1 * 25 Max Q Clear Time (g_c+I1), s 33.0 4.1 31.6 7.0 Green Ext Time (p_c), s 5.9 0.3 12.1 0.3 Intersection Summary HCM 7th Control Delay, s/veh 9.4 HCM 7th LOS A Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th TWSC 7: Ziegler Rd & Percheron Dr 2033 Future Plus Project AM Peak Hour 5.1 2033+P AM Synchro 12 Report Fehr & Peers Page 11 Intersection Int Delay, s/veh 64.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 4 0 31 76 0 29 13 956 30 12 750 0 Future Vol, veh/h 4 0 31 76 0 29 13 956 30 12 750 0 Conflicting Peds, #/hr 0 0 12 12 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 --100 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84 Heavy Vehicles, %3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 5 0 37 90 0 35 15 1138 36 14 893 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2090 2126 905 2120 2108 1156 893 0 0 1174 0 0 Stage 1 921 921 -1187 1187 ------- Stage 2 1169 1205 -933 921 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 --4.13 -- Critical Hdwy Stg 1 6.13 5.53 -6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 -6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 --2.227 -- Pot Cap-1 Maneuver 38 50 334 ~ 36 51 238 755 --591 -- Stage 1 323 348 -229 261 ------- Stage 2 234 256 -318 348 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 31 47 330 ~ 31 49 238 755 --591 -- Mov Cap-2 Maneuver 31 47 -~ 31 49 ------- Stage 1 315 339 -224 255 ------- Stage 2 196 251 -273 339 ------- Approach EB WB NB SB HCM Control Delay, s/v35.84 $ 1158.82 0.13 0.18 HCM LOS E F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)755 --158 40 591 -- HCM Lane V/C Ratio 0.02 --0.264 3.105 0.024 -- HCM Control Delay (s/veh)9.9 --35.8$ 1158.8 11.2 -- HCM Lane LOS A --E F B -- HCM 95th %tile Q(veh)0.1 --1 14 0.1 -- Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th Roundabout 8: Ziegler Rd & Horsetooth Rd 2033 Future Plus Project AM Peak Hour 5.1 2033+P AM Synchro 12 Report Fehr & Peers Page 12 Intersection Intersection Delay, s/veh 73.9 Intersection LOS F Approach EB WB NB SB Entry Lanes 2 1 2 1 Conflicting Circle Lanes 2 2 2 2 Adj Approach Flow, veh/h 636 291 1594 990 Demand Flow Rate, veh/h 655 300 1642 1021 Vehicles Circulating, veh/h 950 1746 251 744 Vehicles Exiting, veh/h 815 147 1354 1302 Ped Vol Crossing Leg, #/h 1 0 3 2 Ped Cap Adj 1.000 1.000 0.997 1.000 Approach Delay, s/veh 19.7 72.1 26.1 186.1 Approach LOS C F D F Lane Left Right Left Left Right Left Designated Moves LT R LTR L TR LTR Assumed Moves LT R LTR L TR LTR RT Channelized Lane Util 0.302 0.698 1.000 0.342 0.658 1.000 Follow-Up Headway, s 2.667 2.535 2.535 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.328 4.645 4.328 4.328 A (Intercept)1350 1420 1420 1350 1420 1420 B (Slope)9.199e-4 8.501e-4 8.501e-4 9.199e-4 8.501e-4 8.501e-4 Entry Flow, veh/h 198 457 300 562 1080 1021 Cap Entry Lane, veh/h 563 633 322 1072 1147 754 Entry HV Adj Factor 0.970 0.972 0.971 0.972 0.971 0.970 Flow Entry, veh/h 192 444 291 546 1048 990 Cap Entry, veh/h 547 615 313 1038 1111 732 V/C Ratio 0.351 0.722 0.932 0.526 0.944 1.354 Control Delay, s/veh 11.9 23.1 72.1 9.9 34.5 186.1 LOS B C F A D F 95th %tile Queue, veh 2 6 9 3 16 41 Queues 9: Ziegler Rd & Harmony Rd 2033 Future Plus Project AM Peak Hour 5.1 2033+P AM Synchro 12 Report Fehr & Peers Page 13 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)110 1201 72 109 2063 924 197 438 42 755 282 123 v/c Ratio 0.58 0.60 0.10 0.86 1.14 1.00 0.37 0.89 0.10 1.29 0.57 0.28 Control Delay (s/veh)59.4 27.5 0.3 83.0 95.2 33.9 44.9 67.6 0.5 179.2 48.1 1.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)59.4 27.5 0.3 83.0 95.2 33.9 44.9 67.6 0.5 179.2 48.1 1.6 Queue Length 50th (ft)75 240 0 74 ~628 452 64 161 0 ~350 100 0 Queue Length 95th (ft)135 288 0 m#90 #713 m#608 107 #252 0 #470 134 0 Internal Link Dist (ft)2556 5213 1229 5229 Turn Bay Length (ft)675 100 460 320 220 80 370 35 Base Capacity (vph)191 2014 722 127 1808 927 537 493 426 587 685 510 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.58 0.60 0.10 0.86 1.14 1.00 0.37 0.89 0.10 1.29 0.41 0.24 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. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 9: Ziegler Rd & Harmony Rd 2033 Future Plus Project AM Peak Hour 5.1 2033+P AM Synchro 12 Report Fehr & Peers Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)101 1105 66 100 1898 850 181 403 39 695 259 113 Future Volume (veh/h)101 1105 66 100 1898 850 181 403 39 695 259 113 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 110 1201 72 109 2063 0 197 438 42 755 282 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 193 2026 628 129 1819 640 497 218 592 399 Arrive On Green 0.11 0.40 0.40 0.07 0.36 0.00 0.19 0.14 0.14 0.17 0.11 0.00 Sat Flow, veh/h 1767 5066 1569 1767 5066 1572 3428 3526 1548 3428 3526 1572 Grp Volume(v), veh/h 110 1201 72 109 2063 0 197 438 42 755 282 0 Grp Sat Flow(s),veh/h/ln 1767 1689 1569 1767 1689 1572 1714 1763 1548 1714 1763 1572 Q Serve(g_s), s 6.5 20.5 3.2 6.7 39.5 0.0 5.5 13.4 1.9 19.0 8.5 0.0 Cycle Q Clear(g_c), s 6.5 20.5 3.2 6.7 39.5 0.0 5.5 13.4 1.9 19.0 8.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 193 2026 628 129 1819 640 497 218 592 399 V/C Ratio(X)0.57 0.59 0.11 0.85 1.13 0.31 0.88 0.19 1.27 0.71 Avail Cap(c_a), veh/h 193 2026 628 129 1819 640 497 218 592 689 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 0.42 0.42 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 46.6 26.0 20.8 50.4 35.3 0.0 38.6 46.4 21.6 45.5 47.0 0.0 Incr Delay (d2), s/veh 4.0 1.3 0.4 19.5 63.7 0.0 0.3 16.7 0.4 136.5 2.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.0 7.9 1.1 3.5 25.4 0.0 2.3 6.9 1.0 19.1 3.8 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 50.5 27.2 21.1 69.9 98.9 0.0 38.9 63.1 22.0 182.0 49.3 0.0 LnGrp LOS D C C E F D E C F D Approach Vol, veh/h 1383 2172 677 1037 Approach Delay, s/veh 28.8 97.5 53.5 145.9 Approach LOS C F D F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 27.0 19.0 14.0 50.0 24.0 22.0 18.0 46.0 Change Period (Y+Rc), s 7.5 7.5 7.0 7.0 6.0 7.5 7.0 7.5 Max Green Setting (Gmax), s 10.5 20.5 7.0 43.0 18.0 14.5 11.0 38.5 Max Q Clear Time (g_c+I1), s 7.5 10.5 8.7 22.5 21.0 15.4 8.5 41.5 Green Ext Time (p_c), s 0.2 0.7 0.0 5.2 0.0 0.0 0.1 0.0 Intersection Summary HCM 7th Control Delay, s/veh 83.3 HCM 7th LOS F Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Queues 10: Strauss Cabin Rd & Harmony Rd 2033 Future Plus Project AM Peak Hour 5.1 2033+P AM Synchro 12 Report Fehr & Peers Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)3 1748 28 46 3182 125 84 25 117 111 12 4 v/c Ratio 0.03 0.53 0.03 0.35 0.86 0.11 0.45 0.10 0.08 0.61 0.05 0.01 Control Delay (s/veh)42.3 11.1 0.4 56.0 15.0 1.9 50.9 40.7 0.1 58.4 39.5 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)42.3 11.1 0.4 56.0 15.0 1.9 50.9 40.7 0.1 58.4 39.5 0.0 Queue Length 50th (ft)2 248 0 31 466 2 55 16 0 75 7 0 Queue Length 95th (ft)m2 m271 m0 70 #956 26 102 40 0 130 25 0 Internal Link Dist (ft)5213 963 557 510 Turn Bay Length (ft)250 430 345 180 270 180 150 55 Base Capacity (vph)175 3275 1026 135 3716 1185 238 318 1549 235 318 357 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.53 0.03 0.34 0.86 0.11 0.35 0.08 0.08 0.47 0.04 0.01 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 10: Strauss Cabin Rd & Harmony Rd 2033 Future Plus Project AM Peak Hour 5.1 2033+P AM Synchro 12 Report Fehr & Peers Page 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)3 1626 26 43 2959 116 78 23 109 103 11 4 Future Volume (veh/h)3 1626 26 43 2959 116 78 23 109 103 11 4 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 3 1748 0 46 3182 0 84 25 0 111 12 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 22 3404 75 3693 227 227 216 227 Arrive On Green 0.01 0.67 0.00 0.04 0.73 0.00 0.12 0.12 0.00 0.12 0.12 0.00 Sat Flow, veh/h 1767 5066 1572 1767 5066 1572 1385 1856 1572 1369 1856 1572 Grp Volume(v), veh/h 3 1748 0 46 3182 0 84 25 0 111 12 0 Grp Sat Flow(s),veh/h/ln 1767 1689 1572 1767 1689 1572 1385 1856 1572 1369 1856 1572 Q Serve(g_s), s 0.2 19.0 0.0 2.8 50.3 0.0 6.3 1.3 0.0 8.6 0.6 0.0 Cycle Q Clear(g_c), s 0.2 19.0 0.0 2.8 50.3 0.0 6.9 1.3 0.0 10.0 0.6 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 22 3404 75 3693 227 227 216 227 V/C Ratio(X)0.14 0.51 0.62 0.86 0.37 0.11 0.51 0.05 Avail Cap(c_a), veh/h 177 3404 129 3693 297 321 285 321 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)0.42 0.42 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 53.7 9.0 0.0 51.8 10.9 0.0 45.7 43.0 0.0 47.4 42.6 0.0 Incr Delay (d2), s/veh 1.2 0.2 0.0 8.0 2.9 0.0 1.0 0.2 0.0 1.9 0.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 5.4 0.0 1.4 13.2 0.0 2.2 0.6 0.0 3.0 0.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 55.0 9.3 0.0 59.8 13.8 0.0 46.7 43.2 0.0 49.3 42.7 0.0 LnGrp LOS D A E B D D D D Approach Vol, veh/h 1751 3228 109 123 Approach Delay, s/veh 9.4 14.4 45.9 48.6 Approach LOS A B D D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 19.4 10.6 79.9 19.4 4.4 86.2 Change Period (Y+Rc), s 7.0 7.0 7.0 7.0 4.0 7.0 Max Green Setting (Gmax), s 18.0 7.0 64.0 18.0 10.0 64.0 Max Q Clear Time (g_c+I1), s 8.9 4.8 0.0 12.0 2.2 0.0 Green Ext Time (p_c), s 0.2 0.0 0.0 0.1 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 14.2 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 11: Drake Rd & Des Moines Dr 2033 Future Plus Project AM Peak Hour 5.1 2033+P AM Synchro 12 Report Fehr & Peers Page 17 Intersection Int Delay, s/veh 1.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 42 40 23 959 645 21 Future Vol, veh/h 42 40 23 959 645 21 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 87 87 87 87 87 87 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 48 46 26 1102 741 24 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1909 753 766 0 -0 Stage 1 753 ----- Stage 2 1155 ----- Critical Hdwy 6.43 6.23 4.13 --- Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.327 2.227 --- Pot Cap-1 Maneuver 75 408 843 --- Stage 1 463 ----- Stage 2 299 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 72 408 843 --- Mov Cap-2 Maneuver 195 ----- Stage 1 449 ----- Stage 2 299 ----- Approach EB NB SB HCM Control Delay, s/v26.32 0.22 0 HCM LOS D Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)843 -262 -- HCM Lane V/C Ratio 0.031 -0.36 -- HCM Control Delay (s/veh)9.4 -26.3 -- HCM Lane LOS A -D -- HCM 95th %tile Q(veh)0.1 -1.6 -- HCM 7th TWSC 101: Ziegler Rd & Access 1 2033 Future Plus Project AM Peak Hour 5.1 2033+P AM Synchro 12 Report Fehr & Peers Page 18 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 4 995 8 0 856 Future Vol, veh/h 0 4 995 8 0 856 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 5 1171 9 0 1007 Major/Minor Minor1 Major1 Major2 Conflicting Flow All -1175 0 0 -- Stage 1 ------ Stage 2 ------ Critical Hdwy -6.23 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.327 ---- Pot Cap-1 Maneuver 0 232 --0 - Stage 1 0 ---0 - Stage 2 0 ---0 - Platoon blocked, %--- Mov Cap-1 Maneuver -232 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s/v20.83 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h)--232 - HCM Lane V/C Ratio --0.02 - HCM Control Delay (s/veh)--20.8 - HCM Lane LOS --C - HCM 95th %tile Q(veh)--0.1 - HCM 7th TWSC 102: Horsetooth Rd & Access 2 2033 Future Plus Project AM Peak Hour 5.1 2033+P AM Synchro 12 Report Fehr & Peers Page 19 Intersection Int Delay, s/veh 0.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 123 225 0 0 12 Future Vol, veh/h 0 123 225 0 0 12 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -----0 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 145 265 0 0 14 Major/Minor Major1 Major2 Minor2 Conflicting Flow All -0 -0 -265 Stage 1 ------ Stage 2 ------ Critical Hdwy -----6.23 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.327 Pot Cap-1 Maneuver 0 ---0 772 Stage 1 0 ---0 - Stage 2 0 ---0 - Platoon blocked, %--- Mov Cap-1 Maneuver -----772 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB SB HCM Control Delay, s/v 0 0 9.75 HCM LOS A Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity (veh/h)---772 HCM Lane V/C Ratio ---0.018 HCM Control Delay (s/veh)---9.8 HCM Lane LOS ---A HCM 95th %tile Q(veh)---0.1 HCM 7th TWSC 103: Horsetooth Rd & Access 3 2033 Future Plus Project AM Peak Hour 5.1 2033+P AM Synchro 12 Report Fehr & Peers Page 20 Intersection Int Delay, s/veh 3.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 36 89 133 9 23 92 Future Vol, veh/h 36 89 133 9 23 92 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 42 105 156 11 27 108 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 167 0 -0 351 162 Stage 1 ----162 - Stage 2 ----189 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 1405 ---644 881 Stage 1 ----865 - Stage 2 ----840 - Platoon blocked, %--- Mov Cap-1 Maneuver 1405 ---624 881 Mov Cap-2 Maneuver ----624 - Stage 1 ----837 - Stage 2 ----840 - Approach EB WB SB HCM Control Delay, s/v 2.2 0 10.31 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)518 ---813 HCM Lane V/C Ratio 0.03 ---0.166 HCM Control Delay (s/veh)7.6 0 --10.3 HCM Lane LOS A A --B HCM 95th %tile Q(veh)0.1 ---0.6 Queues 1: Timberline Rd & Horsetooth Rd 2033 Future Plus Project PM Peak Hour 5.2 2033+P PM Synchro 12 Report Fehr & Peers Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)450 730 316 152 541 140 335 1033 122 218 1133 427 v/c Ratio 0.91 0.85 0.57 0.82 0.97 0.30 0.69 0.70 0.16 0.78 0.90 0.56 Control Delay (s/veh)70.4 50.3 14.7 61.2 78.3 1.6 52.3 29.1 0.4 47.1 50.0 20.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)70.4 50.3 14.7 61.2 78.3 1.6 52.3 29.1 0.4 47.1 50.0 20.2 Queue Length 50th (ft)163 259 48 74 202 0 115 307 0 75 442 159 Queue Length 95th (ft)#256 #353 138 #160 #314 0 163 384 0 m95 m#538 m207 Internal Link Dist (ft)1020 5215 2605 4216 Turn Bay Length (ft)275 165 270 165 335 110 230 280 Base Capacity (vph)494 860 559 186 557 467 525 1481 774 278 1264 762 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.91 0.85 0.57 0.82 0.97 0.30 0.64 0.70 0.16 0.78 0.90 0.56 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd 2033 Future Plus Project PM Peak Hour 5.2 2033+P PM Synchro 12 Report Fehr & Peers Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)414 672 291 140 498 129 308 950 112 201 1042 393 Future Volume (veh/h)414 672 291 140 498 129 308 950 112 201 1042 393 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 450 730 0 152 541 0 335 1033 122 218 1133 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 499 881 217 561 432 2019 887 280 1864 Arrive On Green 0.15 0.25 0.00 0.06 0.16 0.00 0.13 0.57 0.57 0.08 0.53 0.00 Sat Flow, veh/h 3428 3526 1572 1767 3526 1572 3428 3526 1548 3428 3526 1572 Grp Volume(v), veh/h 450 730 0 152 541 0 335 1033 122 218 1133 0 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1767 1763 1572 1714 1763 1548 1714 1763 1572 Q Serve(g_s), s 14.2 21.5 0.0 7.0 16.8 0.0 10.4 19.5 4.0 6.9 24.6 0.0 Cycle Q Clear(g_c), s 14.2 21.5 0.0 7.0 16.8 0.0 10.4 19.5 4.0 6.9 24.6 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 499 881 217 561 432 2019 887 280 1864 V/C Ratio(X)0.90 0.83 0.70 0.96 0.78 0.51 0.14 0.78 0.61 Avail Cap(c_a), veh/h 499 881 217 561 530 2019 887 280 1864 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 46.2 39.0 0.0 38.7 45.9 0.0 46.6 14.2 10.9 49.5 18.0 0.0 Incr Delay (d2), s/veh 19.6 6.6 0.0 9.6 29.2 0.0 5.8 0.9 0.3 12.9 1.5 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.2 9.8 0.0 4.0 9.4 0.0 4.7 7.3 1.4 3.4 9.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 65.8 45.6 0.0 48.3 75.1 0.0 52.4 15.1 11.2 62.4 19.5 0.0 LnGrp LOS E D D E D B B E B Approach Vol, veh/h 1180 693 1490 1351 Approach Delay, s/veh 53.3 69.2 23.2 26.4 Approach LOS D E C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 18.9 64.1 11.0 33.5 14.0 69.0 21.0 23.5 Change Period (Y+Rc), s 6.0 6.5 5.0 7.0 6.0 6.5 6.0 * 7 Max Green Setting (Gmax), s 16.0 37.5 6.0 26.0 8.0 45.5 15.0 * 17 Max Q Clear Time (g_c+I1), s 12.4 26.6 9.0 23.5 8.9 21.5 16.2 18.8 Green Ext Time (p_c), s 0.4 3.8 0.0 0.8 0.0 5.0 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 38.4 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd 2033 Future Plus Project PM Peak Hour 5.2 2033+P PM Synchro 12 Report Fehr & Peers Page 3 Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Queues 2: Timberline Rd & Drake Rd 2033 Future Plus Project PM Peak Hour 5.2 2033+P PM Synchro 12 Report Fehr & Peers Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)278 679 282 114 520 298 532 1277 54 544 1113 283 v/c Ratio 0.63 0.95 0.52 0.62 1.11 0.64 1.01 0.61 0.07 1.60 0.87 0.39 Control Delay (s/veh)52.1 66.9 8.2 44.2 118.6 11.8 78.3 19.7 0.1 316.8 41.7 6.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)52.1 66.9 8.2 44.2 118.6 11.8 78.3 19.7 0.1 316.8 41.7 6.0 Queue Length 50th (ft)96 251 0 58 ~232 0 ~188 264 0 ~284 381 12 Queue Length 95th (ft)140 #366 71 #113 #346 79 m#290 m273 m0 #392 #480 70 Internal Link Dist (ft)1188 2577 979 912 Turn Bay Length (ft)160 200 150 170 340 100 295 300 Base Capacity (vph)479 716 540 185 470 468 525 2105 777 340 1274 720 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.58 0.95 0.52 0.62 1.11 0.64 1.01 0.61 0.07 1.60 0.87 0.39 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. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 2: Timberline Rd & Drake Rd 2033 Future Plus Project PM Peak Hour 5.2 2033+P PM Synchro 12 Report Fehr & Peers Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)264 645 268 108 494 283 505 1213 51 517 1057 269 Future Volume (veh/h)264 645 268 108 494 283 505 1213 51 517 1057 269 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 0.99 1.00 0.98 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 278 679 282 114 520 298 532 1277 54 544 1113 283 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 374 721 318 186 545 239 530 2118 651 343 1282 565 Arrive On Green 0.11 0.20 0.20 0.06 0.15 0.15 0.15 0.42 0.42 0.10 0.36 0.36 Sat Flow, veh/h 3428 3526 1554 1767 3526 1548 3428 5066 1557 3428 3526 1554 Grp Volume(v), veh/h 278 679 282 114 520 298 532 1277 54 544 1113 283 Grp Sat Flow(s),veh/h/ln 1714 1763 1554 1767 1763 1548 1714 1689 1557 1714 1763 1554 Q Serve(g_s), s 8.6 20.9 19.4 5.9 16.1 11.2 17.0 21.6 2.3 11.0 32.3 11.1 Cycle Q Clear(g_c), s 8.6 20.9 19.4 5.9 16.1 11.2 17.0 21.6 2.3 11.0 32.3 11.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 374 721 318 186 545 239 530 2118 651 343 1282 565 V/C Ratio(X)0.74 0.94 0.89 0.61 0.95 1.25 1.00 0.60 0.08 1.59 0.87 0.50 Avail Cap(c_a), veh/h 483 721 318 186 545 239 530 2118 651 343 1282 565 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.5 43.1 42.5 37.2 46.1 20.3 46.5 24.9 19.3 49.5 32.5 13.9 Incr Delay (d2), s/veh 4.5 20.5 24.7 5.7 27.6 140.8 40.1 1.3 0.2 277.6 8.1 3.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.8 10.9 9.4 2.8 8.9 13.2 10.0 8.5 0.9 17.8 14.3 4.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 52.0 63.6 67.2 42.9 73.7 161.2 86.6 26.2 19.5 327.1 40.7 17.0 LnGrp LOS D E E D E F F C B F D B Approach Vol, veh/h 1239 932 1863 1940 Approach Delay, s/veh 61.8 97.9 43.2 117.5 Approach LOS E F D F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 23.0 46.0 12.0 29.0 17.0 52.0 17.5 23.5 Change Period (Y+Rc), s 7.0 7.0 6.0 7.5 7.0 7.0 6.5 7.5 Max Green Setting (Gmax), s 16.0 39.0 6.0 21.5 10.0 45.0 14.5 12.5 Max Q Clear Time (g_c+I1), s 19.0 34.3 7.9 22.9 13.0 23.6 10.6 18.1 Green Ext Time (p_c), s 0.0 2.5 0.0 0.0 0.0 5.8 0.4 0.0 Intersection Summary HCM 7th Control Delay, s/veh 79.7 HCM 7th LOS E Notes User approved pedestrian interval to be less than phase max green. HCM 7th TWSC 3: Rigden Pkwy & Drake Rd 2033 Future Plus Project PM Peak Hour 5.2 2033+P PM Synchro 12 Report Fehr & Peers Page 6 Intersection Int Delay, s/veh 0.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 875 86 32 1038 29 19 Future Vol, veh/h 875 86 32 1038 29 19 Conflicting Peds, #/hr 0 0 0 0 0 2 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -0 100 -140 0 Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 941 92 34 1116 31 20 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1033 0 2126 943 Stage 1 ----941 - Stage 2 ----1185 - Critical Hdwy --4.13 -6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy --2.227 -3.527 3.327 Pot Cap-1 Maneuver --669 -54 317 Stage 1 ----378 - Stage 2 ----289 - Platoon blocked, %--- Mov Cap-1 Maneuver --669 -52 317 Mov Cap-2 Maneuver ----168 - Stage 1 ----378 - Stage 2 ----274 - Approach EB WB NB HCM Control Delay, s/v 0 0.32 25.69 HCM LOS D Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h)168 317 --669 - HCM Lane V/C Ratio 0.186 0.065 --0.051 - HCM Control Delay (s/veh)31.3 17.2 --10.7 - HCM Lane LOS D C --B - HCM 95th %tile Q(veh)0.7 0.2 --0.2 - HCM 7th TWSC 4: Drake Rd & Miles House Ave 2033 Future Plus Project PM Peak Hour 5.2 2033+P PM Synchro 12 Report Fehr & Peers Page 7 Intersection Int Delay, s/veh 5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 82 824 834 73 84 159 Future Vol, veh/h 82 824 834 73 84 159 Conflicting Peds, #/hr 3 0 0 3 0 2 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length 100 ---0 100 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 91 916 927 81 93 177 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1011 0 -0 2068 972 Stage 1 ----970 - Stage 2 ----1098 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 682 ---~ 59 305 Stage 1 ----366 - Stage 2 ----318 - Platoon blocked, %--- Mov Cap-1 Maneuver 680 ---~ 51 304 Mov Cap-2 Maneuver ----168 - Stage 1 ----316 - Stage 2 ----317 - Approach EB WB SB HCM Control Delay, s/v 1.01 0 38.44 HCM LOS E Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h)680 ---168 304 HCM Lane V/C Ratio 0.134 ---0.556 0.582 HCM Control Delay (s/veh)11.1 ---50.4 32.1 HCM Lane LOS B ---F D HCM 95th %tile Q(veh)0.5 ---2.9 3.4 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 5: Drake Rd & Environmental Dr 2033 Future Plus Project PM Peak Hour 5.2 2033+P PM Synchro 12 Report Fehr & Peers Page 8 Intersection Int Delay, s/veh 0.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 9 908 1018 4 5 12 Future Vol, veh/h 9 908 1018 4 5 12 Conflicting Peds, #/hr 2 0 0 2 0 1 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -Yield Storage Length 100 ---0 75 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 9 956 1072 4 5 13 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1078 0 -0 2050 1077 Stage 1 ----1076 - Stage 2 ----975 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 643 ---61 265 Stage 1 ----326 - Stage 2 ----364 - Platoon blocked, %--- Mov Cap-1 Maneuver 642 ---60 264 Mov Cap-2 Maneuver ----183 - Stage 1 ----321 - Stage 2 ----364 - Approach EB WB SB HCM Control Delay, s/v 0.1 0 21.06 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h)642 ---183 264 HCM Lane V/C Ratio 0.015 ---0.029 0.048 HCM Control Delay (s/veh)10.7 ---25.3 19.3 HCM Lane LOS B ---D C HCM 95th %tile Q(veh)0 ---0.1 0.1 Queues 6: Ziegler Rd/Drake Rd & William Neal Pkwy 2033 Future Plus Project PM Peak Hour 5.2 2033+P PM Synchro 12 Report Fehr & Peers Page 9 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph)14 46 45 23 45 1055 34 925 v/c Ratio 0.05 0.10 0.16 0.05 0.14 0.75 0.14 0.65 Control Delay (s/veh)28.9 0.4 29.7 0.2 5.2 11.8 5.8 9.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)28.9 0.4 29.7 0.2 5.2 11.8 5.8 9.0 Queue Length 50th (ft)5 0 15 0 4 218 3 163 Queue Length 95th (ft)25 0 57 0 23 685 20 496 Internal Link Dist (ft)681 851 1251 1303 Turn Bay Length (ft)185 100 100 145 Base Capacity (vph)572 764 569 746 397 1715 290 1725 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.06 0.08 0.03 0.11 0.62 0.12 0.54 Intersection Summary HCM 7th Signalized Intersection Summary 6: Ziegler Rd/Drake Rd & William Neal Pkwy 2033 Future Plus Project PM Peak Hour 5.2 2033+P PM Synchro 12 Report Fehr & Peers Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)13 0 43 42 0 22 42 929 63 32 839 30 Future Volume (veh/h)13 0 43 42 0 22 42 929 63 32 839 30 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)0.99 0.97 0.99 0.99 1.00 0.98 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 14 0 46 45 0 23 45 988 67 34 893 32 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 359 0 281 337 0 287 344 1173 80 260 1217 44 Arrive On Green 0.18 0.00 0.18 0.18 0.00 0.18 0.68 0.68 0.68 0.68 0.68 0.68 Sat Flow, veh/h 1363 0 1521 1336 0 1555 600 1715 116 531 1779 64 Grp Volume(v), veh/h 14 0 46 45 0 23 45 0 1055 34 0 925 Grp Sat Flow(s),veh/h/ln 1363 0 1521 1336 0 1555 600 0 1831 531 0 1842 Q Serve(g_s), s 0.5 0.0 1.5 1.7 0.0 0.7 3.0 0.0 24.9 3.0 0.0 18.4 Cycle Q Clear(g_c), s 1.2 0.0 1.5 3.2 0.0 0.7 21.4 0.0 24.9 27.8 0.0 18.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.06 1.00 0.03 Lane Grp Cap(c), veh/h 359 0 281 337 0 287 344 0 1253 260 0 1261 V/C Ratio(X)0.04 0.00 0.16 0.13 0.00 0.08 0.13 0.00 0.84 0.13 0.00 0.73 Avail Cap(c_a), veh/h 703 0 664 678 0 684 731 0 2436 602 0 2451 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 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 20.1 0.0 19.9 21.2 0.0 19.6 12.6 0.0 6.8 17.2 0.0 5.8 Incr Delay (d2), s/veh 0.0 0.0 0.3 0.2 0.0 0.1 0.2 0.0 1.6 0.2 0.0 0.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.0 0.5 0.5 0.0 0.3 0.3 0.0 4.3 0.3 0.0 3.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 20.1 0.0 20.1 21.4 0.0 19.7 12.8 0.0 8.4 17.4 0.0 6.6 LnGrp LOS C C C B B A B A Approach Vol, veh/h 60 68 1100 959 Approach Delay, s/veh 20.1 20.8 8.6 7.0 Approach LOS C C A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 43.6 14.4 43.6 14.4 Change Period (Y+Rc), s 4.9 4.7 4.9 * 4.7 Max Green Setting (Gmax), s 76.1 24.3 76.1 * 25 Max Q Clear Time (g_c+I1), s 29.8 3.5 26.9 5.2 Green Ext Time (p_c), s 8.8 0.2 11.7 0.2 Intersection Summary HCM 7th Control Delay, s/veh 8.6 HCM 7th LOS A Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th TWSC 7: Ziegler Rd & Percheron Dr 2033 Future Plus Project PM Peak Hour 5.2 2033+P PM Synchro 12 Report Fehr & Peers Page 11 Intersection Int Delay, s/veh 32.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 0 26 54 0 21 37 1030 82 31 891 14 Future Vol, veh/h 5 0 26 54 0 21 37 1030 82 31 891 14 Conflicting Peds, #/hr 0 0 2 2 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 --100 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 5 0 28 57 0 22 39 1096 87 33 948 15 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2196 2283 957 2234 2247 1139 963 0 0 1183 0 0 Stage 1 1021 1021 -1218 1218 ------- Stage 2 1174 1262 -1016 1029 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 --4.13 -- Critical Hdwy Stg 1 6.13 5.53 -6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 -6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 --2.227 -- Pot Cap-1 Maneuver 32 39 311 ~ 30 42 244 711 --587 -- Stage 1 284 312 -220 252 ------- Stage 2 233 240 -286 310 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 26 35 311 ~ 24 37 244 711 --587 -- Mov Cap-2 Maneuver 26 35 -~ 24 37 ------- Stage 1 268 295 -208 238 ------- Stage 2 200 227 -245 292 ------- Approach EB WB NB SB HCM Control Delay, s/v49.86 $ 915.53 0.33 0.38 HCM LOS E F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)711 --112 33 587 -- HCM Lane V/C Ratio 0.055 --0.294 2.442 0.056 -- HCM Control Delay (s/veh)10.4 --49.9$ 915.5 11.5 -- HCM Lane LOS B --E F B -- HCM 95th %tile Q(veh)0.2 --1.1 9.2 0.2 -- Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th Roundabout 8: Ziegler Rd & Horsetooth Rd 2033 Future Plus Project PM Peak Hour 5.2 2033+P PM Synchro 12 Report Fehr & Peers Page 12 Intersection Intersection Delay, s/veh 74.6 Intersection LOS F Approach EB WB NB SB Entry Lanes 2 1 2 1 Conflicting Circle Lanes 2 2 2 2 Adj Approach Flow, veh/h 846 187 1425 1055 Demand Flow Rate, veh/h 872 192 1467 1087 Vehicles Circulating, veh/h 977 1563 398 664 Vehicles Exiting, veh/h 774 303 1450 1091 Ped Vol Crossing Leg, #/h 0 23 2 9 Ped Cap Adj 1.000 1.000 0.998 0.999 Approach Delay, s/veh 36.5 22.2 24.4 182.2 Approach LOS E C C F Lane Left Right Left Left Right Left Designated Moves LT R LTR L TR LTR Assumed Moves LT R LTR L TR LTR RT Channelized Lane Util 0.343 0.657 1.000 0.374 0.626 1.000 Follow-Up Headway, s 2.667 2.535 2.535 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.328 4.645 4.328 4.328 A (Intercept)1350 1420 1420 1350 1420 1420 B (Slope)9.199e-4 8.501e-4 8.501e-4 9.199e-4 8.501e-4 8.501e-4 Entry Flow, veh/h 299 573 192 548 919 1087 Cap Entry Lane, veh/h 550 619 376 936 1012 808 Entry HV Adj Factor 0.972 0.970 0.972 0.971 0.971 0.971 Flow Entry, veh/h 290 556 187 532 893 1055 Cap Entry, veh/h 534 601 365 907 982 783 V/C Ratio 0.544 0.926 0.511 0.586 0.909 1.348 Control Delay, s/veh 17.2 46.6 22.2 12.4 31.6 182.2 LOS C E C B D F 95th %tile Queue, veh 3 12 3 4 14 43 Queues 9: Ziegler Rd & Harmony Rd 2033 Future Plus Project PM Peak Hour 5.2 2033+P PM Synchro 12 Report Fehr & Peers Page 13 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)213 2011 160 134 1751 999 231 418 101 880 573 141 v/c Ratio 1.12 1.00 0.22 1.06 0.97 1.12 0.63 0.85 0.24 1.50 0.86 0.28 Control Delay (s/veh)145.0 52.8 3.4 133.0 38.7 81.8 55.3 63.3 1.3 267.0 56.6 1.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)145.0 52.8 3.4 133.0 38.7 81.8 55.3 63.3 1.3 267.0 56.6 1.4 Queue Length 50th (ft)~173 510 0 ~100 442 ~562 81 153 0 ~445 206 0 Queue Length 95th (ft)#323 #638 34 m#170 #543 #794 124 #234 0 #569 #291 0 Internal Link Dist (ft)2571 5225 1229 5210 Turn Bay Length (ft)675 100 460 320 220 80 370 35 Base Capacity (vph)191 2016 722 127 1810 890 369 493 426 587 685 509 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.12 1.00 0.22 1.06 0.97 1.12 0.63 0.85 0.24 1.50 0.84 0.28 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 9: Ziegler Rd & Harmony Rd 2033 Future Plus Project PM Peak Hour 5.2 2033+P PM Synchro 12 Report Fehr & Peers Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)200 1890 150 126 1646 939 217 393 95 827 539 133 Future Volume (veh/h)200 1890 150 126 1646 939 217 393 95 827 539 133 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 0.99 1.00 1.00 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 213 2011 160 134 1751 0 231 418 101 880 573 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 193 2026 620 129 1819 383 497 218 592 663 Arrive On Green 0.11 0.40 0.40 0.07 0.36 0.00 0.11 0.14 0.14 0.17 0.19 0.00 Sat Flow, veh/h 1767 5066 1549 1767 5066 1572 3428 3526 1545 3428 3526 1572 Grp Volume(v), veh/h 213 2011 160 134 1751 0 231 418 101 880 573 0 Grp Sat Flow(s),veh/h/ln 1767 1689 1549 1767 1689 1572 1714 1763 1545 1714 1763 1572 Q Serve(g_s), s 12.0 43.5 7.6 8.0 37.2 0.0 7.1 12.7 4.8 19.0 17.3 0.0 Cycle Q Clear(g_c), s 12.0 43.5 7.6 8.0 37.2 0.0 7.1 12.7 4.8 19.0 17.3 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 193 2026 620 129 1819 383 497 218 592 663 V/C Ratio(X)1.10 0.99 0.26 1.04 0.96 0.60 0.84 0.46 1.49 0.86 Avail Cap(c_a), veh/h 193 2026 620 129 1819 383 497 218 592 689 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 0.59 0.59 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 49.0 32.8 22.1 51.0 34.5 0.0 46.5 46.1 22.5 45.5 43.3 0.0 Incr Delay (d2), s/veh 95.7 18.3 1.0 72.6 9.6 0.0 2.6 12.3 1.5 227.7 10.8 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.2 19.6 2.7 6.0 15.5 0.0 3.1 6.3 2.4 26.6 8.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 144.7 51.1 23.1 123.6 44.1 0.0 49.2 58.4 24.0 273.2 54.1 0.0 LnGrp LOS F D C F D D E C F D Approach Vol, veh/h 2384 1885 750 1453 Approach Delay, s/veh 57.6 49.8 50.9 186.8 Approach LOS E D D F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 18.8 27.2 14.0 50.0 24.0 22.0 18.0 46.0 Change Period (Y+Rc), s 7.5 7.5 7.0 7.0 6.0 7.5 7.0 7.5 Max Green Setting (Gmax), s 10.5 20.5 7.0 43.0 18.0 14.5 11.0 38.5 Max Q Clear Time (g_c+I1), s 9.1 19.3 10.0 45.5 21.0 14.7 14.0 39.2 Green Ext Time (p_c), s 0.1 0.3 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 83.5 HCM 7th LOS F Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Queues 10: Strauss Cabin Rd & Harmony Rd 2033 Future Plus Project PM Peak Hour 5.2 2033+P PM Synchro 12 Report Fehr & Peers Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)13 2917 59 116 2673 155 55 15 76 146 26 9 v/c Ratio 0.11 0.97 0.06 0.75 0.76 0.14 0.27 0.05 0.05 0.71 0.10 0.03 Control Delay (s/veh)36.3 28.2 2.7 79.5 14.0 3.1 43.9 38.9 0.1 63.5 39.8 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)36.3 28.2 2.7 79.5 14.0 3.1 43.9 38.9 0.1 63.5 39.8 0.1 Queue Length 50th (ft)8 531 0 82 345 8 34 9 0 98 16 0 Queue Length 95th (ft)m8 m480 m0 #193 612 38 73 28 0 166 41 0 Internal Link Dist (ft)5225 963 557 510 Turn Bay Length (ft)250 430 345 180 270 180 150 55 Base Capacity (vph)175 3020 984 154 3530 1131 235 318 1568 238 318 357 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.97 0.06 0.75 0.76 0.14 0.23 0.05 0.05 0.61 0.08 0.03 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 10: Strauss Cabin Rd & Harmony Rd 2033 Future Plus Project PM Peak Hour 5.2 2033+P PM Synchro 12 Report Fehr & Peers Page 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)12 2742 55 109 2513 146 52 14 71 137 24 8 Future Volume (veh/h)12 2742 55 109 2513 146 52 14 71 137 24 8 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 0.99 1.00 0.99 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 13 2917 0 116 2673 0 55 15 0 146 26 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 37 3152 129 3553 242 262 251 262 Arrive On Green 0.02 0.62 0.00 0.07 0.70 0.00 0.14 0.14 0.00 0.14 0.14 0.00 Sat Flow, veh/h 1767 5066 1572 1767 5066 1572 1366 1856 1572 1379 1856 1572 Grp Volume(v), veh/h 13 2917 0 116 2673 0 55 15 0 146 26 0 Grp Sat Flow(s),veh/h/ln 1767 1689 1572 1767 1689 1572 1366 1856 1572 1379 1856 1572 Q Serve(g_s), s 0.8 56.4 0.0 7.2 36.7 0.0 4.0 0.8 0.0 11.3 1.3 0.0 Cycle Q Clear(g_c), s 0.8 56.4 0.0 7.2 36.7 0.0 5.4 0.8 0.0 12.0 1.3 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 37 3152 129 3553 242 262 251 262 V/C Ratio(X)0.35 0.93 0.90 0.75 0.23 0.06 0.58 0.10 Avail Cap(c_a), veh/h 177 3152 129 3553 285 321 294 321 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)0.09 0.09 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 53.1 18.5 0.0 50.6 10.4 0.0 43.5 40.9 0.0 46.1 41.1 0.0 Incr Delay (d2), s/veh 0.5 0.6 0.0 50.9 1.5 0.0 0.5 0.1 0.0 2.1 0.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 17.5 0.0 4.8 10.2 0.0 1.4 0.4 0.0 4.0 0.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 53.6 19.1 0.0 101.5 11.9 0.0 43.9 41.0 0.0 48.2 41.3 0.0 LnGrp LOS D B F B D D D D Approach Vol, veh/h 2930 2789 70 172 Approach Delay, s/veh 19.3 15.6 43.3 47.2 Approach LOS B B D D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 21.5 14.0 74.5 21.5 5.3 83.1 Change Period (Y+Rc), s 7.0 7.0 7.0 7.0 4.0 7.0 Max Green Setting (Gmax), s 18.0 7.0 64.0 18.0 10.0 64.0 Max Q Clear Time (g_c+I1), s 7.4 9.2 0.0 14.0 2.8 0.0 Green Ext Time (p_c), s 0.1 0.0 0.0 0.2 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 18.7 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 11: Drake Rd & Des Moines Dr 2033 Future Plus Project PM Peak Hour 5.2 2033+P PM Synchro 12 Report Fehr & Peers Page 17 Intersection Int Delay, s/veh 0.