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Home My WebLink AboutReports - Transportation Impact Study - 12/01/2024 DRAFT Strauss Lakes Site Transportation Impact Analysis Prepared for: Cottonwood Land and Farms, LLC December 2024 DN 15-0497.01 FEHR 7 PEERS MIL7 Strauss Lakes Site— Transportation Impact Analysis December 2024 This page intentionally left blank 7trc uss Lakes Site— Transportation Impact Analysis ember 2024 Table of Contents EXECUTIVE SUMMARY.............................................................................................................................. IV 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.....................................................................................................................6 2.5.2 Local Level of Service Standards....................................................................................................8 2.5.3 Significance Criteria.............................................................................................................................9 3.0 EXISTING CONDITIONS................................................................................................................10 3.1 Existing Roadway Network...........................................................................................................................10 3.2 Intersections.......................................................................................................................................................11 3.3 Bicycle & Pedestrian Facilities.....................................................................................................................11 3.4 Existing Transit Service...................................................................................................................................12 3.5 Existing Intersection Operations................................................................................................................12 4.0 BACKGROUND CONDITIONS ......................................................................................................16 4.1 2040 Background Transportation and Intersection Operations....................................................16 4.2 2040 Background Intersection Levels of Service and Impacts.......................................................18 5.0 PROJECT TRIPS.............................................................................................................................20 5.1 Trip Generation.................................................................................................................................................20 5.2 Trip Distribution................................................................................................................................................21 5.3 Trip Assignment................................................................................................................................................21 5.4 Access...................................................................................................................................................................21 i 7trc uss Lakes Site— Transportation Impact Analysis ember 2024 6.0 PEDESTRIAN AND BICYCLE IMPACT EVALUATIONS.................................................................24 6.1 Pedestrian and Bike Facility Demand.......................................................................................................24 6.2 School Routing Plans......................................................................................................................................24 6.3 Connections to NEighboring LAnd USes................................................................................................2S 6.4 Existing and Proposed Infrastructure ......................................................................................................2S 6.S Existing And Proposed Facilities Evaluation..........................................................................................26 7.0 BUILD CONDITIONS.....................................................................................................................27 7.1 Existing plus project Intersection Operations.......................................................................................27 7.2 Existing plus project Levels of Service and Impacts...........................................................................29 7.3 2040 Build Intersection Operations..........................................................................................................31 7.4 2040 Build Intersection Levels of Service and Impacts.....................................................................33 7.S Future Transit Facilities..................................................................................................................................3S 7.6 Future Pedestrian and Bicycle Facilities...................................................................................................3S 8.0 SUMMARY OF FINDINGS AND RECOMMENDATIONS..............................................................36 Appendices Appendix A: Existing Traffic Counts Appendix B: Intersection Level of Service Calculations List of Figures Figure1: Project Study Area.............................................................................................................................................................2 Figure2: Strauss Lakes Site Plan.....................................................................................................................................................3 Figure 3: Existing Peak Hour Traffic Volumes and Lane Configurations.....................................................................13 Figure 4: 2040 Background Peak Hour Traffic Volumes and Lane Configurations.................................................17 FigureS:Trip Distribution..............................................................................................................................................................22 ii IFF • Strauss Lakes Site— Transportation Impact Analysis ir December 2024 Figure6: Trip Assignment..............................................................................................................................................................23 Figure7: School Routing Map......................................................................................................................................................25 Figure 8: Existing Plus Project Conditions Peak Hour Traffic Volumes and Lane Configurations.....................28 Figure 9: 2040 Build Conditions Peak Hour Traffic Volumes and Lane Configurations........................................32 List of Tables Table 1: Signalized Intersection Level of Service Definitions Using Average Control Vehicular Delay..............7 Table 2: Unsignalized Intersection Level of Service Definitions Using Average Control Vehicular Delay.........8 Table3: Fort Collins LOS Standards..............................................................................................................................................8 Table 4: Existing Conditions Intersection Level of Service Results.................................................................................14 Table S: 2040 Background Conditions Intersection Level of Service Results............................................................18 Table6:Vehicle Trip Generation.................................................................................................................................................20 Table7:Walk/bike Trip Generation............................................................................................................................................24 Table8: Multimodal LoS.................................................................................................................................................................26 Table 9: Existing plus project Conditions Intersection Level of Service Results.......................................................29 Table 10: 2040 Build Conditions Intersection Level of Service Results........................................................................33 iii • Strauss Lakes Site— Transportation Impact Analysis December 2024 EXECUTIVE SUMMARY This Transportation Impact Analysis (TIA) 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 TIA 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' 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' east of Ziegler Road Transportation impacts on the study area intersections were assessed for two years: Existing Conditions (2024) and Horizon Year (2040). The analysis included the evaluation of intersection and approach Level- of-Service(LOS). In accordance with City of Fort Collins,the following ten 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 Ridgen Road (side street stop control) 4. E. Drake Road and Miles House Road (side street stop control) 5. E. Drake Road and Environmental Road (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) iv • Strauss Lakes Site— Transportation Impact Analysis December 2024 8. Ziegler Road and Horsetooth Road (roundabout) 9. Ziegler Road and Harmony Road (signal) 10. Strauss Cabin Road and Harmony Road (signal) STUDY SCENARIOS The study intersections were analyzed for the following scenarios: 1. Existing—This includes existing traffic volumes, lane configurations, and traffic controls. 2. Existing Plus Project—This includes Existing traffic volumes, lane configurations, traffic controls, and project-generated traffic. This scenario assumes a full build-out of the project. 3. 2040 Background—Volumes were applied with an annual growth rate of one percent. 4. 2040 Build—This includes 2040 Background volumes plus project-generated traffic. This scenario assumes a full build-out of the project. 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 - The results indicate that all study intersections operate at acceptable service levels during the AM and PM peak hours under Existing Conditions according to Fort Collins Motor Vehicle LOS Standards. Existing Plus Project Conditions - The results indicate that all study intersections operate at acceptable service levels during the AM and PM peak hours under Existing Plus Project Conditions except for the following two intersections: • Ziegler Road / Percheron Road - This intersection is projected to operate at a LOS F in the AM and PM Peak hours with the addition of project traffic.The westbound leg is projected to experience more than 300 seconds of delay. It is recommended that a signal warrant analysis be conducted for this intersection upon the buildout of the development. If signalized, the intersection is projected to operate at LOS A and B in the AM and PM Peak hours, respectively. • Ziegler Road / Horsetooth Road —This roundabout is projected to operate at LOS F during the PM Peak hour with the addition of project traffic. Specifically, the northbound approach. If the v • Strauss Lakes Site— Transportation Impact Analysis December 2024 southbound and westbound legs of the roundabout are widened to two lanes, the intersection is projected to operate at LOS D in the PM Peak hour. 2040 Background - The results indicate that the following intersection is projected to operate at an unacceptable level of service: • Ziegler Road/ Harmony Road—This intersection is projected to operate at LOS F in the AM and PM Peak hour under 2040 Background 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. The timing of such improvements will be determined at a later date. 2040 Build - The results indicate that three intersections are projected to operate at an unacceptable level of service: • Ziegler Road / Percheron Road - This intersection is projected to operate at a LOS F in the AM and PM Peak hours with the addition of project traffic. The westbound leg is projected to experience more than 300 seconds of delay. It is recommended that a signal warrant analysis be conducted for this intersection upon buildout of the development. If signalized, the intersection is projected to operate at LOS B in the AM and PM Peak hours, respectively. • Ziegler Road / Horsetooth Road —This roundabout is projected to operate at LOS F during the AM and PM Peak hours with the addition of project traffic. If the southbound and westbound legs of the roundabout are widened to two lanes, the intersection is projected to operate at LOS B and LOS D in the AM and PM Peak hours, respectively. • Ziegler Road/Harmony Road—This intersection is projected to continue to operate at LOS F in the AM and PM Peak hours with the addition of project traffic. It is recommended that Horsetooth Road be improved from Ziegler Road to Strauss Cabin Road to incentivize this alternative access. FINDINGS It is expected that the Strauss Lakes Site will generate 10,578 vehicle trips daily with 807 in the AM peak hour and 1,078 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. Mitigation is recommended and results in less delay. Each recommendation and the analysis associated with it are detailed in the following chapters. If the mitigations recommended are implemented, the Strauss Lakes project traffic can be accommodated within the roadway and intersection network. vi • Strauss Lakes Site— Transportation Impact Analysis December 2024 1 .0 INTRODUCTION This Transportation Impact Analysis (TIA) 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 TIA 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 268 single-family homes, 301 row homes, 505 multifamily units (including 237 workforce housing units), 144 multifamily affordable housing units, and 49,000 square feet of retail, including a 10,200-square-foot childcare service. 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 ten existing intersections outlined above 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. 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I- �IUI ldnll;I � )\ \1 lh�Zl, \\\\ \�\ 1 \`\\ \1 LEGEND UNIT SUMMARY STRAUSSLAKES � � � � PROPERTY BOUNDARY 36' x 100' SFD - FL (SUBURBAN DETACHED) ------------------------------- 131 (10.75%) — — ROW 35' x 1 10' SFD - RL I U.B.E. (URBAN DETACHED) ------------------------- 82 (6.73%) 0 200' 300' 400' Q 64'x 91' RL & FL I CLUSTER TH's (COTTAGE COURT) ----------------- 268 (21.99%) SCALE 1" = 200'-0" NORTH 11 . 18.24 ROW CENTERLINE EASEMENTS II& 28' x 78' SFD - RL I COTTAGE TYPE 1 (URBAN DETACHED) ---------- 34 (2.79%) 28' x 55' SFD - RL I COTTAGES TYPE 2 (URBAN DETACHED) -------- 22 (1.80%) 50' NATURAL HABITAT BUFFER 21' x 60' T H's (ROW HOUSE) ------------------------------------------------------ 301 (24.69%) Lam/ .---------------._._--__------------------------------------------------------ (19) 5-PLEX-----------------------------------------------------------------------------95 (21) 6-P L E X ----------------------------------------------------------------------------- 126 MULTIFAMILY AFFORDABLE HOUSING ------------------------------------- 144 (11.81%) WORKFORCE HOUSING ----------------------------------------------------------237 (19.44%) RETAIL & COMMERCIAL (--49,000 SF) TOTAL ----------------------------------------------------------------------------------- 1,219 • Strauss Lakes Site— Transportation Impact Analysis December 2024 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. The following four conditions were analyzed with the corresponding volumes and network configurations as indicated: • 2024 Existing Conditions • 2024 Existing Plus Project Conditions • 2040 Background Conditions • 2040 Build Conditions 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. • Timberline Road and Horsetooth Road (signal) • Timberline Road and E. Drake Road (signal) • E. Drake Road and Ridgen Road (side street stop control) • E. Drake Road and Miles House Road (side street stop control) • E. Drake Road and Environmental Road (side street stop control) • Ziegler Road and William Neal Parkway ( side street stop control) • Ziegler Road and Percheron Drive (side street stop control) • Ziegler Road and Horsetooth Road (roundabout) • Ziegler Road and Harmony Road (signal) • Strauss Cabin Road and Harmony Road (signal) These traffic counts are available in Appendix A. 4 7trc uss Lakes Site— Transportation Impact Analysis ember 2024 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 to 2040. The annual growth rate of one percent was applied to the 2024 Existing volumes. 