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 15 24 51 875 880 27 Future Vol, veh/h 15 24 51 875 880 27 Conflicting Peds, #/hr 0 5 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 90 90 90 90 90 90 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 17 27 57 972 978 30 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 2078 998 1008 0 -0 Stage 1 993 ----- Stage 2 1086 ----- Critical Hdwy 6.43 6.23 4.13 --- Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.327 2.227 --- Pot Cap-1 Maneuver 58 295 684 --- Stage 1 357 ----- Stage 2 322 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 54 293 684 --- Mov Cap-2 Maneuver 173 ----- Stage 1 327 ----- Stage 2 322 ----- Approach EB NB SB HCM Control Delay, s/v24.12 0.59 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)684 -231 -- HCM Lane V/C Ratio 0.083 -0.187 -- HCM Control Delay (s/veh)10.7 -24.1 -- HCM Lane LOS B -C -- HCM 95th %tile Q(veh)0.3 -0.7 -- HCM 7th TWSC 101: Ziegler Rd & Access 1 2033 Future Plus Project PM Peak Hour 5.2 2033+P PM Synchro 12 Report Fehr & Peers Page 18 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 4 1019 22 0 971 Future Vol, veh/h 0 4 1019 22 0 971 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 5 1199 26 0 1142 Major/Minor Minor1 Major1 Major2 Conflicting Flow All -1212 0 0 -- Stage 1 ------ Stage 2 ------ Critical Hdwy -6.23 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.327 ---- Pot Cap-1 Maneuver 0 221 --0 - Stage 1 0 ---0 - Stage 2 0 ---0 - Platoon blocked, %--- Mov Cap-1 Maneuver -221 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s/v21.65 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h)--221 - HCM Lane V/C Ratio --0.021 - HCM Control Delay (s/veh)--21.6 - HCM Lane LOS --C - HCM 95th %tile Q(veh)--0.1 - HCM 7th TWSC 102: Horsetooth Rd & Access 2 2033 Future Plus Project PM Peak Hour 5.2 2033+P PM Synchro 12 Report Fehr & Peers Page 19 Intersection Int Delay, s/veh 0.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 249 171 2 0 11 Future Vol, veh/h 0 249 171 2 0 11 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -----0 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 293 201 2 0 13 Major/Minor Major1 Major2 Minor2 Conflicting Flow All -0 -0 -202 Stage 1 ------ Stage 2 ------ Critical Hdwy -----6.23 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.327 Pot Cap-1 Maneuver 0 ---0 836 Stage 1 0 ---0 - Stage 2 0 ---0 - Platoon blocked, %--- Mov Cap-1 Maneuver -----836 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB SB HCM Control Delay, s/v 0 0 9.37 HCM LOS A Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity (veh/h)---836 HCM Lane V/C Ratio ---0.015 HCM Control Delay (s/veh)---9.4 HCM Lane LOS ---A HCM 95th %tile Q(veh)---0 HCM 7th TWSC 103: Horsetooth Rd & Access 3 2033 Future Plus Project PM Peak Hour 5.2 2033+P PM Synchro 12 Report Fehr & Peers Page 20 Intersection Int Delay, s/veh 3.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 99 153 108 24 16 65 Future Vol, veh/h 99 153 108 24 16 65 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 116 180 127 28 19 76 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 155 0 -0 554 141 Stage 1 ----141 - Stage 2 ----413 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 1419 ---492 904 Stage 1 ----883 - Stage 2 ----666 - Platoon blocked, %--- Mov Cap-1 Maneuver 1419 ---447 904 Mov Cap-2 Maneuver ----447 - Stage 1 ----803 - Stage 2 ----666 - Approach EB WB SB HCM Control Delay, s/v 3.05 0 10.48 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)707 ---752 HCM Lane V/C Ratio 0.082 ---0.127 HCM Control Delay (s/veh)7.8 0 --10.5 HCM Lane LOS A A --B HCM 95th %tile Q(veh)0.3 ---0.4 Queues 1: Timberline Rd & Horsetooth Rd 2036 Background AM Peak Hour 6.1 2036 AM Synchro 12 Report Fehr & Peers Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)439 414 297 178 624 243 270 1230 54 129 1018 339 v/c Ratio 0.89 0.48 0.53 0.65 1.12 0.52 0.60 0.83 0.07 0.48 0.78 0.43 Control Delay (s/veh)67.3 37.7 11.4 41.2 118.5 8.3 50.4 34.0 0.2 29.9 44.1 17.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)67.3 37.7 11.4 41.2 118.5 8.3 50.4 34.0 0.2 29.9 44.1 17.3 Queue Length 50th (ft)158 132 29 88 ~267 0 93 398 0 40 396 131 Queue Length 95th (ft)#231 174 97 138 #363 48 129 465 0 m49 m431 m149 Internal Link Dist (ft)1010 5219 2605 4217 Turn Bay Length (ft)275 165 270 165 335 110 230 280 Base Capacity (vph)494 860 563 273 557 465 525 1488 773 278 1302 782 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.89 0.48 0.53 0.65 1.12 0.52 0.51 0.83 0.07 0.46 0.78 0.43 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd 2036 Background AM Peak Hour 6.1 2036 AM Synchro 12 Report Fehr & Peers Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)382 360 258 155 543 211 235 1070 47 112 886 295 Future Volume (veh/h)382 360 258 155 543 211 235 1070 47 112 886 295 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 0.99 1.00 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 439 414 0 178 624 0 270 1230 54 129 1018 0 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 499 881 322 561 370 1539 675 217 1383 Arrive On Green 0.15 0.25 0.00 0.06 0.16 0.00 0.11 0.44 0.44 0.06 0.39 0.00 Sat Flow, veh/h 3428 3526 1572 1767 3526 1572 3428 3526 1547 3428 3526 1572 Grp Volume(v), veh/h 439 414 0 178 624 0 270 1230 54 129 1018 0 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1767 1763 1572 1714 1763 1547 1714 1763 1572 Q Serve(g_s), s 13.8 11.0 0.0 7.0 17.5 0.0 8.4 33.2 2.2 4.0 27.1 0.0 Cycle Q Clear(g_c), s 13.8 11.0 0.0 7.0 17.5 0.0 8.4 33.2 2.2 4.0 27.1 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 499 881 322 561 370 1539 675 217 1383 V/C Ratio(X)0.88 0.47 0.55 1.11 0.73 0.80 0.08 0.59 0.74 Avail Cap(c_a), veh/h 499 881 322 561 530 1539 675 280 1383 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 46.1 35.1 0.0 37.5 46.3 0.0 47.5 26.8 18.1 50.1 28.6 0.0 Incr Delay (d2), s/veh 16.5 0.4 0.0 2.0 72.7 0.0 3.0 4.4 0.2 2.6 3.5 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.9 4.6 0.0 4.3 13.1 0.0 3.7 14.1 0.8 1.8 11.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 62.6 35.4 0.0 39.5 119.0 0.0 50.5 31.3 18.3 52.7 32.1 0.0 LnGrp LOS E D D F D C B D C Approach Vol, veh/h 853 802 1554 1147 Approach Delay, s/veh 49.4 101.3 34.1 34.4 Approach LOS D F C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 16.9 48.6 11.0 33.5 12.0 53.5 21.0 23.5 Change Period (Y+Rc), s 6.0 6.5 5.0 7.0 6.0 6.5 6.0 * 7 Max Green Setting (Gmax), s 16.0 37.5 6.0 26.0 8.0 45.5 15.0 * 17 Max Q Clear Time (g_c+I1), s 10.4 29.1 9.0 13.0 6.0 35.2 15.8 19.5 Green Ext Time (p_c), s 0.5 2.9 0.0 1.3 0.1 4.1 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 49.6 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd 2036 Background AM Peak Hour 6.1 2036 AM Synchro 12 Report Fehr & Peers Page 3 Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Queues 2: Timberline Rd & Drake Rd 2036 Background AM Peak Hour 6.1 2036 AM Synchro 12 Report Fehr & Peers Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)312 487 348 75 637 440 430 1386 41 325 1146 303 v/c Ratio 0.69 0.61 0.56 0.32 1.39 0.95 0.82 0.66 0.05 0.96 0.90 0.42 Control Delay (s/veh)53.9 43.0 7.8 30.9 227.6 47.2 44.0 17.3 0.1 88.8 44.0 6.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)53.9 43.0 7.8 30.9 227.6 47.2 44.0 17.3 0.1 88.8 44.0 6.7 Queue Length 50th (ft)108 168 0 37 ~326 104 149 252 0 119 398 19 Queue Length 95th (ft)155 227 80 72 #444 #310 m183 271 m0 #209 #528 82 Internal Link Dist (ft)1269 2578 961 912 Turn Bay Length (ft)160 200 150 170 340 100 295 300 Base Capacity (vph)479 793 624 237 457 463 525 2105 784 340 1274 728 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.65 0.61 0.56 0.32 1.39 0.95 0.82 0.66 0.05 0.96 0.90 0.42 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. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 2: Timberline Rd & Drake Rd 2036 Background AM Peak Hour 6.1 2036 AM Synchro 12 Report Fehr & Peers Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)284 443 317 68 580 400 391 1261 37 296 1043 276 Future Volume (veh/h)284 443 317 68 580 400 391 1261 37 296 1043 276 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 0.99 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 312 487 348 75 637 440 430 1386 41 325 1146 303 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 406 721 320 217 490 217 551 2150 666 343 1282 570 Arrive On Green 0.12 0.20 0.20 0.06 0.14 0.14 0.16 0.42 0.42 0.10 0.36 0.36 Sat Flow, veh/h 3428 3526 1566 1767 3526 1562 3428 5066 1569 3428 3526 1569 Grp Volume(v), veh/h 312 487 348 75 637 440 430 1386 41 325 1146 303 Grp Sat Flow(s),veh/h/ln 1714 1763 1566 1767 1763 1562 1714 1689 1569 1714 1763 1569 Q Serve(g_s), s 9.7 14.0 22.5 3.9 15.3 10.1 13.2 23.9 1.7 10.4 33.7 12.1 Cycle Q Clear(g_c), s 9.7 14.0 22.5 3.9 15.3 10.1 13.2 23.9 1.7 10.4 33.7 12.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 406 721 320 217 490 217 551 2150 666 343 1282 570 V/C Ratio(X)0.77 0.68 1.09 0.35 1.30 2.03 0.78 0.64 0.06 0.95 0.89 0.53 Avail Cap(c_a), veh/h 483 721 320 228 490 217 551 2150 666 343 1282 570 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.0 40.4 43.8 37.3 47.4 20.6 44.3 25.1 18.7 49.2 33.0 14.5 Incr Delay (d2), s/veh 6.2 2.5 75.5 0.9 149.4 477.8 7.1 1.5 0.2 35.1 9.8 3.5 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 4.4 6.2 15.2 1.7 16.7 32.4 6.0 9.4 0.6 6.0 15.2 4.6 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 53.2 42.9 119.2 38.3 196.8 498.4 51.4 26.6 18.9 84.4 42.8 18.0 LnGrp LOS D D F D F F D C B F D B Approach Vol, veh/h 1147 1152 1857 1774 Approach Delay, s/veh 68.8 301.7 32.2 46.2 Approach LOS E F C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 23.7 46.0 11.3 29.0 17.0 52.7 18.5 21.8 Change Period (Y+Rc), s 7.0 7.0 6.0 7.5 7.0 7.0 6.5 7.5 Max Green Setting (Gmax), s 16.0 39.0 6.0 21.5 10.0 45.0 14.5 12.5 Max Q Clear Time (g_c+I1), s 15.2 35.7 5.9 24.5 12.4 25.9 11.7 17.3 Green Ext Time (p_c), s 0.1 1.9 0.0 0.0 0.0 6.1 0.3 0.0 Intersection Summary HCM 7th Control Delay, s/veh 95.8 HCM 7th LOS F Notes User approved pedestrian interval to be less than phase max green. HCM 7th TWSC 3: Rigden Pkwy & Drake Rd 2036 Background AM Peak Hour 6.1 2036 AM Synchro 12 Report Fehr & Peers Page 6 Intersection Int Delay, s/veh 1.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 640 27 44 952 53 50 Future Vol, veh/h 640 27 44 952 53 50 Conflicting Peds, #/hr 0 0 0 0 3 6 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -0 100 -140 0 Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 780 33 54 1161 65 61 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 813 0 2052 786 Stage 1 ----780 - Stage 2 ----1271 - Critical Hdwy --4.13 -6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy --2.227 -3.527 3.327 Pot Cap-1 Maneuver --809 -~ 61 390 Stage 1 ----450 - Stage 2 ----262 - Platoon blocked, %--- Mov Cap-1 Maneuver --809 -~ 57 388 Mov Cap-2 Maneuver ----168 - Stage 1 ----450 - Stage 2 ----244 - Approach EB WB NB HCM Control Delay, s/v 0 0.43 28.01 HCM LOS D Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h)168 388 --809 - HCM Lane V/C Ratio 0.386 0.157 --0.066 - HCM Control Delay (s/veh)39.4 16 --9.8 - HCM Lane LOS E C --A - HCM 95th %tile Q(veh)1.7 0.6 --0.2 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 4: Drake Rd & Miles House Ave 2036 Background AM Peak Hour 6.1 2036 AM Synchro 12 Report Fehr & Peers Page 7 Intersection Int Delay, s/veh 8.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 176 605 831 187 83 141 Future Vol, veh/h 176 605 831 187 83 141 Conflicting Peds, #/hr 4 0 0 4 0 3 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length 100 ---0 100 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 210 720 989 223 99 168 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1216 0 -0 2244 1108 Stage 1 ----1105 - Stage 2 ----1139 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 570 ---~ 46 254 Stage 1 ----316 - Stage 2 ----304 - Platoon blocked, %--- Mov Cap-1 Maneuver 568 ---~ 29 253 Mov Cap-2 Maneuver ----122 - Stage 1 ----199 - Stage 2 ----303 - Approach EB WB SB HCM Control Delay, s/v 3.38 0 65.9 HCM LOS F Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h)568 ---122 253 HCM Lane V/C Ratio 0.369 ---0.81 0.664 HCM Control Delay (s/veh)15 ---104 43.5 HCM Lane LOS B ---F E HCM 95th %tile Q(veh)1.7 ---4.8 4.2 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 5: Drake Rd & Environmental Dr 2036 Background AM Peak Hour 6.1 2036 AM Synchro 12 Report Fehr & Peers Page 8 Intersection Int Delay, s/veh 0.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 19 612 941 12 3 8 Future Vol, veh/h 19 612 941 12 3 8 Conflicting Peds, #/hr 2 0 0 2 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -Yield Storage Length 100 ---0 75 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 81 81 81 81 81 81 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 23 756 1162 15 4 10 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1179 0 -0 1974 1171 Stage 1 ----1171 - Stage 2 ----802 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 589 ---68 233 Stage 1 ----293 - Stage 2 ----439 - Platoon blocked, %--- Mov Cap-1 Maneuver 588 ---65 233 Mov Cap-2 Maneuver ----184 - Stage 1 ----281 - Stage 2 ----439 - Approach EB WB SB HCM Control Delay, s/v 0.34 0 22.17 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h)588 ---184 233 HCM Lane V/C Ratio 0.04 ---0.02 0.042 HCM Control Delay (s/veh)11.4 ---24.9 21.1 HCM Lane LOS B ---C C HCM 95th %tile Q(veh)0.1 ---0.1 0.1 Queues 6: Ziegler Rd/Drake Rd & William Neal Pkwy 2036 Background AM Peak Hour 6.1 2036 AM Synchro 12 Report Fehr & Peers Page 9 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph)23 61 65 33 32 1123 14 771 v/c Ratio 0.09 0.12 0.25 0.08 0.07 0.78 0.07 0.54 Control Delay (s/veh)31.4 0.5 33.2 0.4 4.3 13.2 4.9 6.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)31.4 0.5 33.2 0.4 4.3 13.2 4.9 6.9 Queue Length 50th (ft)8 0 24 0 3 253 1 116 Queue Length 95th (ft)34 0 75 0 16 752 10 331 Internal Link Dist (ft)681 851 1229 1303 Turn Bay Length (ft)185 100 100 145 Base Capacity (vph)526 754 518 681 523 1701 239 1705 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.08 0.13 0.05 0.06 0.66 0.06 0.45 Intersection Summary HCM 7th Signalized Intersection Summary 6: Ziegler Rd/Drake Rd & William Neal Pkwy 2036 Background AM Peak Hour 6.1 2036 AM Synchro 12 Report Fehr & Peers Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)20 0 54 57 0 29 28 964 25 12 670 9 Future Volume (veh/h)20 0 54 57 0 29 28 964 25 12 670 9 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)0.98 0.98 0.98 0.96 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 23 0 61 65 0 33 32 1095 28 14 761 10 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 334 0 290 309 0 283 442 1258 32 222 1277 17 Arrive On Green 0.19 0.00 0.19 0.19 0.00 0.19 0.70 0.70 0.70 0.70 0.70 0.70 Sat Flow, veh/h 1339 0 1539 1307 0 1505 692 1800 46 498 1827 24 Grp Volume(v), veh/h 23 0 61 65 0 33 32 0 1123 14 0 771 Grp Sat Flow(s),veh/h/ln 1339 0 1539 1307 0 1505 692 0 1846 498 0 1851 Q Serve(g_s), s 1.0 0.0 2.3 3.0 0.0 1.2 1.7 0.0 31.5 1.5 0.0 14.5 Cycle Q Clear(g_c), s 2.2 0.0 2.3 5.2 0.0 1.2 16.2 0.0 31.5 33.0 0.0 14.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.02 1.00 0.01 Lane Grp Cap(c), veh/h 334 0 290 309 0 283 442 0 1290 222 0 1294 V/C Ratio(X)0.07 0.00 0.21 0.21 0.00 0.12 0.07 0.00 0.87 0.06 0.00 0.60 Avail Cap(c_a), veh/h 584 0 577 557 0 569 749 0 2109 443 0 2115 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 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 23.6 0.0 23.1 25.4 0.0 22.7 9.4 0.0 7.8 20.5 0.0 5.2 Incr Delay (d2), s/veh 0.1 0.0 0.4 0.3 0.0 0.2 0.1 0.0 2.4 0.1 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 0.3 0.0 0.8 0.9 0.0 0.4 0.2 0.0 6.9 0.2 0.0 2.9 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 23.7 0.0 23.5 25.7 0.0 22.9 9.5 0.0 10.2 20.6 0.0 5.7 LnGrp LOS C C C C A B C A Approach Vol, veh/h 84 98 1155 785 Approach Delay, s/veh 23.6 24.8 10.2 5.9 Approach LOS C C B A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 51.1 16.4 51.1 16.4 Change Period (Y+Rc), s 4.9 4.7 4.9 * 4.7 Max Green Setting (Gmax), s 76.1 24.3 76.1 * 25 Max Q Clear Time (g_c+I1), s 35.0 4.3 33.5 7.2 Green Ext Time (p_c), s 6.1 0.3 12.6 0.3 Intersection Summary HCM 7th Control Delay, s/veh 9.8 HCM 7th LOS A Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th TWSC 7: Ziegler Rd & Percheron Dr 2036 Background AM Peak Hour 6.1 2036 AM Synchro 12 Report Fehr & Peers Page 11 Intersection Int Delay, s/veh 71.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 4 0 32 76 0 29 13 980 30 12 768 0 Future Vol, veh/h 4 0 32 76 0 29 13 980 30 12 768 0 Conflicting Peds, #/hr 0 0 12 12 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 --100 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84 Heavy Vehicles, %3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 5 0 38 90 0 35 15 1167 36 14 914 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2140 2176 926 2170 2158 1185 914 0 0 1202 0 0 Stage 1 943 943 -1215 1215 ------- Stage 2 1198 1233 -955 943 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 --4.13 -- Critical Hdwy Stg 1 6.13 5.53 -6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 -6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 --2.227 -- Pot Cap-1 Maneuver 35 46 324 ~ 33 47 229 741 --577 -- Stage 1 314 340 -220 253 ------- Stage 2 226 248 -309 340 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 29 44 321 ~ 28 45 229 741 --577 -- Mov Cap-2 Maneuver 29 44 -~ 28 45 ------- Stage 1 306 332 -216 248 ------- Stage 2 188 243 -263 332 ------- Approach EB WB NB SB HCM Control Delay, s/v38.31 $ 1304.08 0.13 0.18 HCM LOS E F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)741 --150 37 577 -- HCM Lane V/C Ratio 0.021 --0.286 3.394 0.025 -- HCM Control Delay (s/veh)10 --38.3$ 1304.1 11.4 -- HCM Lane LOS A --E F B -- HCM 95th %tile Q(veh)0.1 --1.1 14.3 0.1 -- Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th Roundabout 8: Ziegler Rd & Horsetooth Rd 2036 Background AM Peak Hour 6.1 2036 AM Synchro 12 Report Fehr & Peers Page 12 Intersection Intersection Delay, s/veh 82.8 Intersection LOS F Approach EB WB NB SB Entry Lanes 2 1 2 1 Conflicting Circle Lanes 2 2 2 2 Adj Approach Flow, veh/h 650 295 1633 1012 Demand Flow Rate, veh/h 670 305 1682 1043 Vehicles Circulating, veh/h 971 1788 255 761 Vehicles Exiting, veh/h 833 149 1386 1332 Ped Vol Crossing Leg, #/h 1 0 3 2 Ped Cap Adj 1.000 1.000 0.997 1.000 Approach Delay, s/veh 21.7 85.7 29.4 207.3 Approach LOS C F D F Lane Left Right Left Left Right Left Designated Moves LT R LTR L TR LTR Assumed Moves LT R LTR L TR LTR RT Channelized Lane Util 0.300 0.700 1.000 0.343 0.657 1.000 Follow-Up Headway, s 2.667 2.535 2.535 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.328 4.645 4.328 4.328 A (Intercept)1350 1420 1420 1350 1420 1420 B (Slope)9.199e-4 8.501e-4 8.501e-4 9.199e-4 8.501e-4 8.501e-4 Entry Flow, veh/h 201 469 305 577 1105 1043 Cap Entry Lane, veh/h 553 622 311 1068 1143 744 Entry HV Adj Factor 0.971 0.970 0.968 0.971 0.971 0.970 Flow Entry, veh/h 195 455 295 560 1073 1012 Cap Entry, veh/h 536 603 301 1033 1107 721 V/C Ratio 0.364 0.754 0.982 0.542 0.969 1.403 Control Delay, s/veh 12.3 25.7 85.7 10.2 39.4 207.3 LOS B D F B E F 95th %tile Queue, veh 2 7 10 3 18 45 Queues 9: Ziegler Rd & Harmony Rd 2036 Background AM Peak Hour 6.1 2036 AM Synchro 12 Report Fehr & Peers Page 13 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)111 1234 74 112 2121 948 202 450 43 773 288 125 v/c Ratio 0.58 0.61 0.10 0.88 1.17 1.02 0.38 0.91 0.10 1.32 0.57 0.28 Control Delay (s/veh)59.6 27.8 0.3 85.0 108.6 40.1 45.2 71.0 0.5 191.6 48.1 1.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)59.6 27.8 0.3 85.0 108.6 40.1 45.2 71.0 0.5 191.6 48.1 1.6 Queue Length 50th (ft)76 249 0 77 ~661 ~530 66 166 0 ~363 101 0 Queue Length 95th (ft)135 298 0 m#90 #745 m#608 109 #262 0 #484 137 0 Internal Link Dist (ft)2556 5213 1229 5229 Turn Bay Length (ft)675 100 460 320 220 80 370 35 Base Capacity (vph)191 2014 722 127 1808 927 532 493 426 587 685 510 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.58 0.61 0.10 0.88 1.17 1.02 0.38 0.91 0.10 1.32 0.42 0.25 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. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 9: Ziegler Rd & Harmony Rd 2036 Background AM Peak Hour 6.1 2036 AM Synchro 12 Report Fehr & Peers Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)102 1135 68 103 1951 872 186 414 40 711 265 115 Future Volume (veh/h)102 1135 68 103 1951 872 186 414 40 711 265 115 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 111 1234 74 112 2121 0 202 450 43 773 288 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 193 2026 628 129 1819 634 497 218 592 405 Arrive On Green 0.11 0.40 0.40 0.07 0.36 0.00 0.19 0.14 0.14 0.17 0.11 0.00 Sat Flow, veh/h 1767 5066 1569 1767 5066 1572 3428 3526 1548 3428 3526 1572 Grp Volume(v), veh/h 111 1234 74 112 2121 0 202 450 43 773 288 0 Grp Sat Flow(s),veh/h/ln 1767 1689 1569 1767 1689 1572 1714 1763 1548 1714 1763 1572 Q Serve(g_s), s 6.6 21.3 3.3 6.9 39.5 0.0 5.6 13.8 1.9 19.0 8.7 0.0 Cycle Q Clear(g_c), s 6.6 21.3 3.3 6.9 39.5 0.0 5.6 13.8 1.9 19.0 8.7 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 193 2026 628 129 1819 634 497 218 592 405 V/C Ratio(X)0.58 0.61 0.12 0.87 1.17 0.32 0.91 0.20 1.31 0.71 Avail Cap(c_a), veh/h 193 2026 628 129 1819 634 497 218 592 689 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 0.38 0.38 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 46.6 26.2 20.8 50.5 35.3 0.0 38.8 46.5 21.6 45.5 46.9 0.0 Incr Delay (d2), s/veh 4.2 1.4 0.4 21.1 77.3 0.0 0.3 20.1 0.4 149.4 2.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.0 8.2 1.2 3.7 27.7 0.0 2.3 7.3 1.0 20.1 3.8 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 50.7 27.5 21.2 71.6 112.5 0.0 39.1 66.7 22.1 194.9 49.2 0.0 LnGrp LOS D C C E F D E C F D Approach Vol, veh/h 1419 2233 695 1061 Approach Delay, s/veh 29.0 110.5 55.9 155.3 Approach LOS C F E F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 26.9 19.1 14.0 50.0 24.0 22.0 18.0 46.0 Change Period (Y+Rc), s 7.5 7.5 7.0 7.0 6.0 7.5 7.0 7.5 Max Green Setting (Gmax), s 10.5 20.5 7.0 43.0 18.0 14.5 11.0 38.5 Max Q Clear Time (g_c+I1), s 7.6 10.7 8.9 23.3 21.0 15.8 8.6 41.5 Green Ext Time (p_c), s 0.2 0.7 0.0 5.3 0.0 0.0 0.1 0.0 Intersection Summary HCM 7th Control Delay, s/veh 90.9 HCM 7th LOS F Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Queues 10: Strauss Cabin Rd & Harmony Rd 2036 Background AM Peak Hour 6.1 2036 AM Synchro 12 Report Fehr & Peers Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)3 1796 29 47 3269 128 86 25 120 113 12 4 v/c Ratio 0.03 0.55 0.03 0.36 0.88 0.11 0.46 0.10 0.08 0.62 0.05 0.01 Control Delay (s/veh)45.7 11.6 0.4 56.3 16.2 2.0 51.1 40.7 0.1 58.8 39.5 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)45.7 11.6 0.4 56.3 16.2 2.0 51.1 40.7 0.1 58.8 39.5 0.0 Queue Length 50th (ft)2 254 0 32 505 3 57 16 0 76 7 0 Queue Length 95th (ft)m2 m281 m0 71 #1001 27 104 40 0 132 25 0 Internal Link Dist (ft)5213 963 557 510 Turn Bay Length (ft)250 430 345 180 270 180 150 55 Base Capacity (vph)175 3272 1025 135 3712 1184 238 318 1549 235 318 357 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.55 0.03 0.35 0.88 0.11 0.36 0.08 0.08 0.48 0.04 0.01 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 10: Strauss Cabin Rd & Harmony Rd 2036 Background AM Peak Hour 6.1 2036 AM Synchro 12 Report Fehr & Peers Page 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)3 1670 27 44 3040 119 80 23 112 105 11 4 Future Volume (veh/h)3 1670 27 44 3040 119 80 23 112 105 11 4 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 3 1796 0 47 3269 0 86 25 0 113 12 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 22 3393 76 3687 229 229 218 229 Arrive On Green 0.01 0.67 0.00 0.04 0.73 0.00 0.12 0.12 0.00 0.12 0.12 0.00 Sat Flow, veh/h 1767 5066 1572 1767 5066 1572 1385 1856 1572 1369 1856 1572 Grp Volume(v), veh/h 3 1796 0 47 3269 0 86 25 0 113 12 0 Grp Sat Flow(s),veh/h/ln 1767 1689 1572 1767 1689 1572 1385 1856 1572 1369 1856 1572 Q Serve(g_s), s 0.2 20.0 0.0 2.9 54.5 0.0 6.4 1.3 0.0 8.8 0.6 0.0 Cycle Q Clear(g_c), s 0.2 20.0 0.0 2.9 54.5 0.0 7.1 1.3 0.0 10.1 0.6 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 22 3393 76 3687 229 229 218 229 V/C Ratio(X)0.14 0.53 0.62 0.89 0.38 0.11 0.52 0.05 Avail Cap(c_a), veh/h 177 3393 129 3687 297 321 285 321 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)0.38 0.38 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 53.7 9.3 0.0 51.8 11.5 0.0 45.6 42.8 0.0 47.3 42.5 0.0 Incr Delay (d2), s/veh 1.1 0.2 0.0 8.0 3.6 0.0 1.0 0.2 0.0 1.9 0.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 5.7 0.0 1.4 14.5 0.0 2.3 0.6 0.0 3.1 0.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 54.8 9.5 0.0 59.7 15.1 0.0 46.7 43.0 0.0 49.2 42.6 0.0 LnGrp LOS D A E B D D D D Approach Vol, veh/h 1799 3316 111 125 Approach Delay, s/veh 9.6 15.7 45.8 48.6 Approach LOS A B D D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 19.6 10.7 79.7 19.6 4.4 86.1 Change Period (Y+Rc), s 7.0 7.0 7.0 7.0 4.0 7.0 Max Green Setting (Gmax), s 18.0 7.0 64.0 18.0 10.0 64.0 Max Q Clear Time (g_c+I1), s 9.1 4.9 0.0 12.1 2.2 0.0 Green Ext Time (p_c), s 0.2 0.0 0.0 0.1 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 15.0 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 11: Drake Rd & Des Moines Dr 2036 Background AM Peak Hour 6.1 2036 AM Synchro 12 Report Fehr & Peers Page 17 Intersection Int Delay, s/veh 1.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 43 41 23 982 661 21 Future Vol, veh/h 43 41 23 982 661 21 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 87 87 87 87 87 87 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 49 47 26 1129 760 24 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1953 772 784 0 -0 Stage 1 772 ----- Stage 2 1182 ----- Critical Hdwy 6.43 6.23 4.13 --- Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.327 2.227 --- Pot Cap-1 Maneuver 70 398 830 --- Stage 1 454 ----- Stage 2 290 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 68 398 830 --- Mov Cap-2 Maneuver 189 ----- Stage 1 440 ----- Stage 2 290 ----- Approach EB NB SB HCM Control Delay, s/v27.62 0.22 0 HCM LOS D Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)830 -254 -- HCM Lane V/C Ratio 0.032 -0.38 -- HCM Control Delay (s/veh)9.5 -27.6 -- HCM Lane LOS A -D -- HCM 95th %tile Q(veh)0.1 -1.7 -- HCM 7th TWSC 101: Ziegler Rd & Access 1 2036 Background AM Peak Hour 6.1 2036 AM Synchro 12 Report Fehr & Peers Page 18 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 4 1020 8 0 875 Future Vol, veh/h 0 4 1020 8 0 875 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 5 1200 9 0 1029 Major/Minor Minor1 Major1 Major2 Conflicting Flow All -1205 0 0 -- Stage 1 ------ Stage 2 ------ Critical Hdwy -6.23 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.327 ---- Pot Cap-1 Maneuver 0 223 --0 - Stage 1 0 ---0 - Stage 2 0 ---0 - Platoon blocked, %--- Mov Cap-1 Maneuver -223 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s/v21.49 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h)--223 - HCM Lane V/C Ratio --0.021 - HCM Control Delay (s/veh)--21.5 - HCM Lane LOS --C - HCM 95th %tile Q(veh)--0.1 - HCM 7th TWSC 102: Horsetooth Rd & Access 2 2036 Background AM Peak Hour 6.1 2036 AM Synchro 12 Report Fehr & Peers Page 19 Intersection Int Delay, s/veh 0.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 125 228 0 0 12 Future Vol, veh/h 0 125 228 0 0 12 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -----0 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 147 268 0 0 14 Major/Minor Major1 Major2 Minor2 Conflicting Flow All -0 -0 -268 Stage 1 ------ Stage 2 ------ Critical Hdwy -----6.23 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.327 Pot Cap-1 Maneuver 0 ---0 768 Stage 1 0 ---0 - Stage 2 0 ---0 - Platoon blocked, %--- Mov Cap-1 Maneuver -----768 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB SB HCM Control Delay, s/v 0 0 9.78 HCM LOS A Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity (veh/h)---768 HCM Lane V/C Ratio ---0.018 HCM Control Delay (s/veh)---9.8 HCM Lane LOS ---A HCM 95th %tile Q(veh)---0.1 HCM 7th TWSC 103: Horsetooth Rd & Access 3 2036 Background AM Peak Hour 6.1 2036 AM Synchro 12 Report Fehr & Peers Page 20 Intersection Int Delay, s/veh 3.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 36 91 136 9 23 92 Future Vol, veh/h 36 91 136 9 23 92 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 42 107 160 11 27 108 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 171 0 -0 357 165 Stage 1 ----165 - Stage 2 ----192 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 1401 ---639 877 Stage 1 ----862 - Stage 2 ----838 - Platoon blocked, %--- Mov Cap-1 Maneuver 1401 ---619 877 Mov Cap-2 Maneuver ----619 - Stage 1 ----834 - Stage 2 ----838 - Approach EB WB SB HCM Control Delay, s/v 2.17 0 10.34 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)510 ---809 HCM Lane V/C Ratio 0.03 ---0.167 HCM Control Delay (s/veh)7.7 0 --10.3 HCM Lane LOS A A --B HCM 95th %tile Q(veh)0.1 ---0.6 Queues 1: Timberline Rd & Horsetooth Rd 2036 Background AM Peak Hour 6.2 2036 PM Synchro 12 Report Fehr & Peers Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)462 748 325 155 555 143 343 1062 124 224 1164 439 v/c Ratio 0.94 0.87 0.58 0.84 1.00 0.31 0.70 0.72 0.16 0.81 0.92 0.58 Control Delay (s/veh)74.3 52.0 15.8 65.2 84.1 1.7 52.8 29.7 0.4 48.8 52.2 20.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)74.3 52.0 15.8 65.2 84.1 1.7 52.8 29.7 0.4 48.8 52.2 20.7 Queue Length 50th (ft)168 267 55 76 208 0 118 320 0 75 456 167 Queue Length 95th (ft)#266 #367 149 #169 #325 0 168 399 0 m#95 m#548 m210 Internal Link Dist (ft)1020 5215 2605 4216 Turn Bay Length (ft)275 165 270 165 335 110 230 280 Base Capacity (vph)494 860 557 184 557 467 525 1481 774 278 1261 759 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.94 0.87 0.58 0.84 1.00 0.31 0.65 0.72 0.16 0.81 0.92 0.58 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd 2036 Background AM Peak Hour 6.2 2036 PM Synchro 12 Report Fehr & Peers Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)425 688 299 143 511 132 316 977 114 206 1071 404 Future Volume (veh/h)425 688 299 143 511 132 316 977 114 206 1071 404 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 462 748 0 155 555 0 343 1062 124 224 1164 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 499 881 212 561 439 2019 887 280 1856 Arrive On Green 0.15 0.25 0.00 0.06 0.16 0.00 0.13 0.57 0.57 0.08 0.53 0.00 Sat Flow, veh/h 3428 3526 1572 1767 3526 1572 3428 3526 1548 3428 3526 1572 Grp Volume(v), veh/h 462 748 0 155 555 0 343 1062 124 224 1164 0 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1767 1763 1572 1714 1763 1548 1714 1763 1572 Q Serve(g_s), s 14.6 22.2 0.0 7.0 17.3 0.0 10.7 20.3 4.1 7.1 25.7 0.0 Cycle Q Clear(g_c), s 14.6 22.2 0.0 7.0 17.3 0.0 10.7 20.3 4.1 7.1 25.7 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 499 881 212 561 439 2019 887 280 1856 V/C Ratio(X)0.93 0.85 0.73 0.99 0.78 0.53 0.14 0.80 0.63 Avail Cap(c_a), veh/h 499 881 212 561 530 2019 887 280 1856 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 46.4 39.3 0.0 39.2 46.2 0.0 46.5 14.4 10.9 49.6 18.4 0.0 Incr Delay (d2), s/veh 23.5 7.8 0.0 12.2 35.2 0.0 6.2 1.0 0.3 14.9 1.6 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.7 10.2 0.0 1.4 10.1 0.0 4.8 7.6 1.4 3.5 10.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 69.9 47.1 0.0 51.4 81.4 0.0 52.6 15.4 11.2 64.6 20.0 0.0 LnGrp LOS E D D F D B B E C Approach Vol, veh/h 1210 710 1529 1388 Approach Delay, s/veh 55.8 74.8 23.4 27.2 Approach LOS E E C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 19.1 63.9 11.0 33.5 14.0 69.0 21.0 23.5 Change Period (Y+Rc), s 6.0 6.5 5.0 7.0 6.0 6.5 6.0 * 7 Max Green Setting (Gmax), s 16.0 37.5 6.0 26.0 8.0 45.5 15.0 * 17 Max Q Clear Time (g_c+I1), s 12.7 27.7 9.0 24.2 9.1 22.3 16.6 19.3 Green Ext Time (p_c), s 0.4 3.7 0.0 0.6 0.0 5.1 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 40.1 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd 2036 Background AM Peak Hour 6.2 2036 PM Synchro 12 Report Fehr & Peers Page 3 Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Queues 2: Timberline Rd & Drake Rd 2036 Background AM Peak Hour 6.2 2036 PM Synchro 12 Report Fehr & Peers Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)285 695 289 117 533 305 546 1313 55 558 1143 291 v/c Ratio 0.64 0.97 0.53 0.63 1.14 0.65 1.04 0.62 0.07 1.64 0.90 0.40 Control Delay (s/veh)52.4 71.2 8.3 45.3 130.2 12.7 84.7 19.9 0.1 334.2 43.7 6.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)52.4 71.2 8.3 45.3 130.2 12.7 84.7 19.9 0.1 334.2 43.7 6.5 Queue Length 50th (ft)98 258 0 59 ~245 2 ~207 274 0 ~294 396 16 Queue Length 95th (ft)143 #380 72 #106 #356 87 m#298 m278 m0 #404 #525 78 Internal Link Dist (ft)1188 2577 979 912 Turn Bay Length (ft)160 200 150 170 340 100 295 300 Base Capacity (vph)479 716 546 185 467 467 525 2105 777 340 1274 720 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.59 0.97 0.53 0.63 1.14 0.65 1.04 0.62 0.07 1.64 0.90 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. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 2: Timberline Rd & Drake Rd 2036 Background AM Peak Hour 6.2 2036 PM Synchro 12 Report Fehr & Peers Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)271 660 275 111 506 290 519 1247 52 530 1086 276 Future Volume (veh/h)271 660 275 111 506 290 519 1247 52 530 1086 276 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 0.99 1.00 0.98 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 285 695 289 117 533 305 546 1313 55 558 1143 291 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 381 721 318 183 538 236 530 2118 651 343 1282 565 Arrive On Green 0.11 0.20 0.20 0.06 0.15 0.15 0.15 0.42 0.42 0.10 0.36 0.36 Sat Flow, veh/h 3428 3526 1554 1767 3526 1548 3428 5066 1557 3428 3526 1554 Grp Volume(v), veh/h 285 695 289 117 533 305 546 1313 55 558 1143 291 Grp Sat Flow(s),veh/h/ln 1714 1763 1554 1767 1763 1548 1714 1689 1557 1714 1763 1554 Q Serve(g_s), s 8.9 21.5 20.0 6.1 16.6 11.1 17.0 22.4 2.3 11.0 33.6 11.5 Cycle Q Clear(g_c), s 8.9 21.5 20.0 6.1 16.6 11.1 17.0 22.4 2.3 11.0 33.6 11.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 381 721 318 183 538 236 530 2118 651 343 1282 565 V/C Ratio(X)0.75 0.96 0.91 0.64 0.99 1.29 1.03 0.62 0.08 1.63 0.89 0.51 Avail Cap(c_a), veh/h 483 721 318 183 538 236 530 2118 651 343 1282 565 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.4 43.3 42.8 37.4 46.5 20.4 46.5 25.1 19.3 49.5 33.0 14.0 Incr Delay (d2), s/veh 4.8 24.8 28.6 7.2 36.5 159.3 47.1 1.4 0.3 295.4 9.6 3.3 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 11.6 10.0 2.9 9.8 14.3 10.5 8.8 0.9 18.6 15.1 4.3 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 52.2 68.2 71.4 44.7 83.0 179.7 93.6 26.5 19.6 344.9 42.6 17.3 LnGrp LOS D E E D F F F C B F D B Approach Vol, veh/h 1269 955 1914 1992 Approach Delay, s/veh 65.3 109.2 45.5 123.6 Approach LOS E F D F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 23.0 46.0 12.0 29.0 17.0 52.0 17.7 23.3 Change Period (Y+Rc), s 7.0 7.0 6.0 7.5 7.0 7.0 6.5 7.5 Max Green Setting (Gmax), s 16.0 39.0 6.0 21.5 10.0 45.0 14.5 12.5 Max Q Clear Time (g_c+I1), s 19.0 35.6 8.1 23.5 13.0 24.4 10.9 18.6 Green Ext Time (p_c), s 0.0 2.0 0.0 0.0 0.0 5.9 0.4 0.0 Intersection Summary HCM 7th Control Delay, s/veh 84.9 HCM 7th LOS F Notes User approved pedestrian interval to be less than phase max green. HCM 7th TWSC 3: Rigden Pkwy & Drake Rd 2036 Background AM Peak Hour 6.2 2036 PM Synchro 12 Report Fehr & Peers Page 6 Intersection Int Delay, s/veh 0.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 896 89 33 1064 30 20 Future Vol, veh/h 896 89 33 1064 30 20 Conflicting Peds, #/hr 0 0 0 0 0 2 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -0 100 -140 0 Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 963 96 35 1144 32 22 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1059 0 2178 965 Stage 1 ----963 - Stage 2 ----1215 - Critical Hdwy --4.13 -6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy --2.227 -3.527 3.327 Pot Cap-1 Maneuver --654 -50 308 Stage 1 ----369 - Stage 2 ----279 - Platoon blocked, %--- Mov Cap-1 Maneuver --654 -48 307 Mov Cap-2 Maneuver ----162 - Stage 1 ----369 - Stage 2 ----264 - Approach EB WB NB HCM Control Delay, s/v 0 0.33 26.69 HCM LOS D Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h)162 307 --654 - HCM Lane V/C Ratio 0.2 0.07 --0.054 - HCM Control Delay (s/veh)32.8 17.6 --10.8 - HCM Lane LOS D C --B - HCM 95th %tile Q(veh)0.7 0.2 --0.2 - HCM 7th TWSC 4: Drake Rd & Miles House Ave 2036 Background AM Peak Hour 6.2 2036 PM Synchro 12 Report Fehr & Peers Page 7 Intersection Int Delay, s/veh 5.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 84 843 855 75 87 163 Future Vol, veh/h 84 843 855 75 87 163 Conflicting Peds, #/hr 3 0 0 3 0 2 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length 100 ---0 100 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 93 937 950 83 97 181 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1036 0 -0 2118 997 Stage 1 ----995 - Stage 2 ----1123 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 667 ---~ 55 295 Stage 1 ----356 - Stage 2 ----309 - Platoon blocked, %--- Mov Cap-1 Maneuver 665 ---~ 47 294 Mov Cap-2 Maneuver ----162 - Stage 1 ----306 - Stage 2 ----308 - Approach EB WB SB HCM Control Delay, s/v 1.02 0 42.32 HCM LOS E Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h)665 ---162 294 HCM Lane V/C Ratio 0.14 ---0.598 0.616 HCM Control Delay (s/veh)11.3 ---55.9 35.1 HCM Lane LOS B ---F E HCM 95th %tile Q(veh)0.5 ---3.2 3.8 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 5: Drake Rd & Environmental Dr 2036 Background AM Peak Hour 6.2 2036 PM Synchro 12 Report Fehr & Peers Page 8 Intersection Int Delay, s/veh 0.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 9 932 1045 4 6 12 Future Vol, veh/h 9 932 1045 4 6 12 Conflicting Peds, #/hr 2 0 0 2 0 1 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -Yield Storage Length 100 ---0 75 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 9 981 1100 4 6 13 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1106 0 -0 2104 1105 Stage 1 ----1104 - Stage 2 ----1000 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 627 ---56 255 Stage 1 ----316 - Stage 2 ----354 - Platoon blocked, %--- Mov Cap-1 Maneuver 626 ---55 254 Mov Cap-2 Maneuver ----176 - Stage 1 ----311 - Stage 2 ----354 - Approach EB WB SB HCM Control Delay, s/v 0.1 0 21.99 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h)626 ---176 254 HCM Lane V/C Ratio 0.015 ---0.036 0.05 HCM Control Delay (s/veh)10.8 ---26.2 19.9 HCM Lane LOS B ---D C HCM 95th %tile Q(veh)0 ---0.1 0.2 Queues 6: Ziegler Rd/Drake Rd & William Neal Pkwy 2036 Background AM Peak Hour 6.2 2036 PM Synchro 12 Report Fehr & Peers Page 9 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph)14 47 45 23 46 1080 34 948 v/c Ratio 0.05 0.10 0.16 0.05 0.14 0.76 0.15 0.66 Control Delay (s/veh)29.7 0.4 30.6 0.2 5.3 12.1 5.8 9.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)29.7 0.4 30.6 0.2 5.3 12.1 5.8 9.1 Queue Length 50th (ft)5 0 16 0 5 230 3 172 Queue Length 95th (ft)25 0 57 0 24 731 20 522 Internal Link Dist (ft)681 851 1251 1303 Turn Bay Length (ft)185 100 100 145 Base Capacity (vph)554 741 550 723 386 1717 277 1725 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.06 0.08 0.03 0.12 0.63 0.12 0.55 Intersection Summary HCM 7th Signalized Intersection Summary 6: Ziegler Rd/Drake Rd & William Neal Pkwy 2036 Background AM Peak Hour 6.2 2036 PM Synchro 12 Report Fehr & Peers Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)13 0 44 42 0 22 43 952 63 32 860 31 Future Volume (veh/h)13 0 44 42 0 22 43 952 63 32 860 31 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)0.99 0.97 0.99 0.99 1.00 0.98 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 14 0 47 45 0 23 46 1013 67 34 915 33 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 348 0 273 324 0 280 336 1193 79 251 1234 45 Arrive On Green 0.18 0.00 0.18 0.18 0.00 0.18 0.69 0.69 0.69 0.69 0.69 0.69 Sat Flow, veh/h 1363 0 1521 1335 0 1555 587 1718 114 518 1778 64 Grp Volume(v), veh/h 14 0 47 45 0 23 46 0 1080 34 0 948 Grp Sat Flow(s),veh/h/ln 1363 0 1521 1335 0 1555 587 0 1832 518 0 1842 Q Serve(g_s), s 0.5 0.0 1.6 1.8 0.0 0.7 3.2 0.0 26.5 3.2 0.0 19.6 Cycle Q Clear(g_c), s 1.3 0.0 1.6 3.4 0.0 0.7 22.8 0.0 26.5 29.7 0.0 19.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.06 1.00 0.03 Lane Grp Cap(c), veh/h 348 0 273 324 0 280 336 0 1272 251 0 1279 V/C Ratio(X)0.04 0.00 0.17 0.14 0.00 0.08 0.14 0.00 0.85 0.14 0.00 0.74 Avail Cap(c_a), veh/h 674 0 638 649 0 657 679 0 2341 554 0 2354 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 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 21.1 0.0 20.9 22.4 0.0 20.6 13.0 0.0 6.9 17.9 0.0 5.8 Incr Delay (d2), s/veh 0.0 0.0 0.3 0.2 0.0 0.1 0.2 0.0 1.7 0.2 0.0 0.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.0 0.6 0.6 0.0 0.3 0.4 0.0 4.7 0.3 0.0 3.4 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 21.2 0.0 21.2 22.6 0.0 20.7 13.2 0.0 8.6 18.2 0.0 6.7 LnGrp LOS C C C C B A B A Approach Vol, veh/h 61 68 1126 982 Approach Delay, s/veh 21.2 21.9 8.7 7.1 Approach LOS C C A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 45.8 14.6 45.8 14.6 Change Period (Y+Rc), s 4.9 4.7 4.9 * 4.7 Max Green Setting (Gmax), s 76.1 24.3 76.1 * 25 Max Q Clear Time (g_c+I1), s 31.7 3.6 28.5 5.4 Green Ext Time (p_c), s 9.2 0.2 12.3 0.2 Intersection Summary HCM 7th Control Delay, s/veh 8.8 HCM 7th LOS A Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th TWSC 7: Ziegler Rd & Percheron Dr 2036 Background AM Peak Hour 6.2 2036 PM Synchro 12 Report Fehr & Peers Page 11 Intersection Int Delay, s/veh 36.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 6 0 27 54 0 21 38 1055 82 31 913 14 Future Vol, veh/h 6 0 27 54 0 21 38 1055 82 31 913 14 Conflicting Peds, #/hr 0 0 2 2 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 --100 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 6 0 29 57 0 22 40 1122 87 33 971 15 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2248 2335 981 2286 2299 1166 986 0 0 1210 0 0 Stage 1 1045 1045 -1247 1247 ------- Stage 2 1203 1290 -1039 1052 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 --4.13 -- Critical Hdwy Stg 1 6.13 5.53 -6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 -6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 --2.227 -- Pot Cap-1 Maneuver 29 36 301 ~ 28 38 235 697 --573 -- Stage 1 275 305 -212 244 ------- Stage 2 224 233 -277 302 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 24 32 301 ~ 22 34 235 697 --573 -- Mov Cap-2 Maneuver 24 32 -~ 22 34 ------- Stage 1 259 287 -199 230 ------- Stage 2 191 219 -236 285 ------- Approach EB WB NB SB HCM Control Delay, s/v62.57 $ 1044.84 0.34 0.38 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)697 --96 30 573 -- HCM Lane V/C Ratio 0.058 --0.365 2.687 0.058 -- HCM Control Delay (s/veh)10.5 --62.6$ 1044.8 11.7 -- HCM Lane LOS B --F F B -- HCM 95th %tile Q(veh)0.2 --1.5 9.4 0.2 -- Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th Roundabout 8: Ziegler Rd & Horsetooth Rd 2036 Background AM Peak Hour 6.2 2036 PM Synchro 12 Report Fehr & Peers Page 12 Intersection Intersection Delay, s/veh 83.5 Intersection LOS F Approach EB WB NB SB Entry Lanes 2 1 2 1 Conflicting Circle Lanes 2 2 2 2 Adj Approach Flow, veh/h 864 190 1458 1080 Demand Flow Rate, veh/h 890 195 1501 1112 Vehicles Circulating, veh/h 1000 1598 406 678 Vehicles Exiting, veh/h 790 309 1484 1115 Ped Vol Crossing Leg, #/h 0 23 2 9 Ped Cap Adj 1.000 1.000 0.999 0.999 Approach Delay, s/veh 42.6 23.9 27.4 202.6 Approach LOS E C D F Lane Left Right Left Left Right Left Designated Moves LT R LTR L TR LTR Assumed Moves LT R LTR L TR LTR RT Channelized Lane Util 0.342 0.658 1.000 0.374 0.626 1.000 Follow-Up Headway, s 2.667 2.535 2.535 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.328 4.645 4.328 4.328 A (Intercept)1350 1420 1420 1350 1420 1420 B (Slope)9.199e-4 8.501e-4 8.501e-4 9.199e-4 8.501e-4 8.501e-4 Entry Flow, veh/h 304 586 195 561 940 1112 Cap Entry Lane, veh/h 538 607 365 929 1006 798 Entry HV Adj Factor 0.972 0.971 0.972 0.971 0.971 0.971 Flow Entry, veh/h 295 569 190 545 913 1080 Cap Entry, veh/h 523 589 355 901 975 774 V/C Ratio 0.565 0.966 0.534 0.605 0.936 1.395 Control Delay, s/veh 18.3 55.3 23.9 12.9 36.0 202.6 LOS C F C B E F 95th %tile Queue, veh 3 13 3 4 15 47 Queues 9: Ziegler Rd & Harmony Rd 2036 Background AM Peak Hour 6.2 2036 PM Synchro 12 Report Fehr & Peers Page 13 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)217 2065 164 138 1799 1024 237 429 104 902 588 145 v/c Ratio 1.14 1.03 0.23 1.09 1.00 1.15 0.65 0.87 0.24 1.54 0.87 0.29 Control Delay (s/veh)151.4 59.9 3.6 140.1 44.2 93.7 56.1 65.4 1.4 282.9 58.3 1.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)151.4 59.9 3.6 140.1 44.2 93.7 56.1 65.4 1.4 282.9 58.3 1.4 Queue Length 50th (ft)~179 ~570 0 ~107 461 ~602 84 157 0 ~461 213 0 Queue Length 95th (ft)#331 #667 37 m#170 #569 #838 126 #244 0 #587 #303 0 Internal Link Dist (ft)2571 5225 1229 5210 Turn Bay Length (ft)675 100 460 320 220 80 370 35 Base Capacity (vph)191 2014 722 127 1808 889 367 493 426 587 685 509 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.14 1.03 0.23 1.09 1.00 1.15 0.65 0.87 0.24 1.54 0.86 0.28 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 9: Ziegler Rd & Harmony Rd 2036 Background AM Peak Hour 6.2 2036 PM Synchro 12 Report Fehr & Peers Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)204 1941 154 130 1691 963 223 403 98 848 553 136 Future Volume (veh/h)204 1941 154 130 1691 963 223 403 98 848 553 136 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 0.99 1.00 1.00 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 217 2065 164 138 1799 0 237 429 104 902 588 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 193 2026 620 129 1819 373 497 218 592 674 Arrive On Green 0.11 0.40 0.40 0.07 0.36 0.00 0.11 0.14 0.14 0.17 0.19 0.00 Sat Flow, veh/h 1767 5066 1549 1767 5066 1572 3428 3526 1545 3428 3526 1572 Grp Volume(v), veh/h 217 2065 164 138 1799 0 237 429 104 902 588 0 Grp Sat Flow(s),veh/h/ln 1767 1689 1549 1767 1689 1572 1714 1763 1545 1714 1763 1572 Q Serve(g_s), s 12.0 44.0 7.8 8.0 38.8 0.0 7.3 13.1 4.9 19.0 17.8 0.0 Cycle Q Clear(g_c), s 12.0 44.0 7.8 8.0 38.8 0.0 7.3 13.1 4.9 19.0 17.8 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 193 2026 620 129 1819 373 497 218 592 674 V/C Ratio(X)1.13 1.02 0.26 1.07 0.99 0.64 0.86 0.48 1.52 0.87 Avail Cap(c_a), veh/h 193 2026 620 129 1819 373 497 218 592 689 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 0.55 0.55 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 49.0 33.0 22.1 51.0 35.0 0.0 46.9 46.2 22.5 45.5 43.2 0.0 Incr Delay (d2), s/veh 102.6 24.9 1.0 79.8 13.3 0.0 3.5 14.6 1.6 244.0 11.7 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.6 21.0 2.8 6.2 16.7 0.0 3.2 6.6 2.5 27.9 8.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 151.6 57.9 23.2 130.8 48.3 0.0 50.5 60.8 24.2 289.5 54.8 0.0 LnGrp LOS F F C F D D E C F D Approach Vol, veh/h 2446 1937 770 1490 Approach Delay, s/veh 63.9 54.2 52.7 196.9 Approach LOS E D D F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 18.5 27.5 14.0 50.0 24.0 22.0 18.0 46.0 Change Period (Y+Rc), s 7.5 7.5 7.0 7.0 6.0 7.5 7.0 7.5 Max Green Setting (Gmax), s 10.5 20.5 7.0 43.0 18.0 14.5 11.0 38.5 Max Q Clear Time (g_c+I1), s 9.3 19.8 10.0 46.0 21.0 15.1 14.0 40.8 Green Ext Time (p_c), s 0.1 0.2 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 89.6 HCM 7th LOS F Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Queues 10: Strauss Cabin Rd & Harmony Rd 2036 Background AM Peak Hour 6.2 2036 PM Synchro 12 Report Fehr & Peers Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)13 2997 61 119 2747 159 56 15 78 150 26 9 v/c Ratio 0.11 1.00 0.06 0.77 0.78 0.14 0.27 0.05 0.05 0.72 0.09 0.03 Control Delay (s/veh)35.8 31.8 2.8 82.0 14.7 3.2 43.9 38.9 0.1 64.3 39.7 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)35.8 31.8 2.8 82.0 14.7 3.2 43.9 38.9 0.1 64.3 39.7 0.1 Queue Length 50th (ft)8 ~553 0 84 371 9 35 9 0 101 16 0 Queue Length 95th (ft)m7 m481 m0 #201 649 40 73 28 0 #171 41 0 Internal Link Dist (ft)5225 963 557 510 Turn Bay Length (ft)250 430 345 180 270 180 150 55 Base Capacity (vph)175 3012 982 154 3522 1129 235 318 1568 238 318 357 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 1.00 0.06 0.77 0.78 0.14 0.24 0.05 0.05 0.63 0.08 0.03 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 10: Strauss Cabin Rd & Harmony Rd 2036 Background AM Peak Hour 6.2 2036 PM Synchro 12 Report Fehr & Peers Page 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)12 2817 57 112 2582 149 53 14 73 141 24 8 Future Volume (veh/h)12 2817 57 112 2582 149 53 14 73 141 24 8 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 0.99 1.00 0.99 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 13 2997 0 119 2747 0 56 15 0 150 26 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 37 3140 129 3540 245 267 254 267 Arrive On Green 0.02 0.62 0.00 0.07 0.70 0.00 0.14 0.14 0.00 0.14 0.14 0.00 Sat Flow, veh/h 1767 5066 1572 1767 5066 1572 1366 1856 1572 1379 1856 1572 Grp Volume(v), veh/h 13 2997 0 119 2747 0 56 15 0 150 26 0 Grp Sat Flow(s),veh/h/ln 1767 1689 1572 1767 1689 1572 1366 1856 1572 1379 1856 1572 Q Serve(g_s), s 0.8 60.6 0.0 7.4 39.3 0.0 4.1 0.8 0.0 11.6 1.3 0.0 Cycle Q Clear(g_c), s 0.8 60.6 0.0 7.4 39.3 0.0 5.4 0.8 0.0 12.4 1.3 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 37 3140 129 3540 245 267 254 267 V/C Ratio(X)0.35 0.95 0.93 0.78 0.23 0.06 0.59 0.10 Avail Cap(c_a), veh/h 177 3140 129 3540 285 321 294 321 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)0.09 0.09 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 53.1 19.5 0.0 50.7 10.9 0.0 43.2 40.6 0.0 46.0 40.9 0.0 Incr Delay (d2), s/veh 0.5 1.0 0.0 57.1 1.7 0.0 0.5 0.1 0.0 2.3 0.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 19.0 0.0 5.1 11.0 0.0 1.4 0.4 0.0 4.1 0.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 53.6 20.5 0.0 107.8 12.6 0.0 43.7 40.7 0.0 48.3 41.0 0.0 LnGrp LOS D C F B D D D D Approach Vol, veh/h 3010 2866 71 176 Approach Delay, s/veh 20.6 16.6 43.1 47.2 Approach LOS C B D D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 21.8 14.0 74.2 21.8 5.3 82.9 Change Period (Y+Rc), s 7.0 7.0 7.0 7.0 4.0 7.0 Max Green Setting (Gmax), s 18.0 7.0 64.0 18.0 10.0 64.0 Max Q Clear Time (g_c+I1), s 7.4 9.4 0.0 14.4 2.8 0.0 Green Ext Time (p_c), s 0.1 0.0 0.0 0.2 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 19.8 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 11: Drake Rd & Des Moines Dr 2036 Background AM Peak Hour 6.2 2036 PM Synchro 12 Report Fehr & Peers Page 17 Intersection Int Delay, s/veh 0.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 16 24 52 897 901 28 Future Vol, veh/h 16 24 52 897 901 28 Conflicting Peds, #/hr 0 5 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 90 90 90 90 90 90 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 18 27 58 997 1001 31 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 2129 1022 1032 0 -0 Stage 1 1017 ----- Stage 2 1112 ----- Critical Hdwy 6.43 6.23 4.13 --- Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.327 2.227 --- Pot Cap-1 Maneuver 54 285 669 --- Stage 1 348 ----- Stage 2 313 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 50 284 669 --- Mov Cap-2 Maneuver 167 ----- Stage 1 318 ----- Stage 2 313 ----- Approach EB NB SB HCM Control Delay, s/v25.28 0.6 0 HCM LOS D Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)669 -222 -- HCM Lane V/C Ratio 0.086 -0.201 -- HCM Control Delay (s/veh)10.9 -25.3 -- HCM Lane LOS B -D -- HCM 95th %tile Q(veh)0.3 -0.7 -- HCM 7th TWSC 101: Ziegler Rd & Access 1 2036 Background AM Peak Hour 6.2 2036 PM Synchro 12 Report Fehr & Peers Page 18 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 4 1042 22 0 994 Future Vol, veh/h 0 4 1042 22 0 994 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 5 1226 26 0 1169 Major/Minor Minor1 Major1 Major2 Conflicting Flow All -1239 0 0 -- Stage 1 ------ Stage 2 ------ Critical Hdwy -6.23 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.327 ---- Pot Cap-1 Maneuver 0 213 --0 - Stage 1 0 ---0 - Stage 2 0 ---0 - Platoon blocked, %--- Mov Cap-1 Maneuver -213 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s/v22.28 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h)--213 - HCM Lane V/C Ratio --0.022 - HCM Control Delay (s/veh)--22.3 - HCM Lane LOS --C - HCM 95th %tile Q(veh)--0.1 - HCM 7th TWSC 102: Horsetooth Rd & Access 2 2036 Background AM Peak Hour 6.2 2036 PM Synchro 12 Report Fehr & Peers Page 19 Intersection Int Delay, s/veh 0.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 253 174 2 0 11 Future Vol, veh/h 0 253 174 2 0 11 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -----0 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 298 205 2 0 13 Major/Minor Major1 Major2 Minor2 Conflicting Flow All -0 -0 -206 Stage 1 ------ Stage 2 ------ Critical Hdwy -----6.23 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.327 Pot Cap-1 Maneuver 0 ---0 832 Stage 1 0 ---0 - Stage 2 0 ---0 - Platoon blocked, %--- Mov Cap-1 Maneuver -----832 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB SB HCM Control Delay, s/v 0 0 9.39 HCM LOS A Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity (veh/h)---832 HCM Lane V/C Ratio ---0.016 HCM Control Delay (s/veh)---9.4 HCM Lane LOS ---A HCM 95th %tile Q(veh)---0 HCM 7th TWSC 103: Horsetooth Rd & Access 3 2036 Background AM Peak Hour 6.2 2036 PM Synchro 12 Report Fehr & Peers Page 20 Intersection Int Delay, s/veh 3.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 99 157 111 24 16 65 Future Vol, veh/h 99 157 111 24 16 65 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 116 185 131 28 19 76 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 159 0 -0 562 145 Stage 1 ----145 - Stage 2 ----418 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 1415 ---486 900 Stage 1 ----880 - Stage 2 ----662 - Platoon blocked, %--- Mov Cap-1 Maneuver 1415 ---442 900 Mov Cap-2 Maneuver ----442 - Stage 1 ----799 - Stage 2 ----662 - Approach EB WB SB HCM Control Delay, s/v 3.01 0 10.52 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)696 ---747 HCM Lane V/C Ratio 0.082 ---0.128 HCM Control Delay (s/veh)7.8 0 --10.5 HCM Lane LOS A A --B HCM 95th %tile Q(veh)0.3 ---0.4 Queues 1: Timberline Rd & Horsetooth Rd 2036 Future Plus Project AM Peak Hour 7.1 2036+P AM Synchro 12 Report Fehr & Peers Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)439 433 297 185 634 243 270 1230 67 129 1018 339 v/c Ratio 0.89 0.50 0.53 0.69 1.14 0.52 0.60 0.83 0.09 0.48 0.78 0.43 Control Delay (s/veh)67.3 38.1 11.6 43.6 124.6 8.3 50.4 34.0 0.2 29.9 44.1 17.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)67.3 38.1 11.6 43.6 124.6 8.3 50.4 34.0 0.2 29.9 44.1 17.3 Queue Length 50th (ft)158 138 30 92 ~275 0 93 398 0 40 396 131 Queue Length 95th (ft)#231 182 99 #144 #371 48 129 465 0 m49 m431 m149 Internal Link Dist (ft)1010 5219 2605 4217 Turn Bay Length (ft)275 165 270 165 335 110 230 280 Base Capacity (vph)494 860 562 270 557 465 525 1488 773 278 1302 782 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.89 0.50 0.53 0.69 1.14 0.52 0.51 0.83 0.09 0.46 0.78 0.43 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd 2036 Future Plus Project AM Peak Hour 7.1 2036+P AM Synchro 12 Report Fehr & Peers Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)382 377 258 161 552 211 235 1070 58 112 886 295 Future Volume (veh/h)382 377 258 161 552 211 235 1070 58 112 886 295 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 0.99 1.00 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 439 433 0 185 634 0 270 1230 67 129 1018 0 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 499 881 315 561 370 1539 675 217 1383 Arrive On Green 0.15 0.25 0.00 0.06 0.16 0.00 0.11 0.44 0.44 0.06 0.39 0.00 Sat Flow, veh/h 3428 3526 1572 1767 3526 1572 3428 3526 1547 3428 3526 1572 Grp Volume(v), veh/h 439 433 0 185 634 0 270 1230 67 129 1018 0 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1767 1763 1572 1714 1763 1547 1714 1763 1572 Q Serve(g_s), s 13.8 11.6 0.0 7.0 17.5 0.0 8.4 33.2 2.8 4.0 27.1 0.0 Cycle Q Clear(g_c), s 13.8 11.6 0.0 7.0 17.5 0.0 8.4 33.2 2.8 4.0 27.1 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 499 881 315 561 370 1539 675 217 1383 V/C Ratio(X)0.88 0.49 0.59 1.13 0.73 0.80 0.10 0.59 0.74 Avail Cap(c_a), veh/h 499 881 315 561 530 1539 675 280 1383 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 46.1 35.3 0.0 38.0 46.3 0.0 47.5 26.8 18.3 50.1 28.6 0.0 Incr Delay (d2), s/veh 16.5 0.4 0.0 2.9 79.3 0.0 3.0 4.4 0.3 2.6 3.5 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.9 4.9 0.0 4.7 13.6 0.0 3.7 14.1 1.0 1.8 11.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 62.6 35.7 0.0 40.8 125.5 0.0 50.5 31.3 18.5 52.7 32.1 0.0 LnGrp LOS E D D F D C B D C Approach Vol, veh/h 872 819 1567 1147 Approach Delay, s/veh 49.2 106.4 34.0 34.4 Approach LOS D F C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 16.9 48.6 11.0 33.5 12.0 53.5 21.0 23.5 Change Period (Y+Rc), s 6.0 6.5 5.0 7.0 6.0 6.5 6.0 * 7 Max Green Setting (Gmax), s 16.0 37.5 6.0 26.0 8.0 45.5 15.0 * 17 Max Q Clear Time (g_c+I1), s 10.4 29.1 9.0 13.6 6.0 35.2 15.8 19.5 Green Ext Time (p_c), s 0.5 2.9 0.0 1.3 0.1 4.2 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 50.6 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd 2036 Future Plus Project AM Peak Hour 7.1 2036+P AM Synchro 12 Report Fehr & Peers Page 3 Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Queues 2: Timberline Rd & Drake Rd 2036 Future Plus Project AM Peak Hour 7.1 2036+P AM Synchro 12 Report Fehr & Peers Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)312 505 348 75 647 442 430 1386 41 330 1146 303 v/c Ratio 0.69 0.64 0.56 0.32 1.42 0.95 0.82 0.66 0.05 0.97 0.90 0.42 Control Delay (s/veh)53.9 43.6 7.8 31.0 236.5 48.2 44.0 17.3 0.1 92.0 44.0 6.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)53.9 43.6 7.8 31.0 236.5 48.2 44.0 17.3 0.1 92.0 44.0 6.7 Queue Length 50th (ft)108 175 0 37 ~334 106 149 252 0 121 398 19 Queue Length 95th (ft)155 235 80 72 #451 #315 m183 271 m0 #213 #528 82 Internal Link Dist (ft)1269 2578 961 912 Turn Bay Length (ft)160 200 150 170 340 100 295 300 Base Capacity (vph)479 793 624 235 457 463 525 2105 784 340 1274 728 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.65 0.64 0.56 0.32 1.42 0.95 0.82 0.66 0.05 0.97 0.90 0.42 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. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 2: Timberline Rd & Drake Rd 2036 Future Plus Project AM Peak Hour 7.1 2036+P AM Synchro 12 Report Fehr & Peers Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)284 460 317 68 589 402 391 1261 37 300 1043 276 Future Volume (veh/h)284 460 317 68 589 402 391 1261 37 300 1043 276 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 0.99 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 312 505 348 75 647 442 430 1386 41 330 1146 303 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 406 721 320 213 490 217 551 2150 666 343 1282 570 Arrive On Green 0.12 0.20 0.20 0.06 0.14 0.14 0.16 0.42 0.42 0.10 0.36 0.36 Sat Flow, veh/h 3428 3526 1566 1767 3526 1562 3428 5066 1569 3428 3526 1569 Grp Volume(v), veh/h 312 505 348 75 647 442 430 1386 41 330 1146 303 Grp Sat Flow(s),veh/h/ln 1714 1763 1566 1767 1763 1562 1714 1689 1569 1714 1763 1569 Q Serve(g_s), s 9.7 14.6 22.5 3.9 15.3 10.1 13.2 23.9 1.7 10.5 33.7 12.1 Cycle Q Clear(g_c), s 9.7 14.6 22.5 3.9 15.3 10.1 13.2 23.9 1.7 10.5 33.7 12.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 406 721 320 213 490 217 551 2150 666 343 1282 570 V/C Ratio(X)0.77 0.70 1.09 0.35 1.32 2.04 0.78 0.64 0.06 0.96 0.89 0.53 Avail Cap(c_a), veh/h 483 721 320 224 490 217 551 2150 666 343 1282 570 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.0 40.6 43.8 37.4 47.4 20.6 44.3 25.1 18.7 49.3 33.0 14.5 Incr Delay (d2), s/veh 6.2 3.0 75.5 1.0 158.1 481.9 7.1 1.5 0.2 38.6 9.8 3.5 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 4.4 6.5 15.2 1.7 17.3 32.6 6.0 9.4 0.6 6.2 15.2 4.6 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 53.2 43.6 119.2 38.4 205.4 502.5 51.4 26.6 18.9 87.9 42.8 18.0 LnGrp LOS D D F D F F D C B F D B Approach Vol, veh/h 1165 1164 1857 1779 Approach Delay, s/veh 68.8 307.5 32.2 46.9 Approach LOS E F C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 23.7 46.0 11.3 29.0 17.0 52.7 18.5 21.8 Change Period (Y+Rc), s 7.0 7.0 6.0 7.5 7.0 7.0 6.5 7.5 Max Green Setting (Gmax), s 16.0 39.0 6.0 21.5 10.0 45.0 14.5 12.5 Max Q Clear Time (g_c+I1), s 15.2 35.7 5.9 24.5 12.5 25.9 11.7 17.3 Green Ext Time (p_c), s 0.1 1.9 0.0 0.0 0.0 6.1 0.3 0.0 Intersection Summary HCM 7th Control Delay, s/veh 97.4 HCM 7th LOS F Notes User approved pedestrian interval to be less than phase max green. HCM 7th TWSC 3: Rigden Pkwy & Drake Rd 2036 Future Plus Project AM Peak Hour 7.1 2036+P AM Synchro 12 Report Fehr & Peers Page 6 Intersection Int Delay, s/veh 1.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 661 27 44 963 53 50 Future Vol, veh/h 661 27 44 963 53 50 Conflicting Peds, #/hr 0 0 0 0 3 6 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -0 100 -140 0 Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 806 33 54 1174 65 61 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 839 0 2091 812 Stage 1 ----806 - Stage 2 ----1285 - Critical Hdwy --4.13 -6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy --2.227 -3.527 3.327 Pot Cap-1 Maneuver --791 -~ 57 377 Stage 1 ----438 - Stage 2 ----258 - Platoon blocked, %--- Mov Cap-1 Maneuver --791 -~ 53 375 Mov Cap-2 Maneuver ----163 - Stage 1 ----438 - Stage 2 ----240 - Approach EB WB NB HCM Control Delay, s/v 0 0.43 28.94 HCM LOS D Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h)163 375 --791 - HCM Lane V/C Ratio 0.395 0.162 --0.068 - HCM Control Delay (s/veh)40.7 16.4 --9.9 - HCM Lane LOS E C --A - HCM 95th %tile Q(veh)1.7 0.6 --0.2 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 4: Drake Rd & Miles House Ave 2036 Future Plus Project AM Peak Hour 7.1 2036+P AM Synchro 12 Report Fehr & Peers Page 7 Intersection Int Delay, s/veh 8.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 176 626 842 187 83 141 Future Vol, veh/h 176 626 842 187 83 141 Conflicting Peds, #/hr 4 0 0 4 0 3 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length 100 ---0 100 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 210 745 1002 223 99 168 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1229 0 -0 2282 1121 Stage 1 ----1118 - Stage 2 ----1164 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 564 ---~ 43 250 Stage 1 ----311 - Stage 2 ----296 - Platoon blocked, %--- Mov Cap-1 Maneuver 562 ---~ 27 248 Mov Cap-2 Maneuver ----119 - Stage 1 ----194 - Stage 2 ----295 - Approach EB WB SB HCM Control Delay, s/v 3.33 0 69.48 HCM LOS F Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h)562 ---119 248 HCM Lane V/C Ratio 0.373 ---0.833 0.676 HCM Control Delay (s/veh)15.2 ---110.8 45.2 HCM Lane LOS C ---F E HCM 95th %tile Q(veh)1.7 ---5 4.4 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 5: Drake Rd & Environmental Dr 2036 Future Plus Project AM Peak Hour 7.1 2036+P AM Synchro 12 Report Fehr & Peers Page 8 Intersection Int Delay, s/veh 0.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 19 612 941 12 3 8 Future Vol, veh/h 19 612 941 12 3 8 Conflicting Peds, #/hr 2 0 0 2 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -Yield Storage Length 100 ---0 75 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 81 81 81 81 81 81 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 23 756 1162 15 4 10 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1179 0 -0 1974 1171 Stage 1 ----1171 - Stage 2 ----802 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 589 ---68 233 Stage 1 ----293 - Stage 2 ----439 - Platoon blocked, %--- Mov Cap-1 Maneuver 588 ---65 233 Mov Cap-2 Maneuver ----184 - Stage 1 ----281 - Stage 2 ----439 - Approach EB WB SB HCM Control Delay, s/v 0.34 0 22.17 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h)588 ---184 233 HCM Lane V/C Ratio 0.04 ---0.02 0.042 HCM Control Delay (s/veh)11.4 ---24.9 21.1 HCM Lane LOS B ---C C HCM 95th %tile Q(veh)0.1 ---0.1 0.1 Queues 6: Ziegler Rd/Drake Rd & William Neal Pkwy 2036 Future Plus Project AM Peak Hour 7.1 2036+P AM Synchro 12 Report Fehr & Peers Page 9 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph)23 61 75 38 32 1150 23 786 v/c Ratio 0.09 0.12 0.29 0.09 0.07 0.80 0.12 0.54 Control Delay (s/veh)33.0 0.5 35.7 0.5 4.3 13.9 5.8 7.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)33.0 0.5 35.7 0.5 4.3 13.9 5.8 7.0 Queue Length 50th (ft)9 0 30 0 3 282 2 126 Queue Length 95th (ft)34 0 84 0 16 #828 15 343 Internal Link Dist (ft)681 851 1229 1303 Turn Bay Length (ft)185 100 100 145 Base Capacity (vph)500 727 494 654 504 1662 220 1670 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.08 0.15 0.06 0.06 0.69 0.10 0.47 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 7th Signalized Intersection Summary 6: Ziegler Rd/Drake Rd & William Neal Pkwy 2036 Future Plus Project AM Peak Hour 7.1 2036+P AM Synchro 12 Report Fehr & Peers Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)20 0 54 66 0 33 28 971 41 20 683 9 Future Volume (veh/h)20 0 54 66 0 33 28 971 41 20 683 9 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)0.98 0.98 0.98 0.96 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 23 0 61 75 0 38 32 1103 47 23 776 10 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 316 0 280 295 0 274 441 1254 53 212 1299 17 Arrive On Green 0.18 0.00 0.18 0.18 0.00 0.18 0.71 0.71 0.71 0.71 0.71 0.71 Sat Flow, veh/h 1332 0 1538 1306 0 1504 683 1765 75 485 1828 24 Grp Volume(v), veh/h 23 0 61 75 0 38 32 0 1150 23 0 786 Grp Sat Flow(s),veh/h/ln 1332 0 1538 1306 0 1504 683 0 1840 485 0 1851 Q Serve(g_s), s 1.0 0.0 2.4 3.7 0.0 1.5 1.8 0.0 34.2 2.7 0.0 15.1 Cycle Q Clear(g_c), s 2.5 0.0 2.4 6.1 0.0 1.5 16.9 0.0 34.2 36.9 0.0 15.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.04 1.00 0.01 Lane Grp Cap(c), veh/h 316 0 280 295 0 274 441 0 1307 212 0 1315 V/C Ratio(X)0.07 0.00 0.22 0.25 0.00 0.14 0.07 0.00 0.88 0.11 0.00 0.60 Avail Cap(c_a), veh/h 549 0 549 528 0 542 699 0 2003 396 0 2015 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 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 25.4 0.0 24.7 27.2 0.0 24.3 9.4 0.0 7.9 22.2 0.0 5.2 Incr Delay (d2), s/veh 0.1 0.0 0.4 0.4 0.0 0.2 0.1 0.0 3.2 0.2 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 0.3 0.0 0.9 1.2 0.0 0.5 0.2 0.0 7.7 0.3 0.0 3.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 25.5 0.0 25.1 27.7 0.0 24.5 9.5 0.0 11.1 22.4 0.0 5.6 LnGrp LOS C C C C A B C A Approach Vol, veh/h 84 113 1182 809 Approach Delay, s/veh 25.2 26.6 11.0 6.1 Approach LOS C C B A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 54.2 16.6 54.2 16.6 Change Period (Y+Rc), s 4.9 4.7 4.9 * 4.7 Max Green Setting (Gmax), s 76.1 24.3 76.1 * 25 Max Q Clear Time (g_c+I1), s 38.9 4.5 36.2 8.1 Green Ext Time (p_c), s 6.4 0.3 13.1 0.3 Intersection Summary HCM 7th Control Delay, s/veh 10.5 HCM 7th LOS B Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th TWSC 7: Ziegler Rd & Percheron Dr 2036 Future Plus Project AM Peak Hour 7.1 2036+P AM Synchro 12 Report Fehr & Peers Page 11 Intersection Int Delay, s/veh 110.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 4 0 32 88 0 33 13 999 52 20 782 0 Future Vol, veh/h 4 0 32 88 0 33 13 999 52 20 782 0 Conflicting Peds, #/hr 0 0 12 12 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 --100 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84 Heavy Vehicles, %3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 5 0 38 105 0 39 15 1189 62 24 931 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2199 2261 943 2242 2230 1220 931 0 0 1251 0 0 Stage 1 979 979 -1251 1251 ------- Stage 2 1220 1282 -991 979 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 --4.13 -- Critical Hdwy Stg 1 6.13 5.53 -6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 -6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 --2.227 -- Pot Cap-1 Maneuver 32 41 317 ~ 30 43 218 731 --553 -- Stage 1 300 327 -210 243 ------- Stage 2 219 235 -295 327 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 25 38 314 ~ 24 40 218 731 --553 -- Mov Cap-2 Maneuver 25 38 -~ 24 40 ------- Stage 1 287 313 -206 238 ------- Stage 2 176 230 -246 313 ------- Approach EB WB NB SB HCM Control Delay, s/v43.25 $ 1826.42 0.12 0.29 HCM LOS E F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)731 --136 32 553 -- HCM Lane V/C Ratio 0.021 --0.315 4.501 0.043 -- HCM Control Delay (s/veh)10 --43.3$ 1826.4 11.8 -- HCM Lane LOS B --E F B -- HCM 95th %tile Q(veh)0.1 --1.2 17.2 0.1 -- Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th Roundabout 8: Ziegler Rd & Horsetooth Rd 2036 Future Plus Project AM Peak Hour 7.1 2036+P AM Synchro 12 Report Fehr & Peers Page 12 Intersection Intersection Delay, s/veh 97.6 Intersection LOS F Approach EB WB NB SB Entry Lanes 2 1 2 1 Conflicting Circle Lanes 2 2 2 2 Adj Approach Flow, veh/h 683 314 1664 1042 Demand Flow Rate, veh/h 704 324 1714 1073 Vehicles Circulating, veh/h 997 1830 297 774 Vehicles Exiting, veh/h 850 181 1404 1380 Ped Vol Crossing Leg, #/h 1 0 3 2 Ped Cap Adj 1.000 1.000 0.997 1.000 Approach Delay, s/veh 23.1 115.4 41.0 231.7 Approach LOS C F E F Lane Left Right Left Left Right Left Designated Moves LT R LTR L TR LTR Assumed Moves LT R LTR L TR LTR RT Channelized Lane Util 0.334 0.666 1.000 0.337 0.663 1.000 Follow-Up Headway, s 2.667 2.535 2.535 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.328 4.645 4.328 4.328 A (Intercept)1350 1420 1420 1350 1420 1420 B (Slope)9.199e-4 8.501e-4 8.501e-4 9.199e-4 8.501e-4 8.501e-4 Entry Flow, veh/h 235 469 324 577 1137 1073 Cap Entry Lane, veh/h 539 608 300 1027 1103 735 Entry HV Adj Factor 0.969 0.970 0.969 0.971 0.971 0.971 Flow Entry, veh/h 228 455 314 560 1104 1042 Cap Entry, veh/h 523 590 290 994 1069 714 V/C Ratio 0.436 0.771 1.081 0.563 1.033 1.459 Control Delay, s/veh 14.3 27.5 115.4 11.0 56.1 231.7 LOS B D F B F F 95th %tile Queue, veh 2 7 12 4 23 49 Queues 9: Ziegler Rd & Harmony Rd 2036 Future Plus Project AM Peak Hour 7.1 2036+P AM Synchro 12 Report Fehr & Peers Page 13 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)123 1234 74 112 2121 962 202 454 43 782 290 132 v/c Ratio 0.64 0.61 0.10 0.88 1.17 1.05 0.38 0.92 0.10 1.33 0.58 0.30 Control Delay (s/veh)63.3 27.8 0.3 84.8 108.5 47.9 45.2 72.2 0.5 197.8 48.1 1.