3. Evaluate the Background Scenarios. Determine the operational performance of the study intersections with estimated traffic, planned geometry, and traffic control for 2040. 4. Calculate the trip generation. Trip generation was calculated based on the number of single- family households, apartments, townhomes, affordable housing units, and square footage of a specialty retail center 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. 6. Evaluate the Build Scenarios. Determine the operational performance of the study intersections with the new development for 2024 and 2040. If intersections were below the operational performance criteria, then mitigation measures were recommended. 5 7trc uss Lakes Site— Transportation Impact Analysis ember 2024 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 (two percent) 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. 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 71h 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, increased accident potential, 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. 6 PIT rAAf Strauss Lakes Site— Transportation ImpactAnalysis December 2024 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. 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 < 10.0 and/or short cycle lengths. Operations with low delay occurring with good progression and/or B short cycle lengths. >10 to 20 Operations with average delays resulting from fair progression C and/or longer cycle lengths. Individual cycle failures begin to appear. >20 to 35 Operations with longer delays due to a combination of unfavorable D progression, long cycle lengths,and high V/C ratios. Many vehicles >35 to 55 stop and individual cycle failures are noticeable. Operations with high delay values indicating poor progression, long E cycle lengths, and high V/C ratios. Individual cycle failures are >55 to 80 frequent occurrences. F Operations with delays unacceptable to most drivers occurring due > 80 to over-saturation, poor progression,or very long cycle lengths. Source: Highway Capacity Manual(Transportation Research Board,2070). 7 VF- auss Lakes Site- Transportation Impact Analysis cember 2024 !7t 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,2070). 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 Fort Collins (GMA and City Limits) Motor Vehicle LOS Standards (Intersections) Overall Any Any Approach leg Movement Signalized D' E Ez Unsignalized E3 Fk Arterial/Arterial Collector/Collector Unsignalized IQ3 F4 Arterial/Collector Arterial/Local Collector/Local Local/Local Roundabout E 3.5 Ems' E5 ' In mixed use district including downtown as defined by structure plan,overall LOS E is acceptable 2 Applicable with at least 5%of total entering volume 3 Use weighted average to identify overall delay Mitigation may be required Apply unsignalized delay value thresholds to determine LOS 8 • Strauss Lakes Site— Transportation Impact Analysis December 2024 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) causes 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. • 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. 9 • Strauss Lakes Site— Transportation Impact Analysis December 2024 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. 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 1-25, 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 isjust south of Kechter Road and its northern terminus is at Horsetooth Road. Within the study area, the posted speed limit is 35 MPH. 10 7trc uss Lakes Site— Transportation Impact Analysis ember 2024 3.2 INTERSECTIONS The ten 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 Ridgen Road (side street stop control) 4. E. Drake Road and Miles House Road (side street stop control) 5. E. Drake Road and Environmental Road (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) BICYCLE & PEDESTRIAN FACILITIES Bicycle lanes exist on Harmony Road (1-25 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. 11 IFF • Strauss Lakes Site— Transportation Impact Analysis ir December 2024 3.4 EXISTING TRANSIT SERVICF The Project site is located near two bus routes, operated by Transfort. According to the Transfort website, Transfort is currently operating 73%of 2019 full service. In addition, both Route 12 and Route 16 service is 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 / College to the Harmony Transfer Center near Harmony Road/1-25. 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. 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 the existing roadways, intersection geometry, traffic control, and existing traffic volumes.The analysis included assessing the intersection delay and LOS performance for each of the studied intersections. The Existing Conditions provided a baseline for the Future analyses. Figure 3 presents the Existing AM and PM peak- hour turning movement volumes, lane configurations, and traffic control at the study intersections. Table 4 provides the results of the capacity analysis of the Existing Conditions for the AM and PM peak hours assuming current geometry and traffic control. Appendix B provides the LOS calculations for the Existing Conditions. 12 1. Timberline Rd/Horsetooth Rd 2. Timberline Rd/Drake Rd 3. Rigden Pkwy/Drake Rd 4. Miles House Ave/Drake Rd 5. Drake Rd/Environmental Dr LO LO = Co r. �00toL w-190(119) 317(223) 644(791) 77(76) LO 15(10)N � rn 431 (417) d' N `O 454(403) 0')- 104(103) N0') N 4--61 (100) 19(33) 590(685) 13(4) � � l _ © ,t�rmAntad Or Horsetooth Rd j� Drake Rd Drake Rd Drake Rd 344(383) I 256(244) I I I 301 557 —► LO o d• 531 (662)- ► 77(94) ( ) 357(502)—s ao cN� rn� �► rn v r 232(269)- N 284(246)--4v- M 23(79) -� 474(578) r N_ ON NBC'') MN O � LO N0) MN Cfl 6. Ziegler Rd/William Neal Pkwy 7. Ziegler Rd/Percheron Dr 8. Ziegler Rd/Horsetooth Rd 9. Ziegler Rd/Harmony Rd 10. Strauss Cabin Rd/Harmony Rd o V LO INCOto V N N 't (.0N � O N T 0(0) - `) CO C° 71 (46) C�o 663(733) N 83(103) o 0(0) ,n LO w LO N 62 (44) � 1,435(1,404) N 2,350(2,020) J 0(0) j ® l 2 (0) J� 77(110) 36(89) William Neal Pkwv „yI Pemheron Dr „y Horsetooth Rd ��" O Harmony Rd Harmony Rd ercheron +Dr R� � tt 11 (12)� O) 10 5 76(53) �� 58(113)� �� 3(13)� �1 0(0) iZ 38(101) 845(1,623) 1,227(2,472)CO CO —► M N I' Now .•_ 43(37) N 13(23) �w 323(452) v ro e0 45(131)�' �?rn 17(50) v 00 I. ® Co ® Go CO rl cM "r':F� Ho setootfi Rd _ I f 9 ■ • s rC •s .r � N j i L H r -- - A, tt LEGEND AStudy Intersection AM (PM) Peak Hour Traffic Volume ►� PM A-C lJ E F Lane Configuration Stop Sign Signalized Figure 3 Existing Peak Hour Traffic Volumes and Lane Configurations Existing (2024) Conditions VF- auss Lakes Site- Transportation Impact Analysis cember 2024 !7t TABLE 4: EXISTING CONDITIONS INTERSECTION LEVEL OF SERVICE RESULTS Existing Conditions AM PM ID Intersection Control Approach Delay LOS Delay LOS Overall 39.7 D 42.4 D EB 46.3 D 47.3 D 1 Horsetooth/Timberline Signal WB 55.8 E 51.7 D NB 26.4 C 28.9 C SB 43.3 D 48.7 D Overall 63 E 58.6 E EB 62.8 E 48.6 D 2 Droke/Timberline Signal WB 167.4 F 59.7 E NB 29.4 C 33.2 C SB 37.8 D 88.9 F Overall 0.9 A 0.8 A EB 0 A 0 A 3 Drake/Rigden SSSC WB 0.25 A 0.38 A NB 16.94 C 19.16 C Overall 2.7 A 9.6 A EB 1.36 A 1.43 A 4 Drake/Miles House SSSC WB 0 A 0 A SB 22.72 C 62.41 F Overall 0.6 A 0.2 A WB 16.03 C 15.83 C 5 Drake/Environmental SSSC NB 0 A 0 A SB 0.47 A 0.1 A Overall 0.9 A 1 A EB 17.71 C 24.17 C 6 William Neal/Ziegler SSSC WB 0 A 0 A NB 0.22 A 0.44 A SB 0 A 0.01 A Overall 0.4 C 0.5 A EB 15.81 C 15.61 C 7 Percheron/Ziegler SSSC WB - - - - NB 0.21 A 0.35 A SB 0 A 0 A 14 VF-• Strauss Lakes Site— Transportation Impact Analysis December 2024 Overall 12.7 B 23.3 C EB 14.9 B 11.3 B 8 Horsetooth/Ziegler Roundabout WB 10 A 18.9 B NB 18.9 B 46.2 D SB 10 A 10 B Overall 36 D 57.9 E EB 37.7 D 56.5 E 9 Harmony/Ziegler Signal WB 18.5 B 21.1 C NB 55.6 E 62.5 E SB 58.9 E 108.6 F Overall 6.5 A 7.5 A EB 0.3 A 2 A 10 Harmony/Strauss Cabin Signal WB 7.3 A 10.4 A NB 49.2 D 45.8 D SB 49.9 D 48.5 D Notes Signal =signalized intersection;SSSC=Side Street Stop Controlled intersection Bold font indicates unacceptable operations based on the appropriate jurisdiction's LOS standards. Existing Conditions - The results indicate that all study intersections operate at acceptable service levels during the AM and PM peak hours under Existing Conditions according to Fort Collins Motor Vehicle LOS Standards. 15 PIT • Strauss Lakes Site— Transportation Impact Analysis December 2024 4.0 BACKGROUND CONDITIONS This section presents the 2040 Background Conditions. The Background volumes provide the baseline conditions for comparative purposes with the Build Conditions. 4.1 2040 BACKGROUND TRANSPORTATION AND INTERSECTION OPERATIONS To determine the 2040 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 to determine the volumes shown in Figure 4. 16 1. Timberline Rd/Horsetooth Rd 2. Timberline Rd/Drake Rd 3. Rigden Pkwy/Drake Rd 4. Miles House Ave/Drake Rd 5. Drake Rd/Environmental Dr M d � m M 00 220 138 r- 368(259) - LP. m rn F 500(484) N o N j 527(467) 747(918) t�89(88) � o 17(12) 121 (119) �� 71 (116) 22 (38) � � 684(795) � 15(5) Horsetooth Rd j� Drake Rd Drake Rd Drake Rd 399(444) I 297(283) �� 616(768)- ® 89(109) 349(646)—► 414(582)—> M M l!7 d d rn 269(312) M N ( )—� -M LO 27(92) M N 550(670) o �?q 329 285 cO �M 00 �M d' N N o r- Cli 6. Ziegler Rd/William Neal Pkwy 7. Ziegler Rd/Percheron Dr 8. Ziegler Rd/Horsetooth Rd 9. Ziegler Rd/Harmony Rd 10. Strauss Cabin Rd/Harmony Rd of Of Qf of of ill'ia N I' law ® rn _ti M d C}' ❑ CC) N ^c0 ^ N c- (O N ^(O CO 000 "^ 0(0) N °' �C 82(53) 00 769(850) - 96(119) N 0(0) m r- v � M +-72 (51) v N N 1,665(1,629) N L 4—2,726(2,343) • � J � 0(0) j ® l 2 (0) J�j� 89(128) �42(103) William Neal Pkwv „yI Pemheron Dr „y Horsetooth Rd O H—ony Rd Harmony Rd 0 Percheron Dr 13(14) �� ( ) 88(61)� �� 67(131)� � ( ) tt 315 �► )Tr 0(0), c�co - 12 6 44(117) v m 980(1,883)—� ^� 1,423(2,868)—► o o N � DLO 15(27) COS oco - corn —► �cvr- 50(43) o N rn rn 375(524) !2 t rn 52(152) N o?v 20(58)— rn o .tl= '•� ® (V � N N f� LOOM rl7 0')V ti ® r- Nt 00 M I r SIC a 4 • c u a t :.Warmon t LEGEND AStudy Intersection AM (PM) Peak Hour Traffic Volume AM ►� PM A-C lJ E F Lane Configuration Stop Sign Signalized Figure 4 2040 Background Peak Hour Traffic Volumes and Lane Configurations Future (2040) Conditions 7trc uss Lakes Site- Transportation Impact Analysis ember 2024 4.2 2040 BACKGROUND INTERSECTION LEVELS OF SERVICE AND M PACTS Table 5 presents the delay and level of service calculation results for the study intersections under 2040 Background Conditions. Appendix B provides the LOS calculations. TABLE 5: 2040 BACKGROUND CONDITIONS INTERSECTION LEVEL OF SERVICE RESULTS 2040 Background AM PM ID Intersection Control Approach Delay LOS Delay LOS Overall 42.7 D 55 E EB 58.8 E 59.9 E 1 Horsetooth/Timberline Signal WB 42.2 D 42.3 D NB 32 C 41.1 D SB 45.8 D 71.8 E Overall 59.4 E 63.1 E EB 79.8 E 65 E 2 Drake/Timberline Signal WB 65.2 E 38.7 D NB 47.5 D 54.6 D SB 55.9 E 80.9 F Overall 1 A 0.9 A EB 0 A 0 A 3 Drake/Rigden SSSC WB 0.26 A 0.4 A NB 18.62 C 22.7 C Overall 3.1 A 21.6 C EB 1.41 A 1.52 A 4 Drake/Miles House SSSC WB 0 A 0 A SB 27.36 D 144.76 F Overall 0.6 A 0.2 A WB 17.03 C 18.03 C 5 Drake/Environmental SSSC NB 0 A 0 A SB 0.48 A 0.1 A Overall 1 A 1.4 A EB 21.43 C 33.58 D 6 William Neal/Ziegler SSSC WB 0 A 0 A NB 0.23 A 0.47 A SB 0 A 0.01 A 18 • Strauss Lakes Site- Transportation Impact Analysis December 2024 Overall 0.4 A 0.5 A EB 17.02 C 17.8 C 7 Percheron/Ziegler SSSC WB - - - - NB 0.22 A 0.37 A SB 0 A 0 A Overall 21.2 C 51.5 D EB 22.5 B 15.3 B 8 Horsetooth/Ziegler Roundabout WB 22.5 C 22.8 C NB 39.7 D 129.3 F SB 13.7 B 13.1 B Overall 106.3 F 157.3 F EB 27.5 C 57.6 E 9 Harmony/Ziegler Signal WB 100.7 F 94.2 F N B 46.3 D 47.4 D SB 282 F 471 F Overall 15.9 B 21.5 C EB 24 C 20 B 10 Harmony/Strauss Cabin Signal WB 10 B 21.1 C NB 47.5 D 44.1 D SB 48.3 D 47.1 D Notes: Signal = Signalized Intersection;SSSC=Side Street Stop Controlled intersection. Bold font indicates unacceptable operations based on the appropriate jurisdiction's LOS standards. 2040 Background - The results indicate that the following intersections are projected to operate at an unacceptable level of service: • Ziegler Road/ Harmony Road-This intersection is projected to operate at LOS F in the AM and PM Peak hour under 2040 Background 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. 19 PIT • Strauss Lakes Site— Transportation Impact Analysis December 2024 L 5.0 PROJECT TRIPS 5.1 TRIP GENERATION The vehicle trips associated with the Strauss Lakes Site were calculated from the proposed land use. Trips were generated utilizing the ITE Trip Generation Manual, 11th Edition which consists of choosing an appropriate independent variable for each land use for a particular time of day. The value of the independent variable is multiplied by a weighted average rate or entered into a regression equation to calculate the trips generated by each land use. It is expected that the Strauss Lakes development will have 10,578 vehicle trips daily with 807 in the AM peak hour and 1,078 in the PM peak hour. While there may be minimal internal capture between the residential and retail uses, internal capture was not applied to provide a conservative analysis. Table 6 provides the project trip generation and land uses. TABLE 6:VEHICLE TRIP GENERATION Land use Code Quantity Unit Daily AM Peak PM Peak Total Total Enter Exit Total Enter Exit Single Family Detached 210 268 DU 2,727 201 52 149 268 170 98 Single Family Attached 215 301 DU 2,243 151 47 104 177 101 76 Apartments 221 505 DU 2,316 199 45 154 198 121 77 Multifamily Affordable 223 144 DU Housing 1 693 52 15 37 66 39 27 Daycare 565 10.2 KSF 486 112 59 53 113 53 60 Retail 822 38.8 KSF 2,113 92 55 37 256 128 128 Total Trips 10,578 807 273 534 1,078 612 466 20 7trc uss Lakes Site— Transportation Impact Analysis ember 2024 5.2 TRIP DISTRIBUTION The trip distribution values were determined from existing count data. 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 trip distribution is illustrated on Figure 5. TRIP ASSIGNMENT Vehicular traffic was assigned by applying the trip distribution to the estimated trip generation. Figure 6 displays the project trips. 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' north of Horsetooth Road • One full movement access side street stop control on Horsetooth Road approximately 1,800' east of Ziegler Road • One right in-right out stop control on Horsetooth Road approximately 450' east of Ziegler Road 21 I I I I I I • I I � I Rill J - i � J J� 1M �^�,. .tom. .. • �+� .111 1 l r Dadlys L�111{',J 6 e 101 \`• 20% 1 _ 'w 8 102 103 + w • AL -•w«- r p j� „ ire ;: . J �' 'T �r I y P. • uA. t N..:Ir _er r�rye. � f � 10< �fA, yii 1 ,�. '.'' a .,."r ,•F. 1Y,yV�� I r111 J0 Ullllll y �� 7 l A•I +-- _. i 1.Timberline Rd/Horsetooth Rd 2.Timberline Rd/Drake Rd 3.Rigden Pkwy/Drake Rd 4.Miles House Ave/Drake Rd 5.Drake Rd/Environmental Dr }f — E N M d v� t 0(0) ova -38(28) o o m 163(130) 0(0) M 47(23) r r w 100(90) o 107(93) o o m r 57(53) r 18(9) 0(0) ® I 163(130) 25(13) Horsetooth Rd orske Rd or—Rd or�xe Rd �L 3 2(6) 0(0)� ))TTTr )r 52(117)—► orno 53(118)—> oo� 74(170)� o0 0(0)� �r —� —► 0(0) 74(170) o 0(0) 4 or�� 1(4)� oo� oo vn F �! 6.Drake Rd/Ziegler Rd/William Neal Pkwy 7.Ziegler Rd/Percheron Dr 8.Ziegler Rd/Horsetooth Rd 9.Ziegler Rd/Harmony Rd 10.Strauss Cabin Rd/Harmony Rd •^� of 1'.1m.i3111 4 I Pki v r17 1 I��L 1 '� � _ Cl) w<Y V m c+� v N"" 40 38 40 38 30 27 65(145) 0 0 0 � -0(0) V M *-� ( ) O M f'1 ( ) OD M u'1 ( ) LO P, j— �— ococl r'0(0) o.-c� �"0(0) rnc-.- '�60(53) cock- �-0(0) o00 �65(145) 97(92) 113(107) ® 77(70) )j j�� r 0(0) � rr-0(0) IL Willm,N l Pkw Percheron Or Horsetooth Rd Harmon Rd H.