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)63.3 27.8 0.3 84.8 108.5 47.9 45.2 72.2 0.5 197.8 48.1 1.7 Queue Length 50th (ft)85 249 0 76 ~660 ~604 66 168 0 ~370 102 0 Queue Length 95th (ft)#160 298 0 m#89 #745 m#630 109 #265 0 #491 137 0 Internal Link Dist (ft)2556 5213 1229 5229 Turn Bay Length (ft)675 100 460 320 220 80 370 35 Base Capacity (vph)191 2014 722 127 1808 919 531 493 426 587 685 510 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.64 0.61 0.10 0.88 1.17 1.05 0.38 0.92 0.10 1.33 0.42 0.26 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. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 9: Ziegler Rd & Harmony Rd 2036 Future Plus Project AM Peak Hour 7.1 2036+P AM Synchro 12 Report Fehr & Peers Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)113 1135 68 103 1951 885 186 418 40 719 267 121 Future Volume (veh/h)113 1135 68 103 1951 885 186 418 40 719 267 121 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 123 1234 74 112 2121 0 202 454 43 782 290 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 193 2026 628 129 1819 632 497 218 592 407 Arrive On Green 0.11 0.40 0.40 0.07 0.36 0.00 0.18 0.14 0.14 0.17 0.12 0.00 Sat Flow, veh/h 1767 5066 1569 1767 5066 1572 3428 3526 1548 3428 3526 1572 Grp Volume(v), veh/h 123 1234 74 112 2121 0 202 454 43 782 290 0 Grp Sat Flow(s),veh/h/ln 1767 1689 1569 1767 1689 1572 1714 1763 1548 1714 1763 1572 Q Serve(g_s), s 7.3 21.3 3.3 6.9 39.5 0.0 5.6 14.0 1.9 19.0 8.7 0.0 Cycle Q Clear(g_c), s 7.3 21.3 3.3 6.9 39.5 0.0 5.6 14.0 1.9 19.0 8.7 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 193 2026 628 129 1819 632 497 218 592 407 V/C Ratio(X)0.64 0.61 0.12 0.87 1.17 0.32 0.91 0.20 1.32 0.71 Avail Cap(c_a), veh/h 193 2026 628 129 1819 632 497 218 592 689 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 0.36 0.36 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 46.9 26.2 20.8 50.5 35.3 0.0 38.9 46.6 21.6 45.5 46.9 0.0 Incr Delay (d2), s/veh 6.8 1.4 0.4 20.2 77.1 0.0 0.3 21.4 0.4 155.8 2.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.5 8.2 1.2 3.6 27.7 0.0 2.3 7.4 1.0 20.7 3.9 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 53.8 27.5 21.2 70.7 112.4 0.0 39.2 68.0 22.1 201.3 49.2 0.0 LnGrp LOS D C C E F D E C F D Approach Vol, veh/h 1431 2233 699 1072 Approach Delay, s/veh 29.5 110.3 56.8 160.2 Approach LOS C F E F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 26.8 19.2 14.0 50.0 24.0 22.0 18.0 46.0 Change Period (Y+Rc), s 7.5 7.5 7.0 7.0 6.0 7.5 7.0 7.5 Max Green Setting (Gmax), s 10.5 20.5 7.0 43.0 18.0 14.5 11.0 38.5 Max Q Clear Time (g_c+I1), s 7.6 10.7 8.9 23.3 21.0 16.0 9.3 41.5 Green Ext Time (p_c), s 0.2 0.7 0.0 5.3 0.0 0.0 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 92.0 HCM 7th LOS F Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Queues 10: Strauss Cabin Rd & Harmony Rd 2036 Future Plus Project AM Peak Hour 7.1 2036+P AM Synchro 12 Report Fehr & Peers Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)3 1804 29 47 3283 138 86 25 120 118 12 4 v/c Ratio 0.03 0.55 0.03 0.36 0.89 0.12 0.46 0.10 0.08 0.63 0.05 0.01 Control Delay (s/veh)45.0 11.7 0.4 56.7 16.7 2.2 50.5 40.4 0.1 59.3 39.3 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)45.0 11.7 0.4 56.7 16.7 2.2 50.5 40.4 0.1 59.3 39.3 0.0 Queue Length 50th (ft)2 256 0 32 521 5 56 16 0 79 7 0 Queue Length 95th (ft)m2 m282 m0 71 #1008 31 104 40 0 137 25 0 Internal Link Dist (ft)5213 963 557 510 Turn Bay Length (ft)250 430 345 180 270 180 150 55 Base Capacity (vph)175 3264 1022 133 3699 1181 238 318 1549 235 318 357 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.55 0.03 0.35 0.89 0.12 0.36 0.08 0.08 0.50 0.04 0.01 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 10: Strauss Cabin Rd & Harmony Rd 2036 Future Plus Project AM Peak Hour 7.1 2036+P AM Synchro 12 Report Fehr & Peers Page 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)3 1678 27 44 3053 128 80 23 112 110 11 4 Future Volume (veh/h)3 1678 27 44 3053 128 80 23 112 110 11 4 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 3 1804 0 47 3283 0 86 25 0 118 12 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 22 3376 76 3670 233 235 223 235 Arrive On Green 0.01 0.67 0.00 0.04 0.72 0.00 0.13 0.13 0.00 0.13 0.13 0.00 Sat Flow, veh/h 1767 5066 1572 1767 5066 1572 1385 1856 1572 1369 1856 1572 Grp Volume(v), veh/h 3 1804 0 47 3283 0 86 25 0 118 12 0 Grp Sat Flow(s),veh/h/ln 1767 1689 1572 1767 1689 1572 1385 1856 1572 1369 1856 1572 Q Serve(g_s), s 0.2 20.3 0.0 2.9 55.8 0.0 6.4 1.3 0.0 9.2 0.6 0.0 Cycle Q Clear(g_c), s 0.2 20.3 0.0 2.9 55.8 0.0 7.0 1.3 0.0 10.5 0.6 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 22 3376 76 3670 233 235 223 235 V/C Ratio(X)0.14 0.53 0.62 0.89 0.37 0.11 0.53 0.05 Avail Cap(c_a), veh/h 177 3376 129 3670 297 321 286 321 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)0.36 0.36 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 53.7 9.5 0.0 51.8 11.9 0.0 45.3 42.5 0.0 47.1 42.2 0.0 Incr Delay (d2), s/veh 1.0 0.2 0.0 8.0 3.8 0.0 1.0 0.2 0.0 1.9 0.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 5.8 0.0 1.4 15.1 0.0 2.2 0.6 0.0 3.2 0.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 54.8 9.7 0.0 59.7 15.7 0.0 46.3 42.7 0.0 49.1 42.3 0.0 LnGrp LOS D A E B D D D D Approach Vol, veh/h 1807 3330 111 130 Approach Delay, s/veh 9.8 16.3 45.5 48.5 Approach LOS A B D D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 20.0 10.7 79.3 20.0 4.4 85.7 Change Period (Y+Rc), s 7.0 7.0 7.0 7.0 4.0 7.0 Max Green Setting (Gmax), s 18.0 7.0 64.0 18.0 10.0 64.0 Max Q Clear Time (g_c+I1), s 9.0 4.9 0.0 12.5 2.2 0.0 Green Ext Time (p_c), s 0.2 0.0 0.0 0.1 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 15.5 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 11: Drake Rd & Des Moines Dr 2036 Future Plus Project AM Peak Hour 7.1 2036+P AM Synchro 12 Report Fehr & Peers Page 17 Intersection Int Delay, s/veh 1.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 43 41 23 993 682 21 Future Vol, veh/h 43 41 23 993 682 21 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 87 87 87 87 87 87 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 49 47 26 1141 784 24 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1990 796 808 0 -0 Stage 1 796 ----- Stage 2 1194 ----- Critical Hdwy 6.43 6.23 4.13 --- Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.327 2.227 --- Pot Cap-1 Maneuver 66 385 813 --- Stage 1 442 ----- Stage 2 286 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 64 385 813 --- Mov Cap-2 Maneuver 184 ----- Stage 1 428 ----- Stage 2 286 ----- Approach EB NB SB HCM Control Delay, s/v28.58 0.22 0 HCM LOS D Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)813 -247 -- HCM Lane V/C Ratio 0.033 -0.39 -- HCM Control Delay (s/veh)9.6 -28.6 -- HCM Lane LOS A -D -- HCM 95th %tile Q(veh)0.1 -1.8 -- HCM 7th TWSC 101: Ziegler Rd & Access 1 2036 Future Plus Project AM Peak Hour 7.1 2036+P AM Synchro 12 Report Fehr & Peers Page 18 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 4 1061 8 0 901 Future Vol, veh/h 0 4 1061 8 0 901 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 5 1248 9 0 1060 Major/Minor Minor1 Major1 Major2 Conflicting Flow All -1253 0 0 -- Stage 1 ------ Stage 2 ------ Critical Hdwy -6.23 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.327 ---- Pot Cap-1 Maneuver 0 209 --0 - Stage 1 0 ---0 - Stage 2 0 ---0 - Platoon blocked, %--- Mov Cap-1 Maneuver -209 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s/v22.63 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h)--209 - HCM Lane V/C Ratio --0.023 - HCM Control Delay (s/veh)--22.6 - HCM Lane LOS --C - HCM 95th %tile Q(veh)--0.1 - HCM 7th TWSC 102: Horsetooth Rd & Access 2 2036 Future Plus Project AM Peak Hour 7.1 2036+P AM Synchro 12 Report Fehr & Peers Page 19 Intersection Int Delay, s/veh 0.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 152 244 0 0 12 Future Vol, veh/h 0 152 244 0 0 12 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -----0 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 179 287 0 0 14 Major/Minor Major1 Major2 Minor2 Conflicting Flow All -0 -0 -287 Stage 1 ------ Stage 2 ------ Critical Hdwy -----6.23 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.327 Pot Cap-1 Maneuver 0 ---0 750 Stage 1 0 ---0 - Stage 2 0 ---0 - Platoon blocked, %--- Mov Cap-1 Maneuver -----750 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB SB HCM Control Delay, s/v 0 0 9.89 HCM LOS A Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity (veh/h)---750 HCM Lane V/C Ratio ---0.019 HCM Control Delay (s/veh)---9.9 HCM Lane LOS ---A HCM 95th %tile Q(veh)---0.1 HCM 7th TWSC 103: Horsetooth Rd & Access 3 2036 Future Plus Project AM Peak Hour 7.1 2036+P AM Synchro 12 Report Fehr & Peers Page 20 Intersection Int Delay, s/veh 4.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 62 92 138 16 27 106 Future Vol, veh/h 62 92 138 16 27 106 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 73 108 162 19 32 125 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 181 0 -0 426 172 Stage 1 ----172 - Stage 2 ----254 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 1388 ---583 869 Stage 1 ----856 - Stage 2 ----786 - Platoon blocked, %--- Mov Cap-1 Maneuver 1388 ---551 869 Mov Cap-2 Maneuver ----551 - Stage 1 ----808 - Stage 2 ----786 - Approach EB WB SB HCM Control Delay, s/v 3.11 0 10.79 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)725 ---778 HCM Lane V/C Ratio 0.053 ---0.201 HCM Control Delay (s/veh)7.7 0 --10.8 HCM Lane LOS A A --B HCM 95th %tile Q(veh)0.2 ---0.7 Queues 1: Timberline Rd & Horsetooth Rd 2036 Future Plus Project PM Peak Hour 7.2 2036+P PM Synchro 12 Report Fehr & Peers Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)462 773 325 174 585 143 343 1062 139 224 1164 439 v/c Ratio 0.94 0.90 0.59 0.95 1.05 0.31 0.70 0.72 0.18 0.81 0.92 0.58 Control Delay (s/veh)74.3 54.9 16.3 85.4 97.1 1.7 52.8 29.7 1.0 48.8 52.1 20.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)74.3 54.9 16.3 85.4 97.1 1.7 52.8 29.7 1.0 48.8 52.1 20.7 Queue Length 50th (ft)168 278 57 86 ~237 0 118 320 0 76 455 167 Queue Length 95th (ft)#266 #388 152 #202 #351 0 168 399 7 m#95 m#549 m210 Internal Link Dist (ft)1020 5215 2605 4216 Turn Bay Length (ft)275 165 270 165 335 110 230 280 Base Capacity (vph)494 860 554 184 557 467 525 1481 774 278 1261 759 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.94 0.90 0.59 0.95 1.05 0.31 0.65 0.72 0.18 0.81 0.92 0.58 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. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd 2036 Future Plus Project PM Peak Hour 7.2 2036+P PM Synchro 12 Report Fehr & Peers Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)425 711 299 160 538 132 316 977 128 206 1071 404 Future Volume (veh/h)425 711 299 160 538 132 316 977 128 206 1071 404 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 462 773 0 174 585 0 343 1062 139 224 1164 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 499 881 205 561 439 2019 887 280 1856 Arrive On Green 0.15 0.25 0.00 0.06 0.16 0.00 0.13 0.57 0.57 0.08 0.53 0.00 Sat Flow, veh/h 3428 3526 1572 1767 3526 1572 3428 3526 1548 3428 3526 1572 Grp Volume(v), veh/h 462 773 0 174 585 0 343 1062 139 224 1164 0 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1767 1763 1572 1714 1763 1548 1714 1763 1572 Q Serve(g_s), s 14.6 23.2 0.0 7.0 17.5 0.0 10.7 20.3 4.6 7.1 25.7 0.0 Cycle Q Clear(g_c), s 14.6 23.2 0.0 7.0 17.5 0.0 10.7 20.3 4.6 7.1 25.7 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 499 881 205 561 439 2019 887 280 1856 V/C Ratio(X)0.93 0.88 0.85 1.04 0.78 0.53 0.16 0.80 0.63 Avail Cap(c_a), veh/h 499 881 205 561 530 2019 887 280 1856 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 46.4 39.6 0.0 41.1 46.3 0.0 46.5 14.4 11.0 49.6 18.4 0.0 Incr Delay (d2), s/veh 23.5 10.0 0.0 26.8 49.7 0.0 6.2 1.0 0.4 14.9 1.6 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.7 10.9 0.0 2.8 11.3 0.0 4.8 7.6 1.6 3.5 10.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 69.9 49.6 0.0 67.9 95.9 0.0 52.6 15.4 11.4 64.6 20.0 0.0 LnGrp LOS E D E F D B B E C Approach Vol, veh/h 1235 759 1544 1388 Approach Delay, s/veh 57.2 89.5 23.3 27.2 Approach LOS E F C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 19.1 63.9 11.0 33.5 14.0 69.0 21.0 23.5 Change Period (Y+Rc), s 6.0 6.5 5.0 7.0 6.0 6.5 6.0 * 7 Max Green Setting (Gmax), s 16.0 37.5 6.0 26.0 8.0 45.5 15.0 * 17 Max Q Clear Time (g_c+I1), s 12.7 27.7 9.0 25.2 9.1 22.3 16.6 19.5 Green Ext Time (p_c), s 0.4 3.7 0.0 0.3 0.0 5.2 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 43.1 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd 2036 Future Plus Project PM Peak Hour 7.2 2036+P PM Synchro 12 Report Fehr & Peers Page 3 Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Queues 2: Timberline Rd & Drake Rd 2036 Future Plus Project PM Peak Hour 7.2 2036+P PM Synchro 12 Report Fehr & Peers Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)285 719 289 117 561 313 546 1313 55 564 1143 291 v/c Ratio 0.64 1.00 0.53 0.63 1.20 0.67 1.04 0.62 0.07 1.66 0.90 0.40 Control Delay (s/veh)52.4 78.9 8.9 45.3 151.5 13.9 84.7 19.9 0.1 341.6 43.7 6.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)52.4 78.9 8.9 45.3 151.5 13.9 84.7 19.9 0.1 341.6 43.7 6.5 Queue Length 50th (ft)98 ~270 3 59 ~266 7 ~207 274 0 ~298 396 16 Queue Length 95th (ft)143 #399 77 #106 #380 95 m#298 m278 m0 #408 #525 78 Internal Link Dist (ft)1188 2577 979 912 Turn Bay Length (ft)160 200 150 170 340 100 295 300 Base Capacity (vph)479 716 541 185 467 467 525 2105 777 340 1274 720 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.59 1.00 0.53 0.63 1.20 0.67 1.04 0.62 0.07 1.66 0.90 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. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 2: Timberline Rd & Drake Rd 2036 Future Plus Project PM Peak Hour 7.2 2036+P PM Synchro 12 Report Fehr & Peers Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)271 683 275 111 533 297 519 1247 52 536 1086 276 Future Volume (veh/h)271 683 275 111 533 297 519 1247 52 536 1086 276 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 0.99 1.00 0.98 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 285 719 289 117 561 313 546 1313 55 564 1143 291 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 381 721 318 178 538 236 530 2118 651 343 1282 565 Arrive On Green 0.11 0.20 0.20 0.06 0.15 0.15 0.15 0.42 0.42 0.10 0.36 0.36 Sat Flow, veh/h 3428 3526 1554 1767 3526 1548 3428 5066 1557 3428 3526 1554 Grp Volume(v), veh/h 285 719 289 117 561 313 546 1313 55 564 1143 291 Grp Sat Flow(s),veh/h/ln 1714 1763 1554 1767 1763 1548 1714 1689 1557 1714 1763 1554 Q Serve(g_s), s 8.9 22.4 20.0 6.1 16.8 11.1 17.0 22.4 2.3 11.0 33.6 11.5 Cycle Q Clear(g_c), s 8.9 22.4 20.0 6.1 16.8 11.1 17.0 22.4 2.3 11.0 33.6 11.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 381 721 318 178 538 236 530 2118 651 343 1282 565 V/C Ratio(X)0.75 1.00 0.91 0.66 1.04 1.33 1.03 0.62 0.08 1.65 0.89 0.51 Avail Cap(c_a), veh/h 483 721 318 178 538 236 530 2118 651 343 1282 565 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.4 43.7 42.8 37.5 46.6 20.4 46.5 25.1 19.3 49.5 33.0 14.0 Incr Delay (d2), s/veh 4.8 32.7 28.6 8.4 50.6 173.0 47.1 1.4 0.3 303.1 9.6 3.3 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 12.7 10.0 3.0 10.9 15.2 10.5 8.8 0.9 19.0 15.1 4.3 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 52.2 76.4 71.4 45.9 97.2 193.4 93.6 26.5 19.6 352.6 42.6 17.3 LnGrp LOS D E E D F F F C B F D B Approach Vol, veh/h 1293 991 1914 1998 Approach Delay, s/veh 70.0 121.5 45.5 126.4 Approach LOS E F D F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 23.0 46.0 12.0 29.0 17.0 52.0 17.7 23.3 Change Period (Y+Rc), s 7.0 7.0 6.0 7.5 7.0 7.0 6.5 7.5 Max Green Setting (Gmax), s 16.0 39.0 6.0 21.5 10.0 45.0 14.5 12.5 Max Q Clear Time (g_c+I1), s 19.0 35.6 8.1 24.4 13.0 24.4 10.9 18.8 Green Ext Time (p_c), s 0.0 2.0 0.0 0.0 0.0 5.9 0.4 0.0 Intersection Summary HCM 7th Control Delay, s/veh 88.8 HCM 7th LOS F Notes User approved pedestrian interval to be less than phase max green. HCM 7th TWSC 3: Rigden Pkwy & Drake Rd 2036 Future Plus Project PM Peak Hour 7.2 2036+P PM Synchro 12 Report Fehr & Peers Page 6 Intersection Int Delay, s/veh 0.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 925 89 33 1098 30 20 Future Vol, veh/h 925 89 33 1098 30 20 Conflicting Peds, #/hr 0 0 0 0 0 2 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -0 100 -140 0 Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 995 96 35 1181 32 22 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1090 0 2246 997 Stage 1 ----995 - Stage 2 ----1252 - Critical Hdwy --4.13 -6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy --2.227 -3.527 3.327 Pot Cap-1 Maneuver --636 -46 295 Stage 1 ----356 - Stage 2 ----268 - Platoon blocked, %--- Mov Cap-1 Maneuver --636 -43 295 Mov Cap-2 Maneuver ----154 - Stage 1 ----356 - Stage 2 ----253 - Approach EB WB NB HCM Control Delay, s/v 0 0.32 27.93 HCM LOS D Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h)154 295 --636 - HCM Lane V/C Ratio 0.209 0.073 --0.056 - HCM Control Delay (s/veh)34.4 18.2 --11 - HCM Lane LOS D C --B - HCM 95th %tile Q(veh)0.8 0.2 --0.2 - HCM 7th TWSC 4: Drake Rd & Miles House Ave 2036 Future Plus Project PM Peak Hour 7.2 2036+P PM Synchro 12 Report Fehr & Peers Page 7 Intersection Int Delay, s/veh 5.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 84 872 889 75 87 163 Future Vol, veh/h 84 872 889 75 87 163 Conflicting Peds, #/hr 3 0 0 3 0 2 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length 100 ---0 100 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 93 969 988 83 97 181 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1074 0 -0 2188 1034 Stage 1 ----1032 - Stage 2 ----1156 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 645 ---~ 50 281 Stage 1 ----342 - Stage 2 ----298 - Platoon blocked, %--- Mov Cap-1 Maneuver 644 ---~ 42 279 Mov Cap-2 Maneuver ----154 - Stage 1 ----292 - Stage 2 ----298 - Approach EB WB SB HCM Control Delay, s/v 1.01 0 46.74 HCM LOS E Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h)644 ---154 279 HCM Lane V/C Ratio 0.145 ---0.629 0.648 HCM Control Delay (s/veh)11.5 ---61.5 38.9 HCM Lane LOS B ---F E HCM 95th %tile Q(veh)0.5 ---3.4 4.1 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 5: Drake Rd & Environmental Dr 2036 Future Plus Project PM Peak Hour 7.2 2036+P PM Synchro 12 Report Fehr & Peers Page 8 Intersection Int Delay, s/veh 0.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 9 932 1045 4 6 12 Future Vol, veh/h 9 932 1045 4 6 12 Conflicting Peds, #/hr 2 0 0 2 0 1 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -Yield Storage Length 100 ---0 75 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 9 981 1100 4 6 13 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1106 0 -0 2104 1105 Stage 1 ----1104 - Stage 2 ----1000 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 627 ---56 255 Stage 1 ----316 - Stage 2 ----354 - Platoon blocked, %--- Mov Cap-1 Maneuver 626 ---55 254 Mov Cap-2 Maneuver ----176 - Stage 1 ----311 - Stage 2 ----354 - Approach EB WB SB HCM Control Delay, s/v 0.1 0 21.99 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h)626 ---176 254 HCM Lane V/C Ratio 0.015 ---0.036 0.05 HCM Control Delay (s/veh)10.8 ---26.2 19.9 HCM Lane LOS B ---D C HCM 95th %tile Q(veh)0 ---0.1 0.2 Queues 6: Ziegler Rd/Drake Rd & William Neal Pkwy 2036 Future Plus Project PM Peak Hour 7.2 2036+P PM Synchro 12 Report Fehr & Peers Page 9 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph)14 47 71 37 46 1125 46 967 v/c Ratio 0.05 0.10 0.27 0.09 0.15 0.79 0.22 0.67 Control Delay (s/veh)31.8 0.5 34.3 0.4 5.3 13.3 7.5 9.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)31.8 0.5 34.3 0.4 5.3 13.3 7.5 9.3 Queue Length 50th (ft)5 0 27 0 5 255 5 178 Queue Length 95th (ft)25 0 82 0 24 #870 29 548 Internal Link Dist (ft)681 851 1251 1303 Turn Bay Length (ft)185 100 100 145 Base Capacity (vph)515 705 517 685 366 1673 241 1687 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.07 0.14 0.05 0.13 0.67 0.19 0.57 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 7th Signalized Intersection Summary 6: Ziegler Rd/Drake Rd & William Neal Pkwy 2036 Future Plus Project PM Peak Hour 7.2 2036+P PM Synchro 12 Report Fehr & Peers Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)13 0 44 67 0 35 43 973 85 43 878 31 Future Volume (veh/h)13 0 44 67 0 35 43 973 85 43 878 31 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)0.99 0.97 0.99 0.99 1.00 0.98 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 14 0 47 71 0 37 46 1035 90 46 934 33 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 310 0 261 300 0 267 339 1203 105 235 1275 45 Arrive On Green 0.17 0.00 0.17 0.17 0.00 0.17 0.72 0.72 0.72 0.72 0.72 0.72 Sat Flow, veh/h 1346 0 1520 1334 0 1554 576 1679 146 497 1780 63 Grp Volume(v), veh/h 14 0 47 71 0 37 46 0 1125 46 0 967 Grp Sat Flow(s),veh/h/ln 1346 0 1520 1334 0 1554 576 0 1825 497 0 1843 Q Serve(g_s), s 0.6 0.0 1.8 3.3 0.0 1.4 3.5 0.0 30.9 5.1 0.0 21.3 Cycle Q Clear(g_c), s 2.0 0.0 1.8 5.1 0.0 1.4 24.8 0.0 30.9 36.1 0.0 21.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.08 1.00 0.03 Lane Grp Cap(c), veh/h 310 0 261 300 0 267 339 0 1307 235 0 1320 V/C Ratio(X)0.05 0.00 0.18 0.24 0.00 0.14 0.14 0.00 0.86 0.20 0.00 0.73 Avail Cap(c_a), veh/h 580 0 566 572 0 584 580 0 2072 444 0 2092 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 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 24.7 0.0 24.0 26.2 0.0 23.9 13.1 0.0 7.1 20.5 0.0 5.7 Incr Delay (d2), s/veh 0.1 0.0 0.3 0.4 0.0 0.2 0.2 0.0 2.3 0.4 0.0 0.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.0 0.7 1.0 0.0 0.5 0.4 0.0 6.1 0.6 0.0 3.9 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 24.8 0.0 24.4 26.6 0.0 24.1 13.3 0.0 9.4 20.9 0.0 6.5 LnGrp LOS C C C C B A C A Approach Vol, veh/h 61 108 1171 1013 Approach Delay, s/veh 24.5 25.7 9.6 7.2 Approach LOS C C A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 52.5 15.4 52.5 15.4 Change Period (Y+Rc), s 4.9 4.7 4.9 * 4.7 Max Green Setting (Gmax), s 76.1 24.3 76.1 * 25 Max Q Clear Time (g_c+I1), s 38.1 4.0 32.9 7.1 Green Ext Time (p_c), s 9.6 0.2 13.3 0.3 Intersection Summary HCM 7th Control Delay, s/veh 9.7 HCM 7th LOS A Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th TWSC 7: Ziegler Rd & Percheron Dr 2036 Future Plus Project PM Peak Hour 7.2 2036+P PM Synchro 12 Report Fehr & Peers Page 11 Intersection Int Delay, s/veh 115.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 6 0 27 87 0 34 38 1085 111 42 945 14 Future Vol, veh/h 6 0 27 87 0 34 38 1085 111 42 945 14 Conflicting Peds, #/hr 0 0 2 2 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 --100 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 6 0 29 93 0 36 40 1154 118 45 1005 15 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2337 2455 1015 2391 2404 1213 1020 0 0 1272 0 0 Stage 1 1102 1102 -1294 1294 ------- Stage 2 1235 1353 -1097 1110 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 --4.13 -- Critical Hdwy Stg 1 6.13 5.53 -6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 -6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 --2.227 -- Pot Cap-1 Maneuver 25 31 288 ~ 23 33 220 676 --543 -- Stage 1 256 286 -199 232 ------- Stage 2 215 217 -257 284 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 18 26 288 ~ 18 28 220 676 --543 -- Mov Cap-2 Maneuver 18 26 -~ 18 28 ------- Stage 1 234 263 -187 218 ------- Stage 2 169 204 -212 260 ------- Approach EB WB NB SB HCM Control Delay, s/v83.98 $ 2258.26 0.33 0.51 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)676 --78 24 543 -- HCM Lane V/C Ratio 0.06 --0.448 5.304 0.082 -- HCM Control Delay (s/veh)10.7 --84$ 2258.3 12.2 -- HCM Lane LOS B --F F B -- HCM 95th %tile Q(veh)0.2 --1.8 16.1 0.3 -- Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th Roundabout 8: Ziegler Rd & Horsetooth Rd 2036 Future Plus Project PM Peak Hour 7.2 2036+P PM Synchro 12 Report Fehr & Peers Page 12 Intersection Intersection Delay, s/veh 108.6 Intersection LOS F Approach EB WB NB SB Entry Lanes 2 1 2 1 Conflicting Circle Lanes 2 2 2 2 Adj Approach Flow, veh/h 901 232 1496 1146 Demand Flow Rate, veh/h 928 239 1541 1180 Vehicles Circulating, veh/h 1055 1648 455 710 Vehicles Exiting, veh/h 835 348 1528 1177 Ped Vol Crossing Leg, #/h 0 23 2 9 Ped Cap Adj 1.000 1.000 0.999 0.999 Approach Delay, s/veh 51.9 34.0 40.1 257.6 Approach LOS F D E F Lane Left Right Left Left Right Left Designated Moves LT R LTR L TR LTR Assumed Moves LT R LTR L TR LTR RT Channelized Lane Util 0.369 0.631 1.000 0.364 0.636 1.000 Follow-Up Headway, s 2.667 2.535 2.535 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.328 4.645 4.328 4.328 A (Intercept)1350 1420 1420 1350 1420 1420 B (Slope)9.199e-4 8.501e-4 8.501e-4 9.199e-4 8.501e-4 8.501e-4 Entry Flow, veh/h 342 586 239 561 980 1180 Cap Entry Lane, veh/h 511 579 350 888 965 777 Entry HV Adj Factor 0.971 0.971 0.971 0.971 0.971 0.971 Flow Entry, veh/h 332 569 232 545 951 1146 Cap Entry, veh/h 497 562 340 862 935 753 V/C Ratio 0.669 1.012 0.683 0.632 1.017 1.521 Control Delay, s/veh 24.0 68.1 34.0 14.2 54.9 257.6 LOS C F D B F F 95th %tile Queue, veh 5 15 5 5 20 57 Queues 9: Ziegler Rd & Harmony Rd 2036 Future Plus Project PM Peak Hour 7.2 2036+P PM Synchro 12 Report Fehr & Peers Page 13 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)232 2065 164 138 1799 1043 237 435 104 923 596 163 v/c Ratio 1.21 1.03 0.23 1.09 1.00 1.18 0.65 0.88 0.24 1.57 0.88 0.32 Control Delay (s/veh)177.1 59.9 3.6 139.5 43.8 104.3 56.4 66.8 1.4 298.0 59.1 1.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)177.1 59.9 3.6 139.5 43.8 104.3 56.4 66.8 1.4 298.0 59.1 1.7 Queue Length 50th (ft)~201 ~570 0 ~106 461 ~635 84 160 0 ~477 216 0 Queue Length 95th (ft)#357 #667 37 m#166 #569 #1059 126 #248 0 #603 #310 0 Internal Link Dist (ft)2571 5225 1229 5210 Turn Bay Length (ft)675 100 460 320 220 80 370 35 Base Capacity (vph)191 2014 722 127 1808 886 364 493 426 587 685 509 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.21 1.03 0.23 1.09 1.00 1.18 0.65 0.88 0.24 1.57 0.87 0.32 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. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 9: Ziegler Rd & Harmony Rd 2036 Future Plus Project PM Peak Hour 7.2 2036+P PM Synchro 12 Report Fehr & Peers Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)218 1941 154 130 1691 980 223 409 98 868 560 153 Future Volume (veh/h)218 1941 154 130 1691 980 223 409 98 868 560 153 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 0.99 1.00 1.00 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 232 2065 164 138 1799 0 237 435 104 923 596 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 193 2026 620 129 1819 367 497 218 592 680 Arrive On Green 0.11 0.40 0.40 0.07 0.36 0.00 0.11 0.14 0.14 0.17 0.19 0.00 Sat Flow, veh/h 1767 5066 1549 1767 5066 1572 3428 3526 1545 3428 3526 1572 Grp Volume(v), veh/h 232 2065 164 138 1799 0 237 435 104 923 596 0 Grp Sat Flow(s),veh/h/ln 1767 1689 1549 1767 1689 1572 1714 1763 1545 1714 1763 1572 Q Serve(g_s), s 12.0 44.0 7.8 8.0 38.8 0.0 7.3 13.3 4.9 19.0 18.1 0.0 Cycle Q Clear(g_c), s 12.0 44.0 7.8 8.0 38.8 0.0 7.3 13.3 4.9 19.0 18.1 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 193 2026 620 129 1819 367 497 218 592 680 V/C Ratio(X)1.20 1.02 0.26 1.07 0.99 0.65 0.88 0.48 1.56 0.88 Avail Cap(c_a), veh/h 193 2026 620 129 1819 367 497 218 592 689 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 0.53 0.53 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 49.0 33.0 22.1 51.0 35.0 0.0 47.1 46.3 22.5 45.5 43.1 0.0 Incr Delay (d2), s/veh 130.3 24.9 1.0 78.7 13.0 0.0 3.9 16.0 1.6 259.6 12.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.0 21.0 2.8 6.2 16.7 0.0 3.2 6.8 2.5 29.2 8.8 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 179.3 57.9 23.2 129.7 48.0 0.0 51.0 62.3 24.2 305.1 55.3 0.0 LnGrp LOS F F C F D D E C F E Approach Vol, veh/h 2461 1937 776 1519 Approach Delay, s/veh 67.1 53.9 53.7 207.1 Approach LOS E D D F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 18.3 27.7 14.0 50.0 24.0 22.0 18.0 46.0 Change Period (Y+Rc), s 7.5 7.5 7.0 7.0 6.0 7.5 7.0 7.5 Max Green Setting (Gmax), s 10.5 20.5 7.0 43.0 18.0 14.5 11.0 38.5 Max Q Clear Time (g_c+I1), s 9.3 20.1 10.0 46.0 21.0 15.3 14.0 40.8 Green Ext Time (p_c), s 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 93.5 HCM 7th LOS F Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Queues 10: Strauss Cabin Rd & Harmony Rd 2036 Future Plus Project PM Peak Hour 7.2 2036+P PM Synchro 12 Report Fehr & Peers Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)13 3018 61 119 2765 171 56 15 78 164 26 9 v/c Ratio 0.11 1.01 0.06 0.81 0.79 0.15 0.26 0.05 0.05 0.76 0.09 0.03 Control Delay (s/veh)36.0 34.2 2.8 88.3 15.3 3.4 43.3 38.7 0.1 66.9 39.4 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)36.0 34.2 2.8 88.3 15.3 3.4 43.3 38.7 0.1 66.9 39.4 0.1 Queue Length 50th (ft)8 ~565 0 85 390 11 35 9 0 110 16 0 Queue Length 95th (ft)m6 m483 m0 #201 658 44 73 28 0 #203 41 0 Internal Link Dist (ft)5225 963 557 510 Turn Bay Length (ft)250 430 345 180 270 180 150 55 Base Capacity (vph)175 3002 979 147 3492 1121 235 318 1568 238 318 357 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 1.01 0.06 0.81 0.79 0.15 0.24 0.05 0.05 0.69 0.08 0.03 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 10: Strauss Cabin Rd & Harmony Rd 2036 Future Plus Project PM Peak Hour 7.2 2036+P PM Synchro 12 Report Fehr & Peers Page 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)12 2837 57 112 2599 161 53 14 73 154 24 8 Future Volume (veh/h)12 2837 57 112 2599 161 53 14 73 154 24 8 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 0.99 1.00 0.99 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 13 3018 0 119 2765 0 56 15 0 164 26 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 37 3095 129 3495 257 283 266 283 Arrive On Green 0.02 0.61 0.00 0.07 0.69 0.00 0.15 0.15 0.00 0.15 0.15 0.00 Sat Flow, veh/h 1767 5066 1572 1767 5066 1572 1366 1856 1572 1380 1856 1572 Grp Volume(v), veh/h 13 3018 0 119 2765 0 56 15 0 164 26 0 Grp Sat Flow(s),veh/h/ln 1767 1689 1572 1767 1689 1572 1366 1856 1572 1380 1856 1572 Q Serve(g_s), s 0.8 63.1 0.0 7.4 41.0 0.0 4.0 0.8 0.0 12.7 1.3 0.0 Cycle Q Clear(g_c), s 0.8 63.1 0.0 7.4 41.0 0.0 5.4 0.8 0.0 13.4 1.3 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 37 3095 129 3495 257 283 266 283 V/C Ratio(X)0.35 0.98 0.93 0.79 0.22 0.05 0.62 0.09 Avail Cap(c_a), veh/h 177 3095 129 3495 285 321 294 321 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)0.09 0.09 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 53.1 20.6 0.0 50.7 11.6 0.0 42.4 39.8 0.0 45.6 40.1 0.0 Incr Delay (d2), s/veh 0.5 1.8 0.0 57.1 1.9 0.0 0.4 0.1 0.0 3.3 0.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 20.1 0.0 5.1 11.7 0.0 1.4 0.4 0.0 4.5 0.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 53.6 22.3 0.0 107.8 13.5 0.0 42.8 39.9 0.0 48.8 40.2 0.0 LnGrp LOS D C F B D D D D Approach Vol, veh/h 3031 2884 71 190 Approach Delay, s/veh 22.5 17.4 42.2 47.6 Approach LOS C B D D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 22.8 14.0 73.2 22.8 5.3 81.9 Change Period (Y+Rc), s 7.0 7.0 7.0 7.0 4.0 7.0 Max Green Setting (Gmax), s 18.0 7.0 64.0 18.0 10.0 64.0 Max Q Clear Time (g_c+I1), s 7.4 9.4 0.0 15.4 2.8 0.0 Green Ext Time (p_c), s 0.1 0.0 0.0 0.1 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 21.1 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 11: Drake Rd & Des Moines Dr 2036 Future Plus Project PM Peak Hour 7.2 2036+P PM Synchro 12 Report Fehr & Peers Page 17 Intersection Int Delay, s/veh 0.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 16 24 52 931 930 28 Future Vol, veh/h 16 24 52 931 930 28 Conflicting Peds, #/hr 0 5 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 90 90 90 90 90 90 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 18 27 58 1034 1033 31 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 2199 1054 1064 0 -0 Stage 1 1049 ----- Stage 2 1150 ----- Critical Hdwy 6.43 6.23 4.13 --- Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.327 2.227 --- Pot Cap-1 Maneuver 49 273 651 --- Stage 1 336 ----- Stage 2 300 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 45 272 651 --- Mov Cap-2 Maneuver 159 ----- Stage 1 306 ----- Stage 2 300 ----- Approach EB NB SB HCM Control Delay, s/v26.48 0.59 0 HCM LOS D Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)651 -212 -- HCM Lane V/C Ratio 0.089 -0.21 -- HCM Control Delay (s/veh)11.1 -26.5 -- HCM Lane LOS B -D -- HCM 95th %tile Q(veh)0.3 -0.8 -- HCM 7th TWSC 101: Ziegler Rd & Access 1 2036 Future Plus Project PM Peak Hour 7.2 2036+P PM Synchro 12 Report Fehr & Peers Page 18 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 4 1101 22 0 1060 Future Vol, veh/h 0 4 1101 22 0 1060 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 5 1295 26 0 1247 Major/Minor Minor1 Major1 Major2 Conflicting Flow All -1308 0 0 -- Stage 1 ------ Stage 2 ------ Critical Hdwy -6.23 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.327 ---- Pot Cap-1 Maneuver 0 194 --0 - Stage 1 0 ---0 - Stage 2 0 ---0 - Platoon blocked, %--- Mov Cap-1 Maneuver -194 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s/v24.03 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h)--194 - HCM Lane V/C Ratio --0.024 - HCM Control Delay (s/veh)--24 - HCM Lane LOS --C - HCM 95th %tile Q(veh)--0.1 - HCM 7th TWSC 102: Horsetooth Rd & Access 2 2036 Future Plus Project PM Peak Hour 7.2 2036+P PM Synchro 12 Report Fehr & Peers Page 19 Intersection Int Delay, s/veh 0.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 291 217 2 0 11 Future Vol, veh/h 0 291 217 2 0 11 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -----0 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 342 255 2 0 13 Major/Minor Major1 Major2 Minor2 Conflicting Flow All -0 -0 -256 Stage 1 ------ Stage 2 ------ Critical Hdwy -----6.23 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.327 Pot Cap-1 Maneuver 0 ---0 780 Stage 1 0 ---0 - Stage 2 0 ---0 - Platoon blocked, %--- Mov Cap-1 Maneuver -----780 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB SB HCM Control Delay, s/v 0 0 9.69 HCM LOS A Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity (veh/h)---780 HCM Lane V/C Ratio ---0.017 HCM Control Delay (s/veh)---9.7 HCM Lane LOS ---A HCM 95th %tile Q(veh)---0.1 HCM 7th TWSC 103: Horsetooth Rd & Access 3 2036 Future Plus Project PM Peak Hour 7.2 2036+P PM Synchro 12 Report Fehr & Peers Page 20 Intersection Int Delay, s/veh 4.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 134 160 114 33 26 105 Future Vol, veh/h 134 160 114 33 26 105 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 158 188 134 39 31 124 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 173 0 -0 657 154 Stage 1 ----154 - Stage 2 ----504 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 1398 ---428 890 Stage 1 ----872 - Stage 2 ----605 - Platoon blocked, %--- Mov Cap-1 Maneuver 1398 ---374 890 Mov Cap-2 Maneuver ----374 - Stage 1 ----762 - Stage 2 ----605 - Approach EB WB SB HCM Control Delay, s/v 3.6 0 11.6 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)820 ---699 HCM Lane V/C Ratio 0.113 ---0.221 HCM Control Delay (s/veh)7.9 0 --11.6 HCM Lane LOS A A --B HCM 95th %tile Q(veh)0.4 ---0.8 Queues 1: Timberline Rd & Horsetooth Rd 2045 Background AM Peak Hour 8.1 2045 AM Synchro 12 Report Fehr & Peers Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)475 464 320 197 679 262 292 1329 69 139 1101 367 v/c Ratio 0.96 0.54 0.57 0.74 1.22 0.56 0.63 0.89 0.09 0.51 0.86 0.47 Control Delay (s/veh)79.3 38.8 14.7 48.3 154.1 10.2 50.9 38.6 0.2 30.0 46.3 18.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)79.3 38.8 14.7 48.3 154.1 10.2 50.9 38.6 0.2 30.0 46.3 18.5 Queue Length 50th (ft)173 150 48 99 ~310 0 101 450 0 41 432 140 Queue Length 95th (ft)#261 195 126 #169 #407 62 138 523 0 m50 m442 m156 Internal Link Dist (ft)1010 5219 2605 4217 Turn Bay Length (ft)275 165 270 165 335 110 230 280 Base Capacity (vph)494 860 557 265 557 465 525 1487 772 278 1287 773 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.96 0.54 0.57 0.74 1.22 0.56 0.56 0.89 0.09 0.50 0.86 0.47 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. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd 2045 Background AM Peak Hour 8.1 2045 AM Synchro 12 Report Fehr & Peers Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)413 404 278 171 591 228 254 1156 60 121 958 319 Future Volume (veh/h)413 404 278 171 591 228 254 1156 60 121 958 319 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 0.99 1.00 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 475 464 0 197 679 0 292 1329 69 139 1101 0 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 499 881 303 561 391 1528 671 228 1361 Arrive On Green 0.15 0.25 0.00 0.06 0.16 0.00 0.11 0.43 0.43 0.07 0.39 0.00 Sat Flow, veh/h 3428 3526 1572 1767 3526 1572 3428 3526 1547 3428 3526 1572 Grp Volume(v), veh/h 475 464 0 197 679 0 292 1329 69 139 1101 0 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1767 1763 1572 1714 1763 1547 1714 1763 1572 Q Serve(g_s), s 15.1 12.5 0.0 7.0 17.5 0.0 9.1 37.7 2.9 4.3 30.7 0.0 Cycle Q Clear(g_c), s 15.1 12.5 0.0 7.0 17.5 0.0 9.1 37.7 2.9 4.3 30.7 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 499 881 303 561 391 1528 671 228 1361 V/C Ratio(X)0.95 0.53 0.65 1.21 0.75 0.87 0.10 0.61 0.81 Avail Cap(c_a), veh/h 499 881 303 561 530 1528 671 280 1361 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 46.6 35.6 0.0 38.9 46.3 0.0 47.2 28.3 18.5 50.0 30.2 0.0 Incr Delay (d2), s/veh 28.6 0.6 0.0 4.9 110.6 0.0 3.9 7.0 0.3 2.6 5.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.3 5.3 0.0 1.8 16.1 0.0 4.0 16.4 1.1 1.9 13.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 75.3 36.2 0.0 43.7 156.8 0.0 51.1 35.3 18.8 52.6 35.4 0.0 LnGrp LOS E D D F D D B D D Approach Vol, veh/h 939 876 1690 1240 Approach Delay, s/veh 56.0 131.4 37.4 37.4 Approach LOS E F D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 17.5 48.0 11.0 33.5 12.3 53.2 21.0 23.5 Change Period (Y+Rc), s 6.0 6.5 5.0 7.0 6.0 6.5 6.0 * 7 Max Green Setting (Gmax), s 16.0 37.5 6.0 26.0 8.0 45.5 15.0 * 17 Max Q Clear Time (g_c+I1), s 11.1 32.7 9.0 14.5 6.3 39.7 17.1 19.5 Green Ext Time (p_c), s 0.5 2.1 0.0 1.4 0.1 3.1 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 58.4 HCM 7th LOS E Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd 2045 Background AM Peak Hour 8.1 2045 AM Synchro 12 Report Fehr & Peers Page 3 Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Queues 2: Timberline Rd & Drake Rd 2045 Background AM Peak Hour 8.1 2045 AM Synchro 12 Report Fehr & Peers Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)337 541 377 80 692 473 464 1497 44 354 1238 329 v/c Ratio 0.73 0.68 0.58 0.35 1.54 1.03 0.88 0.71 0.06 1.04 0.97 0.45 Control Delay (s/veh)55.6 44.9 7.9 31.7 289.2 67.2 46.9 18.1 0.1 108.5 54.3 8.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)55.6 44.9 7.9 31.7 289.2 67.2 46.9 18.1 0.1 108.5 54.3 8.4 Queue Length 50th (ft)118 190 0 40 ~370 ~160 162 274 0 ~139 447 33 Queue Length 95th (ft)168 253 83 76 #488 #366 m184 m305 m0 #234 #600 105 Internal Link Dist (ft)1269 2578 961 912 Turn Bay Length (ft)160 200 150 170 340 100 295 300 Base Capacity (vph)479 793 646 229 448 461 525 2105 784 340 1274 727 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.70 0.68 0.58 0.35 1.54 1.03 0.88 0.71 0.06 1.04 0.97 0.45 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. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 2: Timberline Rd & Drake Rd 2045 Background AM Peak Hour 8.1 2045 AM Synchro 12 Report Fehr & Peers Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)307 492 343 73 630 430 422 1362 40 322 1127 299 Future Volume (veh/h)307 492 343 73 630 430 422 1362 40 322 1127 299 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 0.99 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 337 541 377 80 692 473 464 1497 44 354 1238 329 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 429 721 320 209 477 212 541 2134 661 343 1282 570 Arrive On Green 0.13 0.20 0.20 0.06 0.14 0.14 0.16 0.42 0.42 0.10 0.36 0.36 Sat Flow, veh/h 3428 3526 1566 1767 3526 1562 3428 5066 1569 3428 3526 1569 Grp Volume(v), veh/h 337 541 377 80 692 473 464 1497 44 354 1238 329 Grp Sat Flow(s),veh/h/ln 1714 1763 1566 1767 1763 1562 1714 1689 1569 1714 1763 1569 Q Serve(g_s), s 10.5 15.9 22.5 4.2 14.9 9.9 14.5 26.7 1.8 11.0 37.9 13.4 Cycle Q Clear(g_c), s 10.5 15.9 22.5 4.2 14.9 9.9 14.5 26.7 1.8 11.0 37.9 13.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 429 721 320 209 477 212 541 2134 661 343 1282 570 V/C Ratio(X)0.79 0.75 1.18 0.38 1.45 2.24 0.86 0.70 0.07 1.03 0.97 0.58 Avail Cap(c_a), veh/h 483 721 320 214 477 212 541 2134 661 343 1282 570 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.7 41.1 43.8 37.6 47.6 21.0 45.1 26.1 19.0 49.5 34.3 14.6 Incr Delay (d2), s/veh 7.5 4.4 107.5 1.2 213.8 571.3 13.0 2.0 0.2 57.3 18.2 4.2 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 7.1 18.0 1.8 20.5 37.0 7.0 10.5 0.7 7.3 18.4 5.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 54.2 45.5 151.2 38.8 261.4 592.4 58.2 28.1 19.1 106.8 52.5 18.8 LnGrp LOS D D F D F F E C B F D B Approach Vol, veh/h 1255 1245 2005 1921 Approach Delay, s/veh 79.6 372.8 34.9 56.7 Approach LOS E F C E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 23.3 46.0 11.7 29.0 17.0 52.3 19.3 21.4 Change Period (Y+Rc), s 7.0 7.0 6.0 7.5 7.0 7.0 6.5 7.5 Max Green Setting (Gmax), s 16.0 39.0 6.0 21.5 10.0 45.0 14.5 12.5 Max Q Clear Time (g_c+I1), s 16.5 39.9 6.2 24.5 13.0 28.7 12.5 16.9 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 6.3 0.3 0.0 Intersection Summary HCM 7th Control Delay, s/veh 115.6 HCM 7th LOS F Notes User approved pedestrian interval to be less than phase max green. HCM 7th TWSC 3: Rigden Pkwy & Drake Rd 2045 Background AM Peak Hour 8.1 2045 AM Synchro 12 Report Fehr & Peers Page 6 Intersection Int Delay, s/veh 2.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 708 29 47 1030 58 53 Future Vol, veh/h 708 29 47 1030 58 53 Conflicting Peds, #/hr 0 0 0 0 3 6 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -0 100 -140 0 Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 863 35 57 1256 71 65 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 899 0 2237 869 Stage 1 ----863 - Stage 2 ----1374 - Critical Hdwy --4.13 -6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy --2.227 -3.527 3.327 Pot Cap-1 Maneuver --752 -~ 46 350 Stage 1 ----411 - Stage 2 ----234 - Platoon blocked, %--- Mov Cap-1 Maneuver --752 -~ 43 348 Mov Cap-2 Maneuver ----146 - Stage 1 ----411 - Stage 2 ----215 - Approach EB WB NB HCM Control Delay, s/v 0 0.44 34.94 HCM LOS D Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h)146 348 --752 - HCM Lane V/C Ratio 0.483 0.186 --0.076 - HCM Control Delay (s/veh)50.7 17.7 --10.2 - HCM Lane LOS F C --B - HCM 95th %tile Q(veh)2.3 0.7 --0.2 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 4: Drake Rd & Miles House Ave 2045 Background AM Peak Hour 8.1 2045 AM Synchro 12 Report Fehr & Peers Page 7 Intersection Int Delay, s/veh 13.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 189 670 900 201 89 151 Future Vol, veh/h 189 670 900 201 89 151 Conflicting Peds, #/hr 4 0 0 4 0 3 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length 100 ---0 100 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 225 798 1071 239 106 180 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1315 0 -0 2443 1198 Stage 1 ----1195 - Stage 2 ----1248 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 523 ---~ 34 225 Stage 1 ----286 - Stage 2 ----269 - Platoon blocked, %--- Mov Cap-1 Maneuver 521 ---~ 19 224 Mov Cap-2 Maneuver ----~ 100 - Stage 1 ----162 - Stage 2 ----268 - Approach EB WB SB HCM Control Delay, s/v 3.75 0 109.38 HCM LOS F Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h)521 ---100 224 HCM Lane V/C Ratio 0.432 ---1.056 0.803 HCM Control Delay (s/veh)17.1 ---184.6 65 HCM Lane LOS C ---F F HCM 95th %tile Q(veh)2.2 ---6.7 5.9 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 5: Drake Rd & Environmental Dr 2045 Background AM Peak Hour 8.1 2045 AM Synchro 12 Report Fehr & Peers Page 8 Intersection Int Delay, s/veh 0.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 20 658 1013 13 4 8 Future Vol, veh/h 20 658 1013 13 4 8 Conflicting Peds, #/hr 2 0 0 2 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -Yield Storage Length 100 ---0 75 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 81 81 81 81 81 81 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 25 812 1251 16 5 10 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1269 0 -0 2122 1261 Stage 1 ----1261 - Stage 2 ----862 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 544 ---55 207 Stage 1 ----265 - Stage 2 ----412 - Platoon blocked, %--- Mov Cap-1 Maneuver 543 ---52 206 Mov Cap-2 Maneuver ----165 - Stage 1 ----253 - Stage 2 ----411 - Approach EB WB SB HCM Control Delay, s/v 0.35 0 24.7 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h)543 ---165 206 HCM Lane V/C Ratio 0.045 ---0.03 0.048 HCM Control Delay (s/veh)11.9 ---27.5 23.3 HCM Lane LOS B ---D C HCM 95th %tile Q(veh)0.1 ---0.1 0.1 Queues 6: Ziegler Rd/Drake Rd & William Neal Pkwy 2045 Background AM Peak Hour 8.1 2045 AM Synchro 12 Report Fehr & Peers Page 9 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph)25 67 75 38 34 1231 23 844 v/c Ratio 0.11 0.15 0.34 0.11 0.08 0.83 0.13 0.57 Control Delay (s/veh)36.5 0.7 41.3 0.6 4.1 15.0 6.1 6.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)36.5 0.7 41.3 0.6 4.1 15.0 6.1 6.9 Queue Length 50th (ft)13 0 42 0 3 347 2 144 Queue Length 95th (ft)36 0 84 0 17 #1075 16 391 Internal Link Dist (ft)681 851 1229 1303 Turn Bay Length (ft)185 100 100 145 Base Capacity (vph)413 626 406 551 444 1549 179 1555 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.06 0.11 0.18 0.07 0.08 0.79 0.13 0.54 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 7th Signalized Intersection Summary 6: Ziegler Rd/Drake Rd & William Neal Pkwy 2045 Background AM Peak Hour 8.1 2045 AM Synchro 12 Report Fehr & Peers Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)22 0 59 66 0 33 30 1042 41 20 733 10 Future Volume (veh/h)22 0 59 66 0 33 30 1042 41 20 733 10 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)0.98 0.98 0.98 0.95 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 25 0 67 75 0 38 34 1184 47 23 833 11 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 281 0 254 255 0 248 427 1310 52 186 1351 18 Arrive On Green 0.17 0.00 0.17 0.17 0.00 0.17 0.74 0.74 0.74 0.74 0.74 0.74 Sat Flow, veh/h 1330 0 1534 1298 0 1500 647 1771 70 449 1827 24 Grp Volume(v), veh/h 25 0 67 75 0 38 34 0 1231 23 0 844 Grp Sat Flow(s),veh/h/ln 1330 0 1534 1298 0 1500 647 0 1841 449 0 1851 Q Serve(g_s), s 1.3 0.0 3.0 4.3 0.0 1.7 2.1 0.0 42.1 3.4 0.0 17.5 Cycle Q Clear(g_c), s 3.0 0.0 3.0 7.3 0.0 1.7 19.6 0.0 42.1 45.5 0.0 17.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.04 1.00 0.01 Lane Grp Cap(c), veh/h 281 0 254 255 0 248 427 0 1362 186 0 1369 V/C Ratio(X)0.09 0.00 0.26 0.29 0.00 0.15 0.08 0.00 0.90 0.12 0.00 0.62 Avail Cap(c_a), veh/h 482 0 485 454 0 478 572 0 1774 287 0 1784 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 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 29.9 0.0 29.1 32.3 0.0 28.6 9.7 0.0 8.2 26.0 0.0 5.0 Incr Delay (d2), s/veh 0.1 0.0 0.5 0.6 0.0 0.3 0.1 0.0 5.7 0.3 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 0.4 0.0 1.2 1.4 0.0 0.6 0.3 0.0 10.5 0.4 0.0 3.6 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 30.0 0.0 29.7 33.0 0.0 28.9 9.8 0.0 13.9 26.3 0.0 5.4 LnGrp LOS C C C C A B C A Approach Vol, veh/h 92 113 1265 867 Approach Delay, s/veh 29.8 31.6 13.8 6.0 Approach LOS C C B A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 63.1 16.9 63.1 16.9 Change Period (Y+Rc), s 4.9 4.7 4.9 * 4.7 Max Green Setting (Gmax), s 76.1 24.3 76.1 * 25 Max Q Clear Time (g_c+I1), s 47.5 5.0 44.1 9.3 Green Ext Time (p_c), s 6.8 0.4 14.1 0.3 Intersection Summary HCM 7th Control Delay, s/veh 12.4 HCM 7th LOS B Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th TWSC 7: Ziegler Rd & Percheron Dr 2045 Background AM Peak Hour 8.1 2045 AM Synchro 12 Report Fehr & Peers Page 11 Intersection Int Delay, s/veh 145.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 0 35 88 0 33 14 1072 52 20 837 0 Future Vol, veh/h 5 0 35 88 0 33 14 1072 52 20 837 0 Conflicting Peds, #/hr 0 0 12 12 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 --100 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84 Heavy Vehicles, %3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 6 0 42 105 0 39 17 1276 62 24 996 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2354 2415 1008 2397 2385 1307 996 0 0 1338 0 0 Stage 1 1044 1044 -1340 1340 ------- Stage 2 1310 1371 -1056 1044 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 --4.13 -- Critical Hdwy Stg 1 6.13 5.53 -6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 -6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 --2.227 -- Pot Cap-1 Maneuver 25 32 290 ~ 23 34 194 690 --512 -- Stage 1 276 305 -187 220 ------- Stage 2 195 213 -271 305 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 18 30 288 ~ 18 32 194 690 --512 -- Mov Cap-2 Maneuver 18 30 -~ 18 32 ------- Stage 1 263 291 -183 215 ------- Stage 2 152 208 -219 291 ------- Approach EB WB NB SB HCM Control Delay, s/v68.58 $ 2564.05 0.13 0.29 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)690 --101 24 512 -- HCM Lane V/C Ratio 0.024 --0.469 5.983 0.046 -- HCM Control Delay (s/veh)10.3 --68.6$ 2564.1 12.4 -- HCM Lane LOS B --F F B -- HCM 95th %tile Q(veh)0.1 --2 18 0.1 -- Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th Roundabout 8: Ziegler Rd & Horsetooth Rd 2045 Background AM Peak Hour 8.1 2045 AM Synchro 12 Report Fehr & Peers Page 12 Intersection Intersection Delay, s/veh 132.7 Intersection LOS F Approach EB WB NB SB Entry Lanes 2 1 2 1 Conflicting Circle Lanes 2 2 2 2 Adj Approach Flow, veh/h 729 327 1784 1108 Demand Flow Rate, veh/h 751 337 1837 1141 Vehicles Circulating, veh/h 1060 1960 311 821 Vehicles Exiting, veh/h 902 188 1500 1476 Ped Vol Crossing Leg, #/h 1 0 3 2 Ped Cap Adj 1.000 1.000 0.997 1.000 Approach Delay, s/veh 32.4 181.9 60.7 300.2 Approach LOS D F F F Lane Left Right Left Left Right Left Designated Moves LT R LTR L TR LTR Assumed Moves LT R LTR L TR LTR RT Channelized Lane Util 0.329 0.671 1.000 0.336 0.664 1.000 Follow-Up Headway, s 2.667 2.535 2.535 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.328 4.645 4.328 4.328 A (Intercept)1350 1420 1420 1350 1420 1420 B (Slope)9.199e-4 8.501e-4 8.501e-4 9.199e-4 8.501e-4 8.501e-4 Entry Flow, veh/h 247 504 337 618 1219 1141 Cap Entry Lane, veh/h 509 577 268 1014 1090 707 Entry HV Adj Factor 0.970 0.970 0.970 0.971 0.971 0.971 Flow Entry, veh/h 240 489 327 600 1184 1108 Cap Entry, veh/h 494 560 260 982 1056 686 V/C Ratio 0.485 0.874 1.256 0.611 1.121 1.615 Control Delay, s/veh 16.4 40.2 181.9 12.3 85.3 300.2 LOS C E F B F F 95th %tile Queue, veh 3 10 16 4 31 60 Queues 9: Ziegler Rd & Harmony Rd 2045 Background AM Peak Hour 8.1 2045 AM Synchro 12 Report Fehr & Peers Page 13 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)129 1330 79 122 2290 1036 220 489 47 837 311 135 v/c Ratio 0.68 0.66 0.11 0.96 1.27 1.13 0.43 0.99 0.11 1.43 0.60 0.30 Control Delay (s/veh)65.5 28.9 0.3 91.7 148.6 79.5 46.3 86.4 0.5 236.3 48.3 1.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)65.5 28.9 0.3 91.7 148.6 79.5 46.3 86.4 0.5 236.3 48.3 1.7 Queue Length 50th (ft)89 275 0 85 ~744 ~568 73 183 0 ~412 110 0 Queue Length 95th (ft)#172 328 0 m#89 m#787 m#627 118 #294 0 #535 147 0 Internal Link Dist (ft)2556 5213 1229 5229 Turn Bay Length (ft)675 100 460 320 220 80 370 35 Base Capacity (vph)191 2014 722 127 1808 915 516 493 426 587 685 510 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.68 0.66 0.11 0.96 1.27 1.13 0.43 0.99 0.11 1.43 0.45 0.26 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. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 9: Ziegler Rd & Harmony Rd 2045 Background AM Peak Hour 8.1 2045 AM Synchro 12 Report Fehr & Peers Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)119 1224 73 112 2107 953 202 450 43 770 286 124 Future Volume (veh/h)119 1224 73 112 2107 953 202 450 43 770 286 124 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 129 1330 79 122 2290 0 220 489 47 837 311 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 193 2026 628 129 1819 612 497 218 592 428 Arrive On Green 0.11 0.40 0.40 0.07 0.36 0.00 0.18 0.14 0.14 0.17 0.12 0.00 Sat Flow, veh/h 1767 5066 1569 1767 5066 1572 3428 3526 1548 3428 3526 1572 Grp Volume(v), veh/h 129 1330 79 122 2290 0 220 489 47 837 311 0 Grp Sat Flow(s),veh/h/ln 1767 1689 1569 1767 1689 1572 1714 1763 1548 1714 1763 1572 Q Serve(g_s), s 7.7 23.5 3.5 7.6 39.5 0.0 6.2 15.2 2.1 19.0 9.4 0.0 Cycle Q Clear(g_c), s 7.7 23.5 3.5 7.6 39.5 0.0 6.2 15.2 2.1 19.0 9.4 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 193 2026 628 129 1819 612 497 218 592 428 V/C Ratio(X)0.67 0.66 0.13 0.95 1.26 0.36 0.98 0.22 1.41 0.73 Avail Cap(c_a), veh/h 193 2026 628 129 1819 612 497 218 592 689 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 0.21 0.21 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 47.1 26.8 20.8 50.8 35.3 0.0 39.7 47.1 21.7 45.5 46.6 0.0 Incr Delay (d2), s/veh 8.6 1.7 0.4 24.5 117.5 0.0 0.4 36.2 0.5 195.9 2.4 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 9.0 1.3 4.1 34.5 0.0 2.6 9.0 1.1 24.0 4.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 55.7 28.5 21.3 75.3 152.8 0.0 40.0 83.3 22.2 241.4 48.9 0.0 LnGrp LOS E C C E F D F C F D Approach Vol, veh/h 1538 2412 756 1148 Approach Delay, s/veh 30.4 148.8 66.9 189.3 Approach LOS C F E F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 26.1 19.9 14.0 50.0 24.0 22.0 18.0 46.0 Change Period (Y+Rc), s 7.5 7.5 7.0 7.0 6.0 7.5 7.0 7.5 Max Green Setting (Gmax), s 10.5 20.5 7.0 43.0 18.0 14.5 11.0 38.5 Max Q Clear Time (g_c+I1), s 8.2 11.4 9.6 25.5 21.0 17.2 9.7 41.5 Green Ext Time (p_c), s 0.2 0.7 0.0 5.6 0.0 0.0 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 115.1 HCM 7th LOS F Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Queues 10: Strauss Cabin Rd & Harmony Rd 2045 Background AM Peak Hour 8.1 2045 AM Synchro 12 Report Fehr & Peers Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)4 1945 31 52 3546 146 92 27 130 125 13 5 v/c Ratio 0.04 0.60 0.03 0.40 0.96 0.12 0.47 0.10 0.08 0.65 0.05 0.02 Control Delay (s/veh)42.8 13.3 0.6 58.3 23.8 2.4 50.8 40.2 0.1 60.0 39.1 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)42.8 13.3 0.6 58.3 23.8 2.4 50.8 40.2 0.1 60.0 39.1 0.0 Queue Length 50th (ft)3 286 0 35 681 6 60 17 0 84 8 0 Queue Length 95th (ft)m3 m310 m0 77 #1148 34 110 42 0 144 25 0 Internal Link Dist (ft)5213 963 557 510 Turn Bay Length (ft)250 430 345 180 270 180 150 55 Base Capacity (vph)175 3244 1017 133 3678 1174 238 318 1549 235 318 357 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.60 0.03 0.39 0.96 0.12 0.39 0.08 0.08 0.53 0.04 0.01 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 10: Strauss Cabin Rd & Harmony Rd 2045 Background AM Peak Hour 8.1 2045 AM Synchro 12 Report Fehr & Peers Page 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)4 1809 29 48 3298 136 86 25 121 116 12 5 Future Volume (veh/h)4 1809 29 48 3298 136 86 25 121 116 12 5 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 4 1945 0 52 3546 0 92 27 0 125 13 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 23 3329 82 3636 240 246 229 246 Arrive On Green 0.01 0.66 0.00 0.05 0.72 0.00 0.13 0.13 0.00 0.13 0.13 0.00 Sat Flow, veh/h 1767 5066 1572 1767 5066 1572 1384 1856 1572 1367 1856 1572 Grp Volume(v), veh/h 4 1945 0 52 3546 0 92 27 0 125 13 0 Grp Sat Flow(s),veh/h/ln 1767 1689 1572 1767 1689 1572 1384 1856 1572 1367 1856 1572 Q Serve(g_s), s 0.2 23.5 0.0 3.2 72.4 0.0 6.8 1.4 0.0 9.7 0.7 0.0 Cycle Q Clear(g_c), s 0.2 23.5 0.0 3.2 72.4 0.0 7.5 1.4 0.0 11.2 0.7 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 23 3329 82 3636 240 246 229 246 V/C Ratio(X)0.17 0.58 0.63 0.98 0.38 0.11 0.55 0.05 Avail Cap(c_a), veh/h 177 3329 129 3636 296 321 284 321 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)0.23 0.23 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 53.7 10.5 0.0 51.5 14.6 0.0 45.0 42.0 0.0 46.9 41.7 0.0 Incr Delay (d2), s/veh 0.8 0.2 0.0 7.7 10.2 0.0 1.0 0.2 0.0 2.0 0.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 6.9 0.0 1.5 21.7 0.0 2.4 0.7 0.0 3.4 0.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 54.5 10.7 0.0 59.2 24.8 0.0 46.0 42.2 0.0 48.9 41.8 0.0 LnGrp LOS D B E C D D D D Approach Vol, veh/h 1949 3598 119 138 Approach Delay, s/veh 10.8 25.3 45.1 48.3 Approach LOS B C D D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 20.6 11.1 78.3 20.6 4.5 85.0 Change Period (Y+Rc), s 7.0 7.0 7.0 7.0 4.0 7.0 Max Green Setting (Gmax), s 18.0 7.0 64.0 18.0 10.0 64.0 Max Q Clear Time (g_c+I1), s 9.5 5.2 0.0 13.2 2.2 0.0 Green Ext Time (p_c), s 0.2 0.0 0.0 0.1 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 21.4 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 11: Drake Rd & Des Moines Dr 2045 Background AM Peak Hour 8.1 2045 AM Synchro 12 Report Fehr & Peers Page 17 Intersection Int Delay, s/veh 1.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 45 44 25 1063 731 21 Future Vol, veh/h 45 44 25 1063 731 21 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 87 87 87 87 87 87 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 52 51 29 1222 840 24 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 2132 852 864 0 -0 Stage 1 852 ----- Stage 2 1279 ----- Critical Hdwy 6.43 6.23 4.13 --- Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.327 2.227 --- Pot Cap-1 Maneuver 54 358 774 --- Stage 1 416 ----- Stage 2 260 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 52 358 774 --- Mov Cap-2 Maneuver 166 ----- Stage 1 401 ----- Stage 2 260 ----- Approach EB NB SB HCM Control Delay, s/v33.41 0.23 0 HCM LOS D Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)774 -226 -- HCM Lane V/C Ratio 0.037 -0.452 -- HCM Control Delay (s/veh)9.8 -33.4 -- HCM Lane LOS A -D -- HCM 95th %tile Q(veh)0.1 -2.2 -- HCM 7th TWSC 101: Ziegler Rd & Access 1 2045 Background AM Peak Hour 8.1 2045 AM Synchro 12 Report Fehr & Peers Page 18 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 4 1134 8 0 958 Future Vol, veh/h 0 4 1134 8 0 958 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 5 1334 9 0 1127 Major/Minor Minor1 Major1 Major2 Conflicting Flow All -1339 0 0 -- Stage 1 ------ Stage 2 ------ Critical Hdwy -6.23 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.327 ---- Pot Cap-1 Maneuver 0 186 --0 - Stage 1 0 ---0 - Stage 2 0 ---0 - Platoon blocked, %--- Mov Cap-1 Maneuver -186 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s/v24.86 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h)--186 - HCM Lane V/C Ratio --0.025 - HCM Control Delay (s/veh)--24.9 - HCM Lane LOS --C - HCM 95th %tile Q(veh)--0.1 - HCM 7th TWSC 102: Horsetooth Rd & Access 2 2045 Background AM Peak Hour 8.1 2045 AM Synchro 12 Report Fehr & Peers Page 19 Intersection Int Delay, s/veh 0.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 159 255 0 0 12 Future Vol, veh/h 0 159 255 0 0 12 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -----0 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 187 300 0 0 14 Major/Minor Major1 Major2 Minor2 Conflicting Flow All -0 -0 -300 Stage 1 ------ Stage 2 ------ Critical Hdwy -----6.23 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.327 Pot Cap-1 Maneuver 0 ---0 737 Stage 1 0 ---0 - Stage 2 0 ---0 - Platoon blocked, %--- Mov Cap-1 Maneuver -----737 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB SB HCM Control Delay, s/v 0 0 9.98 HCM LOS A Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity (veh/h)---737 HCM Lane V/C Ratio ---0.019 HCM Control Delay (s/veh)---10 HCM Lane LOS ---A HCM 95th %tile Q(veh)---0.1 HCM 7th TWSC 103: Horsetooth Rd & Access 3 2045 Background AM Peak Hour 8.1 2045 AM Synchro 12 Report Fehr & Peers Page 20 Intersection Int Delay, s/veh 4.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 62 99 149 16 27 106 Future Vol, veh/h 62 99 149 16 27 106 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 73 116 175 19 32 125 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 194 0 -0 447 185 Stage 1 ----185 - Stage 2 ----262 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 1373 ---567 855 Stage 1 ----845 - Stage 2 ----779 - Platoon blocked, %--- Mov Cap-1 Maneuver 1373 ---535 855 Mov Cap-2 Maneuver ----535 - Stage 1 ----797 - Stage 2 ----779 - Approach EB WB SB HCM Control Delay, s/v 2.99 0 10.94 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)693 ---762 HCM Lane V/C Ratio 0.053 ---0.205 HCM Control Delay (s/veh)7.8 0 --10.9 HCM Lane LOS A A --B HCM 95th %tile Q(veh)0.2 ---0.8 Queues 1: Timberline Rd & Horsetooth Rd 2045 Background PM Peak Hour 8.2 2045 PM Synchro 12 Report Fehr & Peers Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)500 827 351 185 625 155 372 1148 146 241 1259 475 v/c Ratio 1.01 0.96 0.64 1.01 1.12 0.33 0.74 0.78 0.19 0.87 1.01 0.63 Control Delay (s/veh)90.8 64.2 19.3 100.5 119.1 1.9 54.7 31.7 1.2 53.9 65.3 22.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)90.8 64.2 19.3 100.5 119.1 1.9 54.7 31.7 1.2 53.9 65.3 22.1 Queue Length 50th (ft)~187 304 78 ~93 ~268 0 130 358 0 79 ~513 190 Queue Length 95th (ft)#297 #432 181 #222 #383 0 181 445 11 m#102 m#578 m220 Internal Link Dist (ft)1020 5215 2605 4216 Turn Bay Length (ft)275 165 270 165 335 110 230 280 Base Capacity (vph)494 860 551 184 557 467 525 1481 774 278 1252 753 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.01 0.96 0.64 1.01 1.12 0.33 0.71 0.78 0.19 0.87 1.01 0.63 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd 2045 Background PM Peak Hour 8.2 2045 PM Synchro 12 Report Fehr & Peers Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)460 761 323 170 575 143 342 1056 134 222 1158 437 Future Volume (veh/h)460 761 323 170 575 143 342 1056 134 222 1158 437 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 500 827 0 185 625 0 372 1148 146 241 1259 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 499 881 191 561 465 2019 887 280 1829 Arrive On Green 0.15 0.25 0.00 0.06 0.16 0.00 0.14 0.57 0.57 0.08 0.52 0.00 Sat Flow, veh/h 3428 3526 1572 1767 3526 1572 3428 3526 1548 3428 3526 1572 Grp Volume(v), veh/h 500 827 0 185 625 0 372 1148 146 241 1259 0 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1767 1763 1572 1714 1763 1548 1714 1763 1572 Q Serve(g_s), s 16.0 25.3 0.0 7.0 17.5 0.0 11.6 22.7 4.9 7.6 29.4 0.0 Cycle Q Clear(g_c), s 16.0 25.3 0.0 7.0 17.5 0.0 11.6 22.7 4.9 7.6 29.4 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 499 881 191 561 465 2019 887 280 1829 V/C Ratio(X)1.00 0.94 0.97 1.11 0.80 0.57 0.16 0.86 0.69 Avail Cap(c_a), veh/h 499 881 191 561 530 2019 887 280 1829 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 47.0 40.4 0.0 42.2 46.3 0.0 46.1 14.9 11.1 49.9 19.8 0.0 Incr Delay (d2), s/veh 41.0 17.3 0.0 55.6 73.4 0.0 7.6 1.2 0.4 22.5 2.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.5 12.7 0.0 4.6 13.2 0.0 5.3 8.6 1.7 4.1 11.7 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 88.0 57.7 0.0 97.7 119.6 0.0 53.6 16.1 11.5 72.4 22.0 0.0 LnGrp LOS F E F F D B B E C Approach Vol, veh/h 1327 810 1666 1500 Approach Delay, s/veh 69.1 114.6 24.0 30.1 Approach LOS E F C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 19.9 63.1 11.0 33.5 14.0 69.0 21.0 23.5 Change Period (Y+Rc), s 6.0 6.5 5.0 7.0 6.0 6.5 6.0 * 7 Max Green Setting (Gmax), s 16.0 37.5 6.0 26.0 8.0 45.5 15.0 * 17 Max Q Clear Time (g_c+I1), s 13.6 31.4 9.0 27.3 9.6 24.7 18.0 19.5 Green Ext Time (p_c), s 0.4 2.9 0.0 0.0 0.0 5.5 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 50.9 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd 2045 Background PM Peak Hour 8.2 2045 PM Synchro 12 Report Fehr & Peers Page 3 Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Queues 2: Timberline Rd & Drake Rd 2045 Background PM Peak Hour 8.2 2045 PM Synchro 12 Report Fehr & Peers Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)308 766 313 126 599 334 592 1419 59 607 1236 315 v/c Ratio 0.68 1.07 0.57 0.68 1.31 0.72 1.13 0.67 0.08 1.79 0.97 0.44 Control Delay (s/veh)53.6 96.1 10.7 49.1 192.5 17.4 111.5 20.7 0.1 395.3 54.0 8.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)53.6 96.1 10.7 49.1 192.5 17.4 111.5 20.7 0.1 395.3 54.0 8.0 Queue Length 50th (ft)107 ~315 14 64 ~297 21 ~243 300 0 ~331 446 29 Queue Length 95th (ft)154 #437 96 #121 #411 #120 m#328 m284 m0 #444 #598 98 Internal Link Dist (ft)1188 2577 979 912 Turn Bay Length (ft)160 200 150 170 340 100 295 300 Base Capacity (vph)479 716 545 185 458 464 525 2105 777 340 1274 718 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.64 1.07 0.57 0.68 1.31 0.72 1.13 0.67 0.08 1.79 0.97 0.44 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. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 2: Timberline Rd & Drake Rd 2045 Background PM Peak Hour 8.2 2045 PM Synchro 12 Report Fehr & Peers Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)293 728 297 120 569 317 562 1348 56 577 1174 299 Future Volume (veh/h)293 728 297 120 569 317 562 1348 56 577 1174 299 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 0.99 1.00 0.98 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 308 766 313 126 599 334 592 1419 59 607 1236 315 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 403 721 318 178 516 226 530 2118 651 343 1282 565 Arrive On Green 0.12 0.20 0.20 0.06 0.15 0.15 0.15 0.42 0.42 0.10 0.36 0.36 Sat Flow, veh/h 3428 3526 1554 1767 3526 1547 3428 5066 1557 3428 3526 1554 Grp Volume(v), veh/h 308 766 313 126 599 334 592 1419 59 607 1236 315 Grp Sat Flow(s),veh/h/ln 1714 1763 1554 1767 1763 1547 1714 1689 1557 1714 1763 1554 Q Serve(g_s), s 9.6 22.5 22.1 6.7 16.1 10.7 17.0 24.9 2.5 11.0 37.8 12.7 Cycle Q Clear(g_c), s 9.6 22.5 22.1 6.7 16.1 10.7 17.0 24.9 2.5 11.0 37.8 12.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 403 721 318 178 516 226 530 2118 651 343 1282 565 V/C Ratio(X)0.77 1.06 0.98 0.71 1.16 1.48 1.12 0.67 0.09 1.77 0.96 0.56 Avail Cap(c_a), veh/h 483 721 318 178 516 226 530 2118 651 343 1282 565 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.1 43.8 43.6 38.1 47.0 20.7 46.5 25.9 19.4 49.5 34.3 14.3 Incr Delay (d2), s/veh 6.0 51.3 46.2 12.2 92.6 236.9 75.4 1.7 0.3 358.4 17.9 3.9 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 4.3 14.6 12.3 3.4 13.5 18.6 12.6 9.8 0.9 21.6 18.3 4.8 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 53.0 95.0 89.7 50.3 139.5 257.6 121.9 27.6 19.6 407.9 52.2 18.2 LnGrp LOS D F F D F F F C B F D B Approach Vol, veh/h 1387 1059 2070 2158 Approach Delay, s/veh 84.5 166.2 54.3 147.3 Approach LOS F F D F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 23.0 46.0 12.0 29.0 17.0 52.0 18.4 22.6 Change Period (Y+Rc), s 7.0 7.0 6.0 7.5 7.0 7.0 6.5 7.5 Max Green Setting (Gmax), s 16.0 39.0 6.0 21.5 10.0 45.0 14.5 12.5 Max Q Clear Time (g_c+I1), s 19.0 39.8 8.7 24.5 13.0 26.9 11.6 18.1 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 6.2 0.3 0.0 Intersection Summary HCM 7th Control Delay, s/veh 108.4 HCM 7th LOS F Notes User approved pedestrian interval to be less than phase max green. HCM 7th TWSC 3: Rigden Pkwy & Drake Rd 2045 Background PM Peak Hour 8.2 2045 PM Synchro 12 Report Fehr & Peers Page 6 Intersection Int Delay, s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 987 96 36 1176 32 22 Future Vol, veh/h 987 96 36 1176 32 22 Conflicting Peds, #/hr 0 0 0 0 0 2 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -0 100 -140 0 Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 1061 103 39 1265 34 24 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1165 0 2403 1063 Stage 1 ----1061 - Stage 2 ----1342 - Critical Hdwy --4.13 -6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy --2.227 -3.527 3.327 Pot Cap-1 Maneuver --596 -36 270 Stage 1 ----331 - Stage 2 ----242 - Platoon blocked, %--- Mov Cap-1 Maneuver --596 -~ 34 269 Mov Cap-2 Maneuver ----138 - Stage 1 ----331 - Stage 2 ----227 - Approach EB WB NB HCM Control Delay, s/v 0 0.34 31.49 HCM LOS D Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h)138 269 --596 - HCM Lane V/C Ratio 0.25 0.088 --0.065 - HCM Control Delay (s/veh)39.6 19.6 --11.5 - HCM Lane LOS E C --B - HCM 95th %tile Q(veh)0.9 0.3 --0.2 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 4: Drake Rd & Miles House Ave 2045 Background PM Peak Hour 8.2 2045 PM Synchro 12 Report Fehr & Peers Page 7 Intersection Int Delay, s/veh 8.