—ny Rtl 0(0)__, 0(0) 58(139) 34((0)� 0(0) )1 0(0) y► so) 0(0)—+ g�� 27(59)� o�� 0(0)—�► o vo 122(113) o 0 0 0(0) o.M� 0(0) ova 0(0) o -,o 0(0)�i o�0 0(0)--1 000 tl _ 101.Ziegler Rd/ 102./Horsetooth Rd 103./Horsetooth Rd ® C m 6 3 m 0(0) �' 0(0) ' _ + O © N 139(133) ® to 0(0) Harsetooth Rd �h 78(169)—► 78(16/9) L2 A 1 - - r+ 1, l _ 1 LEGEND QStudy Intersection AM (PM) Peak Hour Traffic Volume AM "C L E F Lane Configuration 0 Stop Sign �=E Signalized Figure 6 Trip Assignment • FA�FAS' Strauss Lakes Site— Transportation Impact Analysis December 2024 6.0 PEDESTRIAN AND BICYCLE IMPACT EVALUATIONS PEDESTRIAN AND BIKE FACILITY DEMAND The walk/bike trips associated with the Strauss Lakes Site were calculated from the proposed land use. It is expected that the Strauss Lakes development will have 430 walk/bike trips daily with 42 in the AM peak hour and 43 in the PM peak hour. Table 7, 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 7:WALK/BIKE TRIP GENERATION Walk/Bike Trips Daily AM PM Main Development 404 39 40 Southwest Housing 8 1 1 Workforce Housing 18 2 2 Total 430 42 43 6.2 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 7, 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. 24 71 Strauss Lakes Site trc - Transportation Impact Dec ember 2024 ir Figure 7: School Routing Map Crossing G°mLocations � Sigm,xzexmterseumos ;~ Signalized crossings K-1z School muRacks ar ~~ Bike La"e�lower,m"melsp"m ' roadway or protected bike lane � -- Bike Lane:hw»er~m"m°*,eeu roadway ~� Shared*=*°"p lower traffic --=-�� - vo/"°" -1 ' -- Shared*=o=�higher traffic .m"=° — Bike lane gap �J Cyclists prohibited o"street � � ��l�J0��T|�lN� T�� |�AA�l�|N� LAND U�� '� ~��^' �' "�`� ' '�'' "'' ' ^^ NEIGHBORING �' " "�� ^'�'��' 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 collector 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. Roadsidesidewa|kson Zeigler Road and Horsetooth Road will also provide connections to preexisting roadside sidewalks. 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 iootherwise undeveloped. The proposed pedestrian infrastructure includes S'footaidema|ks that are separated from traffic by an 8.S'foot wide tree lawn that is available for tree planting.Atransit stop is proposed on William Neal Parkway to a||ovv easier access to the proposed commercial space within the development and the future East Community Park. Paved 8 to 10'foot'vvide neighborhood trails are 25 • Strauss Lakes Site— Transportation Impact Analysis December 2024 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 8 below. 6.5 EXISTING AND PROPOSED FACILITIES EVALUATION TABLE 8: MULTIMODAL LOS Ele in Level of Service Description Amenities such as schools, commercial areas,and transit on average have a ratio of the 'Actual distance to a Directness A destination via a sidewalk or pathway' divided by the 'Minimum distance characterized by a grid street system'of less than 1.4. Currently developed areas have sidewalks on both sides of the street, built to current standards. Proposed Continuity A sidewalks are also physically separated from the street and meet standards. Clear indications,well-marked crosswalks,good lighting, Street Crossings(Signalized) standard curb ramps, pedestrian signal, /� A and unobstructed views.The widest proposed road _ contains 3 vehicle travel lanes. Clear indications,well-marked crosswalks,good lighting, Street Crossing (No Signal) A standard curb ramps, pedestrian signals, and unobstructed views. Functionally operational with lighting and Visual Interest and Amenity environmentally appropriate landscaping.Added comfort /� A is proposed by adding benches and other elements to _ enhance usability and aesthetics. Street lighting exists along developed corridors Security 6 and unobstructed lines of sight.The current conditions show little use of existing pedestrian/bike infrastructure. Smooth asphalt or concrete with few breaks or cracks. Surface Condition A 26 PIT • Strauss Lakes Site— Transportation Impact Analysis December 2024 7.0 BUILD CONDITIONS The Build Conditions add project traffic and site accesses to the Existing/Background Scenarios. EXISTING PLUS PROJECT INTERSECTION OPERATIONS An analysis was conducted to evaluate the impact from the traffic generated on the study intersections as well as the site access points. According to the analysis, the project trips will have some impact on the study intersection operations. Recommendations were made for intersections that perform below the acceptable LOS criteria. Figure 8 shows the total traffic expected at the study intersections with the analyzed lane configuration and traffic control for Existing Plus Project Conditions. 27 1.Timberline Rd/Horsetooth Rd 2.Timberline Rd/Drake Rd 3.Rigden Pkwy/Drake Rd 4.Miles House Ave/Drake Rd 5.Drake Rd/Environmental Dr C @ 0 esz, F d Cl)CO �190(119) rn�o ` �355(251) m �d r N 531 507 v N 0 '— 807(921) 77(76) rn w—62(33) r ( ) N rn N r 561(496) 19(33) 753(815) O P7 —38(17) 161(156) 79(109) Horsetooth Rd � Drake fttl � Drake Rd Drske Rd +e6,rake d r RR R 3 , r 346(389)� I I 256(244)� �� I� 605(832) - 77(94) 353(674)—► ui 0)I 410(620)—► ro M N -y 0) CD LO m DD M —� ro N ro 23(79) 548(748) u)N 232(269) 285(250) S _ Cl)CO Cl)N.�..i CON (ON N m M N �) 6.Drake Rd/Ziegler Rd/William Neal Pkwy 7.Ziegler Rd/Percheron Dr 8.Ziegler Rd/Horsetooth Rd 9.Ziegler Rd/Harmony Rd 10.Strauss Cabin Rd/Harmony Rd F of Li PIi3111 4N1Pkc,W04 " OODD0) �°�vD0) �v� vo (o ro v rn ovv v 40(38) 40 38 101 73 728(878) 83(103) Co N 0(0) n N �� 0(0) Cl)n v 122(97) N 1,435(1,404) N o M 2,415(2,165) 97(92) 1 113(107) ® 79(70) r 77(110) 36(89) I t William N I Pk `J Peru,eren Or Horsetooth Rtl Hannon,Rd Harmon Rtl .-. 11(12) �� 10(5) �� 134(186) �� 92(189)� 6 �1� 3(13) 11 0(0)— N m 0(0)�► rn N 65(160)—4 d(� 845(1,623)—�► rn(�h 1,349(2,585)� v ro 43(37) o o 13(23) M 323(452) o M 45(131) (n o N 17(50)�( 0) r i r ro -� v �rn rnvm �ru7 ® �N MOD �M ( v 101.Ziegler Rd/ 102./Horsetooth Rd 103./Horsetooth Rd ® M m cc rm 0(0) Cl) 0 0 6(3) © N '�139(133) ® to 0(0) MR h y ` Ls Horsetooth Rd Rd F F o N (n O - r+ VW 1, l _ 1 LEGEND QStudy Intersection AM (PM) Peak Hour Traffic Volume AM "C L E F Lane Configuration 0 Stop Sign Figure 8 V=E Signalized Existing Plus Project Conditions Peak Hour Traffic Volumes and Lane Configurations Existing (2024) Plus Project Conditions VF- auss Lakes Site- Transportation Impact Analysis cember 2024 !7t 7.2 EXISTING PLUS PROJECT LEVELS OF SERVICE AND IMPACTS Table 9 presents the delay and level of service calculation results for the study intersections under Existing Plus Project Conditions. Appendix B provides the LOS calculations. TABLE 9:EXISTING PLUS PROJECT CONDITIONS INTERSECTION LEVEL OF SERVICE RESULTS Existing Plus Project AM PM ID Intersection Control Approach Delay LOS Delay LOS Overall 48.2 D 40.7 D EB 46 D 50.6 D 1 Horsetooth/Timberline Signal WB 94 F 74.4 E NB 27.2 C 17.6 B SB 43.5 D 38.4 D Overall 71.8 E 68.8 E EB 59.8 E 56.4 E 2 Drake/Timberline Signal WB 193.4 F 72.9 E NB 30.8 C 35.8 D SB 39.2 D 106.6 F Overall 0.9 A 0.8 A EB 0 A 0 A 3 Drake/Rigden SSSC WB 0.21 A 0.36 A NB 19.88 C 23.7 C Overall 3.1 A 16.8 C EB 1.31 A 1.23 A 4 Drake/Miles House SSSC WB 0 A 0 A SB 32.02 D 132.25 A Overall 1.6 A 0.8 A WB 20.3 C 20.09 C 5 Drake/Environmental SSSC NB 0 A 0 A SB 0.66 A 0.54 A Overall 12.2 B 13.9 B EB 18.5 B 36.7 D 6 William Neal/Ziegler Signalized WB 20 C 39.7 D NB 12.3 B 12.9 B SB 9.8 A 9.7 A 29 VF-• Strauss Lakes Site- Transportation Impact Analysis December 2024 Overall 69.7 F 123.5 F EB 52.23 F 50.41 F 7 Percheron/Ziegler SSSC WB 788.14 F 1843.72 F NB 0.18 A 0.27 A SB 0.31 A 0.65 A Overall 51.3 D 93.6 F EB 55.6 E 37.2 D 8 Horsetooth/Ziegler Roundabout WB 11.8 B 17.1 B NB 121.4 F 220.8 F SB 17.3 B 49.8 D Overall 44.2 D 74.7 E EB 38.6 D 62.7 E 9 Harmony/Ziegler Signal WB 18.3 B 20.6 C NB 56.9 E 72 E 5B 92 F 161 F Overall 6.4 A 7.7 A EB 0.4 A 2.3 A 10 Harmony/Strauss Cabin Signal WB 7.5 A 10.7 B NB 49.2 D 45.8 D 5B 49.9 D 48.5 D Overall 0.1 A 0 A WB 22.77 C 22.88 C 107 Access to Ziegler RIRO NB 0 A 0 A SB 0 A 0 A Overall 1.1 A 0.5 A EB 0 A 0 A 102 First Access to Horsetooth RIRO WB 0 A 0 A SB 9.26 A 9.16 A Overall 8.3 A 8.1 A EB 7.4 A 7.54 A 103 Second Access to Horsetooth SSSC WB 0 A 0 A SB 8.93 A 8.9 A Notes: Signal =Signalized Intersection;SSSC=Side Street Stop Controlled intersection, RIRO= Right-in/Right-out intersection. Bold font indicates unacceptable operations based on the appropriate jurisdiction's LOS standards. Existing Plus Project Conditions - The results indicate that all study intersections operate at acceptable service levels during the AM and PM peak hours under Existing Plus Project Conditions except for the following two intersections: 30 7trc uss Lakes Site— Transportation Impact Analysis ember 2024 • Ziegler Road / Percheron Road - This intersection is projected to operate at a LOS F in the AM and PM Peak hours with the addition of project traffic.The westbound leg is projected to experience more than 300 seconds of delay. It is recommended that a signal warrant analysis be conducted for this intersection upon the buildout of the development. If signalized, the intersection is projected to operate at LOS A and B in the AM and PM Peak hours, respectively. • Ziegler Road / Horsetooth Road —This roundabout is projected to operate at LOS F during the PM Peak hour with the addition of project traffic. Specifically, the northbound approach. If the southbound and westbound legs of the roundabout are widened to two lanes, the intersection is projected to operate at LOS D in the PM Peak hour. • Ziegler Road / William Neal Parkway — It is assumed in plus project conditions that this intersection will be signalized and was analyzed as such. A signal warrant analysis should be conducted to verify. 7.3 2040 BUILD INTERSECTION OPERATIONS The 2040 Build Scenario combines the volumes from the 2040 Background Scenario and the site-generated trips associated with 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 Background Scenario. According to the analysis, the project trips will have some impact on the study intersection operations. Mitigation recommendations are provided to minimize the impacts. Figure 9 shows the total traffic expected at the study intersections with the analyzed lane configuration and traffic control for the 2040 Build Scenario. 31 1.Timberline Rd/Horsetooth Rd 2.Timberline Rd/Drake Rd 3.Rigden Pkwy/Drake Rd 4.Miles House Ave/Drake Rd 5.Drake Rd/Environmental Dr ■ v (ON ce m�N a. a N`- g CO.-.c0 8 M O.-. �(O E W�O CO to r 220(138) rn r 406(287) Cn J 600 574 °D q 910(1,048) O m 89(88) M M 64(35) r ( ) N CO 634(560) 22(38) rn U 847(925) m v —40(18) 178(172) )4�� 89(125) Ho,sstoolh Rd! Drake Rd Drake Rtl Dmke Rd � +e6,rake d r R 3 401(450)� I 297(283)� �� 690(938) 89(109) 401(763) Cl)M 467(700) CO Cl) 27(92) �?N 624(840) `r°N 269(312) �o 330(289)� �M M i M v v r to Z,N CO.�..i[l 7 N O N t O O r Nr V C, CO 1 M F 6.Drake Rd/Ziegler Rd/William Neal Pkwy 7.Ziegler Rd/Percheron Dr 8.Ziegler Rd/Horsetooth Rd 9.Ziegler Rd/Harmony Rd 10.Strauss Cabin Rd/Harmony Rd ^� of WPI.1P4N1Pk y �ti• /4,, \ v.-. CO.-. - ® CLOD 0°l0 A �o m _ wO o)rn —S0 R �Y)R; Coo _ M N 40(38) �'o d 40(38) N M 112(80) r N r N -834(995) 96(119) 0 M �0(0 v M -R 0 0 �o�O 132 104 o M CO �—1,665(1,629 vN � �—2,791(2,488) r w N Jr \ ) O OD N �l� ( ) aD Vt ( N(D �— \ ) N r-(D �— r. J 97(92) 113(107) ® 79(70) 89(128) 42(103) I t Wllliarn N Pk `J Percheron Dr Horsetooth Rd Hannon Rd Harmon Rtl - �� ?� ?r 13(14) 12(6) 146(194) 101(207) 3(15) 11 0(0)�► m 0(0)�► co co r; 71(176)-4 al 980(1,883)—�► rn N 1,545(2,981)—�► o o c:i f ' Moe M. �1 OMCO MM —► �vf� 50(43) rn 15(27) CD 375(524) ss" 52(152) ✓v 20(58) N V O �Z,M N V V c0 7 M oo a) CO •� �l y 7_ 101.Ziegler Rd/ 102./Horsetooth Rd 103./Horsetooth Rd + - C i� 6(3) N o _ 13 13 0 0 9( 3) ( ) 1 o is 78(169)—► 78(169) 3 w Cl) 0(0)— - �N 1 •'�� N r+ 1, l � I � � 'u k e - 1 ,07 a►- �4` :: LEGEND QStudy Intersection AM (PM) Peak Hour Traffic Volume AM 'lC L E F Lane Configuration 0 Stop Sign Figure 9 V-1 Signalized 2040 Build Conditions Peak Hour Traffic Volumes and Lane Configurations Future (2040) Plus Project Conditions VF- auss Lakes Site- Transportation Impact Analysis cember 2024 AM !7t 7.4 2040 BUILD INTERSECTION LEVELS OF SERVICE AND IMPACTS Table 10 presents the delay and level of service calculation results for the study intersections under 2040 Build Conditions. Appendix B provides the LOS calculations. TABLE 10:2040 BUILD CONDITIONS INTERSECTION LEVEL OF SERVICE RESULTS Future Plus Project AM PM ID Intersection Control Approach Delay LOS Delay LOS Overall 49.6 D 64.6 E EB 70.1 E 62 E 1 Horsetooth/Timberline Signal WB 41.9 D 43.9 D NB 44.5 D 66.1 E SB 46.6 D 76.8 E Overall 61 E 69.7 E EB 70.4 E 59.7 E 2 Drake/Timberline Signal WB 78.4 E 39.1 D NB 48.6 D 70.8 E SB 56.1 E 90.1 F Overall 1 A 1 A EB 0 A 0 A 3 Drake/Rigden SSSC WB 0.22 A 0.39 A NB 21.93 C 28.78 D Overall 3.8 A 35.4 A EB 1.38 A 1.35 A 4 Drake/Miles House SSSC WB 0 A 0 A SB 40.28 E 276.94 F Overall 1.6 A 0.9 A WB 21.24 C 23.56 C 5 Drake/Environmental SSSC NB 0 A 0 A SB 0.66 A 0.52 A Overall 7.2 A 11.6 B EB 15.9 B 43.7 D 6 William Neal/Ziegler Signalized WB 17.2 B 47.6 D NB 6.7 A 9.6 A SB 5.2 A 6.9 A 33 VF-• Strauss Lakes Site- Transportation Impact Analysis December 2024 Overall 74 F 191.5 F EB 67.4 F 97.35 F 7 Percheron/Ziegler SSSC WB 933.53 F 3181.61 F NB 0.2 A 0.3 A SB 0.28 A 0.61 A Overall 88.4 F 151.0 F EB 129 F 51.1 D 8 Horsetooth/Ziegler Roundabout WB 12.6 B 19.6 B NB 205 F 356 F SB 30.6 C 85.9 F Overall 137.5 F 196.3 F EB 28.2 C 62 E 9 Harmony/Ziegler Signal WB 100.4 F 107 F NB 46.3 D 46.2 D SB 409.2 F 595.1 F Overall 16.6 B 23 C EB 25 C 22.9 C 10 Harmony/Strauss Cabin Signal WB 10.4 B 21.3 C NB 47.5 D 44.1 D SB 48.3 D 47.1 D Overall 0.1 A 0 A WB 23.21 C 22.7 C 107 AccesstoZiegler RIRO NB 0 A 0 A SB 0 A 0 A Overall 1 A 0.5 A EB 0 A 0 A 102 First Access to Horsetooth RI RO WB 0 A 0 A SB 9.14 A 9.06 A Overall 8.3 A 8.1 A EB 7.35 A 7.5 A 103 Second Access to Horsetooth SSSC WB 0 A 0 A SB 8.85 A 8.83 A Notes: Signal =Signalized Intersection;SSSC=Side Street Stop Controlled intersection. Bold font indicates unacceptable operations based on the appropriate jurisdiction's LOS standards. 2040 Build - The results indicate that three intersections are projected to operate at an unacceptable level of service: 34 7trc uss Lakes Site— Transportation Impact Analysis ember 2024 Ziegler Road / Percheron Road - This intersection is projected to operate at a LOS F in the AM and PM Peak hours with the addition of project traffic.The westbound leg is projected to experience more than 300 seconds of delay. It is recommended that a signal warrant analysis be conducted for this intersection upon the buildout of the development. A preliminary signal warrant analysis shows that a signal is warranted under the proposed configuration for future plus project PM peak hour conditions. If the minor approaches, Percheron and the site access, have two exit lanes a signal may not be necessary. If signalized,the intersection is projected to operate at LOS B in the AM and PM Peak hours, respectively. • Ziegler Road / Horsetooth Road —This roundabout is projected to operate at LOS F during the AM and PM Peak hours with the addition of project traffic. If the southbound and westbound legs of the roundabout are widened to two lanes, the intersection is projected to operate at LOS B and LOS D in the AM and PM Peak hours, respectively. • Ziegler Road/Harmony Road—This intersection is projected to continue to operate at LOS F in the AM and PM Peak hours with the addition of project traffic. It is recommended that Horsetooth Road from Ziegler Road to Strauss Cabin Road be improved to a two-lane arterial to incentivize this alternative access. The timing of these improvements will be determined at a later date. 7.5 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 • 15-minute service on Timberline • 15-minute service on Drake • A transit center/mobility hub in the vicinity of the Drake and Timberline intersection FUTURE PEDESTRIAN AND BICYCLE l,ACILITIES Connectivity 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. 35 • Strauss Lakes Site— Transportation Impact Analysis December 2024 8.0 SUMMARY OF FINDINGS AND RECOMMENDATIONS This study assessed the impacts of the proposed Strauss Lakes Site on the Existing, and 2040 roadway network. Below are the findings and consequent recommendations based upon this study. Existing Conditions - The results indicate that all study intersections operate at acceptable service levels during the AM and PM peak hours under Existing Conditions according to Fort Collins Motor Vehicle LOS Standards. 2040 Background - The results indicate that the following intersection is projected to operate at an unacceptable level of service: • Ziegler Road/ Harmony Road—This intersection is projected to operate at LOS F in the AM and PM Peak hour under 2040 Background conditions. It is recommended that Horsetooth Road be improved from Ziegler Road to Strauss Cabin Road to incentivize this alternative access. It is expected that the Strauss Lakes Site will generate 8,642 vehicle trips daily with 730 in the AM peak hour and 1,020 in the PM peak hour at full buildout.The plus project operations are outlined below. Existing Plus Project Conditions - The results indicate that all study intersections operate at acceptable service levels during the AM and PM peak hours under Existing Plus Project Conditions except for the following two intersections: • Ziegler Road / Percheron Road - This intersection is projected to operate at a LOS F in the AM and PM Peak hours with the addition of project traffic.The westbound leg is projected to experience more than 300 seconds of delay. It is recommended that a signal warrant analysis be conducted for this intersection upon the buildout of the development. If signalized, the intersection is projected to operate at LOS A and B in the AM and PM Peak hours, respectively. • Ziegler Road / Horsetooth Road —This roundabout is projected to operate at LOS F during the PM Peak hour with the addition of project traffic. Specifically, the northbound approach. If the southbound and westbound legs of the roundabout are widened to two lanes, the intersection is projected to operate at LOS D in the PM Peak hour. 2040 Background Plus Project - The results indicate that three intersections are projected to operate at an unacceptable level of service: 36 7trc uss Lakes Site— Transportation Impact Analysis ember 2024 • Ziegler Road / Percheron Road - This intersection is projected to operate at a LOS F in the AM and PM Peak hours with the addition of project traffic. The westbound leg is projected to experience more than 300 seconds of delay. It is recommended that a signal warrant analysis be conducted for this intersection upon buildout of the development. If signalized, the intersection is projected to operate at LOS B in the AM and PM Peak hours, respectively. • Ziegler Road/ Horsetooth Road —This roundabout is projected to operate at LOS F during the AM and PM Peak hours with the addition of project traffic. If the southbound and westbound legs of the roundabout are widened to two lanes, the intersection is projected to operate at LOS B and LOS D in the AM and PM Peak hours, respectively. • Ziegler Road/ Harmony Road—This intersection is projected to continue to operate at LOS F in the AM and PM Peak hours with the addition of project traffic. It is recommended that Horsetooth Road be improved from Ziegler Road to Strauss Cabin Road to incentivize this alternative access. FINDINGS According to the capacity analysis, it is concluded that the development of this site will have some 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. 37 APPENDIX A: EXISTING TRAFFIC COUNTS FEHR ) PEERS Intersection Turning Movement Summary Intersection: Timberline Rd/Horsetooth Rd Date: 9/10/2024 North/South: Timberline Rd Day of Week Adjustment: 100.0% East/West: Horsetooth Rd Month of Year Adjustment: 100.0% Jurisdiction: UDOT Adjustment Station#: Project Title: Strauss Lakes TIA Growth Rate: 0.0% Project No: DN15-0497.01 Number of Years: 0 Weather: Clear 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 Rd 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 I N/A I N/A I N/A 1 266 1 795PIA 99 _ 4) + � 0 N/A 0 �_ Horsetooth Rd Total Enterning Vehicles � P:�fl2 _N/A3961 ♦ N/A 417 383 _N/A 344 1 #VALUE! —N/A 103 557 N/A 301 ♦ 4588 269 N/A— 232 + Horsetooth Rd 0 �0 N/A—�0 212 960 N/A � 0 1 N/A I N/A I N/A I Legend 285 880 64 AM r -1 Noon L___J PM RAW Timberline Rd Timberline Rd Horsetooth Rd Horsetooth Rd COUNT Northbound Southbound Eastbound Westbound 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 1 32 129 51 0 1 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 FEHR ' PEERS Intersection Turning Movement Summary Intersection: Timberline Rd/Drake Rd Date: 9/10/2024 North/South: Timberline Rd Day of Week Adjustment: 100.0% East/West: Drake Rd Month of Year Adjustment: 100.0% Jurisdiction: UDOT Adjustment Station#: Project Title: Strauss Lakes TIA Growth Rate: 0.0% Project No: DN15-0497.01 Number of Years: 0 Weather: Clear 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 Rd 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 I N/A I N/A I N/A 1 �0 249 927 _ 0 N/A 0 Drake Rd Total Enterning Vehicles 317 _N/A z23 244 N/A_ 266 4665 ♦ 454 N/A 403 #VALUE! 61 —N/A 100 502 _N/A 35J ♦ 6034 za6 N/A— 284 Drake Rd 0 N/A 112 1121 33 0 1 N/A I N/A I N/A I Legend 468 1123 4J AM r -1 Noon L___J PM RAW Timberline Rd Timberline Rd Drake Rd Drake Rd COUNT Northbound Southbound Eastbound Westbound SUMMARIES Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Ri ht 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 1 20 91 65 0 1 1131 NOON PERIOD COUNTS Period A_ B C D E F G H I J_ K L M N 0 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 FEHR ) PEERS Intersection Turning Movement Summary Intersection: Rigden Pkwy/Drake Rd Date: 6/18/2024 North/South: Rigden Pkwy Day of Week Adjustment: 100.0% East/West: Drake Rd Month of Year Adjustment: 100.0% Jurisdiction: UDOT Adjustment Station#: Project Title: Strauss Lakes TIA Growth Rate: 0.0% Project No: DN15-0497.01 Number of Years: 0 Weather: Clear AM PEAK HOUR PERIOD: 8:00-9:00 AM PEAK 15 MINUTE PERIOD: 8:30-8:45 AM PHF: 0.90 NOON PEAK HOUR PERIOD: NOON PEAK 15 MINUTE PERIOD: NOON PHF: #### Rigden Pkwy N PM PEAK HOUR PERIOD: 16:30-17:30 PM PEAK 15 MINUTE PERIOD: 17:15-17:30 _____________ PM PHF: 0.93 I N/A I N/A I N/A 1 PIA — 0 N/A 0 Drake Rd * Total Enterning Vehicles A0 N/A 0 �/ 1276 P6qN/A 791#VALUE! —N/A 33 662 N/A 531 ♦ 1617 79 N/A— 23 Drake Rd 0 �0 N/A—�0 38 0 21 N/A 0 L. N/A I N/A I N/A I Legend 29 �0 21 AM r -1Noon L___J PM RAW Rigden Pkwy Rigden Pkwy Drake Rd Drake Rd COUNT Northbound Southbound Eastbound Westbound SUMMARIES Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Ri ht Peds AM PERIOD COUNTS Period A B C D E F G H I J K L M N 0 P TOTAL 7:00-7:15 8 0 5 0 0 0 0 0 0 74 4 0 1 79 0 0 171 7:15-7:30 2 0 2 0 0 0 0 0 0 87 7 0 2 112 0 0 212 7:30-7:45 10 0 6 0 0 0 0 0 0 85 1 0 2 155 0 0 259 7:45-8:00 10 0 4 0 0 0 0 0 0 120 3 0 5 162 0 0 304 8:00-8:15 10 0 11 0 0 0 0 0 0 107 7 0 6 144 0 0 285 8:15-8:30 10 0 4 0 0 0 0 0 0 120 9 0 10 157 0 0 310 8:30-8:45 11 0 1 0 0 0 0 0 0 155 3 0 1 183 0 0 354 8:45-9:00 7 0 5 0 0 0 0 0 0 149 4 0 1 2 160 0 0 1 327 NOON PERIOD COUNTS Period A_ B C D E F G H I J_ K L M N 0 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 1 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 0 P TOTAL 16:00-16:15 7 0 4 0 0 0 0 0 0 170 14 0 0 193 0 0 388 16:15-16:30 10 0 9 0 0 0 0 0 0 172 21 0 11 192 0 0 415 16:30-16:45 12 0 6 0 0 0 0 0 0 174 18 0 11 169 0 0 390 16:45-17:00 7 0 2 0 0 0 0 0 0 164 20 0 7 188 1 0 389 17:00-17:15 5 0 8 0 0 0 0 0 0 150 24 0 8 209 0 0 404 17:15-17:30 5 0 5 0 0 0 1 0 0 174 17 0 7 225 0 0 434 17:30-17:45 9 0 2 0 0 0 0 0 0 161 14 0 7 195 0 0 388 17:45-18:00 4 0 1 0 0 0 0 0 0 135 20 0 3 129 0 0 292 FEHR ) PEERS Intersection Turning Movement Summary Intersection: Miles House Ave/Drake Rd Date: 6/18/2024 North/South: Miles House Ave Day of Week Adjustment: 100.0% East/West: Drake Rd Month of Year Adjustment: 100.0% Jurisdiction: UDOT Adjustment Station#: Project Title: Strauss Lakes TIA Growth Rate: 0.0% Project No: DN15-0497.01 Number of Years: 0 Weather: Clear AM PEAK HOUR PERIOD: 8:00-9:00 AM PEAK 15 MINUTE PERIOD: 8:30-8:45 AM PHF: 0.89 NOON PEAK HOUR PERIOD: NOON PEAK 15 MINUTE PERIOD: NOON PHF: #### Miles House Ave N PM PEAK HOUR PERIOD: 16:45-17:45 158 85 PM PEAK 15 MINUTE PERIOD: 17:15-17:30 _____________ PM PHF: 0.92 I N/A I N/A I N/A 1 78 1 0PIA 48 _ _ 0 N/A 0 Drake Rd Total Enterning Vehicles PL7 N/A 1344 ♦ 0 N/A94 N/A_ 77 #VALUE! —N/A 578 N/A 474 ♦ 1676 N/A— 0 Drake Rd 0 N/A—� 0 0 0 N/A 0 L. N/A I N/A I N/A I Legend r -1 Noon L___J PM RAW Miles House Ave Miles House Ave Drake Rd Drake Rd COUNT No Southbound Eastbound Westbound 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 0 P TOTAL 7:00-7:15 0 0 0 0 9 0 6 0 16 64 0 0 0 76 14 0 185 7:15-7:30 0 0 0 0 5 0 16 0 11 77 0 0 0 98 14 0 221 7:30-7:45 0 0 0 0 9 0 20 0 13 92 0 0 0 135 17 0 286 7:45-8:00 0 0 0 0 15 0 15 0 26 97 0 0 0 155 25 0 333 8:00-8:15 0 0 0 0 10 0 13 0 22 99 0 0 0 139 20 0 303 8:15-8:30 0 0 0 0 10 0 21 0 17 106 0 0 0 147 18 0 319 8:30-8:45 0 0 0 0 17 0 20 0 21 132 0 0 0 167 20 0 377 8:45-9:00 0 0 0 0 11 0 24 0 17 137 0 0 0 137 19 0 1 345 NOON PERIOD COUNTS Period A_ B C D E F G H I J_ K L M N 0 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 1 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 0 P TOTAL 16:00-16:15 0 0 0 0 16 0 27 0 20 153 0 0 0 166 9 0 391 16:15-16:30 0 0 0 0 21 0 30 0 24 157 0 0 0 169 13 0 414 16:30-16:45 0 0 0 0 16 0 42 0 25 145 0 0 0 142 18 0 388 16:45-17:00 0 0 0 0 17 0 39 0 19 149 0 0 0 155 19 0 398 17:00-17:15 0 0 0 0 22 0 46 0 25 135 0 0 0 173 20 0 421 17:15-17:30 0 0 0 0 24 0 41 0 30 152 0 0 0 192 14 0 453 17:30-17:45 0 0 0 0 22 0 32 0 20 142 0 0 0 165 23 0 404 17:45-18:00 0 0 0 0 21 0 19 0 17 117 0 0 0 108 11 0 293 FEHR ) PEERS Intersection Turning Movement Summary Intersection: Environmental Dr/Drake Rd Date: 6/18/2024 North/South: Environmental Dr Day of Week Adjustment: 100.0% East/West: Drake Rd Month of Year Adjustment: 100.0% Jurisdiction: UDOT Adjustment Station#: Project Title: Strauss Lakes TIA Growth Rate: 0.0% Project No: DN15-0497.01 Number of Years: 0 Weather: Clear AM PEAK HOUR PERIOD: 8:00-9:00 AM PEAK 15 MINUTE PERIOD: 8:30-8:45 AM PHF: 0.88 NOON PEAK HOUR PERIOD: NOON PEAK 15 MINUTE PERIOD: NOON PHF: #### Environmental Or N PM PEAK HOUR PERIOD: 16:45-17:45 PM PEAK 15 MINUTE PERIOD: 17:15-17:30 _____________ PM PHF: 0.95 I N/A I N/A I N/A 1 15 1 0PIA 13 _ _ 0 N/A 0 Drake Rd * Total Enterning Vehicles pl,7 N/A 7 N/A 26 �/ 1216 ♦ 0 N/A 7490 #VALUE! —N/A 0 661 N/A 495 ♦ 1435 �o N/A—�0 Drake Rd 0 �0 N/A—�0 0 0 0 N/A 0 L. N/A I N/A I N/A I Legend r -1Noon L___J PM RAW Environmental Or Environmental Dr Drake Rd Drake Rd COUNT Northbound Southbound Eastbound Westbound 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 0 P TOTAL 7:00-7:15 0 0 0 0 4 0 1 0 2 64 0 0 0 91 3 0 165 7:15-7:30 0 0 0 0 0 0 2 0 1 81 0 0 0 108 3 0 195 7:30-7:45 0 0 0 0 0 0 2 0 1 99 0 0 0 150 2 0 254 7:45-8:00 0 0 0 0 2 0 3 0 3 109 0 0 0 181 4 0 302 8:00-8:15 0 0 0 0 1 0 0 0 5 105 0 0 0 158 2 0 271 8:15-8:30 0 0 0 0 0 0 1 0 5 110 0 0 0 168 2 0 286 8:30-8:45 0 0 0 0 3 0 9 0 9 141 0 0 0 174 8 0 344 8:45-9:00 0 0 0 0 9 0 5 0 7 139 0 0 1 0 150 5 0 1 315 NOON PERIOD COUNTS Period A_ B C D E F G H I J_ K L M N 0 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 1 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 0 P TOTAL 16:00-16:15 0 0 0 0 5 0 9 0 8 164 0 0 0 170 6 0 362 16:15-16:30 0 0 0 0 6 0 14 0 3 173 0 0 0 167 2 0 365 16:30-16:45 0 0 0 0 4 0 7 0 1 158 0 0 0 152 1 0 323 16:45-17:00 0 0 0 0 3 0 7 0 1 165 0 0 0 168 2 0 346 17:00-17:15 0 0 0 0 1 0 1 0 1 158 0 0 0 190 2 0 353 17:15-17:30 0 0 0 0 0 0 1 0 4 171 0 0 0 203 0 0 379 17:30-17:45 0 0 0 0 0 0 1 0 1 167 0 0 0 188 0 0 357 17:45-18:00 0 0 0 0 0 0 1 0 0 137 0 0 0 116 0 0 254 FEHR ' PEERS Intersection Turning Movement Summary Intersection: Ziegler Rd/William Neal Pkwy Date: 6/18/2024 North/South: Ziegler Rd Day of Week Adjustment: 100.0% East/West: William Neal Pkwy Month of Year Adjustment: 100.0% Jurisdiction: UDOT Adjustment Station#: Project Title: Strauss Lakes TIA Growth Rate: 0.0% Project No: DN15-0497.01 Number of Years: 0 Weather: Clear AM PEAK HOUR PERIOD: 8:00-9:00 AM PEAK 15 MINUTE PERIOD: 8:30-8:45 AM PHF: 0.93 NOON PEAK HOUR PERIOD: NOON PEAK 15 MINUTE PERIOD: NOON PHF: #### Ziegler Rd N PM PEAK HOUR PERIOD: 16:45-17:45 26 643 1� PM PEAK 15 MINUTE PERIOD: 17:15-17:30 _____________ PM PHF: 0.94 I N/A I N/A 1 N/A 1 �0 6 541 0 _ _ 0 N/A 0 William Neal Pkwy * Total Enterning Vehicles ffO _N/A Di 12 N/A_ 11 �/ 1267 ♦ N/A �00 #VALUE! —N/A— =0 _N/A 0 ♦ 1497 37 N/A— 43 + William Neal Pkwy 0 T I N/A 17 647 2 0 1 N/A I N/A I N/A I Legend 37 738 �1 AM r -1Noon L___J PM RAW Ziegler Rd Ziegler Rd William Neal Pkwy William Neal Pkwy COUNT Northbound Southbound Eastbound Westbound 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 0 P TOTAL 7:00-7:15 1 88 0 0 1 77 1 0 4 0 6 0 0 0 0 0 178 7:15-7:30 0 105 0 0 0 81 0 0 5 0 8 0 0 0 0 0 199 7:30-7:45 3 158 0 0 0 105 1 0 2 0 10 0 0 0 0 0 279 7:45-8:00 5 171 0 0 0 119 2 0 6 0 12 0 0 0 0 0 315 8:00-8:15 4 157 2 0 0 118 3 0 4 0 11 0 0 0 0 0 299 8:15-8:30 8 163 0 0 0 120 1 0 3 0 8 0 0 0 0 0 303 8:30-8:45 2 173 0 0 0 149 1 0 2 0 15 0 0 0 0 0 342 8:45-9:00 3 154 0 0 0 154 1 0 2 0 9 0 1 0 0 0 0 1 323 NOON PERIOD COUNTS Period A_ B C D E F G H I J_ K L M N 0 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 1 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 10 186 0 0 0 171 1 0 2 0 6 0 2 0 0 0 378 16:15-16:30 6 168 0 0 1 183 2 0 4 0 11 0 0 0 1 0 376 16:30-16:45 8 159 0 0 0 148 4 0 2 0 6 0 0 0 0 0 327 16:45-17:00 7 165 0 0 0 158 6 0 3 0 9 0 0 0 0 0 348 17:00-17:15 9 188 0 0 0 158 12 0 6 0 12 0 0 0 0 0 385 17:15-17:30 16 201 1 0 1 157 8 0 1 0 11 0 1 0 0 0 397 17:30-17:45 5 184 0 0 0 170 0 0 2 0 5 0 0 0 1 0 367 17:45-18:00 9 121 0 0 0 139 2 0 2 0 7 0 0 0 0 0 280 FEHR ' PEERS Intersection Turning Movement Summary Intersection: Ziegler Rd/Percheron Dr Date: 6/18/2024 North/South: Ziegler Rd Day of Week Adjustment: 100.0% East/West: Percheron Dr Month of Year Adjustment: 100.0% Jurisdiction: UDOT Adjustment Station#: Project Title: Strauss Lakes TIA Growth Rate: 0.0% Project No: DN15-0497.01 Number of Years: 0 Weather: Clear AM PEAK HOUR PERIOD: 8:00-9:00 AM PEAK 15 MINUTE PERIOD: 8:30-8:45 AM PHF: 0.89 NOON PEAK HOUR PERIOD: NOON PEAK 15 MINUTE PERIOD: NOON PHF: #### Ziegler Rd N PM PEAK HOUR PERIOD: 16:45-17:45 13 680 0� PM PEAK 15 MINUTE PERIOD: 17:15-17:30 _____________ PM PHF: 0.94 I N/A I N/A 1 N/A 1 �0 5 579 0 _ 4) + � 0 N/A 0 �_ Percheron Dr * Total Enterning Vehicles o _N/A Do 0 5 N/A_ 10 r 1280 ♦ 0 N/A �0 VALUE! 0 _N/A 0 �0 _N/A 0 ♦ 1543 23 N/A_ 13Id Percheron Or 0 �0 N/A 0 16 1 657 0 N/A 0 1 N/A I N/A I N/A I Legend 31 791 �0 AM r -1Noon L___J PM RAW Ziegler Rd Ziegler Rd Percheron Dr Percheron Dr COUNT Northbound Southbound Eastbound Westbound 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 0 P TOTAL 7:00-7:15 2 88 0 0 0 83 1 0 2 0 4 0 0 0 0 0 180 7:15-7:30 0 107 0 0 0 89 1 0 3 0 1 0 0 0 0 0 201 7:30-7:45 2 161 0 0 0 118 0 0 0 0 8 0 0 0 0 0 289 7:45-8:00 3 174 0 0 0 131 0 0 2 0 12 0 0 0 0 0 322 8:00-8:15 4 156 0 0 0 122 0 0 2 0 3 0 0 0 0 0 287 8:15-8:30 1 174 0 0 0 131 0 0 0 0 1 0 0 0 0 0 307 8:30-8:45 6 171 0 0 0 167 2 0 6 0 6 0 0 0 0 0 358 8:45-9:00 5 156 0 0 0 159 3 0 2 0 3 0 1 0 0 0 0 1 328 NOON PERIOD COUNTS Period A_ B C D E F G H I J_ K L M N 0 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 1 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 0 P TOTAL 16:00-16:15 5 194 0 0 0 175 2 0 5 0 8 0 0 0 0 0 389 16:15-16:30 3 169 0 0 0 200 0 0 1 0 6 0 0 0 0 0 379 16:30-16:45 6 167 0 0 0 143 6 0 2 0 8 0 0 0 0 0 332 16:45-17:00 4 174 0 0 0 166 5 0 1 0 3 0 0 0 0 0 353 17:00-17:15 8 193 0 0 0 171 0 0 3 0 8 0 0 0 0 0 383 17:15-17:30 11 221 0 0 0 167 4 0 0 0 6 0 0 0 0 0 409 17:30-17:45 8 203 0 0 0 176 4 0 1 0 6 0 0 0 0 0 398 17:45-18:00 4 130 0 0 0 147 4 0 1 0 4 0 0 0 0 0 290 FEHR ) PEERS Intersection Turning Movement Summary Intersection: Ziegler Rd/Horsetooth Rd Date: 9/10/2024 North/South: Ziegler Rd Day of Week Adjustment: 100.0% East/West: Horsetooth Rd Month of Year Adjustment: 100.0% Jurisdiction: UDOT Adjustment Station#: Project Title: Strauss Lakes TIA Growth Rate: 0.0% Project No: DN15-0497.01 Number of Years: 0 Weather: Clear 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 Rd 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 I N/A I N/A 1 N/A 1 38 1 574PIA 27 _ _ 0 N/A 0 Horsetooth Rd Total Enterning Vehicles 71 _N/A 46 53 N/A 76 2365 ♦ 62 N/A 0 _ #VALUE! 