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 91 930 950 82 94 176 Future Vol, veh/h 91 930 950 82 94 176 Conflicting Peds, #/hr 3 0 0 3 0 2 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length 100 ---0 100 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 101 1033 1056 91 104 196 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1150 0 -0 2340 1106 Stage 1 ----1104 - Stage 2 ----1236 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 604 ---~ 40 255 Stage 1 ----316 - Stage 2 ----273 - Platoon blocked, %--- Mov Cap-1 Maneuver 603 ---~ 33 254 Mov Cap-2 Maneuver ----137 - Stage 1 ----262 - Stage 2 ----272 - Approach EB WB SB HCM Control Delay, s/v 1.09 0 65.86 HCM LOS F Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h)603 ---137 254 HCM Lane V/C Ratio 0.168 ---0.762 0.771 HCM Control Delay (s/veh)12.2 ---86.8 54.7 HCM Lane LOS B ---F F HCM 95th %tile Q(veh)0.6 ---4.5 5.7 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 5: Drake Rd & Environmental Dr 2045 Background PM Peak Hour 8.2 2045 PM Synchro 12 Report Fehr & Peers Page 8 Intersection Int Delay, s/veh 0.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 10 1004 1127 5 6 13 Future Vol, veh/h 10 1004 1127 5 6 13 Conflicting Peds, #/hr 2 0 0 2 0 1 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -Yield Storage Length 100 ---0 75 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 11 1057 1186 5 6 14 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1194 0 -0 2269 1192 Stage 1 ----1191 - Stage 2 ----1078 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 581 ---44 227 Stage 1 ----287 - Stage 2 ----325 - Platoon blocked, %--- Mov Cap-1 Maneuver 580 ---43 226 Mov Cap-2 Maneuver ----157 - Stage 1 ----281 - Stage 2 ----325 - Approach EB WB SB HCM Control Delay, s/v 0.11 0 24.11 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h)580 ---157 226 HCM Lane V/C Ratio 0.018 ---0.04 0.06 HCM Control Delay (s/veh)11.3 ---28.9 21.9 HCM Lane LOS B ---D C HCM 95th %tile Q(veh)0.1 ---0.1 0.2 Queues 6: Ziegler Rd/Drake Rd & William Neal Pkwy 2045 Background PM Peak Hour 8.2 2045 PM Synchro 12 Report Fehr & Peers Page 9 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph)15 51 71 37 50 1201 46 1035 v/c Ratio 0.06 0.13 0.30 0.10 0.17 0.82 0.25 0.70 Control Delay (s/veh)35.2 0.6 39.3 0.5 5.5 14.3 8.2 9.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)35.2 0.6 39.3 0.5 5.5 14.3 8.2 9.8 Queue Length 50th (ft)7 0 35 0 5 312 5 210 Queue Length 95th (ft)26 0 82 0 27 #1078 32 646 Internal Link Dist (ft)681 851 1251 1303 Turn Bay Length (ft)185 100 100 145 Base Capacity (vph)442 616 443 595 318 1582 200 1593 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.08 0.16 0.06 0.16 0.76 0.23 0.65 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 7th Signalized Intersection Summary 6: Ziegler Rd/Drake Rd & William Neal Pkwy 2045 Background PM Peak Hour 8.2 2045 PM Synchro 12 Report Fehr & Peers Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)14 0 48 67 0 35 47 1044 85 43 939 34 Future Volume (veh/h)14 0 48 67 0 35 47 1044 85 43 939 34 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)0.99 0.97 0.99 0.99 1.00 0.98 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 15 0 51 71 0 37 50 1111 90 46 999 36 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 276 0 237 262 0 242 320 1259 102 212 1324 48 Arrive On Green 0.16 0.00 0.16 0.16 0.00 0.16 0.74 0.74 0.74 0.74 0.74 0.74 Sat Flow, veh/h 1345 0 1518 1328 0 1552 541 1690 137 462 1778 64 Grp Volume(v), veh/h 15 0 51 71 0 37 50 0 1201 46 0 1035 Grp Sat Flow(s),veh/h/ln 1345 0 1518 1328 0 1552 541 0 1827 462 0 1842 Q Serve(g_s), s 0.7 0.0 2.2 3.8 0.0 1.6 4.5 0.0 37.5 6.3 0.0 25.0 Cycle Q Clear(g_c), s 2.3 0.0 2.2 6.0 0.0 1.6 29.6 0.0 37.5 43.8 0.0 25.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.07 1.00 0.03 Lane Grp Cap(c), veh/h 276 0 237 262 0 242 320 0 1361 212 0 1372 V/C Ratio(X)0.05 0.00 0.22 0.27 0.00 0.15 0.16 0.00 0.88 0.22 0.00 0.75 Avail Cap(c_a), veh/h 511 0 501 497 0 517 462 0 1840 333 0 1855 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 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 28.9 0.0 28.2 30.9 0.0 27.9 14.3 0.0 7.3 23.6 0.0 5.7 Incr Delay (d2), s/veh 0.1 0.0 0.5 0.6 0.0 0.3 0.2 0.0 4.2 0.5 0.0 1.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.0 0.8 1.2 0.0 0.6 0.5 0.0 8.2 0.7 0.0 4.9 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 29.0 0.0 28.7 31.4 0.0 28.2 14.5 0.0 11.5 24.1 0.0 6.9 LnGrp LOS C C C C B B C A Approach Vol, veh/h 66 108 1251 1081 Approach Delay, s/veh 28.8 30.3 11.6 7.6 Approach LOS C C B A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 60.9 15.6 60.9 15.6 Change Period (Y+Rc), s 4.9 4.7 4.9 * 4.7 Max Green Setting (Gmax), s 76.1 24.3 76.1 * 25 Max Q Clear Time (g_c+I1), s 45.8 4.3 39.5 8.0 Green Ext Time (p_c), s 10.2 0.3 14.7 0.3 Intersection Summary HCM 7th Control Delay, s/veh 11.1 HCM 7th LOS B Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th TWSC 7: Ziegler Rd & Percheron Dr 2045 Background PM Peak Hour 8.2 2045 PM Synchro 12 Report Fehr & Peers Page 11 Intersection Int Delay, s/veh 153.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 6 0 29 87 0 34 41 1161 111 42 1010 16 Future Vol, veh/h 6 0 29 87 0 34 41 1161 111 42 1010 16 Conflicting Peds, #/hr 0 0 2 2 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 --100 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 6 0 31 93 0 36 44 1235 118 45 1074 17 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2495 2613 1085 2547 2562 1294 1091 0 0 1353 0 0 Stage 1 1172 1172 -1381 1381 ------- Stage 2 1322 1440 -1166 1181 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 --4.13 -- Critical Hdwy Stg 1 6.13 5.53 -6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 -6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 --2.227 -- Pot Cap-1 Maneuver 20 24 262 ~ 18 26 198 636 --505 -- Stage 1 233 265 -177 210 ------- Stage 2 192 197 -235 263 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 14 21 262 ~ 13 22 198 636 --505 -- Mov Cap-2 Maneuver 14 21 -~ 13 22 ------- Stage 1 213 242 -165 196 ------- Stage 2 146 183 -189 239 ------- Approach EB WB NB SB HCM Control Delay, s/v123.3 $ 3165.35 0.35 0.5 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)636 --63 18 505 -- HCM Lane V/C Ratio 0.069 --0.589 7.105 0.088 -- HCM Control Delay (s/veh)11.1 --123.3$ 3165.4 12.8 -- HCM Lane LOS B --F F B -- HCM 95th %tile Q(veh)0.2 --2.5 16.7 0.3 -- Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th Roundabout 8: Ziegler Rd & Horsetooth Rd 2045 Background PM Peak Hour 8.2 2045 PM Synchro 12 Report Fehr & Peers Page 12 Intersection Intersection Delay, s/veh 146.3 Intersection LOS F Approach EB WB NB SB Entry Lanes 2 1 2 1 Conflicting Circle Lanes 2 2 2 2 Adj Approach Flow, veh/h 958 240 1597 1222 Demand Flow Rate, veh/h 986 247 1645 1258 Vehicles Circulating, veh/h 1124 1757 476 756 Vehicles Exiting, veh/h 890 364 1634 1248 Ped Vol Crossing Leg, #/h 0 23 2 9 Ped Cap Adj 1.000 1.000 0.999 0.999 Approach Delay, s/veh 84.0 46.2 57.7 330.7 Approach LOS F E F F Lane Left Right Left Left Right Left Designated Moves LT R LTR L TR LTR Assumed Moves LT R LTR L TR LTR RT Channelized Lane Util 0.362 0.638 1.000 0.367 0.633 1.000 Follow-Up Headway, s 2.667 2.535 2.535 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.328 4.645 4.328 4.328 A (Intercept)1350 1420 1420 1350 1420 1420 B (Slope)9.199e-4 8.501e-4 8.501e-4 9.199e-4 8.501e-4 8.501e-4 Entry Flow, veh/h 357 629 247 603 1042 1258 Cap Entry Lane, veh/h 480 546 319 871 948 747 Entry HV Adj Factor 0.971 0.971 0.972 0.970 0.971 0.972 Flow Entry, veh/h 347 611 240 585 1012 1222 Cap Entry, veh/h 466 531 310 844 919 725 V/C Ratio 0.744 1.152 0.775 0.693 1.101 1.687 Control Delay, s/veh 30.7 114.3 46.2 16.8 81.3 330.7 LOS D F E C F F 95th %tile Queue, veh 6 21 6 6 26 69 Queues 9: Ziegler Rd & Harmony Rd 2045 Background PM Peak Hour 8.2 2045 PM Synchro 12 Report Fehr & Peers Page 13 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)243 2231 178 149 1941 1117 256 467 113 990 641 169 v/c Ratio 1.27 1.11 0.25 1.17 1.07 1.26 0.72 0.95 0.27 1.69 0.94 0.33 Control Delay (s/veh)197.5 88.6 4.4 162.1 67.8 140.9 60.1 76.8 1.5 346.8 66.0 2.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)197.5 88.6 4.4 162.1 67.8 140.9 60.1 76.8 1.5 346.8 66.0 2.0 Queue Length 50th (ft)~217 ~660 2 ~125 ~561 ~749 91 174 0 ~528 236 0 Queue Length 95th (ft)#376 #755 45 m#167 #646 #1173 #142 #275 0 #655 #347 2 Internal Link Dist (ft)2571 5225 1229 5210 Turn Bay Length (ft)675 100 460 320 220 80 370 35 Base Capacity (vph)191 2014 722 127 1808 884 355 493 426 587 685 509 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.27 1.11 0.25 1.17 1.07 1.26 0.72 0.95 0.27 1.69 0.94 0.33 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 9: Ziegler Rd & Harmony Rd 2045 Background PM Peak Hour 8.2 2045 PM Synchro 12 Report Fehr & Peers Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)228 2097 167 140 1825 1050 241 439 106 931 603 159 Future Volume (veh/h)228 2097 167 140 1825 1050 241 439 106 931 603 159 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 0.99 1.00 1.00 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 243 2231 178 149 1941 0 256 467 113 990 641 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 193 2026 620 129 1819 358 497 218 592 689 Arrive On Green 0.11 0.40 0.40 0.07 0.36 0.00 0.10 0.14 0.14 0.17 0.20 0.00 Sat Flow, veh/h 1767 5066 1549 1767 5066 1572 3428 3526 1545 3428 3526 1572 Grp Volume(v), veh/h 243 2231 178 149 1941 0 256 467 113 990 641 0 Grp Sat Flow(s),veh/h/ln 1767 1689 1549 1767 1689 1572 1714 1763 1545 1714 1763 1572 Q Serve(g_s), s 12.0 44.0 8.6 8.0 39.5 0.0 7.9 14.4 5.4 19.0 19.7 0.0 Cycle Q Clear(g_c), s 12.0 44.0 8.6 8.0 39.5 0.0 7.9 14.4 5.4 19.0 19.7 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 193 2026 620 129 1819 358 497 218 592 689 V/C Ratio(X)1.26 1.10 0.29 1.16 1.07 0.71 0.94 0.52 1.67 0.93 Avail Cap(c_a), veh/h 193 2026 620 129 1819 358 497 218 592 689 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 0.42 0.42 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 49.0 33.0 22.4 51.0 35.3 0.0 47.7 46.8 22.7 45.5 43.5 0.0 Incr Delay (d2), s/veh 152.0 53.7 1.2 101.8 35.8 0.0 6.6 26.1 2.2 309.7 19.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 13.2 26.4 3.1 7.0 20.7 0.0 3.6 8.0 2.8 33.3 10.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 201.0 86.7 23.5 152.8 71.0 0.0 54.3 72.9 24.9 355.2 62.7 0.0 LnGrp LOS F F C F F D E C F E Approach Vol, veh/h 2652 2090 836 1631 Approach Delay, s/veh 92.9 76.8 60.7 240.3 Approach LOS F E E F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 18.0 28.0 14.0 50.0 24.0 22.0 18.0 46.0 Change Period (Y+Rc), s 7.5 7.5 7.0 7.0 6.0 7.5 7.0 7.5 Max Green Setting (Gmax), s 10.5 20.5 7.0 43.0 18.0 14.5 11.0 38.5 Max Q Clear Time (g_c+I1), s 9.9 21.7 10.0 46.0 21.0 16.4 14.0 41.5 Green Ext Time (p_c), s 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 117.9 HCM 7th LOS F Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Queues 10: Strauss Cabin Rd & Harmony Rd 2045 Background PM Peak Hour 8.2 2045 PM Synchro 12 Report Fehr & Peers Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)14 3257 65 129 2983 182 62 17 84 173 28 9 v/c Ratio 0.12 1.09 0.07 0.85 0.86 0.16 0.29 0.06 0.05 0.79 0.10 0.03 Control Delay (s/veh)35.6 71.3 3.2 94.6 18.1 3.7 43.8 38.8 0.1 69.7 39.4 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)35.6 71.3 3.2 94.6 18.1 3.7 43.8 38.8 0.1 69.7 39.4 0.1 Queue Length 50th (ft)8 ~935 1 ~94 465 13 38 10 0 117 17 0 Queue Length 95th (ft)m6 m485 m0 #218 #870 49 79 30 0 #218 43 0 Internal Link Dist (ft)5225 963 557 510 Turn Bay Length (ft)250 430 345 180 270 180 150 55 Base Capacity (vph)175 2975 971 151 3473 1115 234 318 1568 237 318 357 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 1.09 0.07 0.85 0.86 0.16 0.26 0.05 0.05 0.73 0.09 0.03 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 10: Strauss Cabin Rd & Harmony Rd 2045 Background PM Peak Hour 8.2 2045 PM Synchro 12 Report Fehr & Peers Page 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)13 3062 61 121 2804 171 58 16 79 163 26 8 Future Volume (veh/h)13 3062 61 121 2804 171 58 16 79 163 26 8 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 0.99 1.00 0.99 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 14 3257 0 129 2983 0 62 17 0 173 28 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 38 3062 129 3458 265 295 274 295 Arrive On Green 0.02 0.60 0.00 0.07 0.68 0.00 0.16 0.16 0.00 0.16 0.16 0.00 Sat Flow, veh/h 1767 5066 1572 1767 5066 1572 1364 1856 1572 1377 1856 1572 Grp Volume(v), veh/h 14 3257 0 129 2983 0 62 17 0 173 28 0 Grp Sat Flow(s),veh/h/ln 1767 1689 1572 1767 1689 1572 1364 1856 1572 1377 1856 1572 Q Serve(g_s), s 0.9 66.5 0.0 8.0 50.0 0.0 4.5 0.9 0.0 13.4 1.4 0.0 Cycle Q Clear(g_c), s 0.9 66.5 0.0 8.0 50.0 0.0 5.9 0.9 0.0 14.3 1.4 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 38 3062 129 3458 265 295 274 295 V/C Ratio(X)0.36 1.06 1.00 0.86 0.23 0.06 0.63 0.09 Avail Cap(c_a), veh/h 177 3062 129 3458 283 321 293 321 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)0.09 0.09 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 53.1 21.8 0.0 51.0 13.5 0.0 42.0 39.2 0.0 45.3 39.5 0.0 Incr Delay (d2), s/veh 0.5 29.5 0.0 80.4 3.1 0.0 0.4 0.1 0.0 3.9 0.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 29.3 0.0 6.2 14.8 0.0 1.5 0.4 0.0 4.8 0.7 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 53.6 51.3 0.0 131.4 16.6 0.0 42.4 39.3 0.0 49.2 39.6 0.0 LnGrp LOS D F F B D D D D Approach Vol, veh/h 3271 3112 79 201 Approach Delay, s/veh 51.3 21.3 41.8 47.9 Approach LOS D C D D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 23.5 14.0 72.5 23.5 5.4 81.1 Change Period (Y+Rc), s 7.0 7.0 7.0 7.0 4.0 7.0 Max Green Setting (Gmax), s 18.0 7.0 64.0 18.0 10.0 64.0 Max Q Clear Time (g_c+I1), s 7.9 10.0 0.0 16.3 2.9 0.0 Green Ext Time (p_c), s 0.1 0.0 0.0 0.1 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 37.1 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 11: Drake Rd & Des Moines Dr 2045 Background PM Peak Hour 8.2 2045 PM Synchro 12 Report Fehr & Peers Page 17 Intersection Int Delay, s/veh 0.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 17 26 56 995 992 30 Future Vol, veh/h 17 26 56 995 992 30 Conflicting Peds, #/hr 0 5 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 90 90 90 90 90 90 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 19 29 62 1106 1102 33 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 2349 1124 1136 0 -0 Stage 1 1119 ----- Stage 2 1230 ----- Critical Hdwy 6.43 6.23 4.13 --- Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.327 2.227 --- Pot Cap-1 Maneuver 39 249 612 --- Stage 1 311 ----- Stage 2 275 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 35 248 612 --- Mov Cap-2 Maneuver 143 ----- Stage 1 279 ----- Stage 2 275 ----- Approach EB NB SB HCM Control Delay, s/v29.89 0.62 0 HCM LOS D Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)612 -192 -- HCM Lane V/C Ratio 0.102 -0.249 -- HCM Control Delay (s/veh)11.6 -29.9 -- HCM Lane LOS B -D -- HCM 95th %tile Q(veh)0.3 -0.9 -- HCM 7th TWSC 101: Ziegler Rd & Access 1 2045 Background PM Peak Hour 8.2 2045 PM Synchro 12 Report Fehr & Peers Page 18 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 4 1169 22 0 1127 Future Vol, veh/h 0 4 1169 22 0 1127 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 5 1375 26 0 1326 Major/Minor Minor1 Major1 Major2 Conflicting Flow All -1388 0 0 -- Stage 1 ------ Stage 2 ------ Critical Hdwy -6.23 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.327 ---- Pot Cap-1 Maneuver 0 174 --0 - Stage 1 0 ---0 - Stage 2 0 ---0 - Platoon blocked, %--- Mov Cap-1 Maneuver -174 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s/v26.29 0 0 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h)--174 - HCM Lane V/C Ratio --0.027 - HCM Control Delay (s/veh)--26.3 - HCM Lane LOS --D - HCM 95th %tile Q(veh)--0.1 - HCM 7th TWSC 102: Horsetooth Rd & Access 2 2045 Background PM Peak Hour 8.2 2045 PM Synchro 12 Report Fehr & Peers Page 19 Intersection Int Delay, s/veh 0.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 303 225 2 0 11 Future Vol, veh/h 0 303 225 2 0 11 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -----0 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 0 356 265 2 0 13 Major/Minor Major1 Major2 Minor2 Conflicting Flow All -0 -0 -266 Stage 1 ------ Stage 2 ------ Critical Hdwy -----6.23 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.327 Pot Cap-1 Maneuver 0 ---0 770 Stage 1 0 ---0 - Stage 2 0 ---0 - Platoon blocked, %--- Mov Cap-1 Maneuver -----770 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB SB HCM Control Delay, s/v 0 0 9.75 HCM LOS A Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity (veh/h)---770 HCM Lane V/C Ratio ---0.017 HCM Control Delay (s/veh)---9.8 HCM Lane LOS ---A HCM 95th %tile Q(veh)---0.1 HCM 7th TWSC 103: Horsetooth Rd & Access 3 2045 Background PM Peak Hour 8.2 2045 PM Synchro 12 Report Fehr & Peers Page 20 Intersection Int Delay, s/veh 4.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 134 172 122 33 26 105 Future Vol, veh/h 134 172 122 33 26 105 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %3 3 3 3 3 3 Mvmt Flow 158 202 144 39 31 124 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 182 0 -0 681 163 Stage 1 ----163 - Stage 2 ----518 - Critical Hdwy 4.13 ---6.43 6.23 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.227 ---3.527 3.327 Pot Cap-1 Maneuver 1387 ---415 879 Stage 1 ----864 - Stage 2 ----596 - Platoon blocked, %--- Mov Cap-1 Maneuver 1387 ---362 879 Mov Cap-2 Maneuver ----362 - Stage 1 ----753 - Stage 2 ----596 - Approach EB WB SB HCM Control Delay, s/v 3.47 0 11.78 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)788 ---685 HCM Lane V/C Ratio 0.114 ---0.225 HCM Control Delay (s/veh)7.9 0 --11.8 HCM Lane LOS A A --B HCM 95th %tile Q(veh)0.4 ---0.9 HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd 09/26/2025 9.1 2045 AM Mitigations 2045 Background AM Peak Hour with Mitigations 11:51 am 07/28/2025 Synchro 12 Report Fehr & Peers Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 413 404 278 171 591 228 254 1156 60 121 958 319 Future Volume (veh/h) 413 404 278 171 591 228 254 1156 60 121 958 319 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 475 464 0 197 679 0 292 1329 69 139 1101 0 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 543 812 345 871 360 1618 710 196 1449 Arrive On Green 0.16 0.23 0.00 0.11 0.17 0.00 0.11 0.46 0.46 0.06 0.41 0.00 Sat Flow, veh/h 3428 3526 1572 1767 5066 1572 3428 3526 1547 3428 3526 1572 Grp Volume(v), veh/h 475 464 0 197 679 0 292 1329 69 139 1101 0 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1767 1689 1572 1714 1763 1547 1714 1763 1572 Q Serve(g_s), s 18.9 16.3 0.0 12.7 17.9 0.0 11.7 45.8 3.5 5.6 37.4 0.0 Cycle Q Clear(g_c), s 18.9 16.3 0.0 12.7 17.9 0.0 11.7 45.8 3.5 5.6 37.4 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 543 812 345 871 360 1618 710 196 1449 V/C Ratio(X) 0.87 0.57 0.57 0.78 0.81 0.82 0.10 0.71 0.76 Avail Cap(c_a), veh/h 563 944 345 1049 367 1618 710 196 1449 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 0.00 0.61 0.61 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 57.5 47.7 0.0 41.2 55.4 0.0 61.3 32.9 21.5 64.9 35.3 0.0 Incr Delay (d2), s/veh 14.0 0.6 0.0 1.4 2.0 0.0 12.7 4.8 0.3 11.3 3.8 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.2 7.2 0.0 5.6 7.7 0.0 5.6 20.0 1.3 2.7 16.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 71.5 48.4 0.0 42.6 57.4 0.0 73.9 37.7 21.7 76.1 39.1 0.0 LnGrp LOS E D D E E D C E D Approach Vol, veh/h 939 876 1690 1240 Approach Delay, s/veh 60.1 54.1 43.3 43.3 Approach LOS E D D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 19.7 63.0 19.0 38.3 13.0 69.7 27.2 30.1 Change Period (Y+Rc), s 6.0 6.5 5.0 7.0 6.0 6.5 6.0 * 7 Max Green Setting (Gmax), s 14.0 51.0 14.0 36.5 7.0 58.0 22.0 * 28 Max Q Clear Time (g_c+I1), s 13.7 39.4 14.7 18.3 7.6 47.8 20.9 19.9 Green Ext Time (p_c), s 0.0 3.7 0.0 1.6 0.0 4.5 0.2 1.8 Intersection Summary HCM 7th Control Delay, s/veh 48.6 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd 09/26/2025 9.1 2045 AM Mitigations 2045 Background AM Peak Hour with Mitigations 11:51 am 07/28/2025 Synchro 12 Report Fehr & Peers Page 2 Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th Signalized Intersection Summary 2: Timberline Rd & Drake Rd 09/26/2025 9.1 2045 AM Mitigations 2045 Background AM Peak Hour with Mitigations 11:51 am 07/28/2025 Synchro 12 Report Fehr & Peers Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 307 492 343 73 630 430 422 1362 40 322 1127 299 Future Volume (veh/h) 307 492 343 73 630 430 422 1362 40 322 1127 299 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 337 541 0 80 692 0 464 1497 44 354 1238 329 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 395 921 220 914 968 2365 733 436 1377 426 Arrive On Green 0.12 0.26 0.00 0.04 0.18 0.00 0.28 0.47 0.47 0.09 0.27 0.27 Sat Flow, veh/h 3428 3526 1572 1767 5066 1572 3428 5066 1569 4983 5066 1567 Grp Volume(v), veh/h 337 541 0 80 692 0 464 1497 44 354 1238 329 Grp Sat Flow(s),veh/h/ln1714 1763 1572 1767 1689 1572 1714 1689 1569 1661 1689 1567 Q Serve(g_s), s 15.4 21.4 0.0 5.9 20.7 0.0 18.0 35.8 2.5 11.2 37.7 25.9 Cycle Q Clear(g_c), s 15.4 21.4 0.0 5.9 20.7 0.0 18.0 35.8 2.5 11.2 37.7 25.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 395 921 220 914 968 2365 733 436 1377 426 V/C Ratio(X) 0.85 0.59 0.36 0.76 0.48 0.63 0.06 0.81 0.90 0.77 Avail Cap(c_a), veh/h 396 1366 220 1551 968 2365 733 436 1377 426 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 69.4 51.6 0.0 51.5 62.2 0.0 47.6 32.3 23.4 71.7 56.1 37.6 Incr Delay (d2), s/veh 16.2 0.6 0.0 1.0 1.3 0.0 0.4 1.3 0.2 11.1 9.6 12.7 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/ln7.6 9.5 0.0 2.7 9.0 0.0 7.7 14.7 1.0 5.1 17.0 11.4 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 85.7 52.2 0.0 52.5 63.6 0.0 48.0 33.6 23.6 82.8 65.7 50.3 LnGrp LOS F D D E D C C F E D Approach Vol, veh/h 878 772 2005 1921 Approach Delay, s/veh 65.0 62.4 36.7 66.2 Approach LOS E E D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s51.2 49.5 11.0 48.3 20.0 80.7 23.9 35.4 Change Period (Y+Rc), s 7.0 7.0 6.0 7.5 7.0 7.0 6.5 7.5 Max Green Setting (Gmax), s24.0 42.5 5.0 61.0 13.0 53.5 17.5 48.0 Max Q Clear Time (g_c+I1), s20.0 39.7 7.9 23.4 13.2 37.8 17.4 22.7 Green Ext Time (p_c), s 0.6 1.8 0.0 1.6 0.0 6.2 0.0 2.2 Intersection Summary HCM 7th Control Delay, s/veh 54.9 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 3: Rigden Pkwy & Drake Rd 09/26/2025 9.1 2045 AM Mitigations 2045 Background AM Peak Hour with Mitigations 11:51 am 07/28/2025 Synchro 12 Report Fehr & Peers Page 4 Intersection Int Delay, s/veh 2.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 708 29 47 1030 58 53 Future Vol, veh/h 708 29 47 1030 58 53 Conflicting Peds, #/hr 0 0 0 0 3 6 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 0 100 - 140 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles, % 3 3 3 3 3 3 Mvmt Flow 863 35 57 1256 71 65 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 899 0 2237 438 Stage 1 - - - - 863 - Stage 2 - - - - 1374 - Critical Hdwy - - 4.145 - 6.645 6.945 Critical Hdwy Stg 1 - - - - 5.845 - Critical Hdwy Stg 2 - - - - 5.445 - Follow-up Hdwy - -2.2285 -3.52853.3285 Pot Cap-1 Maneuver - - 748 - ~ 41 565 Stage 1 - - - - 372 - Stage 2 - - - - 232 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 748 - ~ 37 562 Mov Cap-2 Maneuver - - - - 140 - Stage 1 - - - - 372 - Stage 2 - - - - 214 - Approach EB WB NB HCM Ctrl Dly, s/v 0 0.45 34.39 HCM LOS D Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 140 562 - - 748 - HCM Lane V/C Ratio 0.506 0.115 - - 0.077 - HCM Ctrl Dly (s/v) 54.6 12.2 - - 10.2 - HCM Lane LOS F B - - B - HCM 95th %tile Q(veh) 2.4 0.4 - - 0.2 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 4: Drake Rd & Miles House Ave 09/26/2025 9.1 2045 AM Mitigations 2045 Background AM Peak Hour with Mitigations 11:51 am 07/28/2025 Synchro 12 Report Fehr & Peers Page 5 Intersection Int Delay, s/veh 13.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 189 670 900 201 89 151 Future Vol, veh/h 189 670 900 201 89 151 Conflicting Peds, #/hr 4 0 0 4 0 3 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 100 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, % 3 3 3 3 3 3 Mvmt Flow 225 798 1071 239 106 180 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1315 0 - 0 2443 1198 Stage 1 - - - - 1195 - Stage 2 - - - - 1248 - Critical Hdwy 4.13 - - - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.227 - - - 3.527 3.327 Pot Cap-1 Maneuver 523 - - - ~ 34 225 Stage 1 - - - - 286 - Stage 2 - - - - 269 - Platoon blocked, % - - - Mov Cap-1 Maneuver 521 - - - ~ 19 224 Mov Cap-2 Maneuver - - - - ~ 100 - Stage 1 - - - - 162 - Stage 2 - - - - 268 - Approach EB WB SB HCM Ctrl Dly, s/v 3.75 0 109.38 HCM LOS F Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 521 - - - 100 224 HCM Lane V/C Ratio 0.432 - - - 1.056 0.803 HCM Ctrl Dly (s/v) 17.1 - - - 184.6 65 HCM Lane LOS C - - - F F HCM 95th %tile Q(veh) 2.2 - - - 6.7 5.9 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 5: Drake Rd & Environmental Dr 09/26/2025 9.1 2045 AM Mitigations 2045 Background AM Peak Hour with Mitigations 11:51 am 07/28/2025 Synchro 12 Report Fehr & Peers Page 6 Intersection Int Delay, s/veh 0.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 20 658 1013 13 4 8 Future Vol, veh/h 20 658 1013 13 4 8 Conflicting Peds, #/hr 2 0 0 2 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - Yield Storage Length 100 - - - 0 75 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 81 81 81 81 81 81 Heavy Vehicles, % 3 3 3 3 3 3 Mvmt Flow 25 812 1251 16 5 10 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1269 0 - 0 2122 1261 Stage 1 - - - - 1261 - Stage 2 - - - - 862 - Critical Hdwy 4.13 - - - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.227 - - - 3.527 3.327 Pot Cap-1 Maneuver 544 - - - 55 207 Stage 1 - - - - 265 - Stage 2 - - - - 412 - Platoon blocked, % - - - Mov Cap-1 Maneuver 543 - - - 52 206 Mov Cap-2 Maneuver - - - - 165 - Stage 1 - - - - 253 - Stage 2 - - - - 411 - Approach EB WB SB HCM Ctrl Dly, s/v 0.35 0 24.7 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 543 - - - 165 206 HCM Lane V/C Ratio 0.045 - - - 0.03 0.048 HCM Ctrl Dly (s/v) 11.9 - - - 27.5 23.3 HCM Lane LOS B - - - D C HCM 95th %tile Q(veh) 0.1 - - - 0.1 0.1 HCM 7th Signalized Intersection Summary 6: Ziegler Rd/Drake Rd & William Neal Pkwy 09/26/2025 9.1 2045 AM Mitigations 2045 Background AM Peak Hour with Mitigations 11:51 am 07/28/2025 Synchro 12 Report Fehr & Peers Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 22 0 59 66 0 33 30 1042 41 20 733 10 Future Volume (veh/h) 22 0 59 66 0 33 30 1042 41 20 733 10 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT) 0.98 0.98 0.98 0.95 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 25 0 67 75 0 38 34 1184 47 23 833 11 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 281 0 254 255 0 248 427 1310 52 186 1351 18 Arrive On Green 0.17 0.00 0.17 0.17 0.00 0.17 0.74 0.74 0.74 0.74 0.74 0.74 Sat Flow, veh/h 1330 0 1534 1298 0 1500 647 1771 70 449 1827 24 Grp Volume(v), veh/h 25 0 67 75 0 38 34 0 1231 23 0 844 Grp Sat Flow(s),veh/h/ln 1330 0 1534 1298 0 1500 647 0 1841 449 0 1851 Q Serve(g_s), s 1.3 0.0 3.0 4.3 0.0 1.7 2.1 0.0 42.1 3.4 0.0 17.5 Cycle Q Clear(g_c), s 3.0 0.0 3.0 7.3 0.0 1.7 19.6 0.0 42.1 45.5 0.0 17.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.04 1.00 0.01 Lane Grp Cap(c), veh/h 281 0 254 255 0 248 427 0 1362 186 0 1369 V/C Ratio(X) 0.09 0.00 0.26 0.29 0.00 0.15 0.08 0.00 0.90 0.12 0.00 0.62 Avail Cap(c_a), veh/h 482 0 485 454 0 478 572 0 1774 287 0 1784 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 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 29.9 0.0 29.1 32.3 0.0 28.6 9.7 0.0 8.2 26.0 0.0 5.0 Incr Delay (d2), s/veh 0.1 0.0 0.5 0.6 0.0 0.3 0.1 0.0 5.7 0.3 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 0.4 0.0 1.2 1.4 0.0 0.6 0.3 0.0 10.5 0.4 0.0 3.6 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 30.0 0.0 29.7 33.0 0.0 28.9 9.8 0.0 13.9 26.3 0.0 5.4 LnGrp LOS C C C C A B C A Approach Vol, veh/h 92 113 1265 867 Approach Delay, s/veh 29.8 31.6 13.8 6.0 Approach LOS C C B A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 63.1 16.9 63.1 16.9 Change Period (Y+Rc), s 4.9 4.7 4.9 * 4.7 Max Green Setting (Gmax), s 76.1 24.3 76.1 * 25 Max Q Clear Time (g_c+I1), s 47.5 5.0 44.1 9.3 Green Ext Time (p_c), s 6.8 0.4 14.1 0.3 Intersection Summary HCM 7th Control Delay, s/veh 12.4 HCM 7th LOS B Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th TWSC 7: Ziegler Rd & Percheron Dr 09/26/2025 9.1 2045 AM Mitigations 2045 Background AM Peak Hour with Mitigations 11:51 am 07/28/2025 Synchro 12 Report Fehr & Peers Page 8 Intersection Int Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 0 35 88 0 33 14 1072 52 20 837 0 Future Vol, veh/h 5 0 35 88 0 33 14 1072 52 20 837 0 Conflicting Peds, #/hr 0 0 12 12 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 - - - - - 100 - - 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 6 0 42 105 0 39 17 1276 62 24 996 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2354 2415 1008 2397 2385 1307 996 0 0 1338 0 0 Stage 1 1044 1044 - 1340 1340 - - - - - - - Stage 2 1310 1371 - 1056 1044 - - - - - - - Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 - - - - - - - Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 25 32 290 ~ 23 34 194 690 - - 512 - - Stage 1 276 305 - 187 220 - - - - - - - Stage 2 195 213 - 271 305 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 18 30 288 ~ 18 32 194 690 - - 512 - - Mov Cap-2 Maneuver 18 30 - ~ 18 32 - - - - - - - Stage 1 263 291 - 183 215 - - - - - - - Stage 2 152 208 - 219 291 - - - - - - - Approach EB WB NB SB HCM Ctrl Dly, s/v 51.78 28.19 0.13 0.29 HCM LOS F D Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 690 - - 18 288 194 512 - - HCM Lane V/C Ratio 0.024 - - 0.325 0.145 0.202 0.046 - - HCM Ctrl Dly (s/v) 10.3 - - 276.8 19.6 28.2 12.4 - - HCM Lane LOS B - - F C D B - - HCM 95th %tile Q(veh) 0.1 - - 0.9 0.5 0.7 0.1 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th Signalized Intersection Summary 8: Ziegler Rd & Horsetooth Rd 09/26/2025 9.1 2045 AM Mitigations 2045 Background AM Peak Hour with Mitigations 11:51 am 07/28/2025 Synchro 12 Report Fehr & Peers Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 139 70 425 51 120 113 522 994 36 54 790 120 Future Volume (veh/h) 139 70 425 51 120 113 522 994 36 54 790 120 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 0.99 0.99 1.00 0.99 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 160 80 0 59 138 130 600 1143 41 62 908 138 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 275 483 282 265 229 717 1852 66 319 1152 175 Arrive On Green 0.06 0.26 0.00 0.15 0.15 0.15 0.21 0.53 0.53 0.05 0.38 0.38 Sat Flow, veh/h 1767 1856 1572 1301 1784 1545 3428 3470 124 1767 3058 465 Grp Volume(v), veh/h 160 80 0 59 136 132 600 581 603 62 523 523 Grp Sat Flow(s),veh/h/ln 1767 1856 1572 1301 1763 1566 1714 1763 1831 1767 1763 1759 Q Serve(g_s), s 5.0 2.7 0.0 3.3 5.8 6.4 13.6 18.6 18.6 1.7 21.4 21.4 Cycle Q Clear(g_c), s 5.0 2.7 0.0 3.3 5.8 6.4 13.6 18.6 18.6 1.7 21.4 21.4 Prop In Lane 1.00 1.00 1.00 0.99 1.00 0.07 1.00 0.26 Lane Grp Cap(c), veh/h 275 483 282 262 233 717 941 977 319 664 663 V/C Ratio(X) 0.58 0.17 0.21 0.52 0.57 0.84 0.62 0.62 0.19 0.79 0.79 Avail Cap(c_a), veh/h 275 824 521 586 521 755 1224 1271 340 944 942 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.2 23.2 0.0 30.9 31.9 32.2 30.8 13.2 13.2 14.1 22.5 22.5 Incr Delay (d2), s/veh 3.1 0.2 0.0 0.4 1.6 2.2 7.9 0.7 0.6 0.3 3.0 3.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 1.1 0.0 1.0 2.5 2.5 6.1 6.4 6.6 0.6 8.4 8.4 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 31.3 23.4 0.0 31.2 33.5 34.3 38.7 13.8 13.8 14.4 25.4 25.4 LnGrp LOS C C C C C D B B B C C Approach Vol, veh/h 240 327 1784 1108 Approach Delay, s/veh 28.6 33.4 22.2 24.8 Approach LOS C C C C Timer - Assigned Phs 1 2 4 5 6 7 8 Phs Duration (G+Y+Rc), s 21.1 34.9 25.3 8.3 47.7 9.1 16.2 Change Period (Y+Rc), s 5.1 5.3 5.1 5.3 * 5.3 5.1 5.1 Max Green Setting (Gmax), s 16.9 42.5 35.1 4.0 * 55 4.0 26.0 Max Q Clear Time (g_c+I1), s 15.6 23.4 4.7 3.7 20.6 7.0 8.4 Green Ext Time (p_c), s 0.3 6.2 0.4 0.0 9.1 0.0 1.6 Intersection Summary HCM 7th Control Delay, s/veh 24.5 HCM 7th LOS C Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th Signalized Intersection Summary 9: Ziegler Rd & Harmony Rd 09/26/2025 9.1 2045 AM Mitigations 2045 Background AM Peak Hour with Mitigations 11:51 am 07/28/2025 Synchro 12 Report Fehr & Peers Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 119 1224 73 112 2107 953 202 450 43 770 286 124 Future Volume (veh/h) 119 1224 73 112 2107 953 202 450 43 770 286 124 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 129 1330 79 122 2290 0 220 489 47 837 311 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 320 2417 749 184 3264 676 586 257 779 409 Arrive On Green 0.09 0.48 0.48 0.05 0.43 0.00 0.20 0.17 0.17 0.16 0.12 0.00 Sat Flow, veh/h 3428 5066 1570 3428 7515 1572 3428 3526 1549 4983 3526 1572 Grp Volume(v), veh/h 129 1330 79 122 2290 0 220 489 47 837 311 0 Grp Sat Flow(s),veh/h/ln1714 1689 1570 1714 1503 1572 1714 1763 1549 1661 1763 1572 Q Serve(g_s), s 5.7 29.8 4.4 5.6 39.7 0.0 8.8 21.5 3.3 25.0 13.7 0.0 Cycle Q Clear(g_c), s 5.7 29.8 4.4 5.6 39.7 0.0 8.8 21.5 3.3 25.0 13.7 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 320 2417 749 184 3264 676 586 257 779 409 V/C Ratio(X) 0.40 0.55 0.11 0.66 0.70 0.33 0.84 0.18 1.07 0.76 Avail Cap(c_a), veh/h 320 2417 749 214 3264 676 804 353 779 941 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 0.22 0.22 0.00 1.00 1.00 1.00 0.55 0.55 0.00 Uniform Delay (d), s/veh 68.3 29.7 23.0 74.3 36.8 0.0 55.1 64.6 34.9 67.5 68.6 0.0 Incr Delay (d2), s/veh 0.8 0.9 0.3 1.4 0.3 0.0 0.3 5.6 0.3 46.8 1.6 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.5 11.9 1.7 2.4 14.0 0.0 3.8 10.0 1.6 13.9 6.