24—N/A 0 101 _N/A 38 ♦ 2602 452 N/A— 323 + Horsetooth Rd 0 �0 N/A—�0 390 716 8 N/A 0 L. N/A I N/A I N/A I Legend 435 659 �5 AM r -1Noon L___J PM RAW Ziegler Rd Ziegler Rd Horsetooth Rd Horsetooth Rd COUNT Northbound Southbound Eastbound Westbound 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 1 0 17 14 0 1 613 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 1 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 FEHR ) PEERS Intersection Turning Movement Summary Intersection: Ziegler Rd/Harmony Rd Date: 6/18/2024 North/South: Ziegler Rd Day of Week Adjustment: 100.0% East/West: Harmony Rd Month of Year Adjustment: 100.0% Jurisdiction: UDOT Adjustment Station#: Project Title: Strauss Lakes TIA Growth Rate: 0.0% Project No: DN15-0497.01 Number of Years: 0 Weather: Clear AM PEAK HOUR PERIOD: 7:45-8:45 AM PEAK 15 MINUTE PERIOD: 7:45-8:00 AM PHF: 0.94 NOON PEAK HOUR PERIOD: NOON PEAK 15 MINUTE PERIOD: NOON PHF: #### Ziegler Rd N PM PEAK HOUR PERIOD: 16:45-17:45 72 446 658 PM PEAK 15 MINUTE PERIOD: 17:00-17:15 _____________ PM PHF: 0.94 I N/A I N/A 1 N/A 1 �0 36 177 _ 0 N/A 0 Harmony Rd * Total Enterning Vehicles PIL4 3 _N/A 733 113 N/A_ 58 �/ 4314 ♦ 35N/A1404— #VALUE! 7 —N/A 110 1623 _N/A 845 ♦ 5873 131 N/A— 45 + Harmony Rd 0 T I 0 N/A 143 1 336 29 0 1 N/A I N/A I N/A I Legend 189 311 83 AM r Noon L___J PM RAW Ziegler Rd Ziegler Rd Harmony Rd Harmony Rd COUNT Northbound Southbound Eastbound Westbound 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 0 P TOTAL 7:00-7:15 21 37 7 0 83 35 5 0 12 157 7 0 13 253 86 0 716 7:15-7:30 25 54 6 0 105 33 6 0 8 221 10 0 12 299 120 0 899 7:30-7:45 30 64 7 0 113 36 7 0 10 210 11 0 12 360 136 0 996 7:45-8:00 38 83 7 0 101 38 6 0 15 220 14 0 27 431 163 0 1143 8:00-8:15 33 71 10 0 133 52 13 0 12 185 12 0 14 306 160 0 1001 8:15-8:30 38 79 7 0 116 48 10 0 17 207 14 0 24 346 158 0 1064 8:30-8:45 34 103 5 0 120 39 7 0 14 233 5 0 12 352 182 0 1106 8:45-9:00 39 79 12 0 100 69 9 0 18 202 21 0 1 12 408 157 0 1 1126 NOON PERIOD COUNTS Period A_ B C D E F G H I J_ K L M N 0 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 1 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 0 P TOTAL 16:00-16:15 50 67 20 0 154 95 19 0 21 409 43 0 23 322 146 0 1369 16:15-16:30 43 65 15 0 169 99 15 0 18 394 29 0 25 318 132 0 1322 16:30-16:45 42 83 21 0 170 99 15 0 21 459 39 0 24 286 145 0 1404 16:45-17:00 40 71 25 0 170 120 20 0 23 363 31 0 22 315 168 0 1368 17:00-17:15 52 69 21 0 159 99 17 0 31 464 33 0 32 407 184 0 1568 17:15-17:30 48 95 19 0 171 136 15 0 28 417 36 0 31 336 187 0 1519 17:30-17:45 49 76 18 0 158 91 20 0 31 379 31 0 25 346 194 0 1418 17:45-18:00 49 58 5 0 146 94 21 0 20 342 35 0 23 279 142 0 1214 FEHR ) PEERS Intersection Turning Movement Summary Intersection: Strauss Cabin Rd/Harmony Rd Date: 6/18/2024 North/South: Strauss Cabin Rd Day of Week Adjustment: 100.0% East/West: Harmony Rd Month of Year Adjustment: 100.0% Jurisdiction: UDOT Adjustment Station#: Project Title: Strauss Lakes TIA Growth Rate: 0.0% Project No: DN15-0497.01 Number of Years: 0 Weather: Clear AM PEAK HOUR PERIOD: 7:45-8:45 AM PEAK 15 MINUTE PERIOD: 8:30-8:45 AM PHF: 0.95 NOON PEAK HOUR PERIOD: NOON PEAK 15 MINUTE PERIOD: NOON PHF: #### Strauss Cabin Rd N PM PEAK HOUR PERIOD: 16:30-17:30 10 z4 100 PM PEAK 15 MINUTE PERIOD: 17:00-17:15 _____________ PM PHF: 0.94 I N/A I N/A I N/A 1 2 1 10PIA 56 _ 4) 1& Ill* 0 N/A 0 �_ Harmony Rd Total Enterning Vehicles t. ♦ _ 72020 N 3925 238 N/AA 13 3 r 36 NA_ #VALUE! —N/A 2472 _N/A 1227 ♦ 5003 so N/A— 17 Harmony Rd 0 N/A—� 49 14 78 N/A � 0 L. N/A I N/A I N/A I Legend 43 17 62 AM r -1Noon L___J PM RAW Strauss Cabin Rd Strauss Cabin Rd Harmony Rd Harmony Rd COUNT Northbound Southbound Eastbound Westbound 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 4 2 22 0 10 1 0 0 2 241 5 0 4 369 11 0 671 7:15-7:30 10 2 21 0 5 2 1 0 0 331 4 0 6 445 11 0 838 7:30-7:45 18 8 28 0 11 1 2 0 1 323 6 0 7 513 17 0 935 7:45-8:00 17 6 25 0 15 2 1 0 0 275 4 0 6 653 24 0 1028 8:00-8:15 14 2 16 0 13 2 0 0 2 323 2 0 10 534 13 0 931 8:15-8:30 10 2 15 0 15 4 1 0 0 289 8 0 11 554 25 0 934 8:30-8:45 8 4 22 0 13 2 0 0 1 340 3 0 9 609 21 0 1032 8:45-9:00 17 9 20 0 11 2 1 0 1 3 299 3 0 1 16 569 17 0 1 967 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 10 6 17 0 33 9 0 0 3 575 15 0 15 426 17 0 1126 16:15-16:30 9 2 21 0 29 4 0 0 2 621 14 0 19 466 14 0 1201 16:30-16:45 11 6 13 0 26 7 3 0 5 658 13 0 13 391 18 0 1164 16:45-17:00 10 5 17 0 17 4 1 0 3 598 12 0 24 506 18 0 1215 17:00-17:15 15 5 12 0 27 9 2 0 3 633 7 0 26 559 37 0 1335 17:15-17:30 7 1 20 0 30 4 4 0 2 583 18 0 26 564 30 0 1289 17:30-17:45 13 2 13 0 24 4 0 0 3 544 11 0 18 514 12 0 1158 17:45-18:00 8 4 14 0 17 6 0 0 2 463 10 0 25 416 16 0 981 APPENDIX B: INTERSECTION LEVEL OF SERVICE CALCULATIONS HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd Synchro 12 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tt r tT+ ►� tt r 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 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/In 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 481 863 340 561 341 1561 44 203 1430 Arrive On Green 0.14 0.24 0.00 0.06 0.16 0.00 0.13 0.59 0.59 0.02 0.13 0.00 Sat Flow,veh/h 3428 3526 1572 1767 3526 1572 3428 3500 98 3428 3526 1572 Grp Volume(v),veh/h 395 346 0 120 495 0 244 555 579 114 914 0 Grp Sat Flow(s),vehlh/In 1714 1763 1572 1767 1763 1572 1714 1763 1836 1714 1763 1572 Q Serve(g_s),s 12.3 9.0 0.0 6.2 15.1 0.0 7.5 24.3 24.3 3.6 27.0 0.0 Cycle Q Clear(g_c),s 12.3 9.0 0.0 6.2 15.1 0.0 7.5 24.3 24.3 3.6 27.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.05 1.00 1.00 Lane Grp Cap(c),veh/h 481 863 340 561 341 786 819 203 1430 V/C Ratio(X) 0.82 0.40 0.35 0.88 0.71 0.71 0.71 0.56 0.64 Avail Cap(c_a),veh/h 499 865 340 561 530 786 819 280 1430 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 0.82 0.82 0.82 0.84 0.84 0.00 Uniform Delay(d),s/veh 45.9 34.8 0.0 35.6 45.2 0.0 46.2 17.3 17.3 52.5 40.0 0.0 Incr Delay(d2),s/veh 10.3 0.3 0.0 0.6 15.3 0.0 2.3 4.4 4.2 2.0 1.9 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 3.2 8.6 8.9 1.6 13.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 56.2 35.1 0.0 36.3 60.5 0.0 48.5 21.7 21.6 54.5 41.9 0.0 LnGrp LOS E D D E D C C D D Approach Vol,veh/h 741 615 1378 1028 Approach Delay,s/veh 46.3 55.8 26.4 43.3 Approach LOS D E C D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 16.0 50.1 11.0 32.9 11.5 54.5 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+11),s 9.5 29.0 8.2 11.0 5.6 26.3 14.3 17.1 Green Ext Time(p-c),s 0.5 2.6 0.0 1.1 0.1 4.0 0.1 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. 01. Existing AM Peak Fehr&Peers Existing Background AM Peak Hour Page 1 HCM 7th Signalized Intersection Summary 1 : Timberline Rd & Horsetooth Rd Synchro 12 Report Unsignalized Delay for[EBR,WBR,SBR]is excluded from calculations of the approach delay and intersection delay. 01. Existing AM Peak Fehr&Peers Existing Background AM Peak Hour Page 2 HCM 7th Signalized Intersection Summary 2: Timberline Rd & Drake Rd II Synchro 12 Report 'A , 4--- 4.. -4\ t l t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations )) tt r ) tt r )) ttt r )) tt r 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 0.98 1.00 0.98 1.00 1.00 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/In 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 380 721 314 233 500 218 568 2174 673 343 1282 563 Arrive On Green 0.07 0.14 0.14 0.05 0.14 0.14 0.17 0.43 0.43 0.10 0.36 0.36 Sat Flow,veh/h 3428 3526 1534 1767 3526 1540 3428 5066 1567 3428 3526 1547 Grp Volume(v),veh/h 281 392 312 67 499 348 387 1232 36 279 1019 274 Grp Sat Flow(s),veh/h/In1714 1763 1534 1767 1763 1540 1714 1689 1567 1714 1763 1547 Q Serve(g_s),s 8.8 11.4 22.3 3.5 15.6 10.2 11.7 20.2 1.5 8.8 28.5 11.0 Cycle Q Clear(g_c),s 8.8 11.4 22.3 3.5 15.6 10.2 11.7 20.2 1.5 8.8 28.5 11.0 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 380 721 314 233 500 218 568 2174 673 343 1282 563 V/C Ratio(X) 0.74 0.54 0.99 0.29 1.00 1.59 0.68 0.57 0.05 0.81 0.79 0.49 Avail Cap(c_a),veh/h 483 721 314 252 500 218 568 2174 673 343 1282 563 HCM Platoon Ratio 0.67 0.67 0.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.95 0.95 0.95 1.00 1.00 1.00 0.82 0.82 0.82 1.00 1.00 1.00 Uniform Delay(d),s/veh 49.4 42.7 47.4 37.2 47.2 20.2 43.2 23.7 18.3 48.5 31.3 14.5 Incr Delay(d2),s/veh 4.3 0.8 47.8 0.7 39.7 287.6 2.7 0.9 0.1 13.9 5.2 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/lr4.0 5.1 12.9 1.5 9.4 21.0 5.0 7.8 0.5 4.3 12.3 4.1 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 53.6 43.5 95.2 37.9 86.9 307.8 45.9 24.6 18.5 62.4 36.5 17.5 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 62.8 167.4 29.4 37.8 Approach LOS E F C D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),24.2 46.0 10.8 29.0 17.0 53.2 17.7 22.1 Change Period(Y+Rc),s 7.0 7.0 6.0 7.5 7.0 7.0 6.5 7.5 Max Green Setting(Gmai*.@ 39.0 6.0 21.5 10.0 45.0 14.5 12.5 Max Q Clear Time(g_c+p,l 30.5 5.5 24.3 10.8 22.2 10.8 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 63.0 HCM 7th LOS E Notes User approved pedestrian interval to be less than phase max green. 01. Existing AM Peak Fehr&Peers Existing Background AM Peak Hour Page 3 HCM 7th TWSC 3: Rigden Pkwy & Drake Rd Synchro 12 Report Intersection Int Delay,s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations t r + r Traffic Vol,veh/h 531 23 19 644 38 21 Future Vol,veh/h 531 23 19 644 38 21 Conflicting Peds,#/hr 0 3 2 0 5 5 Sign Control Free Free Free Free Stop Stop RT Channelized None None - None Storage Length 0 - 140 0 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 590 26 21 716 42 23 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 619 0 1356 598 Stage 1 - - - - 593 - Stage 2 - 763 - 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 957 164 500 Stage 1 - 550 - Stage 2 - 459 - Platoon blocked, % Mov Cap-1 Maneuver 954 157 497 Mov Cap-2 Maneuver - 293 - Stage 1 549 Stage 2 440 F Approach EB WB NB HCM Control Delay,s/v 0 0.25 16.94 _ HCM LOS C Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT i Capacity(veh/h) 293 497 52 _ HCM Lane V/C Ratio 0.144 0.047 0.022 HCM Control Delay(s/veh) 19.3 12.6 8.9 0 _ HCM Lane LOS C B A A HCM 95th °/stile Q(veh) 0.5 0.1 0.1 - 01. Existing AM Peak Fehr&Peers Existing Background AM Peak Hour Page 4 HCM 7th TWSC 4: Drake Rd & Miles House Ave Synchro 12 Report Intersection Int Delay,s/veh 2.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations +' T Y Traffic Vol,veh/h 77 474 590 77 48 78 Future Vol,veh/h 77 474 590 77 48 78 Conflicting Peds,#/hr 2 0 0 7 2 2 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 89 89 89 89 89 89 Heavy Vehicles,% 3 3 3 3 3 3 Mvmt Flow 87 533 663 87 54 88 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 756 0 0 1421 715 Stage 1 - - - 713 - Stage 2 - 708 - 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 850 149 429 Stage 1 - 484 - Stage 2 - 487 - Platoon blocked, % Mov Cap-1 Maneuver 845 126 426 Mov Cap-2 Maneuver - 260 - Stage 1 411 Stage 2 484 F Approach EB WB SB HCM Control Delay,s/v 1.36 0 22.72 _ HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 i Capacity(veh/h) 252 343 _ HCM Lane V/C Ratio 0.102 0.413 HCM Control Delay(s/veh) 9.7 0 22.7 _ HCM Lane LOS A A C HCM 95th °/stile Q(veh) 0.3 2 01. Existing AM Peak Fehr&Peers Existing Background AM Peak Hour Page 5 HCM 7th TWSC 5: Drake Rd & Environmental Dr Synchro 12 Report Intersection Int Delay,s/veh 0.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r T4. Traffic Vol,veh/h 13 15 650 17 26 495 Future Vol,veh/h 13 15 650 17 26 495 Conflicting Peds,#/hr 0 0 0 4 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Yield None None Storage Length 0 80 - Veh in Median Storage,# 0 - 0 0 Grade, % 0 - 0 0 Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles,% 3 3 3 3 3 3 Mvmt Flow 15 17 739 19 30 563 Major/Minor Minorl Majorl Major2 Conflicting Flow All 1374 752 0 0 762 0 Stage 1 752 - - - - - Stage 2 622 - - 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 160 408 846 Stage 1 464 - - Stage 2 534 - - Platoon blocked, % Mov Cap-1 Maneuver 151 407 843 Mov Cap-2 Maneuver 289 - - Stage 1 462 Stage 2 506 F Approach WB NB SB HCM Control Delay,s/v16.03 0 0.47 _ HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLnlWBLn2 SBL SBT i Capacity(veh/h) 289 407 90 _ HCM Lane V/C Ratio 0.051 0.042 0.035 HCM Control Delay(s/veh) 18.1 14.2 9.4 0 _ HCM Lane LOS C B A A HCM 95th °/stile Q(veh) 0.2 0.1 0.1 - 01. Existing AM Peak Fehr&Peers Existing Background AM Peak Hour Page 6 HCM 7th TWSC 6: Ziegler Rd/Drake Rd & William Neal Pkwy Synchro 12 Report Intersection Int Delay,s/veh 0.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'fir 1 T 1� Traffic Vol,veh/h 11 0 43 0 0 0 17 647 2 0 541 6 Future Vol,veh/h 11 0 43 0 0 0 17 647 2 0 541 6 Conflicting Peds,#/hr 6 0 7 5 0 6 3 0 3 2 0 3 _ Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - None - - None - - None Storage Length 200 - 100 - 200 - 200 - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 Grade, % - 0 - 0 - - 0 - 0 Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles,% 3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 12 0 46 0 0 0 18 696 2 0 582 6 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 1326 1325 595 1325 1328 706 591 0 0 701 0 0 Stage 1 588 588 - 736 736 - - - - - - - Stage 2 738 737 - 589 591 - - - - - 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 132 155 502 132 154 434 980 - 892 Stage 1 493 494 - 409 423 - - - - - Stage 2 408 423 - 493 493 - - - - - - - Platoon blocked,% - - Mov Cap-1 Maneuver 128 151 498 117 151 431 977 - 889 - - Mov Cap-2 Maneuver 128 151 - 117 151 - - - - - Stage 1 492 493 - 400 414 - - - - - Stage 2 398 414 - 445 492 - - - - - A� Approach EB WB NB SB HCM Control Delay,s/v17.63 0 0.22 0 HCM LOS C A Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLnlWBLn2 SBL SBT SBR Capacity(veh/h) 977 - - 128 498 - 889 - - HCM Lane V/C Ratio 0.019 - - 0.092 0.093 - - - HCM Control Delay(s/veh) 8.8 - - 35.9 13 0 0 0 - - HCM Lane LOS A - - E B A A A - HCM 95th%tile Q(veh) 0.1 - - 0.3 0.3 - 0 - - 01. Existing AM Peak Fehr&Peers Existing Background AM Peak Hour Page 7 HCM 7th TWSC 7: Ziegler Rd & Percheron Dr Synchro 12 Report Intersection Int Delay,s/veh 0.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y t It+ Traffic Vol,veh/h 10 13 16 657 579 5 Future Vol,veh/h 10 13 16 657 579 5 Conflicting Peds,#/hr 10 11 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None None Storage Length 0 200 - Veh in Median Storage,# 0 - 0 0 Grade, % 0 - 0 0 Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles,% 3 3 3 3 3 3 Mvmt Flow 11 15 18 738 651 6 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 1438 664 656 0 0 Stage 1 653 - - - - Stage 2 784 - - 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 146 459 926 Stage 1 516 - - Stage 2 448 - - Platoon blocked, % Mov Cap-1 Maneuver 143 454 926 - Mov Cap-2 Maneuver 282 - - Stage 1 506 Stage 2 448 F Approach EB NB SB HCM Control Delay,s/v15.81 0.21 0 _ HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR i Capacity(veh/h) 926 359 _ HCM Lane V/C Ratio 0.019 0.072 HCM Control Delay(s/veh) 9 15.8 _ HCM Lane LOS A C HCM 95th °/stile Q(veh) 0.1 0.2 - 01. Existing AM Peak Fehr&Peers Existing Background AM Peak Hour Page 8 HCM 7th Signalized Intersection Summary 9: Ziegler Rd & Harmony Rd Synchro 12 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ttT ) ttt r )) 0 )) tt r Traffic Volume(veh/h) 58 845 45 77 1435 663 143 336 29 470 177 36 Future Volume(veh/h) 58 845 45 77 1435 663 143 336 29 470 177 36 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/In 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 62 899 48 82 1527 0 152 357 31 500 188 0 i 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 205 2032 108 118 1819 705 442 38 590 309 Arrive On Green 0.04 0.14 0.14 0.13 0.72 0.00 0.21 0.13 0.13 0.06 0.03 0.00 Sat Flow,veh/h 1767 4923 262 1767 5066 1572 3428 3278 283 3428 3526 1572 Grp Volume(v),veh/h 62 616 331 82 1527 0 152 191 197 500 188 0 Ad Grp Sat Flow(s),vehlh/lnl767 1689 1808 1767 1689 1572 1714 1763 1798 1714 1763 1572 Q Serve(g_s),s 3.8 18.4 18.5 4.9 23.5 0.0 4.1 11.6 11.7 15.9 5.8 0.0 Cycle Q Clear(g_c),s 3.8 18.4 18.5 4.9 23.5 0.0 4.1 11.6 11.7 15.9 5.8 0.0 Prop In Lane 1.00 0.15 1.00 1.00 1.00 0.16 1.00 1.00 Lane Grp Cap(c),veh/h 205 1394 746 118 1819 705 238 243 590 309 V/C Ratio(X) 0.30 0.44 0.44 0.70 0.84 0.22 0.80 0.81 0.85 0.61 Avail Cap(c_a),veh/h 205 1394 746 129 1819 705 248 253 592 689 HCM Platoon Ratio 0.33 0.33 0.33 2.00 2.00 2.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 0.83 0.83 0.83 0.65 0.65 0.00 1.00 1.00 1.00 0.95 0.95 0.00 Uniform Delay(d),s/veh 48.6 35.9 35.9 46.6 13.2 0.0 36.3 46.2 46.2 50.5 51.5 0.0 Incr Delay(d2),s/veh 0.7 0.8 1.6 9.3 3.2 0.0 0.2 16.5 17.3 10.6 1.8 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/ld.7 8.4 9.2 2.3 4.6 0.0 1.7 6.0 6.3 8.1 2.7 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 49.3 36.7 37.5 55.9 16.5 0.0 36.5 62.7 63.5 61.0 53.4 0.0 LnGrp LOS D D D E B D E E E D Approach Vol,veh/h 1009 1609 540 688 Approach Delay,s/veh 37.7 18.5 55.6 58.9 Approach LOS D B E E Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),29.1 16.1 13.3 51.4 23.9 21.3 18.7 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(Gma1I0,.5 20.5 7.0 43.0 18.0 14.5 11.0 38.5 Max Q Clear Time(g_c+IV,s 7.8 6.9 20.5 17.9 13.7 5.8 25.5 Green Ext Time(p-c),s 0.2 0.5 0.0 3.3 0.0 0.1 0.0 5.4 Intersection Summary HCM 7th Control Delay,s/veh 36.0 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. 01. Existing AM Peak Fehr&Peers Existing Background AM Peak Hour Page 9 HCM 7th Signalized Intersection Summary 10: Strauss Cabin Rd & Harmony Rd I Synchro 12 Report * Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) +tt r ) ttt r t r t r Traffic Volume(veh/h) 3 1227 17 36 2350 83 49 14 78 56 10 2 Future Volume(veh/h) 3 1227 17 36 2350 83 49 14 78 56 10 2 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 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 3 1292 0 38 2474 0 52 15 0 59 11 0 i 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 22 3639 64 3899 170 152 168 152 Arrive On Green 0.02 1.00 0.00 0.04 0.77 0.00 0.08 0.08 0.00 0.08 0.08 0.00 Sat Flow,veh/h 1767 5066 1572 1767 5066 1572 1378 1856 1572 1383 1856 1572 Grp Volume(v),veh/h 3 1292 0 38 2474 0 52 15 0 59 11 0 Grp Sat Flow(s),vehlh/lnl767 1689 1572 1767 1689 1572 1378 1856 1572 1383 1856 1572 Q Serve(g_s),s 0.2 0.0 0.0 2.3 24.2 0.0 4.0 0.8 0.0 4.5 0.6 0.0 Cycle Q Clear(g_c),s 0.2 0.0 0.0 2.3 24.2 0.0 4.6 0.8 0.0 5.4 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 3639 64 3899 170 152 168 152 V/C Ratio(X) 0.14 0.35 0.59 0.63 0.30 0.10 0.35 0.07 Avail Cap(c_a),veh/h 177 3639 129 3899 296 321 294 321 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.81 0.81 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 0.0 0.0 52.2 5.7 0.0 48.8 46.8 0.0 49.2 46.7 0.0 Incr Delay(d2),s/veh 2.3 0.2 0.0 8.5 0.8 0.0 1.0 0.3 0.0 1.2 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/Ir0.1 0.1 0.0 1.1 5.2 0.0 1.4 0.4 0.0 1.6 0.3 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 55.4 0.2 0.0 60.7 6.5 0.0 49.8 47.0 0.0 50.5 46.9 0.0 LnGrp LOS E A E A D D D D Approach Vol,veh/h 1295 2512 67 70 Approach Delay,s/veh 0.3 7.3 49.2 49.9 Approach LOS A A D D Timer-Assigned Phs 2 3 4 6 7 8 Phs Duration(G+Y+Rc),s 15.0 10.0 85.0 15.0 4.4 90.7 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+11),s 6.6 4.3 0.0 7.4 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 6.5 HCM 7th LOS A 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. 01. Existing AM Peak Fehr&Peers Existing Background AM Peak Hour Page 10 HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd Synchlro 12 Report t "#� \0. # Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tt r tT+ tt r 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/In 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 498 864 249 544 405 1407 103 280 1363 Arrive On Green 0.15 0.25 0.00 0.06 0.15 0.00 0.16 0.56 0.56 0.03 0.13 0.00 Sat Flow,veh/h 3428 3526 1572 1767 3526 1572 3428 3326 243 3428 3526 1572 Grp Volume(v),veh/h 416 605 0 112 453 0 310 507 520 198 1049 0 Grp Sat Flow(s),vehlh/In 1714 1763 1572 1767 1763 1572 1714 1763 1807 1714 1763 1572 Q Serve(g_s),s 13.0 17.2 0.0 5.8 13.7 0.0 9.5 22.4 22.4 6.3 31.7 0.0 Cycle Q Clear(g_c),s 13.0 17.2 0.0 5.8 13.7 0.0 9.5 22.4 22.4 6.3 31.7 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.13 1.00 1.00 Lane Grp Cap(c),veh/h 498 864 249 544 405 746 764 280 1363 V/C Ratio(X) 0.83 0.70 0.45 0.83 0.76 0.68 0.68 0.71 0.77 Avail Cap(c_a),veh/h 499 865 249 561 530 746 764 280 1363 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 0.82 0.82 0.82 0.84 0.84 0.00 Uniform Delay(d),s/veh 45.7 37.8 0.0 36.2 45.1 0.0 44.9 18.8 18.8 52.2 43.2 0.0 Incr Delay(d2),s/veh 11.7 2.5 0.0 1.3 10.1 0.0 4.0 4.1 4.0 6.6 3.6 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 6.2 7.5 0.0 2.5 6.6 0.0 4.0 8.2 8.3 3.0 15.5 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 57.4 40.4 0.0 37.5 55.3 0.0 48.9 22.9 22.8 58.8 46.8 0.0 LnGrp LOS E D D E D C C E D Approach Vol,veh/h 1021 565 1337 1247 Approach Delay,s/veh 47.3 51.7 28.9 48.7 Approach LOS D D C D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 18.0 48.0 11.0 33.0 14.0 52.0 21.0 23.0 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+11),s 11.5 33.7 7.8 19.2 8.3 24.4 15.0 15.7 Green Ext Time(p-c),s 0.5 1.7 0.0 1.4 0.0 3.6 0.0 0.2 Intersection Summary HCM 7th Control Delay,s/veh 42.4 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. 02. Existing PM Peak Fehr&Peers Existing Background AM Peak Hour Page 1 HCM 7th Signalized Intersection Summary 1 : Timberline Rd & Horsetooth Rd Synchro 12 Report Unsignalized Delay for[EBR,WBR,SBR]is excluded from calculations of the approach delay and intersection delay. 02. Existing PM Peak Fehr&Peers Existing Background AM Peak Hour Page 2 HCM 7th Signalized Intersection Summary 2: Timberline Rd & Drake Rd I Synchro 12 Report 'A , -'`t 4--- 4.. 4\ I* l t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations )) tt r ) tt r )) ttt r )) tt r 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 0.97 1.00 0.97 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 M Adj Sat Flow,veh/h/In 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 M 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 352 690 299 217 536 233 561 2164 665 343 1282 559 Arrive On Green 0.14 0.26 0.26 0.06 0.15 0.15 0.16 0.43 0.43 0.10 0.36 0.36 Sat Flow,veh/h 3428 3526 1529 1767 3526 1529 3428 5066 1557 3428 3526 1537 Grp Volume(v),veh/h 257 528 259 105 424 235 493 1182 49 476 1028 262 Grp Sat Flow(s),veh/h/In1714 1763 1529 1767 1763 1529 1714 1689 1557 1714 1763 1537 Q Serve(g_s),s 7.9 15.2 17.8 5.4 12.8 10.9 15.5 19.2 2.0 11.0 28.8 10.3 Cycle Q Clear(g_c),s 7.9 15.2 17.8 5.4 12.8 10.9 15.5 19.2 2.0 11.0 28.8 10.3 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 352 690 299 217 536 233 561 2164 665 343 1282 559 V/C Ratio(X) 0.73 0.77 0.87 0.48 0.79 1.01 0.88 0.55 0.07 1.39 0.80 0.47 Avail Cap(c_a),veh/h 483 721 313 217 536 233 561 2164 665 343 1282 559 HCM Platoon Ratio 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.95 0.95 0.95 1.00 1.00 1.00 0.70 0.70 0.70 1.00 1.00 1.00 Uniform Delay(d),s/veh 46.0 38.4 39.3 36.6 44.9 19.8 44.9 23.5 18.6 49.5 31.4 13.7 Incr Delay(d2),s/veh 3.4 4.5 20.2 1.7 7.9 61.8 11.1 0.7 0.2 191.9 5.4 2.8 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/Ir8.4 6.4 7.8 2.4 6.0 7.7 7.3 7.4 0.7 13.7 12.5 3.8 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 49.5 42.9 59.5 38.2 52.8 81.6 56.0 24.2 18.8 241.4 36.8 16.5 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 48.6 59.7 33.2 88.9 Approach LOS D E C F Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),24.0 46.0 12.0 28.0 17.0 53.0 16.8 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(Gmai*.@ 39.0 6.0 21.5 10.0 45.0 14.5 12.5 Max Q Clear Time(g_c+111�,,rs 30.8 7.4 19.8 13.0 21.2 9.9 14.8 Green Ext Time(p-c),s 0.0 3.5 0.0 0.5 0.0 5.4 0.4 0.0 Intersection Summary HCM 7th Control Delay,s/veh 58.6 HCM 7th LOS E Notes User approved pedestrian interval to be less than phase max green. 02. Existing PM Peak Fehr&Peers Existing Background AM Peak Hour Page 3 HCM 7th TWSC 3: Rigden Pkwy & Drake Rd Synchro 12 Report Intersection Int Delay,s/veh 0.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations t r -IT r Traffic Vol,veh/h 662 79 33 791 29 21 Future Vol,veh/h 662 79 33 791 29 21 Conflicting Peds,#/hr 0 0 0 0 2 2 Sign Control Free Free Free Free Stop Stop RT Channelized None None - None Storage Length 0 - 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 712 85 35 851 31 23 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 797 0 1635 714 Stage 1 - - - - 712 - 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 821 110 430 Stage 1 - 484 - Stage 2 - 385 - Platoon blocked, % Mov Cap-1 Maneuver 821 101 429 Mov Cap-2 Maneuver - 231 - Stage 1 484 Stage 2 353 F Approach EB WB NB HCM Control Delay,s/v 0 0.38 19.16 _ HCM LOS C Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT i Capacity(veh/h) 231 429 72 _ HCM Lane V/C Ratio 0.135 0.053 0.043 HCM Control Delay(s/veh) 23 13.9 9.6 0 _ HCM Lane LOS C B A A HCM 95th °/stile Q(veh) 0.5 0.2 0.1 - 02. Existing PM Peak Fehr&Peers Existing Background AM Peak Hour Page 4 HCM 7th TWSC 4: Drake Rd & Miles House Ave Synchro 12 Report Intersection Int Delay,s/veh 9.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations +' T Y Traffic Vol,veh/h 94 578 685 76 85 158 Future Vol,veh/h 94 578 685 76 85 158 Conflicting Peds,#/hr 4 0 0 5 1 2 Sign Control Free Free Free Free Stop Stop RT Channelized - None None - None Storage Length - - - 0 - Veh in Median Storage,# - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles,% 3 3 3 3 3 3 Mvmt Flow 102 628 745 83 92 172 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 832 0 0 1624 793 Stage 1 - - - - 791 - Stage 2 - - - 834 - 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 - - 112 387 Stage 1 - - - 445 - Stage 2 - - - 425 - Platoon blocked,% - - Mov Cap-1 Maneuver 793 - - —89 385 Mov Cap-2 Maneuver - - - 217 - Stage 1 - - - 355 - Stage 2 - - - 423 - A� Approach EB WB SB HCM Control Delay,s/v 1.43 0 62.41 HCM LOS F Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 252 - - 303 HCM Lane V/C Ratio 0.129 - 0.873 HCM Control Delay(s/veh) 10.2 0 - 62.4 HCM Lane LOS B A - F HCM 95th%tile Q(veh) 0.4 - 7.8 Notes —:Volume exceeds capacity $:Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon 02. Existing PM Peak Fehr&Peers Existing Background AM Peak Hour Page 5 HCM 7th TWSC 5: Drake Rd & Environmental Dr Synchro 12 Report Intersection Int Delay,s/veh 0.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r I. Traffic Vol,veh/h 4 10 749 4 7 661 Future Vol,veh/h 4 10 749 4 7 661 Conflicting Peds,#/hr 3 4 0 0 4 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Yield None None Storage Length 0 80 - 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 4 11 788 4 7 696 Major/Minor Minorl Majorl Major2 Conflicting Flow All 1508 799 0 0 797 0 Stage 1 795 - - - - - Stage 2 714 - - 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 132 384 821 Stage 1 443 - - Stage 2 484 - - Platoon blocked, % Mov Cap-1 Maneuver 129 382 818 - Mov Cap-2 Maneuver 268 - - Stage 1 442 Stage 2 475 F Approach WB NB SB HCM Control Delay,s/v15.83 0 0.1 _ HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLnlWBLn2 SBL SBT i Capacity(veh/h) 268 382 19 _ HCM Lane V/C Ratio 0.016 0.028 0.009 HCM Control Delay(s/veh) 18.6 14.7 9.4 0 _ HCM Lane LOS C B A A HCM 95th °/stile Q(veh) 0 0.1 0 - 02. Existing PM Peak Fehr&Peers Existing Background AM Peak Hour Page 6 HCM 7th TWSC 6: Ziegler Rd/Drake Rd & William Neal Pkwy Synchro 12 Report Intersection Int Delay,s/veh 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T It+ T T Traffic Vol,veh/h 12 0 37 0 0 0 37 738 1 1 643 26 00111111 Future Vol,veh/h 12 0 37 0 0 0 37 738 1 1 643 26 Conflicting Peds,#/hr 2 0 3 5 0 5 2 0 2 2 0 2 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - None - None - None _ Storage Length 200 100 200 200 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 39 0 0 0 39 785 1 1 684 28 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 1571 1569 705 1558 1582 793 714 0 0 788 0 0 Stage 702 702 - 866 866 - - - - - - - Stage 2 869 867 - 691 716 - - - 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 89 110 435 91 108 387 882 - 827 Stage 427 439 - 346 369 - - - - Stage 2 345 369 - 433 433 - - - - - - Platoon blocked, % Mov Cap-1 Maneuver 85 105 432 78 103 385 880 826 Mov Cap-2 Maneuver 85 105 - 78 103 - - - Stage 1 426 438 330 352 - Stage 2 328 352 391 431 F Approach EB WB NB SB HCM Control Delay,s/v24.17 0 0.44 0.01 - HCM LOS C A Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLnlWBLn2 SBL SBT SBR Capacity(veh/h) 880 85 432 826 _ HCM Lane V/C Ratio 0.045 0.151 0.091 0.001 HCM Control Delay(s/veh) 9.3 55 14.2 0 0 9.4 _ HCM Lane LOS A F B A A A HCM 95th °/stile Q(veh) 0.1 0.5 0.3 - 0 02. Existing PM Peak Fehr&Peers Existing Background AM Peak Hour Page 7 HCM 7th TWSC 7: Ziegler Rd & Percheron Dr Synchro 12 Report Intersection Int Delay,s/veh 0.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y t It+ Traffic Vol,veh/h 5 23 31 791 680 13 Future Vol,veh/h 5 23 31 791 680 13 Conflicting Peds,#/hr 3 3 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None None Storage Length 0 200 - Veh in Median Storage,# 0 - 0 0 Grade, % 0 - 0 0 Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles,% 3 3 3 3 3 3 Mvmt Flow 5 24 33 841 723 14 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 1641 733 737 0 0 Stage 1 730 - - - - Stage 2 910 - - 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 110 419 864 Stage 1 475 - - Stage 2 391 - - Platoon blocked, % Mov Cap-1 Maneuver 105 418 864 - Mov Cap-2 Maneuver 240 - - Stage 1 457 Stage 2 391 F Approach EB NB SB HCM Control Delay,s/v15.61 0.35 0 _ HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR i Capacity(veh/h) 864 369 _ HCM Lane V/C Ratio 0.038 0.081 HCM Control Delay(s/veh) 9.3 15.6 _ HCM Lane LOS A C HCM 95th °/stile Q(veh) 0.1 0.3 02. Existing PM Peak Fehr&Peers Existing Background AM Peak Hour Page 8 HCM 7th Signalized Intersection Summary 9: Ziegler Rd & Harmony Rd Synchro 12 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) tO ) ttt r )) 0 )) tt r Traffic Volume(veh/h) 113 1623 131 110 1404 733 189 311 83 658 446 72 Future Volume(veh/h) 113 1623 131 110 1404 733 189 311 83 658 446 72 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 0.98 1.00 1.00 1.00 0.97 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 120 1727 139 117 1494 0 201 331 88 700 474 0 i 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 1909 153 129 1819 456 387 101 592 589 Arrive On Green 0.04 0.13 0.13 0.15 0.72 0.00 0.13 0.14 0.14 0.12 0.11 0.00 Sat Flow,veh/h 1767 4773 383 1767 5066 1572 3428 2748 718 3428 3526 1572 Grp Volume(v),veh/h 120 1221 645 117 1494 0 201 210 209 700 474 0 Ad Grp Sat Flow(s),veh/h/lnl767 1689 1779 1767 1689 1572 1714 1763 1704 1714 1763 1572 Q Serve(g_s),s 7.4 39.2 39.3 7.2 22.3 0.0 5.9 12.8 13.2 19.0 14.4 0.0 Cycle Q Clear(g_c),s 7.4 39.2 39.3 7.2 22.3 0.0 5.9 12.8 13.2 19.0 14.4 0.0 Prop In Lane 1.00 0.22 1.00 1.00 1.00 0.42 1.00 1.00 Lane Grp Cap(c),veh/h 193 1351 712 129 1819 456 248 240 592 589 V/C Ratio(X) 0.62 0.90 0.91 0.91 0.82 0.44 0.85 0.87 1.18 0.81 Avail Cap(c_a),veh/h 193 1351 712 129 1819 456 248 240 592 689 HCM Platoon Ratio 0.33 0.33 0.33 2.00 2.00 2.00 1.00 1.00 1.00 0.67 0.67 0.67 Upstream Filter(I) 0.83 0.83 0.83 0.65 0.65 0.00 1.00 1.00 1.00 0.95 0.95 0.00 Uniform Delay(d),s/veh 50.8 45.7 45.7 46.6 13.1 0.0 43.9 46.1 46.3 48.6 47.1 0.0 Incr Delay(d2),s/veh 5.1 8.7 15.0 39.9 2.9 0.0 0.7 22.8 27.2 97.7 5.8 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/IrB.6 19.1 21.5 4.2 4.4 0.0 2.5 7.0 7.3 16.3 7.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 55.8 54.3 60.7 86.6 15.9 0.0 44.6 68.9 73.4 146.3 52.9 0.0 LnGrp LOS E D E F B D E E F D Approach Vol,veh/h 1986 1611 620 1174 Approach Delay,s/veh 56.5 21.1 62.5 108.6 Approach LOS E C E F Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),21.1 24.9 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(Gma1I0,.5 20.5 7.0 43.0 18.0 14.5 11.0 38.5 Max Q Clear Time(g_c+11�,9; 16.4 9.2 41.3 21.0 15.2 9.4 24.3 Green Ext Time(p-c),s 0.2 0.7 0.0 1.2 0.0 0.0 0.0 5.5 Intersection Summary HCM 7th Control Delay,s/veh 57.9 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. 