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 69.2 30.6 23.3 75.6 37.1 0.0 55.4 70.2 35.2 114.3 70.2 0.0 LnGrp LOS E C C E D E E D F E Approach Vol, veh/h 1538 2412 756 1148 Approach Delay, s/veh 33.4 39.0 63.7 102.4 Approach LOS C D E F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s38.0 25.0 14.6 82.3 30.0 33.1 20.9 76.0 Change Period (Y+Rc), s 7.5 7.5 7.0 7.0 6.0 7.5 7.0 7.5 Max Green Setting (Gmax), s16.3 41.7 9.0 64.0 24.0 35.5 4.0 68.5 Max Q Clear Time (g_c+I1), s10.8 15.7 7.6 31.8 27.0 23.5 7.7 41.7 Green Ext Time (p_c), s 0.4 1.1 0.0 6.5 0.0 1.6 0.0 13.0 Intersection Summary HCM 7th Control Delay, s/veh 53.2 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th Signalized Intersection Summary 10: Strauss Cabin Rd & Harmony Rd 09/26/2025 9.1 2045 AM Mitigations 2045 Background AM Peak Hour with Mitigations 11:51 am 07/28/2025 Synchro 12 Report Fehr & Peers Page 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 4 1809 29 48 3298 136 86 25 121 116 12 5 Future Volume (veh/h) 4 1809 29 48 3298 136 86 25 121 116 12 5 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 4 1945 0 52 3546 0 92 27 0 125 13 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 21 3492 227 3720 239 257 227 257 Arrive On Green 0.01 0.69 0.00 0.03 0.73 0.00 0.14 0.14 0.00 0.14 0.14 0.00 Sat Flow, veh/h 1767 5066 1572 1767 5066 1572 1384 1856 1572 1367 1856 1572 Grp Volume(v), veh/h 4 1945 0 52 3546 0 92 27 0 125 13 0 Grp Sat Flow(s),veh/h/ln1767 1689 1572 1767 1689 1572 1384 1856 1572 1367 1856 1572 Q Serve(g_s), s 0.3 25.2 0.0 1.0 80.6 0.0 8.0 1.7 0.0 11.4 0.8 0.0 Cycle Q Clear(g_c), s 0.3 25.2 0.0 1.0 80.6 0.0 8.8 1.7 0.0 13.1 0.8 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 21 3492 227 3720 239 257 227 257 V/C Ratio(X) 0.19 0.56 0.23 0.95 0.39 0.11 0.55 0.05 Avail Cap(c_a), veh/h 68 3492 249 3720 457 550 443 550 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) 0.56 0.56 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 63.6 10.2 0.0 8.3 15.3 0.0 52.4 49.0 0.0 54.7 48.6 0.0 Incr Delay (d2), s/veh 2.4 0.4 0.0 0.5 7.3 0.0 1.0 0.2 0.0 2.1 0.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.1 7.7 0.0 0.3 24.6 0.0 2.8 0.8 0.0 4.0 0.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 66.1 10.5 0.0 8.8 22.6 0.0 53.4 49.1 0.0 56.8 48.7 0.0 LnGrp LOS E B A C D D E D Approach Vol, veh/h 1949 3598 119 138 Approach Delay, s/veh 10.7 22.4 52.5 56.0 Approach LOS B C D E Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 24.0 10.4 95.6 24.0 4.5 101.5 Change Period (Y+Rc), s 7.0 7.0 7.0 7.0 4.0 7.0 Max Green Setting (Gmax), s 37.5 5.0 66.5 37.5 4.0 70.5 Max Q Clear Time (g_c+I1), s 10.8 3.0 0.0 15.1 2.3 0.0 Green Ext Time (p_c), s 0.3 0.0 0.0 0.4 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 19.9 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 11: Drake Rd & Des Moines Dr 09/26/2025 9.1 2045 AM Mitigations 2045 Background AM Peak Hour with Mitigations 11:51 am 07/28/2025 Synchro 12 Report Fehr & Peers Page 12 Intersection Int Delay, s/veh 1.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 45 44 25 1063 731 21 Future Vol, veh/h 45 44 25 1063 731 21 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 87 87 87 87 87 87 Heavy Vehicles, % 3 3 3 3 3 3 Mvmt Flow 52 51 29 1222 840 24 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 2132 852 864 0 - 0 Stage 1 852 - - - - - Stage 2 1279 - - - - - Critical Hdwy 6.43 6.23 4.13 - - - Critical Hdwy Stg 1 5.43 - - - - - Critical Hdwy Stg 2 5.43 - - - - - Follow-up Hdwy 3.527 3.327 2.227 - - - Pot Cap-1 Maneuver 54 358 774 - - - Stage 1 416 - - - - - Stage 2 260 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 52 358 774 - - - Mov Cap-2 Maneuver 166 - - - - - Stage 1 401 - - - - - Stage 2 260 - - - - - Approach EB NB SB HCM Ctrl Dly, s/v 33.41 0.23 0 HCM LOS D Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 774 - 226 - - HCM Lane V/C Ratio 0.037 - 0.452 - - HCM Ctrl Dly (s/v) 9.8 - 33.4 - - HCM Lane LOS A - D - - HCM 95th %tile Q(veh) 0.1 - 2.2 - - HCM 7th TWSC 101: Ziegler Rd & Access 1 09/26/2025 9.1 2045 AM Mitigations 2045 Background AM Peak Hour with Mitigations 11:51 am 07/28/2025 Synchro 12 Report Fehr & Peers Page 13 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 4 1134 8 0 958 Future Vol, veh/h 0 4 1134 8 0 958 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 - 0 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 3 3 3 3 3 3 Mvmt Flow 0 5 1334 9 0 1127 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 1334 0 0 - - Stage 1 -- - - - - Stage 2 -- - - - - Critical Hdwy - 6.23 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.327 - - - - Pot Cap-1 Maneuver 0 187 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 187 - - - - Mov Cap-2 Maneuver -- - - - - Stage 1 -- - - - - Stage 2 -- - - - - Approach WB NB SB HCM Ctrl Dly, s/v 24.73 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - - 187 - HCM Lane V/C Ratio - - 0.025 - HCM Ctrl Dly (s/v) - - 24.7 - HCM Lane LOS - - C - HCM 95th %tile Q(veh) - - 0.1 - HCM 7th TWSC 102: Horsetooth Rd & Access 2 09/26/2025 9.1 2045 AM Mitigations 2045 Background AM Peak Hour with Mitigations 11:51 am 07/28/2025 Synchro 12 Report Fehr & Peers Page 14 Intersection Int Delay, s/veh 0.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 159 255 0 0 12 Future Vol, veh/h 0 159 255 0 0 12 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length -- - - - 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 3 3 3 3 3 3 Mvmt Flow 0 187 300 0 0 14 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 - 300 Stage 1 -- - - - - Stage 2 -- - - - - Critical Hdwy - - - - - 6.23 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.327 Pot Cap-1 Maneuver 0 - - - 0 737 Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -- - - - 737 Mov Cap-2 Maneuver -- - - - - Stage 1 -- - - - - Stage 2 -- - - - - Approach EB WB SB HCM Ctrl Dly, s/v 0 0 9.98 HCM LOS A Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity (veh/h) - - - 737 HCM Lane V/C Ratio - - - 0.019 HCM Ctrl Dly (s/v) - - - 10 HCM Lane LOS - - - A HCM 95th %tile Q(veh) - - - 0.1 HCM 7th TWSC 103: Horsetooth Rd & Access 3 09/26/2025 9.1 2045 AM Mitigations 2045 Background AM Peak Hour with Mitigations 11:51 am 07/28/2025 Synchro 12 Report Fehr & Peers Page 15 Intersection Int Delay, s/veh 4.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 62 99 149 16 27 106 Future Vol, veh/h 62 99 149 16 27 106 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 3 3 3 3 3 3 Mvmt Flow 73 116 175 19 32 125 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 194 0 - 0 447 185 Stage 1 - - - - 185 - Stage 2 - - - - 262 - Critical Hdwy 4.13 - - - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.227 - - - 3.527 3.327 Pot Cap-1 Maneuver 1373 - - - 567 855 Stage 1 - - - - 845 - Stage 2 - - - - 779 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1373 - - - 535 855 Mov Cap-2 Maneuver - - - - 535 - Stage 1 - - - - 797 - Stage 2 - - - - 779 - Approach EB WB SB HCM Ctrl Dly, s/v 2.99 0 10.94 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 693 - - - 762 HCM Lane V/C Ratio 0.053 - - - 0.205 HCM Ctrl Dly (s/v) 7.8 0 - - 10.9 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0.2 - - - 0.8 HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd 09/26/2025 9.2 2045 PM Mitigations 2045 Background PM Peak Hour with Mitigations 3:00 pm 07/28/2025 Synchro 12 Report Fehr & Peers Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 460 761 323 170 575 143 342 1056 134 222 1158 437 Future Volume (veh/h) 460 761 323 170 575 143 342 1056 134 222 1158 437 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 500 827 0 185 625 0 372 1148 146 241 1259 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 568 917 257 969 438 1403 615 314 1275 Arrive On Green 0.17 0.26 0.00 0.10 0.19 0.00 0.13 0.40 0.40 0.09 0.36 0.00 Sat Flow, veh/h 3428 3526 1572 1767 5066 1572 3428 3526 1546 3428 3526 1572 Grp Volume(v), veh/h 500 827 0 185 625 0 372 1148 146 241 1259 0 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1767 1689 1572 1714 1763 1546 1714 1763 1572 Q Serve(g_s), s 19.9 31.7 0.0 11.5 15.9 0.0 14.9 40.7 8.8 9.6 49.6 0.0 Cycle Q Clear(g_c), s 19.9 31.7 0.0 11.5 15.9 0.0 14.9 40.7 8.8 9.6 49.6 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 568 917 257 969 438 1403 615 314 1275 V/C Ratio(X) 0.88 0.90 0.72 0.64 0.85 0.82 0.24 0.77 0.99 Avail Cap(c_a), veh/h 588 1007 263 1104 441 1403 615 367 1275 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 0.00 0.27 0.27 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 57.0 50.1 0.0 41.1 52.2 0.0 59.7 37.6 28.0 62.1 44.4 0.0 Incr Delay (d2), s/veh 14.1 10.5 0.0 2.5 0.3 0.0 14.4 5.4 0.9 8.1 22.4 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.6 15.1 0.0 5.2 6.7 0.0 7.3 18.1 3.4 4.5 25.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 71.2 60.5 0.0 43.7 52.5 0.0 74.2 43.1 28.9 70.3 66.7 0.0 LnGrp LOS E E D D E D C E E Approach Vol, veh/h 1327 810 1666 1500 Approach Delay, s/veh 64.5 50.5 48.8 67.3 Approach LOS E D D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 22.9 56.1 18.6 42.4 17.8 61.2 28.2 32.8 Change Period (Y+Rc), s 6.0 6.5 5.0 7.0 6.0 6.5 6.0 * 7 Max Green Setting (Gmax), s 17.0 45.5 14.0 39.0 14.0 48.5 23.0 * 30 Max Q Clear Time (g_c+I1), s 16.9 51.6 13.5 33.7 11.6 42.7 21.9 17.9 Green Ext Time (p_c), s 0.0 0.0 0.0 1.7 0.2 2.8 0.3 2.0 Intersection Summary HCM 7th Control Delay, s/veh 58.2 HCM 7th LOS E Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd 09/26/2025 9.2 2045 PM Mitigations 2045 Background PM Peak Hour with Mitigations 3:00 pm 07/28/2025 Synchro 12 Report Fehr & Peers Page 2 Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th Signalized Intersection Summary 2: Timberline Rd & Drake Rd 09/26/2025 9.2 2045 PM Mitigations 2045 Background PM Peak Hour with Mitigations 3:00 pm 07/28/2025 Synchro 12 Report Fehr & Peers Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 293 728 297 120 569 317 562 1348 56 577 1174 299 Future Volume (veh/h) 293 728 297 120 569 317 562 1348 56 577 1174 299 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 308 766 0 126 599 0 592 1419 59 607 1236 315 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 492 892 187 1408 832 2016 619 697 1494 457 Arrive On Green 0.03 0.25 0.00 0.06 0.28 0.00 0.24 0.40 0.40 0.14 0.30 0.30 Sat Flow, veh/h 3428 3526 1572 1767 5066 1572 3428 5066 1556 4983 5066 1550 Grp Volume(v), veh/h 308 766 0 126 599 0 592 1419 59 607 1236 315 Grp Sat Flow(s),veh/h/ln1714 1763 1572 1767 1689 1572 1714 1689 1556 1661 1689 1550 Q Serve(g_s), s 5.5 33.2 0.0 8.3 15.5 0.0 25.3 37.5 3.8 19.1 36.4 22.9 Cycle Q Clear(g_c), s 5.5 33.2 0.0 8.3 15.5 0.0 25.3 37.5 3.8 19.1 36.4 22.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 492 892 187 1408 832 2016 619 697 1494 457 V/C Ratio(X) 0.63 0.86 0.67 0.43 0.71 0.70 0.10 0.87 0.83 0.69 Avail Cap(c_a), veh/h 492 1020 187 1593 832 2016 619 716 1494 457 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.9 57.0 0.0 44.1 47.3 0.0 55.5 40.3 30.1 67.4 52.6 31.6 Incr Delay (d2), s/veh 2.5 6.8 0.0 9.1 0.2 0.0 2.9 2.1 0.3 11.2 5.4 8.2 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/ln3.2 15.5 0.0 4.1 6.5 0.0 11.2 15.8 1.5 8.7 15.9 9.6 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 54.4 63.8 0.0 53.2 47.5 0.0 58.3 42.4 30.5 78.6 58.0 39.9 LnGrp LOS D E D D E D C E E D Approach Vol, veh/h 1074 725 2070 2158 Approach Delay, s/veh 61.1 48.5 46.6 61.1 Approach LOS E D D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s44.8 53.2 15.0 47.0 28.4 69.7 11.0 51.0 Change Period (Y+Rc), s 7.0 7.0 6.0 7.5 7.0 7.0 6.5 7.5 Max Green Setting (Gmax), s32.0 46.2 9.0 45.3 22.0 56.2 4.5 49.3 Max Q Clear Time (g_c+I1), s27.3 38.4 10.3 35.2 21.1 39.5 7.5 17.5 Green Ext Time (p_c), s 0.9 4.0 0.0 1.9 0.3 6.0 0.0 1.9 Intersection Summary HCM 7th Control Delay, s/veh 54.6 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 3: Rigden Pkwy & Drake Rd 09/26/2025 9.2 2045 PM Mitigations 2045 Background PM Peak Hour with Mitigations 3:00 pm 07/28/2025 Synchro 12 Report Fehr & Peers Page 4 Intersection Int Delay, s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 987 96 36 1176 32 22 Future Vol, veh/h 987 96 36 1176 32 22 Conflicting Peds, #/hr 0 0 0 0 0 2 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 0 100 - 140 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 3 3 3 3 3 3 Mvmt Flow 1061 103 39 1265 34 24 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1165 0 2403 533 Stage 1 - - - - 1061 - Stage 2 - - - - 1342 - Critical Hdwy - - 4.145 - 6.645 6.945 Critical Hdwy Stg 1 - - - - 5.845 - Critical Hdwy Stg 2 - - - - 5.445 - Follow-up Hdwy - -2.2285 -3.52853.3285 Pot Cap-1 Maneuver - - 593 - ~ 31 490 Stage 1 - - - - 293 - Stage 2 - - - - 241 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 593 - ~ 29 489 Mov Cap-2 Maneuver - - - - 129 - Stage 1 - - - - 293 - Stage 2 - - - - 225 - Approach EB WB NB HCM Ctrl Dly, s/v 0 0.34 30.44 HCM LOS D Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 129 489 - - 593 - HCM Lane V/C Ratio 0.266 0.048 - - 0.065 - HCM Ctrl Dly (s/v) 42.6 12.7 - - 11.5 - HCM Lane LOS E B - - B - HCM 95th %tile Q(veh) 1 0.2 - - 0.2 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 4: Drake Rd & Miles House Ave 09/26/2025 9.2 2045 PM Mitigations 2045 Background PM Peak Hour with Mitigations 3:00 pm 07/28/2025 Synchro 12 Report Fehr & Peers Page 5 Intersection Int Delay, s/veh 8.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 91 930 950 82 94 176 Future Vol, veh/h 91 930 950 82 94 176 Conflicting Peds, #/hr 3 0 0 3 0 2 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 100 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 3 3 3 3 3 3 Mvmt Flow 101 1033 1056 91 104 196 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1150 0 - 0 2340 1106 Stage 1 - - - - 1104 - Stage 2 - - - - 1236 - Critical Hdwy 4.13 - - - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.227 - - - 3.527 3.327 Pot Cap-1 Maneuver 604 - - - ~ 40 255 Stage 1 - - - - 316 - Stage 2 - - - - 273 - Platoon blocked, % - - - Mov Cap-1 Maneuver 603 - - - ~ 33 254 Mov Cap-2 Maneuver - - - - 137 - Stage 1 - - - - 262 - Stage 2 - - - - 272 - Approach EB WB SB HCM Ctrl Dly, s/v 1.09 0 65.86 HCM LOS F Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 603 - - - 137 254 HCM Lane V/C Ratio 0.168 - - - 0.762 0.771 HCM Ctrl Dly (s/v) 12.2 - - - 86.8 54.7 HCM Lane LOS B - - - F F HCM 95th %tile Q(veh) 0.6 - - - 4.5 5.7 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 5: Drake Rd & Environmental Dr 09/26/2025 9.2 2045 PM Mitigations 2045 Background PM Peak Hour with Mitigations 3:00 pm 07/28/2025 Synchro 12 Report Fehr & Peers Page 6 Intersection Int Delay, s/veh 0.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 10 1004 1127 5 6 13 Future Vol, veh/h 10 1004 1127 5 6 13 Conflicting Peds, #/hr 2 0 0 2 0 1 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - Yield Storage Length 100 - - - 0 75 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 3 3 3 3 3 3 Mvmt Flow 11 1057 1186 5 6 14 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1194 0 - 0 2269 1192 Stage 1 - - - - 1191 - Stage 2 - - - - 1078 - Critical Hdwy 4.13 - - - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.227 - - - 3.527 3.327 Pot Cap-1 Maneuver 581 - - - 44 227 Stage 1 - - - - 287 - Stage 2 - - - - 325 - Platoon blocked, % - - - Mov Cap-1 Maneuver 580 - - - 43 226 Mov Cap-2 Maneuver - - - - 157 - Stage 1 - - - - 281 - Stage 2 - - - - 325 - Approach EB WB SB HCM Ctrl Dly, s/v 0.11 0 24.11 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 580 - - - 157 226 HCM Lane V/C Ratio 0.018 - - - 0.04 0.06 HCM Ctrl Dly (s/v) 11.3 - - - 28.9 21.9 HCM Lane LOS B - - - D C HCM 95th %tile Q(veh) 0.1 - - - 0.1 0.2 HCM 7th Signalized Intersection Summary 6: Ziegler Rd/Drake Rd & William Neal Pkwy 09/26/2025 9.2 2045 PM Mitigations 2045 Background PM Peak Hour with Mitigations 3:00 pm 07/28/2025 Synchro 12 Report Fehr & Peers Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 14 0 48 67 0 35 47 1044 85 43 939 34 Future Volume (veh/h) 14 0 48 67 0 35 47 1044 85 43 939 34 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT) 0.99 0.96 0.99 0.98 1.00 0.98 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 15 0 51 71 0 37 50 1111 90 46 999 36 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 219 0 195 205 0 200 359 1340 109 256 1410 51 Arrive On Green 0.13 0.00 0.13 0.13 0.00 0.13 0.79 0.79 0.79 0.79 0.79 0.79 Sat Flow, veh/h 1342 0 1513 1326 0 1548 541 1690 137 462 1778 64 Grp Volume(v), veh/h 15 0 51 71 0 37 50 0 1201 46 0 1035 Grp Sat Flow(s),veh/h/ln 1342 0 1513 1326 0 1548 541 0 1827 462 0 1842 Q Serve(g_s), s 1.0 0.0 3.0 5.0 0.0 2.1 4.7 0.0 38.7 6.5 0.0 25.9 Cycle Q Clear(g_c), s 3.1 0.0 3.0 7.9 0.0 2.1 30.5 0.0 38.7 45.2 0.0 25.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.07 1.00 0.03 Lane Grp Cap(c), veh/h 219 0 195 205 0 200 359 0 1448 256 0 1460 V/C Ratio(X) 0.07 0.00 0.26 0.35 0.00 0.18 0.14 0.00 0.83 0.18 0.00 0.71 Avail Cap(c_a), veh/h 394 0 393 381 0 406 359 0 1448 256 0 1460 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 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 39.1 0.0 38.2 41.7 0.0 37.8 12.0 0.0 6.1 19.8 0.0 4.8 Incr Delay (d2), s/veh 0.1 0.0 0.7 1.0 0.0 0.4 0.8 0.0 5.6 1.5 0.0 2.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 1.1 1.7 0.0 0.8 0.6 0.0 9.4 0.8 0.0 6.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 39.3 0.0 38.9 42.7 0.0 38.2 12.8 0.0 11.7 21.3 0.0 7.7 LnGrp LOS D D D D B B C A Approach Vol, veh/h 66 108 1251 1081 Approach Delay, s/veh 39.0 41.2 11.8 8.3 Approach LOS D D B A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 81.0 16.3 81.0 16.3 Change Period (Y+Rc), s 4.9 4.7 4.9 * 4.7 Max Green Setting (Gmax), s 76.1 24.3 76.1 * 25 Max Q Clear Time (g_c+I1), s 47.2 5.1 40.7 9.9 Green Ext Time (p_c), s 10.1 0.2 14.5 0.3 Intersection Summary HCM 7th Control Delay, s/veh 12.3 HCM 7th LOS B Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th TWSC 7: Ziegler Rd & Percheron Dr 09/26/2025 9.2 2045 PM Mitigations 2045 Background PM Peak Hour with Mitigations 3:00 pm 07/28/2025 Synchro 12 Report Fehr & Peers Page 8 Intersection Int Delay, s/veh 2.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 6 0 29 87 0 34 41 1161 111 42 1010 16 Future Vol, veh/h 6 0 29 87 0 34 41 1161 111 42 1010 16 Conflicting Peds, #/hr 0 0 2 2 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 200 - - - - - 100 - - 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 6 0 31 93 0 36 44 1235 118 45 1074 17 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2495 2613 1085 2547 2562 1294 1091 0 0 1353 0 0 Stage 1 1172 1172 - 1381 1381 - - - - - - - Stage 2 1322 1440 - 1166 1181 - - - - - - - Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 - - - - - - - Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 20 24 262 ~ 18 26 198 636 - - 505 - - Stage 1 233 265 - 177 210 - - - - - - - Stage 2 192 197 - 235 263 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 14 21 262 ~ 13 22 198 636 - - 505 - - Mov Cap-2 Maneuver 14 21 - ~ 13 22 - - - - - - - Stage 1 213 242 - 165 196 - - - - - - - Stage 2 146 183 - 189 239 - - - - - - - Approach EB WB NB SB HCM Ctrl Dly, s/v 88.61 27.26 0.35 0.5 HCM LOS F D Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 636 - - 14 262 198 505 - - HCM Lane V/C Ratio 0.069 - - 0.471 0.118 0.183 0.088 - - HCM Ctrl Dly (s/v) 11.1 - -$ 417.4 20.6 27.3 12.8 - - HCM Lane LOS B - - F C D B - - HCM 95th %tile Q(veh) 0.2 - - 1.2 0.4 0.7 0.3 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th Signalized Intersection Summary 8: Ziegler Rd & Horsetooth Rd 09/26/2025 9.2 2045 PM Mitigations 2045 Background PM Peak Hour with Mitigations 3:00 pm 07/28/2025 Synchro 12 Report Fehr & Peers Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 168 172 599 48 98 89 573 931 61 114 908 175 Future Volume (veh/h) 168 172 599 48 98 89 573 931 61 114 908 175 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT) 0.99 1.00 0.99 0.98 1.00 0.97 1.00 0.97 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 171 176 0 49 100 91 585 950 62 116 927 179 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 325 513 285 307 251 609 1690 110 376 1162 224 Arrive On Green 0.06 0.28 0.00 0.17 0.17 0.17 0.18 0.50 0.50 0.07 0.40 0.40 Sat Flow, veh/h 1767 1856 1572 1184 1826 1495 3428 3353 219 1767 2931 566 Grp Volume(v), veh/h 171 176 0 49 96 95 585 499 513 116 557 549 Grp Sat Flow(s),veh/h/ln 1767 1856 1572 1184 1763 1558 1714 1763 1809 1767 1763 1734 Q Serve(g_s), s 5.0 6.4 0.0 3.0 4.0 4.5 14.2 16.4 16.4 3.2 23.4 23.4 Cycle Q Clear(g_c), s 5.0 6.4 0.0 3.0 4.0 4.5 14.2 16.4 16.4 3.2 23.4 23.4 Prop In Lane 1.00 1.00 1.00 0.96 1.00 0.12 1.00 0.33 Lane Grp Cap(c), veh/h 325 513 285 296 262 609 888 912 376 699 688 V/C Ratio(X) 0.53 0.34 0.17 0.32 0.36 0.96 0.56 0.56 0.31 0.80 0.80 Avail Cap(c_a), veh/h 325 799 467 568 502 609 1171 1202 376 978 962 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.9 24.2 0.0 30.3 30.7 30.9 34.2 14.4 14.4 13.3 22.3 22.3 Incr Delay (d2), s/veh 1.6 0.4 0.0 0.3 0.6 0.8 26.7 0.6 0.5 0.5 3.2 3.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 2.7 0.0 0.9 1.7 1.7 7.8 5.9 6.0 1.2 9.1 9.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 29.4 24.6 0.0 30.6 31.3 31.7 60.9 14.9 14.9 13.7 25.5 25.6 LnGrp LOS C C C C C E B B B C C Approach Vol, veh/h 347 240 1597 1222 Approach Delay, s/veh 27.0 31.3 31.8 24.4 Approach LOS C C C C Timer - Assigned Phs 1 2 4 5 6 7 8 Phs Duration (G+Y+Rc), s 19.0 37.5 27.3 10.0 46.5 9.1 18.2 Change Period (Y+Rc), s 5.1 5.3 5.1 5.3 * 5.3 5.1 5.1 Max Green Setting (Gmax), s 13.9 45.5 35.1 4.7 * 55 4.0 26.0 Max Q Clear Time (g_c+I1), s 16.2 25.4 8.4 5.2 18.4 7.0 6.5 Green Ext Time (p_c), s 0.0 6.8 0.9 0.0 7.3 0.0 1.1 Intersection Summary HCM 7th Control Delay, s/veh 28.6 HCM 7th LOS C Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th Signalized Intersection Summary 9: Ziegler Rd & Harmony Rd 09/26/2025 9.2 2045 PM Mitigations 2045 Background PM Peak Hour with Mitigations 3:00 pm 07/28/2025 Synchro 12 Report Fehr & Peers Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 228 2097 167 140 1825 1050 241 439 106 931 603 159 Future Volume (veh/h) 228 2097 167 140 1825 1050 241 439 106 931 603 159 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 243 2231 178 149 1941 0 256 467 113 990 641 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 433 2386 730 210 3029 353 580 254 779 734 Arrive On Green 0.13 0.47 0.47 0.06 0.40 0.00 0.10 0.16 0.16 0.16 0.21 0.00 Sat Flow, veh/h 3428 5066 1550 3428 7515 1572 3428 3526 1546 4983 3526 1572 Grp Volume(v), veh/h 243 2231 178 149 1941 0 256 467 113 990 641 0 Grp Sat Flow(s),veh/h/ln1714 1689 1550 1714 1503 1572 1714 1763 1546 1661 1763 1572 Q Serve(g_s), s 10.7 66.6 11.0 6.8 33.3 0.0 11.6 20.4 7.8 25.0 28.2 0.0 Cycle Q Clear(g_c), s 10.7 66.6 11.0 6.8 33.3 0.0 11.6 20.4 7.8 25.0 28.2 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 433 2386 730 210 3029 353 580 254 779 734 V/C Ratio(X) 0.56 0.93 0.24 0.71 0.64 0.72 0.81 0.44 1.27 0.87 Avail Cap(c_a), veh/h 433 2386 730 214 3029 439 826 362 779 947 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 0.43 0.43 0.00 1.00 1.00 1.00 0.44 0.44 0.00 Uniform Delay (d), s/veh 65.7 40.0 25.3 73.7 38.4 0.0 69.6 64.4 33.0 67.5 61.3 0.0 Incr Delay (d2), s/veh 1.7 8.4 0.8 4.5 0.5 0.0 4.5 3.9 1.2 126.7 3.4 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.7 28.1 4.1 3.1 11.9 0.0 5.3 9.4 4.0 19.6 12.8 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 67.4 48.4 26.1 78.2 38.9 0.0 74.0 68.3 34.3 194.2 64.7 0.0 LnGrp LOS E D C E D E E C F E Approach Vol, veh/h 2652 2090 836 1631 Approach Delay, s/veh 48.6 41.7 65.5 143.3 Approach LOS D D E F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s23.0 39.8 15.8 81.4 30.0 32.8 26.2 71.0 Change Period (Y+Rc), s 7.5 * 7.5 7.0 7.0 6.0 7.5 7.0 7.5 Max Green Setting (Gmax), s19.5 * 42 9.0 63.0 24.0 36.5 8.0 63.5 Max Q Clear Time (g_c+I1), s13.6 30.2 8.8 68.6 27.0 22.4 12.7 35.3 Green Ext Time (p_c), s 0.5 2.0 0.0 0.0 0.0 1.9 0.0 10.3 Intersection Summary HCM 7th Control Delay, s/veh 70.0 HCM 7th LOS E Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th Signalized Intersection Summary 9: Ziegler Rd & Harmony Rd 09/26/2025 9.2 2045 PM Mitigations 2045 Background PM Peak Hour with Mitigations 3:00 pm 07/28/2025 Synchro 12 Report Fehr & Peers Page 11 Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th Signalized Intersection Summary 10: Strauss Cabin Rd & Harmony Rd 09/26/2025 9.2 2045 PM Mitigations 2045 Background PM Peak Hour with Mitigations 3:00 pm 07/28/2025 Synchro 12 Report Fehr & Peers Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 13 3062 61 121 2804 171 58 16 79 163 26 8 Future Volume (veh/h) 13 3062 61 121 2804 171 58 16 79 163 26 8 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 0.99 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 14 3257 0 129 2983 0 62 17 0 173 28 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3 Cap, veh/h 35 3310 152 3521 270 315 279 315 Arrive On Green 0.02 0.65 0.00 0.05 0.70 0.00 0.17 0.17 0.00 0.17 0.17 0.00 Sat Flow, veh/h 1767 5066 1572 1767 5066 1572 1364 1856 1572 1378 1856 1572 Grp Volume(v), veh/h 14 3257 0 129 2983 0 62 17 0 173 28 0 Grp Sat Flow(s),veh/h/ln1767 1689 1572 1767 1689 1572 1364 1856 1572 1378 1856 1572 Q Serve(g_s), s 1.0 81.1 0.0 5.1 56.8 0.0 5.2 1.0 0.0 15.6 1.7 0.0 Cycle Q Clear(g_c), s 1.0 81.1 0.0 5.1 56.8 0.0 6.9 1.0 0.0 16.6 1.7 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 35 3310 152 3521 270 315 279 315 V/C Ratio(X) 0.40 0.98 0.85 0.85 0.23 0.05 0.62 0.09 Avail Cap(c_a), veh/h 68 3310 152 3521 442 550 453 550 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) 0.09 0.09 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 62.9 21.9 0.0 43.5 14.7 0.0 48.4 45.2 0.0 52.2 45.5 0.0 Incr Delay (d2), s/veh 0.7 2.3 0.0 33.5 2.7 0.0 0.4 0.1 0.0 2.3 0.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.4 26.6 0.0 5.5 17.9 0.0 1.8 0.5 0.0 5.5 0.8 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 63.6 24.2 0.0 76.9 17.4 0.0 48.8 45.3 0.0 54.5 45.6 0.0 LnGrp LOS E C E B D D D D Approach Vol, veh/h 3271 3112 79 201 Approach Delay, s/veh 24.3 19.9 48.1 53.2 Approach LOS C B D D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 28.1 11.0 90.9 28.1 5.6 96.4 Change Period (Y+Rc), s 7.0 5.0 7.0 7.0 4.0 7.0 Max Green Setting (Gmax), s 37.5 6.0 67.5 37.5 4.0 70.5 Max Q Clear Time (g_c+I1), s 8.9 7.1 0.0 18.6 3.0 0.0 Green Ext Time (p_c), s 0.2 0.0 0.0 0.6 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 23.4 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 11: Drake Rd & Des Moines Dr 09/26/2025 9.2 2045 PM Mitigations 2045 Background PM Peak Hour with Mitigations 3:00 pm 07/28/2025 Synchro 12 Report Fehr & Peers Page 13 Intersection Int Delay, s/veh 0.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 17 26 56 995 992 30 Future Vol, veh/h 17 26 56 995 992 30 Conflicting Peds, #/hr 0 5 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 90 90 90 90 90 90 Heavy Vehicles, % 3 3 3 3 3 3 Mvmt Flow 19 29 62 1106 1102 33 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 2349 1124 1136 0 - 0 Stage 1 1119 - - - - - Stage 2 1230 - - - - - Critical Hdwy 6.43 6.23 4.13 - - - Critical Hdwy Stg 1 5.43 - - - - - Critical Hdwy Stg 2 5.43 - - - - - Follow-up Hdwy 3.527 3.327 2.227 - - - Pot Cap-1 Maneuver 39 249 612 - - - Stage 1 311 - - - - - Stage 2 275 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 35 248 612 - - - Mov Cap-2 Maneuver 143 - - - - - Stage 1 279 - - - - - Stage 2 275 - - - - - Approach EB NB SB HCM Ctrl Dly, s/v 29.89 0.62 0 HCM LOS D Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 612 - 192 - - HCM Lane V/C Ratio 0.102 - 0.249 - - HCM Ctrl Dly (s/v) 11.6 - 29.9 - - HCM Lane LOS B - D - - HCM 95th %tile Q(veh) 0.3 - 0.9 - - HCM 7th TWSC 101: Ziegler Rd & Access 1 09/26/2025 9.2 2045 PM Mitigations 2045 Background PM Peak Hour with Mitigations 3:00 pm 07/28/2025 Synchro 12 Report Fehr & Peers Page 14 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 4 1169 22 0 1127 Future Vol, veh/h 0 4 1169 22 0 1127 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 - 0 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 3 3 3 3 3 3 Mvmt Flow 0 5 1375 26 0 1326 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 1375 0 0 - - Stage 1 -- - - - - Stage 2 -- - - - - Critical Hdwy - 6.23 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.327 - - - - Pot Cap-1 Maneuver 0 177 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 177 - - - - Mov Cap-2 Maneuver -- - - - - Stage 1 -- - - - - Stage 2 -- - - - - Approach WB NB SB HCM Ctrl Dly, s/v 25.9 0 0 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - - 177 - HCM Lane V/C Ratio - - 0.027 - HCM Ctrl Dly (s/v) - - 25.9 - HCM Lane LOS - - D - HCM 95th %tile Q(veh) - - 0.1 - HCM 7th TWSC 102: Horsetooth Rd & Access 2 09/26/2025 9.2 2045 PM Mitigations 2045 Background PM Peak Hour with Mitigations 3:00 pm 07/28/2025 Synchro 12 Report Fehr & Peers Page 15 Intersection Int Delay, s/veh 0.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 303 225 2 0 11 Future Vol, veh/h 0 303 225 2 0 11 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length -- - - - 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 3 3 3 3 3 3 Mvmt Flow 0 356 265 2 0 13 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 - 266 Stage 1 -- - - - - Stage 2 -- - - - - Critical Hdwy - - - - - 6.23 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.327 Pot Cap-1 Maneuver 0 - - - 0 770 Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -- - - - 770 Mov Cap-2 Maneuver -- - - - - Stage 1 -- - - - - Stage 2 -- - - - - Approach EB WB SB HCM Ctrl Dly, s/v 0 0 9.75 HCM LOS A Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity (veh/h) - - - 770 HCM Lane V/C Ratio - - - 0.017 HCM Ctrl Dly (s/v) - - - 9.8 HCM Lane LOS - - - A HCM 95th %tile Q(veh) - - - 0.1 HCM 7th TWSC 103: Horsetooth Rd & Access 3 09/26/2025 9.2 2045 PM Mitigations 2045 Background PM Peak Hour with Mitigations 3:00 pm 07/28/2025 Synchro 12 Report Fehr & Peers Page 16 Intersection Int Delay, s/veh 4.