02. Existing PM Peak Fehr&Peers Existing Background AM Peak Hour Page 9 HCM 7th Signalized Intersection Summary 10: Strauss Cabin Rd & Harmony Rd I Synchro 12 Report * Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) +tt r ) ttt r t r t r Traffic Volume(veh/h) 13 2472 50 89 2020 103 43 17 62 100 24 10 Future Volume(veh/h) 13 2472 50 89 2020 103 43 17 62 100 24 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) 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/hlln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 14 2630 0 95 2149 0 46 18 0 106 26 0 i 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 3294 129 3690 203 211 210 211 Arrive On Green 0.04 1.00 0.00 0.07 0.73 0.00 0.11 0.11 0.00 0.11 0.11 0.00 Sat Flow,veh/h 1767 5066 1572 1767 5066 1572 1367 1856 1572 1384 1856 1572 Grp Volume(v),vehlh 14 2630 0 95 2149 0 46 18 0 106 26 0 Ad Grp Sat Flow(s),veh/h/lnl767 1689 1572 1767 1689 1572 1367 1856 1572 1384 1856 1572 Q Serve(g_s),s 0.8 0.0 0.0 5.8 22.0 0.0 3.4 1.0 0.0 8.2 1.4 0.0 Cycle Q Clear(g_c),s 0.8 0.0 0.0 5.8 22.0 0.0 4.8 1.0 0.0 9.1 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 3294 129 3690 203 211 210 211 V/C Ratio(X) 0.36 0.80 0.74 0.58 0.23 0.09 0.50 0.12 Avail Cap(c_a),veh/h 177 3294 129 3690 284 321 292 321 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 low Upstream Filter(I) 0.81 0.81 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 51.9 0.0 0.0 50.0 7.0 0.0 46.0 43.7 0.0 47.7 43.8 0.0 Incr Delay(d2),s/veh 4.6 1.7 0.0 20.0 0.7 0.0 0.6 0.2 0.0 1.9 0.3 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/Ir0.4 0.5 0.0 3.2 5.6 0.0 1.2 0.4 0.0 2.9 0.6 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 56.5 1.7 0.0 70.0 7.7 0.0 46.6 43.8 0.0 49.6 44.1 0.0 LnGrp LOS E A E A D D D D Approach Vol,veh/h 2644 2244 64 132 Approach Delay,s/veh 2.0 10.4 45.8 48.5 Approach LOS A B D D Timer-Assigned Phs 2 3 4 6 7 8 Phs Duration(G+Y+Rc),s 18.5 14.0 77.5 18.5 5.4 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+11),s 6.8 7.8 0.0 11.1 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 7.5 HCM 7th LOS A 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. 02. Existing PM Peak Fehr&Peers Existing Background AM Peak Hour Page 10 HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd Synchlro 12 Report j- 4--- 4" t # Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tt r tT+ tt r Traffic Volume(veh/h) 399 349 269 121 500 220 246 1114 31 115 922 309 Future Volume(veh/h) 399 349 269 121 500 220 246 1114 31 115 922 309 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/In 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 420 367 0 127 526 0 259 1173 33 121 971 0 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 436 947 362 691 312 1494 42 187 1377 Arrive On Green 0.13 0.27 0.00 0.06 0.20 0.00 0.12 0.57 0.57 0.02 0.13 0.00 Sat Flow,veh/h 3428 3526 1572 1767 3526 1572 3428 3500 98 3428 3526 1572 Grp Volume(v),veh/h 420 367 0 127 526 0 259 591 615 121 971 0 Grp Sat Flow(s),vehlh/In 1714 1763 1572 1767 1763 1572 1714 1763 1836 1714 1763 1572 Q Serve(g_s),s 13.4 9.3 0.0 6.3 15.5 0.0 8.1 28.7 28.8 3.9 29.0 0.0 Cycle Q Clear(g_c),s 13.4 9.3 0.0 6.3 15.5 0.0 8.1 28.7 28.8 3.9 29.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.05 1.00 1.00 Lane Grp Cap(c),veh/h 436 947 362 691 312 752 784 187 1377 V/C Ratio(X) 0.96 0.39 0.35 0.76 0.83 0.78 0.79 0.65 0.71 Avail Cap(c_a),veh/h 436 1170 362 929 312 752 784 187 1377 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 0.74 0.74 0.74 0.77 0.77 0.00 Uniform Delay(d),s/veh 47.7 32.8 0.0 32.5 41.8 0.0 47.5 19.8 19.8 53.0 41.9 0.0 Incr Delay(d2),s/veh 33.4 0.3 0.0 0.6 2.6 0.0 13.2 6.1 5.9 5.9 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 7.6 3.9 0.0 2.7 6.8 0.0 3.9 10.6 11.0 1.8 14.1 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 81.2 33.1 0.0 33.1 44.4 0.0 60.7 25.9 25.7 58.8 44.2 0.0 LnGrp LOS F C C D E C C E D Approach Vol,veh/h 787 653 1465 1092 Approach Delay,s/veh 58.8 42.2 32.0 45.8 Approach LOS E D C D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 15.0 48.4 11.0 35.6 11.0 52.4 19.0 27.6 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 9.0 35.0 6.0 35.5 5.0 39.0 13.0 *28 Max Q Clear Time(g_c+l l),s 10.1 31.0 8.3 11.3 5.9 30.8 15.4 17.5 Green Ext Time(p-c),s 0.0 1.6 0.0 1.3 0.0 3.0 0.0 1.5 Intersection Summary HCM 7th Control Delay,s/veh 42.7 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. 07. Future(2040)Background AM Fehr&Peers 2040 Future Background AM Peak Hour Page 1 HCM 7th Signalized Intersection Summary 1 : Timberline Rd & Horsetooth Rd Synchro 12 Report Unsignalized Delay for[EBR,WBR,SBR]is excluded from calculations of the approach delay and intersection delay. 07. Future(2040)Background AM Fehr&Peers 2040 Future Background AM Peak Hour Page 2 HCM 7th Signalized Intersection Summary 2: Timberline Rd & Drake Rd I Synchro 12 Report * Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations )) tt r ) tt r )) ttt r )) tt r Traffic Volume(veh/h) 297 414 329 71 527 368 408 1300 38 295 1075 289 Future Volume(veh/h) 297 414 329 71 527 368 408 1300 38 295 1075 289 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 0.98 1.00 0.98 1.00 1.00 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 M Adj Sat Flow,veh/h/In 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 313 436 346 75 555 387 429 1368 40 311 1132 304 M 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 274 919 401 244 781 342 550 1837 568 404 1128 495 Arrive On Green 0.03 0.09 0.09 0.05 0.22 0.22 0.05 0.12 0.12 0.12 0.32 0.32 Sat Flow,veh/h 3428 3526 1538 1767 3526 1545 3428 5066 1566 3428 3526 1546 Grp Volume(v),veh/h 313 436 346 75 555 387 429 1368 40 311 1132 304 Grp Sat Flow(s),veh/h/In1714 1763 1538 1767 1763 1545 1714 1689 1566 1714 1763 1546 Q Serve(g_s),s 8.8 13.0 24.4 3.6 16.0 15.2 13.6 28.7 2.5 9.7 35.2 13.9 Cycle Q Clear(g_c),s 8.8 13.0 24.4 3.6 16.0 15.2 13.6 28.7 2.5 9.7 35.2 13.9 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 274 919 401 244 781 342 550 1837 568 404 1128 495 V/C Ratio(X) 1.14 0.47 0.86 0.31 0.71 1.13 0.78 0.74 0.07 0.77 1.00 0.61 Avail Cap(c_a),veh/h 274 1035 452 244 897 393 550 1837 568 467 1128 495 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 0.94 0.94 0.94 1.00 1.00 1.00 0.72 0.72 0.72 1.00 1.00 1.00 Uniform Delay(d),s/veh 53.5 43.1 48.3 31.2 39.6 16.7 50.2 43.5 32.0 47.1 37.4 18.3 Incr Delay(d2),s/veh 96.4 0.4 13.8 0.7 2.2 88.4 5.2 2.0 0.2 6.7 27.6 5.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/lr7.6 6.1 11.6 1.5 7.0 13.5 6.6 13.3 1.0 4.4 18.6 5.5 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 150.0 43.5 62.1 32.0 41.8 105.2 55.4 45.5 32.1 53.8 65.0 23.9 LnGrp LOS F D E C D F E D C D F C Approach Vol,veh/h 1095 1017 1837 1747 Approach Delay,s/veh 79.8 65.2 47.5 55.9 Approach LOS E E D E Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),23.6 41.2 10.0 35.2 19.0 45.9 14.3 30.9 Change Period(Y+Rc),s 7.0 7.0 6.0 7.5 7.0 7.0 6.5 7.5 Max Green Setting(Gmai�.@ 34.2 4.0 31.3 14.0 33.2 7.8 27.0 Max Q Clear Time(g_c+M,B; 37.2 5.6 26.4 11.7 30.7 10.8 18.0 Green Ext Time(p-c),s 0.0 0.0 0.0 1.2 0.3 1.5 0.0 2.4 Intersection Summary HCM 7th Control Delay,s/veh 59.4 HCM 7th LOS E Notes User approved pedestrian interval to be less than phase max green. 07. Future(2040)Background AM Fehr&Peers 2040 Future Background AM Peak Hour Page 3 HCM 7th TWSC 3: Rigden Pkwy & Drake Rd Synchro 12 Report Intersection Int Delay,s/veh 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations t r + r Traffic Vol,veh/h 616 27 22 747 44 24 Future Vol,veh/h 616 27 22 747 44 24 Conflicting Peds,#/hr 0 3 2 0 5 5 Sign Control Free Free Free Free Stop Stop RT Channelized None None - None Storage Length 0 - 140 0 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 648 28 23 786 46 25 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 680 0 1489 656 Stage 1 - - - - 651 - Stage 2 - 838 - 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 908 136 463 Stage 1 - 517 - Stage 2 - 423 - Platoon blocked, % Mov Cap-1 Maneuver 906 129 460 Mov Cap-2 Maneuver - 264 - Stage 1 516 Stage 2 402 F Approach EB WB NB HCM Control Delay,s/v 0 0.26 18.62 _ HCM LOS C Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT i Capacity(veh/h) 264 460 51 _ HCM Lane V/C Ratio 0.176 0.055 0.026 HCM Control Delay(s/veh) 21.5 13.3 9.1 0 _ HCM Lane LOS C B A A HCM 95th °/stile Q(veh) 0.6 0.2 0.1 - 07. Future(2040)Background AM Fehr&Peers 2040 Future Background AM Peak Hour Page 4 HCM 7th TWSC 4: Drake Rd & Miles House Ave Synchro 12 Report Intersection Int Delay,s/veh 3.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations +' T. 'rj'r Traffic Vol,veh/h 89 550 684 89 56 90 Future Vol,veh/h 89 550 684 89 56 90 Conflicting Peds,#/hr 2 0 0 7 2 2 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 95 95 95 95 95 95 Heavy Vehicles,% 3 3 3 3 3 3 Mvmt Flow 94 579 720 94 59 95 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 821 0 0 1542 776 Stage 1 - - - 774 - Stage 2 - 768 - 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 804 126 396 Stage 1 - 453 - Stage 2 - 456 - Platoon blocked, % Mov Cap-1 Maneuver 799 103 393 Mov Cap-2 Maneuver - 233 - Stage 1 373 Stage 2 453 F Approach EB WB SB HCM Control Delay,s/v 1.41 0 27.36 _ HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 i Capacity(veh/h) 251 311 _ HCM Lane V/C Ratio 0.117 0.494 HCM Control Delay(s/veh) 10.1 0 27.4 _ HCM Lane LOS B A D HCM 95th °/stile Q(veh) 0.4 2.6 07. Future(2040)Background AM Fehr&Peers 2040 Future Background AM Peak Hour Page 5 HCM 7th TWSC 5: Drake Rd & Environmental Dr Synchro 12 Report Intersection Int Delay,slveh 0.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r T +T Traffic Vol,veh/h 15 17 754 20 30 574 Future Vol,veh/h 15 17 754 20 30 574 Conflicting Peds,#/hr 0 0 0 4 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Yield None None Storage Length 0 80 - - 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 16 18 794 21 32 604 Major/Minor Minorl Majorl Major2 Conflicting Flow All 1476 808 0 0 819 0 Stage 1 808 - - - - - Stage 2 667 - - - - 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 138 379 - 805 - Stage 1 437 - - - - Stage 2 508 - - - - Platoon blocked,% - - Mov Cap-1 Maneuver 130 378 - 803 - Mov Cap-2 Maneuver 267 - - - - Stage 1 435 - - - Stage 2 478 - - - A� Approach WB NB SB HCM Control Delay,s/v17.03 0 0.48 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLnlWBLn2 SBL SBT Capacity(vehlh) - - 267 378 89 HCM Lane V/C Ratio - 0.059 0.047 0.039 HCM Control Delay(s/veh) - 19.3 15 9.7 0 HCM Lane LOS - C B A A HCM 95th%tile Q(veh) - 0.2 0.1 0.1 - 07. Future(2040)Background AM Fehr&Peers 2040 Future Background AM Peak Hour Page 6 HCM 7th TWSC 6: Ziegler Rd/Drake Rd & William Neal Pkwy Synchro 12 Report Intersection Int Delay,s/veh 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'fir 1 T T Traffic Vol,veh/h 13 0 50 0 0 0 20 751 2 0 628 7 Future Vol,veh/h 13 0 50 0 0 0 20 751 2 0 628 7 Conflicting Peds,#/hr 6 0 7 5 0 6 3 0 3 2 0 3 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - None - - None - - None Storage Length 200 - 100 - 200 - 200 - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 Grade, % - 0 - 0 - - 0 - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles,% 3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 14 0 53 0 0 0 21 791 2 0 661 7 _ Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 1506 1505 675 1505 1508 801 671 0 0 796 0 0 Stage 1 668 668 - 837 837 - - - - - - - Stage 2 839 838 - 668 671 - - - - - 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 99 120 452 99 120 383 914 - 822 Stage 1 446 455 - 360 381 - - - - - Stage 2 359 380 - 446 453 - - - - - - - Platoon blocked,% - - Mov Cap-1 Maneuver 96 117 449 85 117 380 912 - 820 - Mov Cap-2 Maneuver 96 117 - 85 117 - - - - - Stage 1 445 454 351 371 - - - - Stage 2 349 371 391 452 - - - - A� Approach EB WB NB SB HCM Control Delay,s/v21.23 0 0.23 0 HCM LOS C A Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity(veh/h) 912 - 96 449 - 820 - - HCM Lane V/C Ratio 0.023 - 0.143 0.117 - - - HCM Control Delay(s/veh) 9 - 48.7 14.1 0 0 0 - - HCM Lane LOS A - E B A A A - HCM 95th%tile Q(veh) 0.1 - 0.5 0.4 - 0 - - 07. Future(2040)Background AM Fehr&Peers 2040 Future Background AM Peak Hour Page 7 HCM 7th TWSC 7: Ziegler Rd & Percheron Dr Synchro 12 Report Intersection Int Delay,s/veh 0.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y t It+ Traffic Vol,veh/h 12 15 19 762 672 6 Future Vol,veh/h 12 15 19 762 672 6 Conflicting Peds,#/hr 10 11 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None None Storage Length 0 200 - 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 13 16 20 802 707 6 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 1563 722 714 0 0 Stage 1 711 - - - - Stage 2 852 - - 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 122 425 882 Stage 1 485 - - Stage 2 416 - - Platoon blocked, % Mov Cap-1 Maneuver 120 421 882 - Mov Cap-2 Maneuver 257 - - Stage 1 474 Stage 2 416 F Approach EB NB SB HCM Control Delay,s/v17.02 0.22 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 882 328 HCM Lane V/C Ratio 0.023 0.087 HCM Control Delay(s/veh) 9.2 17 HCM Lane LOS A C HCM 95th °/stile Q(veh) 0.1 0.3 - 07. Future(2040)Background AM Fehr&Peers 2040 Future Background AM Peak Hour Page 8 HCM 7th Signalized Intersection Summary 9: Ziegler Rd & Harmony Rd Synchro 12 Report * Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ttT ) ttt r )) 0 )) tt r Traffic Volume(veh/h) 67 980 52 89 1665 769 166 390 34 545 205 42 Future Volume(veh/h) 67 980 52 89 1665 769 166 390 34 545 205 42 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/In 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 71 1032 55 94 1753 0 175 411 36 574 216 0 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 383 2342 125 80 1520 515 541 47 343 357 Arrive On Green 0.15 0.32 0.32 0.09 0.60 0.00 0.15 0.17 0.17 0.03 0.03 0.00 Sat Flow,veh/h 1767 4923 262 1767 5066 1572 3428 3275 285 3428 3526 1572 Grp Volume(v),veh/h 71 708 379 94 1753 0 175 220 227 574 216 0 Grp Sat Flow(s),vehlh/lnl767 1689 1808 1767 1689 1572 1714 1763 1798 1714 1763 1572 Q Serve(g_s),s 3.9 18.3 18.3 5.0 33.0 0.0 5.0 13.1 13.3 11.0 6.6 0.0 Cycle Q Clear(g_c),s 3.9 18.3 18.3 5.0 33.0 0.0 5.0 13.1 13.3 11.0 6.6 0.0 Prop In Lane 1.00 0.14 1.00 1.00 1.00 0.16 1.00 1.00 Lane Grp Cap(c),veh/h 383 1607 860 80 1520 515 291 297 343 357 V/C Ratio(X) 0.19 0.44 0.44 1.17 1.15 0.34 0.76 0.76 1.67 0.61 Avail Cap(c_a),veh/h 383 1607 860 80 1520 515 593 605 343 1160 HCM Platoon Ratio 0.67 0.67 0.67 2.00 2.00 2.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 0.80 0.80 0.80 0.63 0.63 0.00 1.00 1.00 1.00 0.93 0.93 0.00 Uniform Delay(d),s/veh 38.5 25.9 25.9 50.0 22.0 0.0 41.8 43.8 43.9 53.2 51.0 0.0 Incr Delay(d2),s/veh 0.2 0.7 1.3 132.6 74.3 0.0 0.4 4.0 4.1 315.1 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/ld.7 7.7 8.4 5.0 16.5 0.0 2.1 5.9 6.1 20.0 3.1 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 38.7 26.6 27.2 182.6 96.3 0.0 42.2 47.8 47.9 368.3 52.5 0.0 LnGrp LOS D C C F F D D D F D Approach Vol,veh/h 1158 1847 622 790 Approach Delay,s/veh 27.5 100.7 46.3 282.0 Approach LOS C F D F Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),23.0 17.6 11.0 58.3 16.0 24.7 29.8 39.5 Change Period(Y+Rc),s 7.5 7.5 7.0 7.0 6.0 7.5 7.0 7.5 Max Green Setting(Gmaxq,.3 35.2 4.0 32.5 10.0 36.0 4.0 32.0 Max Q Clear Time(g_c+11�,(} 8.6 7.0 20.3 13.0 15.3 5.9 35.0 Green Ext Time(p-c),s 0.1 0.7 0.0 3.3 0.0 1.3 0.0 0.0 Intersection Summary HCM 7th Control Delay,s/veh 106.3 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. 