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 134 172 122 33 26 105 Future Vol, veh/h 134 172 122 33 26 105 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 3 3 3 3 3 3 Mvmt Flow 158 202 144 39 31 124 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 182 0 - 0 681 163 Stage 1 - - - - 163 - Stage 2 - - - - 518 - Critical Hdwy 4.13 - - - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.227 - - - 3.527 3.327 Pot Cap-1 Maneuver 1387 - - - 415 879 Stage 1 - - - - 864 - Stage 2 - - - - 596 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1387 - - - 362 879 Mov Cap-2 Maneuver - - - - 362 - Stage 1 - - - - 753 - Stage 2 - - - - 596 - Approach EB WB SB HCM Ctrl Dly, s/v 3.47 0 11.78 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 788 - - - 685 HCM Lane V/C Ratio 0.114 - - - 0.225 HCM Ctrl Dly (s/v) 7.9 0 - - 11.8 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0.4 - - - 0.9 MOVEMENT SUMMARY Site: 101 [1.1 Ex AM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph South: Ziegler 3 L2 All MCs 411 3.0 411 3.0 0.344 6.2 LOS A 1.8 46.0 0.36 0.19 0.36 30.3 8 T1 All MCs 796 3.0 796 3.0 0.674 11.9 LOS B 6.0 152.7 0.61 0.31 0.61 30.5 18 R2 All MCs 8 3.0 8 3.0 0.674 11.9 LOS B 6.0 152.7 0.61 0.31 0.61 30.2 Approach 1215 3.0 1215 3.0 0.674 10.0 LOS A 6.0 152.7 0.53 0.27 0.53 30.4 East: Horsetooth 1 L2 All MCs 2 3.0 2 3.0 0.344 14.9 LOS B 1.2 30.8 0.76 0.81 0.94 28.7 6 T1 All MCs 65 3.0 65 3.0 0.344 14.9 LOS B 1.2 30.8 0.76 0.81 0.94 29.2 16 R2 All MCs 75 3.0 75 3.0 0.344 14.9 LOS B 1.2 30.8 0.76 0.81 0.94 29.0 Approach 142 3.0 142 3.0 0.344 14.9 LOS B 1.2 30.8 0.76 0.81 0.94 29.1 North: Ziegler 7 L2 All MCs 28 3.0 28 3.0 0.758 18.9 LOS B 10.3 262.9 0.87 1.01 1.73 27.3 4 T1 All MCs 604 3.0 604 3.0 0.758 18.9 LOS B 10.3 262.9 0.87 1.01 1.73 27.8 14 R2 All MCs 40 3.0 40 3.0 0.758 18.9 LOS B 10.3 262.9 0.87 1.01 1.73 27.6 Approach 673 3.0 673 3.0 0.758 18.9 LOS B 10.3 262.9 0.87 1.01 1.73 27.8 West: Horsetooth 5 L2 All MCs 80 3.0 80 3.0 0.162 6.6 LOS A 0.6 15.4 0.57 0.49 0.57 30.8 2 T1 All MCs 40 3.0 40 3.0 0.162 6.6 LOS A 0.6 15.4 0.57 0.49 0.57 31.4 12 R2 All MCs 340 3.0 340 3.0 0.460 11.2 LOS B 2.5 64.9 0.69 0.68 0.91 30.3 Approach 460 3.0 460 3.0 0.460 10.0 LOS A 2.5 64.9 0.66 0.63 0.82 30.5 All Vehicles 2489 3.0 2489 3.0 0.758 12.7 LOS B 10.3 262.9 0.66 0.57 0.93 29.6 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: FEHR AND PEERS | Licence: NETWORK / FLOATING | Processed: Thursday, July 17, 2025 1:32:04 PM Project: C:\fpbox\Box\-Projects\DN-Projects\2015_Projects\DN15-0497.01 Strauss Lakes TIA April 2024 Update\Analysis_AUGUST 2025\Sidra \Strauss Lakes TIA.sip9 MOVEMENT SUMMARY Site: 101 [1.2 Ex PM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph South: Ziegler 3 L2 All MCs 458 3.0 458 3.0 0.415 7.6 LOS A 2.3 57.8 0.48 0.29 0.48 29.8 8 T1 All MCs 694 3.0 694 3.0 0.634 11.6 LOS B 6.9 177.1 0.65 0.49 0.84 30.6 18 R2 All MCs 5 3.0 5 3.0 0.634 11.6 LOS B 6.9 177.1 0.65 0.49 0.84 30.3 Approach 1157 3.0 1157 3.0 0.634 10.0 LOS B 6.9 177.1 0.58 0.41 0.70 30.3 East: Horsetooth 1 L2 All MCs 1 3.0 1 3.0 0.215 11.3 LOS B 0.7 17.2 0.71 0.71 0.71 30.1 6 T1 All MCs 46 3.0 46 3.0 0.215 11.3 LOS B 0.7 17.2 0.71 0.71 0.71 30.7 16 R2 All MCs 48 3.0 48 3.0 0.215 11.3 LOS B 0.7 17.2 0.71 0.71 0.71 30.5 Approach 96 3.0 96 3.0 0.215 11.3 LOS B 0.7 17.2 0.71 0.71 0.71 30.6 North: Ziegler 7 L2 All MCs 67 3.0 67 3.0 0.982 46.2 LOS D 29.8 762.2 1.00 1.97 3.69 20.5 4 T1 All MCs 695 3.0 695 3.0 0.982 46.2 LOS D 29.8 762.2 1.00 1.97 3.69 20.8 14 R2 All MCs 87 3.0 87 3.0 0.982 46.2 LOS D 29.8 762.2 1.00 1.97 3.69 20.7 Approach 849 3.0 849 3.0 0.982 46.2 LOS D 29.8 762.2 1.00 1.97 3.69 20.7 West: Horsetooth 5 L2 All MCs 56 3.0 56 3.0 0.249 8.6 LOS A 0.9 23.9 0.63 0.58 0.63 30.6 2 T1 All MCs 106 3.0 106 3.0 0.249 8.6 LOS A 0.9 23.9 0.63 0.58 0.63 31.2 12 R2 All MCs 476 3.0 476 3.0 0.730 22.4 LOS C 5.9 152.0 0.87 1.02 1.55 26.3 Approach 638 3.0 638 3.0 0.730 18.9 LOS B 5.9 152.0 0.81 0.91 1.32 27.4 All Vehicles 2740 3.0 2740 3.0 0.982 23.3 LOS C 29.8 762.2 0.77 1.02 1.77 26.0 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: FEHR AND PEERS | Licence: NETWORK / FLOATING | Processed: Thursday, July 17, 2025 1:32:05 PM Project: C:\fpbox\Box\-Projects\DN-Projects\2015_Projects\DN15-0497.01 Strauss Lakes TIA April 2024 Update\Analysis_AUGUST 2025\Sidra \Strauss Lakes TIA.sip9 MOVEMENT SUMMARY Site: 101 [2.1 2029 AM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph South: Ziegler 3 L2 All MCs 484 3.0 484 3.0 0.408 7.0 LOS A 2.3 59.1 0.40 0.21 0.40 30.0 8 T1 All MCs 874 3.0 874 3.0 0.744 14.2 LOS B 11.4 292.4 0.72 0.47 0.89 29.5 18 R2 All MCs 8 3.0 8 3.0 0.744 14.2 LOS B 11.4 292.4 0.72 0.47 0.89 29.3 Approach 1366 3.0 1366 3.0 0.744 11.7 LOS B 11.4 292.4 0.61 0.38 0.71 29.7 East: Horsetooth 1 L2 All MCs 2 3.0 2 3.0 0.415 19.1 LOS B 1.5 37.2 0.81 0.88 1.07 27.3 6 T1 All MCs 67 3.0 67 3.0 0.415 19.1 LOS B 1.5 37.2 0.81 0.88 1.07 27.7 16 R2 All MCs 78 3.0 78 3.0 0.415 19.1 LOS B 1.5 37.2 0.81 0.88 1.07 27.5 Approach 147 3.0 147 3.0 0.415 19.1 LOS B 1.5 37.2 0.81 0.88 1.07 27.6 North: Ziegler 7 L2 All MCs 29 3.0 29 3.0 0.886 31.1 LOS C 16.7 427.2 1.00 1.44 2.64 23.8 4 T1 All MCs 661 3.0 661 3.0 0.886 31.1 LOS C 16.7 427.2 1.00 1.44 2.64 24.2 14 R2 All MCs 42 3.0 42 3.0 0.886 31.1 LOS C 16.7 427.2 1.00 1.44 2.64 24.0 Approach 733 3.0 733 3.0 0.886 31.1 LOS C 16.7 427.2 1.00 1.44 2.64 24.2 West: Horsetooth 5 L2 All MCs 83 3.0 83 3.0 0.179 7.2 LOS A 0.7 16.9 0.59 0.53 0.59 30.6 2 T1 All MCs 42 3.0 42 3.0 0.179 7.2 LOS A 0.7 16.9 0.59 0.53 0.59 31.1 12 R2 All MCs 393 3.0 393 3.0 0.562 14.2 LOS B 3.6 91.0 0.76 0.80 1.12 29.1 Approach 518 3.0 518 3.0 0.562 12.5 LOS B 3.6 91.0 0.72 0.73 0.99 29.5 All Vehicles 2764 3.0 2764 3.0 0.886 17.4 LOS B 16.7 427.2 0.74 0.75 1.30 27.9 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: FEHR AND PEERS | Licence: NETWORK / FLOATING | Processed: Tuesday, September 23, 2025 2:09:39 PM Project: C:\fpbox\Box\-Projects\DN-Projects\2015_Projects\DN15-0497.01 Strauss Lakes TIA April 2024 Update\Analysis_AUGUST 2025\Sidra \Strauss Lakes TIA.sip9 MOVEMENT SUMMARY Site: 101 [2.2 2029 PM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph South: Ziegler 3 L2 All MCs 531 3.0 531 3.0 0.481 8.5 LOS A 2.8 72.8 0.52 0.32 0.52 29.4 8 T1 All MCs 765 3.0 765 3.0 0.699 13.6 LOS B 10.4 265.7 0.73 0.62 1.08 29.8 18 R2 All MCs 5 3.0 5 3.0 0.699 13.6 LOS B 10.4 265.7 0.73 0.62 1.08 29.6 Approach 1301 3.0 1301 3.0 0.699 11.5 LOS B 10.4 265.7 0.65 0.49 0.85 29.7 East: Horsetooth 1 L2 All MCs 1 3.0 1 3.0 0.259 13.8 LOS B 0.8 20.7 0.75 0.77 0.82 29.2 6 T1 All MCs 48 3.0 48 3.0 0.259 13.8 LOS B 0.8 20.7 0.75 0.77 0.82 29.7 16 R2 All MCs 51 3.0 51 3.0 0.259 13.8 LOS B 0.8 20.7 0.75 0.77 0.82 29.5 Approach 100 3.0 100 3.0 0.259 13.8 LOS B 0.8 20.7 0.75 0.77 0.82 29.6 North: Ziegler 7 L2 All MCs 71 3.0 71 3.0 1.155 101.2 LOS F 57.3 1467.7 1.00 3.21 7.20 13.7 4 T1 All MCs 772 3.0 772 3.0 1.155 101.2 LOS F 57.3 1467.7 1.00 3.21 7.20 13.8 14 R2 All MCs 91 3.0 91 3.0 1.155 101.2 LOS F 57.3 1467.7 1.00 3.21 7.20 13.8 Approach 933 3.0 933 3.0 1.155 101.2 LOS F 57.3 1467.7 1.00 3.21 7.20 13.8 West: Horsetooth 5 L2 All MCs 58 3.0 58 3.0 0.250 8.3 LOS A 0.9 24.3 0.63 0.57 0.63 30.7 2 T1 All MCs 111 3.0 111 3.0 0.250 8.3 LOS A 0.9 24.3 0.63 0.57 0.63 31.3 12 R2 All MCs 555 3.0 555 3.0 0.824 28.9 LOS C 8.9 228.0 0.94 1.19 1.98 24.4 Approach 723 3.0 723 3.0 0.824 24.1 LOS C 8.9 228.0 0.86 1.05 1.67 25.7 All Vehicles 3057 3.0 3057 3.0 1.155 41.9 LOS D 57.3 1467.7 0.81 1.46 2.98 21.4 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: FEHR AND PEERS | Licence: NETWORK / FLOATING | Processed: Tuesday, September 23, 2025 2:09:40 PM Project: C:\fpbox\Box\-Projects\DN-Projects\2015_Projects\DN15-0497.01 Strauss Lakes TIA April 2024 Update\Analysis_AUGUST 2025\Sidra \Strauss Lakes TIA.sip9 MOVEMENT SUMMARY Site: 101 [3.1 2029+P AM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph South: Ziegler 3 L2 All MCs 484 3.0 484 3.0 0.417 7.3 LOS A 2.4 60.2 0.43 0.24 0.43 29.9 8 T1 All MCs 883 3.0 883 3.0 0.772 15.8 LOS B 15.7 401.9 0.80 0.65 1.17 29.0 18 R2 All MCs 14 3.0 14 3.0 0.772 15.8 LOS B 15.7 401.9 0.80 0.65 1.17 28.7 Approach 1381 3.0 1381 3.0 0.772 12.8 LOS B 15.7 401.9 0.67 0.50 0.91 29.3 East: Horsetooth 1 L2 All MCs 19 3.0 19 3.0 0.541 24.4 LOS C 2.1 53.4 0.85 0.95 1.25 25.5 6 T1 All MCs 83 3.0 83 3.0 0.541 24.4 LOS C 2.1 53.4 0.85 0.95 1.25 25.9 16 R2 All MCs 86 3.0 86 3.0 0.541 24.4 LOS C 2.1 53.4 0.85 0.95 1.25 25.8 Approach 188 3.0 188 3.0 0.541 24.4 LOS C 2.1 53.4 0.85 0.95 1.25 25.8 North: Ziegler 7 L2 All MCs 35 3.0 35 3.0 0.976 47.1 LOS D 25.6 654.8 1.00 1.93 3.71 20.4 4 T1 All MCs 683 3.0 683 3.0 0.976 47.1 LOS D 25.6 654.8 1.00 1.93 3.71 20.6 14 R2 All MCs 65 3.0 65 3.0 0.976 47.1 LOS D 25.6 654.8 1.00 1.93 3.71 20.6 Approach 783 3.0 783 3.0 0.976 47.1 LOS D 25.6 654.8 1.00 1.93 3.71 20.6 West: Horsetooth 5 L2 All MCs 95 3.0 95 3.0 0.213 7.9 LOS A 0.8 20.2 0.61 0.56 0.61 30.3 2 T1 All MCs 47 3.0 47 3.0 0.213 7.9 LOS A 0.8 20.2 0.61 0.56 0.61 30.8 12 R2 All MCs 393 3.0 393 3.0 0.587 15.6 LOS B 3.7 95.7 0.78 0.84 1.18 28.6 Approach 535 3.0 535 3.0 0.587 13.5 LOS B 3.7 95.7 0.74 0.76 1.03 29.1 All Vehicles 2887 3.0 2887 3.0 0.976 23.0 LOS C 25.6 654.8 0.78 0.97 1.71 26.1 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: FEHR AND PEERS | Licence: NETWORK / FLOATING | Processed: Tuesday, September 23, 2025 2:09:41 PM Project: C:\fpbox\Box\-Projects\DN-Projects\2015_Projects\DN15-0497.01 Strauss Lakes TIA April 2024 Update\Analysis_AUGUST 2025\Sidra \Strauss Lakes TIA.sip9 MOVEMENT SUMMARY Site: 101 [3.2 2029+P PM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph South: Ziegler 3 L2 All MCs 531 3.0 531 3.0 0.504 9.3 LOS A 3.2 81.6 0.58 0.39 0.61 29.2 8 T1 All MCs 794 3.0 794 3.0 0.773 17.3 LOS B 15.1 387.3 0.87 0.89 1.56 28.4 18 R2 All MCs 20 3.0 20 3.0 0.773 17.3 LOS B 15.1 387.3 0.87 0.89 1.56 28.2 Approach 1344 3.0 1344 3.0 0.773 14.1 LOS B 15.1 387.3 0.76 0.69 1.18 28.7 East: Horsetooth 1 L2 All MCs 12 3.0 12 3.0 0.357 16.9 LOS B 1.2 30.6 0.79 0.84 0.98 27.9 6 T1 All MCs 60 3.0 60 3.0 0.357 16.9 LOS B 1.2 30.6 0.79 0.84 0.98 28.4 16 R2 All MCs 59 3.0 59 3.0 0.357 16.9 LOS B 1.2 30.6 0.79 0.84 0.98 28.2 Approach 131 3.0 131 3.0 0.357 16.9 LOS B 1.2 30.6 0.79 0.84 0.98 28.2 North: Ziegler 7 L2 All MCs 80 3.0 80 3.0 1.231 131.1 LOS F 72.3 1850.1 1.00 3.78 8.91 11.6 4 T1 All MCs 786 3.0 786 3.0 1.231 131.1 LOS F 72.3 1850.1 1.00 3.78 8.91 11.7 14 R2 All MCs 107 3.0 107 3.0 1.231 131.1 LOS F 72.3 1850.1 1.00 3.78 8.91 11.6 Approach 974 3.0 974 3.0 1.231 131.1 LOS F 72.3 1850.1 1.00 3.78 8.91 11.7 West: Horsetooth 5 L2 All MCs 88 3.0 88 3.0 0.311 9.2 LOS A 1.3 32.2 0.65 0.59 0.67 30.3 2 T1 All MCs 124 3.0 124 3.0 0.311 9.2 LOS A 1.3 32.2 0.65 0.59 0.67 30.8 12 R2 All MCs 555 3.0 555 3.0 0.812 27.5 LOS C 8.7 222.0 0.93 1.17 1.93 24.8 Approach 767 3.0 767 3.0 0.812 22.4 LOS C 8.7 222.0 0.85 1.01 1.58 26.2 All Vehicles 3216 3.0 3216 3.0 1.231 51.6 LOS D 72.3 1850.1 0.85 1.71 3.61 19.6 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: FEHR AND PEERS | Licence: NETWORK / FLOATING | Processed: Tuesday, September 23, 2025 2:09:41 PM Project: C:\fpbox\Box\-Projects\DN-Projects\2015_Projects\DN15-0497.01 Strauss Lakes TIA April 2024 Update\Analysis_AUGUST 2025\Sidra \Strauss Lakes TIA.sip9 MOVEMENT SUMMARY Site: 101 [4.1 2033 AM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph South: Ziegler 3 L2 All MCs 500 3.0 500 3.0 0.432 7.5 LOS A 2.5 63.5 0.44 0.25 0.44 29.8 8 T1 All MCs 916 3.0 916 3.0 0.805 17.5 LOS B 19.5 500.1 0.88 0.76 1.38 28.3 18 R2 All MCs 15 3.0 15 3.0 0.805 17.5 LOS B 19.5 500.1 0.88 0.76 1.38 28.1 Approach 1431 3.0 1431 3.0 0.805 14.0 LOS B 19.5 500.1 0.73 0.58 1.05 28.8 East: Horsetooth 1 L2 All MCs 19 3.0 19 3.0 0.588 28.0 LOS C 2.3 58.9 0.87 0.99 1.31 24.5 6 T1 All MCs 86 3.0 86 3.0 0.588 28.0 LOS C 2.3 58.9 0.87 0.99 1.31 24.9 16 R2 All MCs 89 3.0 89 3.0 0.588 28.0 LOS C 2.3 58.9 0.87 0.99 1.31 24.7 Approach 195 3.0 195 3.0 0.588 28.0 LOS C 2.3 58.9 0.87 0.99 1.31 24.8 North: Ziegler 7 L2 All MCs 36 3.0 36 3.0 1.027 59.9 LOS F 32.2 823.2 1.00 2.26 4.58 18.3 4 T1 All MCs 707 3.0 707 3.0 1.027 59.9 LOS F 32.2 823.2 1.00 2.26 4.58 18.5 14 R2 All MCs 66 3.0 66 3.0 1.027 59.9 LOS F 32.2 823.2 1.00 2.26 4.58 18.4 Approach 809 3.0 809 3.0 1.027 59.9 LOS E 32.2 823.2 1.00 2.26 4.58 18.5 West: Horsetooth 5 L2 All MCs 98 3.0 98 3.0 0.220 8.0 LOS A 0.8 20.9 0.62 0.56 0.62 30.2 2 T1 All MCs 48 3.0 48 3.0 0.220 8.0 LOS A 0.8 20.9 0.62 0.56 0.62 30.8 12 R2 All MCs 406 3.0 406 3.0 0.611 16.5 LOS B 4.0 103.3 0.79 0.86 1.23 28.3 Approach 553 3.0 553 3.0 0.611 14.2 LOS B 4.0 103.3 0.75 0.78 1.07 28.8 All Vehicles 2987 3.0 2987 3.0 1.027 27.4 LOS C 32.2 823.2 0.81 1.10 2.03 24.8 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: FEHR AND PEERS | Licence: NETWORK / FLOATING | Processed: Tuesday, September 23, 2025 2:09:42 PM Project: C:\fpbox\Box\-Projects\DN-Projects\2015_Projects\DN15-0497.01 Strauss Lakes TIA April 2024 Update\Analysis_AUGUST 2025\Sidra \Strauss Lakes TIA.sip9 MOVEMENT SUMMARY Site: 101 [4.2 2033 PM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph South: Ziegler 3 L2 All MCs 548 3.0 548 3.0 0.524 9.6 LOS A 3.7 94.4 0.59 0.42 0.67 29.0 8 T1 All MCs 822 3.0 822 3.0 0.804 19.1 LOS B 17.6 451.3 0.93 0.99 1.75 27.8 18 R2 All MCs 20 3.0 20 3.0 0.804 19.1 LOS B 17.6 451.3 0.93 0.99 1.75 27.5 Approach 1391 3.0 1391 3.0 0.804 15.4 LOS B 17.6 451.3 0.80 0.76 1.32 28.3 East: Horsetooth 1 L2 All MCs 12 3.0 12 3.0 0.387 18.5 LOS B 1.3 33.3 0.81 0.86 1.02 27.4 6 T1 All MCs 62 3.0 62 3.0 0.387 18.5 LOS B 1.3 33.3 0.81 0.86 1.02 27.8 16 R2 All MCs 61 3.0 61 3.0 0.387 18.5 LOS B 1.3 33.3 0.81 0.86 1.02 27.6 Approach 135 3.0 135 3.0 0.387 18.5 LOS B 1.3 33.3 0.81 0.86 1.02 27.7 North: Ziegler 7 L2 All MCs 82 3.0 82 3.0 1.298 158.8 LOS F 85.5 2189.8 1.00 4.25 10.36 10.2 4 T1 All MCs 814 3.0 814 3.0 1.298 158.8 LOS F 85.5 2189.8 1.00 4.25 10.36 10.2 14 R2 All MCs 112 3.0 112 3.0 1.298 158.8 LOS F 85.5 2189.8 1.00 4.25 10.36 10.2 Approach 1007 3.0 1007 3.0 1.298 158.8 LOS F 85.5 2189.8 1.00 4.25 10.36 10.2 West: Horsetooth 5 L2 All MCs 91 3.0 91 3.0 0.316 9.1 LOS A 1.3 33.1 0.64 0.59 0.67 30.3 2 T1 All MCs 128 3.0 128 3.0 0.316 9.1 LOS A 1.3 33.1 0.64 0.59 0.67 30.8 12 R2 All MCs 574 3.0 574 3.0 0.829 28.7 LOS C 9.5 243.0 0.94 1.21 2.03 24.5 Approach 793 3.0 793 3.0 0.829 23.3 LOS C 9.5 243.0 0.86 1.04 1.66 25.9 All Vehicles 3325 3.0 3325 3.0 1.298 60.8 LOS E 85.5 2189.8 0.87 1.89 4.13 18.1 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: FEHR AND PEERS | Licence: NETWORK / FLOATING | Processed: Tuesday, September 23, 2025 2:09:42 PM Project: C:\fpbox\Box\-Projects\DN-Projects\2015_Projects\DN15-0497.01 Strauss Lakes TIA April 2024 Update\Analysis_AUGUST 2025\Sidra \Strauss Lakes TIA.sip9 MOVEMENT SUMMARY Site: 101 [5.1 2033 + P AM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph South: Ziegler 3 L2 All MCs 500 3.0 500 3.0 0.447 7.9 LOS A 2.6 65.3 0.48 0.29 0.48 29.7 8 T1 All MCs 934 3.0 934 3.0 0.857 21.7 LOS C 26.1 669.1 1.00 1.06 1.87 26.9 18 R2 All MCs 25 3.0 25 3.0 0.857 21.7 LOS C 26.1 669.1 1.00 1.06 1.87 26.7 Approach 1459 3.0 1459 3.0 0.857 17.0 LOS B 26.1 669.1 0.82 0.79 1.39 27.8 East: Horsetooth 1 L2 All MCs 47 3.0 47 3.0 0.835 52.5 LOS D 4.4 113.8 0.95 1.22 1.98 19.3 6 T1 All MCs 114 3.0 114 3.0 0.835 52.5 LOS D 4.4 113.8 0.95 1.22 1.98 19.5 16 R2 All MCs 105 3.0 105 3.0 0.835 52.5 LOS D 4.4 113.8 0.95 1.22 1.98 19.4 Approach 266 3.0 266 3.0 0.835 52.5 LOS D 4.4 113.8 0.95 1.22 1.98 19.5 North: Ziegler 7 L2 All MCs 46 3.0 46 3.0 1.211 124.5 LOS F 63.7 1631.9 1.00 3.61 8.67 12.0 4 T1 All MCs 749 3.0 749 3.0 1.211 124.5 LOS F 63.7 1631.9 1.00 3.61 8.67 12.1 14 R2 All MCs 111 3.0 111 3.0 1.211 124.5 LOS F 63.7 1631.9 1.00 3.61 8.67 12.1 Approach 906 3.0 906 3.0 1.211 124.5 LOS F 63.7 1631.9 1.00 3.61 8.67 12.1 West: Horsetooth 5 L2 All MCs 118 3.0 118 3.0 0.255 8.2 LOS A 1.0 25.0 0.62 0.56 0.62 30.1 2 T1 All MCs 58 3.0 58 3.0 0.255 8.2 LOS A 1.0 25.0 0.62 0.56 0.62 30.7 12 R2 All MCs 406 3.0 406 3.0 0.588 15.2 LOS B 3.9 99.4 0.78 0.83 1.18 28.8 Approach 582 3.0 582 3.0 0.588 13.1 LOS B 3.9 99.4 0.73 0.75 1.01 29.2 All Vehicles 3214 3.0 3214 3.0 1.211 49.5 LOS D 63.7 1631.9 0.87 1.61 3.43 20.0 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: FEHR AND PEERS | Licence: NETWORK / FLOATING | Processed: Tuesday, September 23, 2025 2:09:43 PM Project: C:\fpbox\Box\-Projects\DN-Projects\2015_Projects\DN15-0497.01 Strauss Lakes TIA April 2024 Update\Analysis_AUGUST 2025\Sidra \Strauss Lakes TIA.sip9 MOVEMENT SUMMARY Site: 101 [5.2 2033 + P PM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph South: Ziegler 3 L2 All MCs 548 3.0 548 3.0 0.569 11.3 LOS B 4.9 126.6 0.68 0.60 0.96 28.4 8 T1 All MCs 873 3.0 873 3.0 0.956 38.1 LOS D 32.9 843.0 1.00 1.78 3.08 22.5 18 R2 All MCs 48 3.0 48 3.0 0.956 38.1 LOS D 32.9 843.0 1.00 1.78 3.08 22.4 Approach 1469 3.0 1469 3.0 0.956 28.1 LOS C 32.9 843.0 0.88 1.34 2.29 24.4 East: Horsetooth 1 L2 All MCs 34 3.0 34 3.0 0.612 30.7 LOS C 2.4 60.2 0.88 1.00 1.32 23.7 6 T1 All MCs 82 3.0 82 3.0 0.612 30.7 LOS C 2.4 60.2 0.88 1.00 1.32 24.1 16 R2 All MCs 77 3.0 77 3.0 0.612 30.7 LOS C 2.4 60.2 0.88 1.00 1.32 23.9 Approach 193 3.0 193 3.0 0.612 30.7 LOS C 2.4 60.2 0.88 1.00 1.32 24.0 North: Ziegler 7 L2 All MCs 100 3.0 100 3.0 1.459 228.0 LOS F 117.5 3008.7 1.00 5.25 13.51 7.7 4 T1 All MCs 844 3.0 844 3.0 1.459 228.0 LOS F 117.5 3008.7 1.00 5.25 13.51 7.8 14 R2 All MCs 144 3.0 144 3.0 1.459 228.0 LOS F 117.5 3008.7 1.00 5.25 13.51 7.8 Approach 1088 3.0 1088 3.0 1.459 228.0 LOS F 117.5 3008.7 1.00 5.25 13.51 7.8 West: Horsetooth 5 L2 All MCs 144 3.0 144 3.0 0.423 10.8 LOS B 2.1 54.2 0.69 0.67 0.86 29.5 2 T1 All MCs 155 3.0 155 3.0 0.423 10.8 LOS B 2.1 54.2 0.69 0.67 0.86 30.0 12 R2 All MCs 574 3.0 574 3.0 0.812 26.7 LOS C 9.1 234.1 0.93 1.17 1.95 25.0 Approach 873 3.0 873 3.0 0.812 21.3 LOS C 9.1 234.1 0.85 1.00 1.58 26.5 All Vehicles 3623 3.0 3623 3.0 1.459 86.6 LOS F 117.5 3008.7 0.91 2.41 5.44 15.0 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: FEHR AND PEERS | Licence: NETWORK / FLOATING | Processed: Tuesday, September 23, 2025 2:09:43 PM Project: C:\fpbox\Box\-Projects\DN-Projects\2015_Projects\DN15-0497.01 Strauss Lakes TIA April 2024 Update\Analysis_AUGUST 2025\Sidra \Strauss Lakes TIA.sip9 MOVEMENT SUMMARY Site: 101 [6.1 2036 AM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph South: Ziegler 3 L2 All MCs 513 3.0 513 3.0 0.459 8.1 LOS A 2.7 68.1 0.50 0.29 0.50 29.6 8 T1 All MCs 957 3.0 957 3.0 0.880 23.8 LOS C 29.6 759.0 1.00 1.17 2.01 26.3 18 R2 All MCs 25 3.0 25 3.0 0.880 23.8 LOS C 29.6 759.0 1.00 1.17 2.01 26.1 Approach 1495 3.0 1495 3.0 0.880 18.4 LOS B 29.6 759.0 0.83 0.87 1.49 27.3 East: Horsetooth 1 L2 All MCs 47 3.0 47 3.0 0.881 61.4 LOS E 5.1 130.8 0.96 1.29 2.24 17.9 6 T1 All MCs 116 3.0 116 3.0 0.881 61.4 LOS E 5.1 130.8 0.96 1.29 2.24 18.1 16 R2 All MCs 107 3.0 107 3.0 0.881 61.4 LOS E 5.1 130.8 0.96 1.29 2.24 18.1 Approach 271 3.0 271 3.0 0.881 61.4 LOS E 5.1 130.8 0.96 1.29 2.24 18.1 North: Ziegler 7 L2 All MCs 47 3.0 47 3.0 1.255 142.3 LOS F 71.9 1841.0 1.00 3.92 9.66 11.0 4 T1 All MCs 767 3.0 767 3.0 1.255 142.3 LOS F 71.9 1841.0 1.00 3.92 9.66 11.0 14 R2 All MCs 112 3.0 112 3.0 1.255 142.3 LOS F 71.9 1841.0 1.00 3.92 9.66 11.0 Approach 926 3.0 926 3.0 1.255 142.3 LOS F 71.9 1841.0 1.00 3.92 9.66 11.0 West: Horsetooth 5 L2 All MCs 120 3.0 120 3.0 0.257 8.2 LOS A 1.0 25.4 0.62 0.55 0.62 30.1 2 T1 All MCs 59 3.0 59 3.0 0.257 8.2 LOS A 1.0 25.4 0.62 0.55 0.62 30.7 12 R2 All MCs 417 3.0 417 3.0 0.599 15.4 LOS B 4.1 104.0 0.78 0.84 1.21 28.7 Approach 596 3.0 596 3.0 0.599 13.3 LOS B 4.1 104.0 0.73 0.75 1.03 29.2 All Vehicles 3287 3.0 3287 3.0 1.255 55.9 LOS E 71.9 1841.0 0.87 1.74 3.77 18.9 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: FEHR AND PEERS | Licence: NETWORK / FLOATING | Processed: Tuesday, September 23, 2025 2:09:44 PM Project: C:\fpbox\Box\-Projects\DN-Projects\2015_Projects\DN15-0497.01 Strauss Lakes TIA April 2024 Update\Analysis_AUGUST 2025\Sidra \Strauss Lakes TIA.sip9 MOVEMENT SUMMARY Site: 101 [6.2 2036 PM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph South: Ziegler 3 L2 All MCs 562 3.0 562 3.0 0.586 11.7 LOS B 5.4 137.0 0.70 0.63 1.01 28.3 8 T1 All MCs 893 3.0 893 3.0 0.982 43.4 LOS D 37.4 956.2 1.00 1.96 3.39 21.4 18 R2 All MCs 49 3.0 49 3.0 0.982 43.4 LOS D 37.4 956.2 1.00 1.96 3.39 21.3 Approach 1504 3.0 1504 3.0 0.982 31.5 LOS C 37.4 956.2 0.89 1.46 2.50 23.6 East: Horsetooth 1 L2 All MCs 34 3.0 34 3.0 0.637 33.0 LOS C 2.5 63.3 0.89 1.01 1.36 23.2 6 T1 All MCs 83 3.0 83 3.0 0.637 33.0 LOS C 2.5 63.3 0.89 1.01 1.36 23.5 16 R2 All MCs 78 3.0 78 3.0 0.637 33.0 LOS C 2.5 63.3 0.89 1.01 1.36 23.4 Approach 195 3.0 195 3.0 0.637 33.0 LOS C 2.5 63.3 0.89 1.01 1.36 23.4 North: Ziegler 7 L2 All MCs 102 3.0 102 3.0 1.514 251.9 LOS F 128.0 3275.9 1.00 5.54 14.47 7.2 4 T1 All MCs 865 3.0 865 3.0 1.514 251.9 LOS F 128.0 3275.9 1.00 5.54 14.47 7.2 14 R2 All MCs 146 3.0 146 3.0 1.514 251.9 LOS F 128.0 3275.9 1.00 5.54 14.47 7.2 Approach 1114 3.0 1114 3.0 1.514 251.9 LOS F 128.0 3275.9 1.00 5.54 14.47 7.2 West: Horsetooth 5 L2 All MCs 146 3.0 146 3.0 0.427 10.8 LOS B 2.2 55.4 0.69 0.66 0.86 29.5 2 T1 All MCs 158 3.0 158 3.0 0.427 10.8 LOS B 2.2 55.4 0.69 0.66 0.86 30.0 12 R2 All MCs 587 3.0 587 3.0 0.824 27.7 LOS C 9.8 250.2 0.95 1.20 2.03 24.7 Approach 892 3.0 892 3.0 0.824 22.0 LOS C 9.8 250.2 0.86 1.02 1.63 26.3 All Vehicles 3704 3.0 3704 3.0 1.514 95.6 LOS F 128.0 3275.9 0.91 2.56 5.83 14.2 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: FEHR AND PEERS | Licence: NETWORK / FLOATING | Processed: Tuesday, September 23, 2025 2:09:44 PM Project: C:\fpbox\Box\-Projects\DN-Projects\2015_Projects\DN15-0497.01 Strauss Lakes TIA April 2024 Update\Analysis_AUGUST 2025\Sidra \Strauss Lakes TIA.sip9 MOVEMENT SUMMARY Site: 101 [7.1 2036 + P AM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph South: Ziegler 3 L2 All MCs 513 3.0 513 3.0 0.474 8.6 LOS A 2.7 70.1 0.53 0.33 0.53 29.4 8 T1 All MCs 975 3.0 975 3.0 0.936 31.6 LOS C 37.9 970.4 1.00 1.55 2.54 24.1 18 R2 All MCs 37 3.0 37 3.0 0.936 31.6 LOS C 37.9 970.4 1.00 1.55 2.54 23.9 Approach 1524 3.0 1524 3.0 0.936 23.9 LOS C 37.9 970.4 0.84 1.14 1.86 25.7 East: Horsetooth 1 L2 All MCs 54 3.0 54 3.0 0.962 79.9 LOS E 7.3 188.0 0.99 1.50 2.97 15.7 6 T1 All MCs 121 3.0 121 3.0 0.962 79.5 LOS E 7.3 188.0 0.99 1.50 2.97 15.8 16 R2 All MCs 113 3.0 113 3.0 0.962 79.8 LOS E 7.3 188.0 0.99 1.50 2.97 15.7 Approach 287 3.0 287 3.0 0.962 79.7 LOS E 7.3 188.0 0.99 1.50 2.97 15.8 North: Ziegler 7 L2 All MCs 55 3.0 55 3.0 1.308 164.2 LOS F 82.2 2103.3 1.00 4.29 10.78 9.9 4 T1 All MCs 778 3.0 778 3.0 1.308 164.2 LOS F 82.2 2103.3 1.00 4.29 10.78 10.0 14 R2 All MCs 122 3.0 122 3.0 1.308 164.2 LOS F 82.2 2103.3 1.00 4.29 10.78 10.0 Approach 955 3.0 955 3.0 1.308 164.2 LOS F 82.2 2103.3 1.00 4.29 10.78 10.0 West: Horsetooth 5 L2 All MCs 139 3.0 139 3.0 0.298 8.8 LOS A 1.2 30.2 0.63 0.56 0.63 29.9 2 T1 All MCs 69 3.0 69 3.0 0.298 8.8 LOS A 1.2 30.2 0.63 0.56 0.63 30.5 12 R2 All MCs 417 3.0 417 3.0 0.595 15.2 LOS B 4.0 103.3 0.78 0.83 1.20 28.7 Approach 625 3.0 625 3.0 0.595 13.1 LOS B 4.0 103.3 0.73 0.74 1.01 29.2 All Vehicles 3392 3.0 3392 3.0 1.308 66.1 LOS E 82.2 2103.3 0.88 1.98 4.31 17.4 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: FEHR AND PEERS | Licence: NETWORK / FLOATING | Processed: Tuesday, September 23, 2025 2:09:45 PM Project: C:\fpbox\Box\-Projects\DN-Projects\2015_Projects\DN15-0497.01 Strauss Lakes TIA April 2024 Update\Analysis_AUGUST 2025\Sidra \Strauss Lakes TIA.sip9 MOVEMENT SUMMARY Site: 101 [7.2 2036 + P PM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph South: Ziegler 3 L2 All MCs 562 3.0 562 3.0 0.610 12.7 LOS B 5.8 148.0 0.73 0.70 1.12 28.0 8 T1 All MCs 917 3.0 917 3.0 1.064 65.9 LOS F 49.5 1266.0 1.00 2.50 4.72 17.6 18 R2 All MCs 64 3.0 64 3.0 1.064 65.9 LOS F 49.5 1266.0 1.00 2.50 4.72 17.5 Approach 1543 3.0 1543 3.0 1.064 46.5 LOS D 49.5 1266.0 0.90 1.85 3.41 20.4 East: Horsetooth 1 L2 All MCs 51 3.0 51 3.0 0.775 45.8 LOS D 3.6 91.9 0.93 1.13 1.71 20.5 6 T1 All MCs 99 3.0 99 3.0 0.775 45.8 LOS D 3.6 91.9 0.93 1.13 1.71 20.7 16 R2 All MCs 89 3.0 89 3.0 0.775 45.8 LOS D 3.6 91.9 0.93 1.13 1.71 20.6 Approach 239 3.0 239 3.0 0.775 45.8 LOS D 3.6 91.9 0.93 1.13 1.71 20.6 North: Ziegler 7 L2 All MCs 114 3.0 114 3.0 1.658 315.8 LOS F 155.4 3977.2 1.00 6.22 16.74 6.0 4 T1 All MCs 894 3.0 894 3.0 1.658 315.8 LOS F 155.4 3977.2 1.00 6.22 16.74 6.0 14 R2 All MCs 176 3.0 176 3.0 1.658 315.8 LOS F 155.4 3977.2 1.00 6.22 16.74 6.0 Approach 1183 3.0 1183 3.0 1.658 315.8 LOS F 155.4 3977.2 1.00 6.22 16.74 6.0 West: Horsetooth 5 L2 All MCs 172 3.0 172 3.0 0.475 11.7 LOS B 2.6 67.8 0.71 0.70 0.95 29.1 2 T1 All MCs 172 3.0 172 3.0 0.475 11.7 LOS B 2.6 67.8 0.71 0.70 0.95 29.6 12 R2 All MCs 587 3.0 587 3.0 0.812 26.3 LOS C 9.5 243.8 0.94 1.17 1.97 25.1 Approach 931 3.0 931 3.0 0.812 20.9 LOS C 9.5 243.8 0.85 1.00 1.59 26.6 All Vehicles 3896 3.0 3896 3.0 1.658 122.1 LOS F 155.4 3977.2 0.92 2.93 6.92 12.2 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: FEHR AND PEERS | Licence: NETWORK / FLOATING | Processed: Tuesday, September 23, 2025 2:09:45 PM Project: C:\fpbox\Box\-Projects\DN-Projects\2015_Projects\DN15-0497.01 Strauss Lakes TIA April 2024 Update\Analysis_AUGUST 2025\Sidra \Strauss Lakes TIA.sip9 MOVEMENT SUMMARY Site: 101 [8.1 2045 AM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph South: Ziegler 3 L2 All MCs 549 3.0 549 3.0 0.513 9.3 LOS A 3.2 82.2 0.57 0.37 0.59 29.1 8 T1 All MCs 1046 3.0 1046 3.0 1.013 47.0 LOS F 54.5 1394.3 1.00 2.12 3.34 20.7 18 R2 All MCs 38 3.0 38 3.0 1.013 47.0 LOS F 54.5 1394.3 1.00 2.12 3.34 20.6 Approach 1634 3.0 1634 3.0 1.013 34.3 LOS C 54.5 1394.3 0.86 1.53 2.41 23.0 East: Horsetooth 1 L2 All MCs 54 3.0 54 3.0 1.073 113.8 LOS F 12.8 327.9 1.00 1.88 4.49 12.7 6 T1 All MCs 126 3.0 126 3.0 1.073 112.5 LOS F 12.8 327.9 1.00 1.88 4.49 12.8 16 R2 All MCs 119 3.0 119 3.0 1.073 112.7 LOS F 12.8 327.9 1.00 1.88 4.49 12.8 Approach 299 3.0 299 3.0 1.073 112.8 LOS F 12.8 327.9 1.00 1.88 4.49 12.8 North: Ziegler 7 L2 All MCs 57 3.0 57 3.0 1.424 214.0 LOS F 104.6 2679.0 1.00 5.00 13.10 8.1 4 T1 All MCs 832 3.0 832 3.0 1.424 214.0 LOS F 104.6 2679.0 1.00 5.00 13.10 8.2 14 R2 All MCs 126 3.0 126 3.0 1.424 214.0 LOS F 104.6 2679.0 1.00 5.00 13.10 8.2 Approach 1015 3.0 1015 3.0 1.424 214.0 LOS F 104.6 2679.0 1.00 5.00 13.10 8.2 West: Horsetooth 5 L2 All MCs 146 3.0 146 3.0 0.308 8.7 LOS A 1.2 31.9 0.64 0.56 0.64 30.0 2 T1 All MCs 74 3.0 74 3.0 0.308 8.7 LOS A 1.2 31.9 0.64 0.56 0.64 30.5 12 R2 All MCs 447 3.0 447 3.0 0.626 16.0 LOS B 4.6 117.3 0.80 0.86 1.27 28.5 Approach 667 3.0 667 3.0 0.626 13.6 LOS B 4.6 117.3 0.74 0.76 1.06 29.0 All Vehicles 3615 3.0 3615 3.0 1.424 87.4 LOS F 104.6 2679.0 0.89 2.39 5.34 15.0 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: FEHR AND PEERS | Licence: NETWORK / FLOATING | Processed: Tuesday, September 23, 2025 2:09:46 PM Project: C:\fpbox\Box\-Projects\DN-Projects\2015_Projects\DN15-0497.01 Strauss Lakes TIA April 2024 Update\Analysis_AUGUST 2025\Sidra \Strauss Lakes TIA.sip9 MOVEMENT SUMMARY Site: 101 [8.2 2045 PM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph South: Ziegler 3 L2 All MCs 603 3.0 603 3.0 0.661 14.4 LOS B 7.2 184.2 0.78 0.80 1.30 27.4 8 T1 All MCs 980 3.0 980 3.0 1.145 93.9 LOS F 66.1 1693.2 1.00 3.08 6.22 14.5 18 R2 All MCs 64 3.0 64 3.0 1.145 93.9 LOS F 66.1 1693.2 1.00 3.08 6.22 14.4 Approach 1647 3.0 1647 3.0 1.145 64.8 LOS E 66.1 1693.2 0.92 2.25 4.42 17.6 East: Horsetooth 1 L2 All MCs 51 3.0 51 3.0 0.838 56.1 LOS E 4.2 107.8 0.95 1.21 1.95 18.7 6 T1 All MCs 103 3.0 103 3.0 0.838 56.1 LOS E 4.2 107.8 0.95 1.21 1.95 18.9 16 R2 All MCs 94 3.0 94 3.0 0.838 56.1 LOS E 4.2 107.8 0.95 1.21 1.95 18.8 Approach 247 3.0 247 3.0 0.838 56.1 LOS E 4.2 107.8 0.95 1.21 1.95 18.8 North: Ziegler 7 L2 All MCs 120 3.0 120 3.0 1.842 398.1 LOS F 187.4 4798.2 1.00 6.91 19.19 4.9 4 T1 All MCs 956 3.0 956 3.0 1.842 398.1 LOS F 187.4 4798.2 1.00 6.91 19.19 4.9 14 R2 All MCs 184 3.0 184 3.0 1.842 398.1 LOS F 187.4 4798.2 1.00 6.91 19.19 4.9 Approach 1260 3.0 1260 3.0 1.842 398.1 LOS F 187.4 4798.2 1.00 6.91 19.19 4.9 West: Horsetooth 5 L2 All MCs 177 3.0 177 3.0 0.484 11.7 LOS B 2.8 71.4 0.71 0.70 0.95 29.1 2 T1 All MCs 181 3.0 181 3.0 0.484 11.7 LOS B 2.8 71.4 0.71 0.70 0.95 29.6 12 R2 All MCs 631 3.0 631 3.0 0.852 29.7 LOS C 11.8 301.6 0.98 1.28 2.24 24.2 Approach 988 3.0 988 3.0 0.852 23.2 LOS C 11.8 301.6 0.88 1.07 1.77 25.9 All Vehicles 4143 3.0 4143 3.0 1.842 155.7 LOS F 187.4 4798.2 0.94 3.32 8.13 10.3 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: FEHR AND PEERS | Licence: NETWORK / FLOATING | Processed: Tuesday, September 23, 2025 2:09:46 PM Project: C:\fpbox\Box\-Projects\DN-Projects\2015_Projects\DN15-0497.01 Strauss Lakes TIA April 2024 Update\Analysis_AUGUST 2025\Sidra \Strauss Lakes TIA.sip9 MOVEMENT SUMMARY Site: 101 [9.1 2045 + P AM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph South: Ziegler 3 L2 All MCs 549 3.0 549 3.0 0.513 9.3 LOS A 3.2 82.2 0.57 0.37 0.59 29.1 8 T1 All MCs 1046 3.0 1046 3.0 1.013 47.0 LOS F 54.5 1394.3 1.00 2.12 3.34 20.7 18 R2 All MCs 38 3.0 38 3.0 1.013 47.0 LOS F 54.5 1394.3 1.00 2.12 3.34 20.6 Approach 1634 3.0 1634 3.0 1.013 34.3 LOS C 54.5 1394.3 0.86 1.53 2.41 23.0 East: Horsetooth 1 L2 All MCs 54 3.0 54 3.0 1.073 113.8 LOS F 12.8 327.9 1.00 1.88 4.49 12.7 6 T1 All MCs 126 3.0 126 3.0 1.073 112.5 LOS F 12.8 327.9 1.00 1.88 4.49 12.8 16 R2 All MCs 119 3.0 119 3.0 1.073 112.7 LOS F 12.8 327.9 1.00 1.88 4.49 12.8 Approach 299 3.0 299 3.0 1.073 112.8 LOS F 12.8 327.9 1.00 1.88 4.49 12.8 North: Ziegler 7 L2 All MCs 57 3.0 57 3.0 1.424 214.0 LOS F 104.6 2679.0 1.00 5.00 13.10 8.1 4 T1 All MCs 832 3.0 832 3.0 1.424 214.0 LOS F 104.6 2679.0 1.00 5.00 13.10 8.2 14 R2 All MCs 126 3.0 126 3.0 1.424 214.0 LOS F 104.6 2679.0 1.00 5.00 13.10 8.2 Approach 1015 3.0 1015 3.0 1.424 214.0 LOS F 104.6 2679.0 1.00 5.00 13.10 8.2 West: Horsetooth 5 L2 All MCs 146 3.0 146 3.0 0.308 8.7 LOS A 1.2 31.9 0.64 0.56 0.64 30.0 2 T1 All MCs 74 3.0 74 3.0 0.308 8.7 LOS A 1.2 31.9 0.64 0.56 0.64 30.5 12 R2 All MCs 447 3.0 447 3.0 0.626 16.0 LOS B 4.6 117.3 0.80 0.86 1.27 28.5 Approach 667 3.0 667 3.0 0.626 13.6 LOS B 4.6 117.3 0.74 0.76 1.06 29.0 All Vehicles 3615 3.0 3615 3.0 1.424 87.4 LOS F 104.6 2679.0 0.89 2.39 5.34 15.0 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: FEHR AND PEERS | Licence: NETWORK / FLOATING | Processed: Tuesday, September 23, 2025 2:09:47 PM Project: C:\fpbox\Box\-Projects\DN-Projects\2015_Projects\DN15-0497.01 Strauss Lakes TIA April 2024 Update\Analysis_AUGUST 2025\Sidra \Strauss Lakes TIA.sip9 MOVEMENT SUMMARY Site: 101 [9.2 2045 + P PM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph South: Ziegler 3 L2 All MCs 603 3.0 603 3.0 0.661 14.4 LOS B 7.2 184.2 0.78 0.80 1.30 27.4 8 T1 All MCs 980 3.0 980 3.0 1.145 93.9 LOS F 66.1 1693.2 1.00 3.08 6.22 14.5 18 R2 All MCs 64 3.0 64 3.0 1.145 93.9 LOS F 66.1 1693.2 1.00 3.08 6.22 14.4 Approach 1647 3.0 1647 3.0 1.145 64.8 LOS E 66.1 1693.2 0.92 2.25 4.42 17.6 East: Horsetooth 1 L2 All MCs 51 3.0 51 3.0 0.838 56.1 LOS E 4.2 107.8 0.95 1.21 1.95 18.7 6 T1 All MCs 103 3.0 103 3.0 0.838 56.1 LOS E 4.2 107.8 0.95 1.21 1.95 18.9 16 R2 All MCs 94 3.0 94 3.0 0.838 56.1 LOS E 4.2 107.8 0.95 1.21 1.95 18.8 Approach 247 3.0 247 3.0 0.838 56.1 LOS E 4.2 107.8 0.95 1.21 1.95 18.8 North: Ziegler 7 L2 All MCs 120 3.0 120 3.0 1.842 398.1 LOS F 187.4 4798.2 1.00 6.91 19.19 4.9 4 T1 All MCs 956 3.0 956 3.0 1.842 398.1 LOS F 187.4 4798.2 1.00 6.91 19.19 4.9 14 R2 All MCs 184 3.0 184 3.0 1.842 398.1 LOS F 187.4 4798.2 1.00 6.91 19.19 4.9 Approach 1260 3.0 1260 3.0 1.842 398.1 LOS F 187.4 4798.2 1.00 6.91 19.19 4.9 West: Horsetooth 5 L2 All MCs 177 3.0 177 3.0 0.484 11.7 LOS B 2.8 71.4 0.71 0.70 0.95 29.1 2 T1 All MCs 181 3.0 181 3.0 0.484 11.7 LOS B 2.8 71.4 0.71 0.70 0.95 29.6 12 R2 All MCs 631 3.0 631 3.0 0.852 29.7 LOS C 11.8 301.6 0.98 1.28 2.24 24.2 Approach 988 3.0 988 3.0 0.852 23.2 LOS C 11.8 301.6 0.88 1.07 1.77 25.9 All Vehicles 4143 3.0 4143 3.0 1.842 155.7 LOS F 187.4 4798.2 0.94 3.32 8.13 10.3 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: FEHR AND PEERS | Licence: NETWORK / FLOATING | Processed: Tuesday, September 23, 2025 2:09:47 PM Project: C:\fpbox\Box\-Projects\DN-Projects\2015_Projects\DN15-0497.01 Strauss Lakes TIA April 2024 Update\Analysis_AUGUST 2025\Sidra \Strauss Lakes TIA.sip9 MOVEMENT SUMMARY Site: 101 [10.1 2045 + P AM mitigated (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph South: Ziegler 3 L2 All MCs 549 3.0 549 3.0 0.789 18.8 LOS B 15.9 407.2 0.89 0.94 1.65 26.4 8 T1 All MCs 1046 3.0 1046 3.0 0.789 18.1 LOS B 16.2 414.9 0.87 0.92 1.62 27.9 18 R2 All MCs 38 3.0 38 3.0 0.789 17.9 LOS B 16.2 414.9 0.87 0.91 1.61 27.9 Approach 1634 3.0 1634 3.0 0.789 18.4 LOS B 16.2 414.9 0.88 0.92 1.63 27.4 East: Horsetooth 1 L2 All MCs 54 3.0 54 3.0 0.598 39.4 LOS D 2.1 53.4 0.91 1.01 1.31 21.6 6 T1 All MCs 126 3.0 126 3.0 0.598 37.8 LOS D 2.1 54.8 0.91 1.01 1.31 22.4 16 R2 All MCs 119 3.0 119 3.0 0.598 33.5 LOS C 2.1 54.8 0.90 1.00 1.30 23.2 Approach 299 3.0 299 3.0 0.598 36.3 LOS D 2.1 54.8 0.91 1.01 1.31 22.6 North: Ziegler 7 L2 All MCs 57 3.0 57 3.0 0.663 19.1 LOS B 4.9 125.4 0.81 0.94 1.41 27.2 4 T1 All MCs 832 3.0 832 3.0 0.663 18.3 LOS B 5.0 127.9 0.81 0.93 1.41 28.0 14 R2 All MCs 126 3.0 126 3.0 0.198 8.0 LOS A 0.7 18.1 0.60 0.55 0.60 31.5 Approach 1015 3.0 1015 3.0 0.663 17.1 LOS B 5.0 127.9 0.78 0.88 1.31 28.3 West: Horsetooth 5 L2 All MCs 146 3.0 146 3.0 0.416 13.8 LOS B 1.8 46.0 0.72 0.78 0.95 28.1 2 T1 All MCs 74 3.0 74 3.0 0.416 13.8 LOS B 1.8 46.0 0.72 0.78 0.95 28.6 12 R2 All MCs 447 3.0 447 3.0 0.416 13.2 LOS B 1.8 46.0 0.71 0.77 0.94 29.3 Approach 667 3.0 667 3.0 0.416 13.4 LOS B 1.8 46.0 0.71 0.77 0.94 29.0 All Vehicles 3615 3.0 3615 3.0 0.789 18.6 LOS B 16.2 414.9 0.82 0.89 1.38 27.4 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: FEHR AND PEERS | Licence: NETWORK / FLOATING | Processed: Thursday, September 25, 2025 1:17:49 PM Project: C:\fpbox\Box\-Projects\DN-Projects\2015_Projects\DN15-0497.01 Strauss Lakes TIA April 2024 Update\Analysis_AUGUST 2025\Sidra \Strauss Lakes TIA.sip9 MOVEMENT SUMMARY Site: 101 [10.2 2045 + P PM mitigated (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph South: Ziegler 3 L2 All MCs 603 3.0 603 3.0 0.964 43.8 LOS D 26.7 684.7 1.00 1.82 3.35 20.5 8 T1 All MCs 980 3.0 980 3.0 0.964 42.3 LOS D 28.2 721.8 1.00 1.84 3.38 21.5 18 R2 All MCs 64 3.0 64 3.0 0.964 41.9 LOS D 28.2 721.8 1.00 1.85 3.38 21.6 Approach 1647 3.0 1647 3.0 0.964 42.8 LOS D 28.2 721.8 1.00 1.84 3.37 21.1 East: Horsetooth 1 L2 All MCs 51 3.0 51 3.0 0.510 34.0 LOS C 1.7 42.3 0.90 0.97 1.18 22.7 6 T1 All MCs 103 3.0 103 3.0 0.510 32.4 LOS C 1.7 42.3 0.89 0.96 1.18 23.6 16 R2 All MCs 94 3.0 94 3.0 0.510 29.6 LOS C 1.7 42.2 0.88 0.95 1.17 24.3 Approach 247 3.0 247 3.0 0.510 31.7 LOS C 1.7 42.3 0.89 0.96 1.17 23.6 North: Ziegler 7 L2 All MCs 120 3.0 120 3.0 0.824 30.7 LOS C 8.6 219.3 0.92 1.21 2.04 23.7 4 T1 All MCs 956 3.0 956 3.0 0.824 29.5 LOS C 8.9 227.4 0.92 1.21 2.04 24.5 14 R2 All MCs 184 3.0 184 3.0 0.296 9.7 LOS A 1.1 29.1 0.64 0.61 0.67 30.8 Approach 1260 3.0 1260 3.0 0.824 26.7 LOS C 8.9 227.4 0.88 1.12 1.84 25.2 West: Horsetooth 5 L2 All MCs 177 3.0 177 3.0 0.739 31.9 LOS C 4.3 111.2 0.88 1.09 1.61 23.1 2 T1 All MCs 181 3.0 181 3.0 0.739 31.9 LOS C 4.3 111.2 0.88 1.09 1.61 23.5 12 R2 All MCs 631 3.0 631 3.0 0.739 30.3 LOS C 4.4 113.7 0.87 1.08 1.61 23.9 Approach 988 3.0 988 3.0 0.739 30.9 LOS C 4.4 113.7 0.87 1.08 1.61 23.7 All Vehicles 4143 3.0 4143 3.0 0.964 34.4 LOS C 28.2 721.8 0.93 1.39 2.35 23.0 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: FEHR AND PEERS | Licence: NETWORK / FLOATING | Processed: Thursday, September 25, 2025 1:17:48 PM Project: C:\fpbox\Box\-Projects\DN-Projects\2015_Projects\DN15-0497.01 Strauss Lakes TIA April 2024 Update\Analysis_AUGUST 2025\Sidra \Strauss Lakes TIA.sip9 MOVEMENT SUMMARY Site: 101 [11.1 2045 + P AM 3 lane (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph South: Ziegler 3 L2 All MCs 549 3.0 549 3.0 0.770 17.8 LOS B 14.5 371.3 0.86 0.89 1.55 26.7 8 T1 All MCs 1046 3.0 1046 3.0 0.770 17.1 LOS B 14.7 377.3 0.84 0.87 1.52 28.2 18 R2 All MCs 38 3.0 38 3.0 0.023 0.0 LOS A 0.0 0.0 0.00 0.00 0.00 36.2 Approach 1634 3.0 1634 3.0 0.770 16.9 LOS B 14.7 377.3 0.83 0.85 1.50 27.8 East: Horsetooth 1 L2 All MCs 54 3.0 54 3.0 0.364 26.2 LOS C 1.1 28.3 0.87 0.92 1.06 24.4 6 T1 All MCs 126 3.0 126 3.0 0.364 23.5 LOS C 1.1 28.3 0.85 0.90 1.04 26.2 16 R2 All MCs 119 3.0 119 3.0 0.073 0.0 LOS A 0.0 0.0 0.00 0.00 0.00 36.2 Approach 299 3.0 299 3.0 0.364 14.7 LOS B 1.1 28.3 0.52 0.54 0.63 28.9 North: Ziegler 7 L2 All MCs 57 3.0 57 3.0 0.663 19.1 LOS B 4.9 125.7 0.81 0.94 1.42 27.2 4 T1 All MCs 832 3.0 832 3.0 0.663 18.3 LOS B 5.0 128.2 0.81 0.93 1.41 28.0 14 R2 All MCs 126 3.0 126 3.0 0.078 0.0 LOS A 0.0 0.0 0.00 0.00 0.00 36.2 Approach 1015 3.0 1015 3.0 0.663 16.1 LOS B 5.0 128.2 0.71 0.82 1.23 28.7 West: Horsetooth 5 L2 All MCs 146 3.0 146 3.0 0.255 9.6 LOS A 0.9 22.3 0.65 0.63 0.65 29.0 2 T1 All MCs 74 3.0 74 3.0 0.143 8.8 LOS A 0.5 12.1 0.63 0.63 0.63 31.8 12 R2 All MCs 447 3.0 447 3.0 0.275 0.1 LOS A 0.0 0.0 0.00 0.00 0.00 36.1 Approach 667 3.0 667 3.0 0.275 3.1 LOS A 0.9 22.3 0.21 0.21 0.21 33.7 All Vehicles 3615 3.0 3615 3.0 0.770 14.0 LOS B 14.7 377.3 0.65 0.70 1.11 29.1 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: FEHR AND PEERS | Licence: NETWORK / FLOATING | Processed: Tuesday, September 23, 2025 2:09:49 PM Project: C:\fpbox\Box\-Projects\DN-Projects\2015_Projects\DN15-0497.01 Strauss Lakes TIA April 2024 Update\Analysis_AUGUST 2025\Sidra \Strauss Lakes TIA.sip9 MOVEMENT SUMMARY Site: 101 [11.2 2045 + P PM 3 lane (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph South: Ziegler 3 L2 All MCs 603 3.0 603 3.0 0.927 37.0 LOS D 22.1 565.7 1.00 1.61 2.94 21.8 8 T1 All MCs 980 3.0 980 3.0 0.927 35.5 LOS D 23.2 593.4 1.00 1.62 2.95 23.0 18 R2 All MCs 64 3.0 64 3.0 0.039 0.0 LOS A 0.0 0.0 0.00 0.00 0.00 36.2 Approach 1647 3.0 1647 3.0 0.927 34.7 LOS C 23.2 593.4 0.96 1.56 2.83 22.8 East: Horsetooth 1 L2 All MCs 51 3.0 51 3.0 0.318 24.9 LOS C 0.9 23.9 0.86 0.90 1.00 24.7 6 T1 All MCs 103 3.0 103 3.0 0.318 22.3 LOS C 0.9 23.9 0.85 0.88 0.98 26.5 16 R2 All MCs 94 3.0 94 3.0 0.058 0.0 LOS A 0.0 0.0 0.00 0.00 0.00 36.2 Approach 247 3.0 247 3.0 0.318 14.4 LOS B 0.9 23.9 0.53 0.55 0.61 28.9 North: Ziegler 7 L2 All MCs 120 3.0 120 3.0 0.824 30.7 LOS C 8.6 219.3 0.92 1.21 2.04 23.7 4 T1 All MCs 956 3.0 956 3.0 0.824 29.5 LOS C 8.9 227.4 0.92 1.21 2.04 24.5 14 R2 All MCs 184 3.0 184 3.0 0.113 0.0 LOS A 0.0 0.0 0.00 0.00 0.00 36.1 Approach 1260 3.0 1260 3.0 0.824 25.3 LOS C 8.9 227.4 0.79 1.03 1.74 25.6 West: Horsetooth 5 L2 All MCs 177 3.0 177 3.0 0.413 16.2 LOS B 1.6 41.6 0.76 0.83 0.99 26.8 2 T1 All MCs 181 3.0 181 3.0 0.376 13.7 LOS B 1.4 36.3 0.73 0.78 0.91 29.8 12 R2 All MCs 631 3.0 631 3.0 0.388 0.1 LOS A 0.0 0.0 0.00 0.00 0.00 36.0 Approach 988 3.0 988 3.0 0.413 5.5 LOS A 1.6 41.6 0.27 0.29 0.34 32.7 All Vehicles 4143 3.0 4143 3.0 0.927 23.6 LOS C 23.2 593.4 0.72 1.04 1.77 25.9 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: FEHR AND PEERS | Licence: NETWORK / FLOATING | Processed: Tuesday, September 23, 2025 2:09:49 PM Project: C:\fpbox\Box\-Projects\DN-Projects\2015_Projects\DN15-0497.01 Strauss Lakes TIA April 2024 Update\Analysis_AUGUST 2025\Sidra \Strauss Lakes TIA.sip9