07. Future(2040)Background AM Fehr&Peers 2040 Future Background AM Peak Hour Page 9 HCM 7th Signalized Intersection Summary 10: Strauss Cabin Rd & Harmony Rd I Synchro 12 Report * Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) +tt r ) ttt r t r t r Traffic Volume(veh/h) 3 1423 20 42 2726 96 57 16 90 65 12 2 Future Volume(veh/h) 3 1423 20 42 2726 96 57 16 90 65 12 2 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 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 3 1498 0 44 2869 0 60 17 0 68 13 0 i 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 22 3525 72 3807 194 185 192 185 Arrive On Green 0.00 0.23 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 1378 1856 1572 1381 1856 1572 Grp Volume(v),veh/h 3 1498 0 44 2869 0 60 17 0 68 13 0 Grp Sat Flow(s),vehlh/lnl767 1689 1572 1767 1689 1572 1378 1856 1572 1381 1856 1572 Q Serve(g_s),s 0.2 27.8 0.0 2.7 35.7 0.0 4.5 0.9 0.0 5.2 0.7 0.0 Cycle Q Clear(g_c),s 0.2 27.8 0.0 2.7 35.7 0.0 5.2 0.9 0.0 6.1 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 22 3525 72 3807 194 185 192 185 V/C Ratio(X) 0.14 0.42 0.61 0.75 0.31 0.09 0.35 0.07 Avail Cap(c_a),veh/h 80 3525 96 3807 539 649 537 649 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.82 0.82 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 54.2 23.6 0.0 51.9 7.8 0.0 47.3 45.0 0.0 47.8 44.9 0.0 Incr Delay(d2),s/veh 2.3 0.3 0.0 8.2 1.4 0.0 0.9 0.2 0.0 1.1 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/Ir0.1 12.4 0.0 1.3 8.4 0.0 1.6 0.4 0.0 1.8 0.3 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 56.5 23.9 0.0 60.1 9.3 0.0 48.2 45.2 0.0 48.9 45.0 0.0 LnGrp LOS E C E A D D D D Approach Vol,veh/h 1501 2913 77 81 Approach Delay,s/veh 24.0 10.0 47.5 48.3 Approach LOS C B D D Timer-Assigned Phs 2 3 4 6 7 8 Phs Duration(G+Y+Rc),s 17.0 10.5 82.6 17.0 4.4 88.7 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 46.5 37.5 4.0 50.5 Max Q Clear Time(g_c+11),s 7.2 4.7 0.0 8.1 2.2 0.0 Green Ext Time(p-c),s 0.2 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. 07. Future(2040)Background AM Fehr&Peers 2040 Future Background AM Peak Hour Page 10 HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd Synchlro 12 Report j- 4--- 4" t 10 \0. # Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tt r tT+ tt r Traffic Volume(veh/h) 444 646 312 119 484 138 331 1021 74 211 1119 422 Future Volume(veh/h) 444 646 312 119 484 138 331 1021 74 211 1119 422 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/In 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 467 680 0 125 509 0 348 1075 78 222 1178 0 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 467 900 267 673 343 1407 102 187 1330 Arrive On Green 0.14 0.26 0.00 0.08 0.19 0.00 0.13 0.56 0.56 0.02 0.12 0.00 Sat Flow,veh/h 3428 3526 1572 1767 3526 1572 3428 3328 241 3428 3526 1572 Grp Volume(v),veh/h 467 680 0 125 509 0 348 569 584 222 1178 0 Grp Sat Flow(s),vehlh/In 1714 1763 1572 1767 1763 1572 1714 1763 1807 1714 1763 1572 Q Serve(g_s),s 15.0 19.6 0.0 6.1 15.0 0.0 11.0 27.2 27.3 6.0 36.2 0.0 Cycle Q Clear(g_c),s 15.0 19.6 0.0 6.1 15.0 0.0 11.0 27.2 27.3 6.0 36.2 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.13 1.00 1.00 Lane Grp Cap(c),veh/h 467 900 267 673 343 745 764 187 1330 V/C Ratio(X) 1.00 0.76 0.47 0.76 1.02 0.76 0.76 1.19 0.89 Avail Cap(c_a),veh/h 467 1138 268 929 343 745 764 187 1330 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 0.74 0.74 0.74 0.77 0.77 0.00 Uniform Delay(d),s/veh 47.5 37.8 0.0 32.2 42.1 0.0 47.7 19.9 19.9 54.0 45.8 0.0 Incr Delay(d2),s/veh 41.3 2.2 0.0 1.3 2.4 0.0 45.7 5.5 5.4 117.8 7.1 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 8.9 8.5 0.0 2.6 6.6 0.0 6.6 10.0 10.3 5.7 18.3 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 88.8 40.0 0.0 33.5 44.4 0.0 93.3 25.4 25.3 171.8 52.9 0.0 LnGrp LOS F D C D F C C F D Approach Vol,veh/h 1147 634 1501 1400 Approach Delay,s/veh 59.9 42.3 41.1 71.8 Approach LOS E D D E Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 16.0 47.0 12.9 34.1 11.0 52.0 20.0 27.0 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 10.0 33.0 8.0 34.5 5.0 38.0 14.0 *28 Max Q Clear Time(g_c+11),s 13.0 38.2 8.1 21.6 8.0 29.3 17.0 17.0 Green Ext Time(p-c),s 0.0 0.0 0.0 2.2 0.0 3.0 0.0 1.5 Intersection Summary HCM 7th Control Delay,s/veh 55.0 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. 08. Future(2040)Background PM Fehr&Peers 2040 Future Background PM Peak Hour Page 1 HCM 7th Signalized Intersection Summary 1 : Timberline Rd & Horsetooth Rd Synchro 12 Report Unsignalized Delay for[EBR,WBR,SBR]is excluded from calculations of the approach delay and intersection delay. 08. Future(2040)Background PM Fehr&Peers 2040 Future Background PM Peak Hour Page 2 HCM 7th Signalized Intersection Summary 2: Timberline Rd & Drake Rd I Synchro 12 Report * Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations )) tt r ) tt r )) ttt r )) tt r Traffic Volume(veh/h) 283 582 285 116 467 259 543 1303 55 524 1133 289 Future Volume(veh/h) 283 582 285 116 467 259 543 1303 55 524 1133 289 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 0.98 1.00 0.98 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 M Adj Sat Flow,veh/h/In 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 298 613 300 122 492 273 572 1372 58 552 1193 304 M 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 296 847 369 205 719 313 579 1753 538 499 1138 496 Arrive On Green 0.03 0.08 0.08 0.05 0.20 0.20 0.06 0.11 0.11 0.15 0.32 0.32 Sat Flow,veh/h 3428 3526 1534 1767 3526 1535 3428 5066 1553 3428 3526 1535 Grp Volume(v),veh/h 298 613 300 122 492 273 572 1372 58 552 1193 304 Grp Sat Flow(s),vehlh/In1714 1763 1534 1767 1763 1535 1714 1689 1553 1714 1763 1535 Q Serve(g_s),s 9.5 18.7 21.2 6.0 14.2 11.8 18.3 29.0 3.7 16.0 35.5 13.7 Cycle Q Clear(g_c),s 9.5 18.7 21.2 6.0 14.2 11.8 18.3 29.0 3.7 16.0 35.5 13.7 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 296 847 369 205 719 313 579 1753 538 499 1138 496 V/C Ratio(X) 1.01 0.72 0.81 0.60 0.68 0.87 0.99 0.78 0.11 1.11 1.05 0.61 Avail Cap(c_a),veh/h 296 1026 446 205 897 391 579 1753 538 499 1138 496 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 low Upstream Filter(I) 0.94 0.94 0.94 1.00 1.00 1.00 0.52 0.52 0.52 1.00 1.00 1.00 Uniform Delay(d),s/veh 53.4 47.1 48.2 33.8 40.5 16.4 51.8 44.7 33.5 47.0 37.3 17.5 Incr Delay(d2),s/veh 52.4 1.9 8.8 4.7 1.6 16.1 24.1 1.9 0.2 72.8 40.3 5.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/lr6.4 9.0 9.6 2.8 6.2 5.3 10.3 13.4 1.4 11.6 20.8 5.3 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 105.8 49.0 57.0 38.5 42.1 32.6 76.0 46.6 33.7 119.8 77.6 23.0 LnGrp LOS F D E D D C E D C F F C Approach Vol,veh/h 1211 887 2002 2049 Approach Delay,s/veh 65.0 38.7 54.6 80.9 Approach LOS E D D F Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),24.6 41.5 11.0 32.9 22.0 44.1 15.0 28.9 Change Period(Y+Rc),s 7.0 7.0 6.0 7.5 7.0 7.0 6.5 7.5 Max Green Setting(Gman.@ 34.5 5.0 31.0 15.0 31.5 8.5 27.0 Max Q Clear Time(g_c+09,3; 37.5 8.0 23.2 18.0 31.0 11.5 16.2 Green Ext Time(p-c),s 0.0 0.0 0.0 2.0 0.0 0.4 0.0 2.0 Intersection Summary HCM 7th Control Delay,s/veh 63.1 HCM 7th LOS E Notes User approved pedestrian interval to be less than phase max green. 08. Future(2040)Background PM Fehr&Peers 2040 Future Background PM Peak Hour Page 3 HCM 7th TWSC 3: Rigden Pkwy & Drake Rd Synchro 12 Report Intersection Int Delay,s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations + r + r Traffic Vol,veh/h 768 92 38 918 34 24 Future Vol,veh/h 768 92 38 918 34 24 Conflicting Peds,#/hr 0 0 0 0 2 2 Sign Control Free Free Free Free Stop Stop RT Channelized - None None - None Storage Length - 0 - 140 0 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 808 97 40 966 36 25 - Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 905 0 1857 810 Stage 1 - - - - 808 - Stage 2 - - - 1048 - 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 - - 747 - 80 378 Stage 1 - - - - 437 - Stage 2 - - - - 336 - Platoon blocked,% - - Mov Cap-1 Maneuver - - 747 - 71 378 Mov Cap-2 Maneuver - - - - 192 - Stage 1 - - - 437 - Stage 2 - - - 297 - A! Approach EB WB NB HCM Control Delay,s/v 0 0.4 22.7 HCM LOS C Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity(veh/h) 192 378 - 72 HCM Lane V/C Ratio 0.186 0.067 - 0.054 HCM Control Delay(s/veh) 28 15.2 - 10.1 0 HCM Lane LOS D C - B A HCM 95th%tile Q(veh) 0.7 0.2 - 0.2 - 08. Future(2040)Background PM Fehr&Peers 2040 Future Background PM Peak Hour Page 4 HCM 7th TWSC 4: Drake Rd & Miles House Ave Synchro 12 Report Intersection Int Delay,s/veh 21.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations +T I Y Traffic Vol,veh/h 109 670 795 88 99 183 Future Vol,veh/h 109 670 795 88 99 183 Conflicting Peds,#/hr 4 0 0 5 1 2 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 95 95 95 95 95 95 Heavy Vehicles,% 3 3 3 3 3 3 Mvmt Flow 115 705 837 93 104 193 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 934 0 0 1824 890 Stage 1 - - - 888 - Stage 2 - 936 - 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 729 —84 340 Stage 1 - 400 - Stage 2 - 380 - Platoon blocked, % Mov Cap-1 Maneuver 726 - —62 338 Mov Cap-2 Maneuver - 179 - Stage 1 295 - Stage 2 379 - F Approach EB WB SB HCM Control Delay,s/v 1.52 0 144.76 HCM LOS F Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 252 258 HCM Lane V/C Ratio 0.158 1.152 HCM Control Delay(s/veh) 10.9 0 144.8 HCM Lane LOS B A F HCM 95th °/stile Q(veh) 0.6 13.3 Notes -:Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon 08. Future(2040)Background PM Fehr&Peers 2040 Future Background PM Peak Hour Page 5 HCM 7th TWSC 5: Drake Rd & Environmental Dr Synchro 12 Report Intersection Int Delay,slveh 0.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r T +T Traffic Vol,veh/h 5 12 869 5 8 767 Future Vol,veh/h 5 12 869 5 8 767 Conflicting Peds,#/hr 3 4 0 0 4 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Yield None None Storage Length 0 80 - - 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 5 13 915 5 8 807 - Major/Minor Minorl Majorl Major2 Conflicting Flow All 1749 925 0 0 924 0 Stage 1 921 - - - - - Stage 2 827 - - - - 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 94 325 - 735 - Stage 1 386 - - - - Stage 2 428 - - - - Platoon blocked,% - - Mov Cap-1 Maneuver 91 322 - 733 - Mov Cap-2 Maneuver 224 - - - - Stage 1 385 - - - Stage 2 418 - - - A� Approach WB NB SB HCM Control Delay,s/v18.03 0 0.1 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLnlWBLn2 SBL SBT Capacity(vehlh) - - 224 322 19 HCM Lane V/C Ratio - - 0.023 0.039 0.011 HCM Control Delay(s/veh) - - 21.4 16.6 10 0 HCM Lane LOS - - C C A A HCM 95th%tile Q(veh) - - 0.1 0.1 0 - 08. Future(2040)Background PM Fehr&Peers 2040 Future Background PM Peak Hour Page 6 HCM 7th TWSC 6: Ziegler Rd/Drake Rd & William Neal Pkwy Synchro 12 Report Intersection Int Delay,slveh 1.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'fir 1 T T Traffic Vol,veh/h 14 0 43 0 0 0 43 856 1 1 746 30 Future Vol,veh/h 14 0 43 0 0 0 43 856 1 1 746 30 Conflicting Peds,#/hr 2 0 3 5 0 5 2 0 2 2 0 2 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - None - - None - - None Storage Length 200 - 100 - 200 - 200 - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 Grade, % - 0 - 0 - - 0 - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles,% 3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 15 0 45 0 0 0 45 901 1 1 785 32 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 1802 1800 808 1786 1815 909 819 0 0 904 0 0 Stage 1 805 805 - 994 994 - - - - - - - Stage 2 997 995 - 792 821 - - - - - 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 61 79 379 63 78 332 805 - 748 Stage 1 375 394 - 294 322 - - - - - Stage 2 293 322 - 381 387 - - - - - - - Platoon blocked,% - Mov Cap-1 Maneuver 57 75 377 52 73 330 804 - 747 - - Mov Cap-2 Maneuver 57 75 - 52 73 - - - - - Stage 1 373 392 277 303 - - - - - Stage 2 275 303 333 386 - - - - A� Approach EB WB NB SB HCM Control Delay,s/v33.58 0 0.47 0.01 HCM LOS D A Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLnlWBLn2 SBL SBT SBR Capacity(veh/h) 804 - - 57 377 - 747 - - HCM Lane V/C Ratio 0.056 - - 0.257 0.12 - 0.001 - - HCM Control Delay(s/veh) 9.7 - - 88.1 15.8 0 0 9.8 - - HCM Lane LOS A - - F C A A A - HCM 95th%tile Q(veh) 0.2 - - 0.9 0.4 - 0 - - 08. Future(2040)Background PM Fehr&Peers 2040 Future Background PM Peak Hour Page 7 HCM 7th TWSC 7: Ziegler Rd & Percheron Dr Synchro 12 Report Intersection Int Delay,s/veh 0.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y t It+ Traffic Vol,veh/h 6 27 36 918 789 15 Future Vol,veh/h 6 27 36 918 789 15 Conflicting Peds,#/hr 3 3 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None None Storage Length 0 200 - 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 6 28 38 966 831 16 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 1884 841 846 0 0 Stage 1 838 - - - - Stage 2 1045 - - 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 77 363 786 Stage 1 423 - - Stage 2 337 - - Platoon blocked, % Mov Cap-1 Maneuver 74 362 786 Mov Cap-2 Maneuver 201 - - Stage 1 402 Stage 2 337 F Approach EB NB SB HCM Control Delay,s/v 17.8 0.37 0 _ HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR i Capacity(veh/h) 786 316 _ HCM Lane V/C Ratio 0.048 0.11 HCM Control Delay(s/veh) 9.8 17.8 _ HCM Lane LOS A C HCM 95th °/stile Q(veh) 0.2 0.4 08. Future(2040)Background PM Fehr&Peers 2040 Future Background PM Peak Hour Page 8 HCM 7th Signalized Intersection Summary 9: Ziegler Rd & Harmony Rd II Synchro 12 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) tO ) ttt r )) 0 )) tt r Traffic Volume(veh/h) 131 1883 152 128 1629 850 219 361 96 763 517 84 Future Volume(veh/h) 131 1883 152 128 1629 850 219 361 96 763 517 84 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 0.98 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/In 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 138 1982 160 135 1715 0 231 380 101 803 544 0 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 309 2115 170 80 1566 312 569 149 312 681 Arrive On Green 0.06 0.15 0.15 0.09 0.62 0.00 0.09 0.21 0.21 0.15 0.32 0.00 Sat Flow,veh/h 1767 4774 383 1767 5066 1572 3428 2749 721 3428 3526 1572 Grp Volume(v),veh/h 138 1398 744 135 1715 0 231 242 239 803 544 0 Grp Sat Flow(s),veh/h/lnl767 1689 1779 1767 1689 1572 1714 1763 1707 1714 1763 1572 Q Serve(g_s),s 8.3 45.0 45.5 5.0 34.0 0.0 7.2 13.9 14.2 10.0 15.5 0.0 Cycle Q Clear(g_c),s 8.3 45.0 45.5 5.0 34.0 0.0 7.2 13.9 14.2 10.0 15.5 0.0 Prop In Lane 1.00 0.22 1.00 1.00 1.00 0.42 1.00 1.00 Lane Grp Cap(c),veh/h 309 1497 789 80 1566 312 365 353 312 681 V/C Ratio(X) 0.45 0.93 0.94 1.68 1.10 0.74 0.66 0.68 2.58 0.80 Avail Cap(c_a),veh/h 309 1497 789 80 1566 312 593 574 312 1138 HCM Platoon Ratio 0.33 0.33 0.33 2.00 2.00 2.00 1.00 1.00 1.00 1.67 1.67 1.67 Upstream Filter(I) 0.80 0.80 0.80 0.63 0.63 0.00 1.00 1.00 1.00 0.93 0.93 0.00 Uniform Delay(d),s/veh 46.7 45.4 45.6 50.0 21.0 0.0 48.7 40.1 40.2 46.7 35.3 0.0 Incr Delay(d2),s/veh 0.8 10.2 17.8 337.9 50.0 0.0 9.1 2.1 2.3 718.1 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/Ir8.8 22.2 25.3 9.5 13.2 0.0 3.4 6.1 6.0 35.0 5.8 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 47.5 55.6 63.4 387.9 71.0 0.0 57.9 42.2 42.5 764.7 37.4 0.0 LnGrp LOS D E E F F E D D F D Approach Vol,veh/h 2280 1850 712 1347 Approach Delay,s/veh 57.6 94.2 47.4 471.0 Approach LOS E F D F Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),t6.5 27.8 11.0 54.7 15.0 29.3 25.2 40.5 Change Period(Y+Rc),s 7.5 7.5 7.0 7.0 6.0 7.5 7.0 7.5 Max Green Setting(Gmaxq,.6 34.5 4.0 33.5 9.0 36.0 4.0 33.0 Max Q Clear Time(g_c+119,2, 17.5 7.0 47.5 12.0 16.2 10.3 36.0 Green Ext Time(p-c),s 0.0 1.9 0.0 0.0 0.0 1.5 0.0 0.0 Intersection Summary HCM 7th Control Delay,s/veh 157.3 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. 08. Future(2040)Background PM Fehr&Peers 2040 Future Background PM Peak Hour Page 9 HCM 7th Signalized Intersection Summary 10: Strauss Cabin Rd & Harmony Rd * I Synchro 12 Report � --0-- � I l t ' Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) +tt r ) ttt r t r ►� t r Traffic Volume(veh/h) 15 2868 58 103 2343 119 50 20 72 116 28 12 Future Volume(veh/h) 15 2868 58 103 2343 119 50 20 72 116 28 12 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/In 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 16 3019 0 108 2466 0 53 21 0 122 29 0 i 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 41 3334 80 3585 228 246 235 246 Arrive On Green 0.02 0.66 0.00 0.05 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 1364 1856 1572 1380 1856 1572 Grp Volume(v),veh/h 16 3019 0 108 2466 0 53 21 0 122 29 0 Grp Sat Flow(s),vehlh/lnl767 1689 1572 1767 1689 1572 1364 1856 1572 1380 1856 1572 Q Serve(g_s),s 1.0 55.5 0.0 5.0 30.5 0.0 3.9 1.1 0.0 9.4 1.5 0.0 Cycle Q Clear(g_c),s 1.0 55.5 0.0 5.0 30.5 0.0 5.4 1.1 0.0 10.5 1.5 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 41 3334 80 3585 228 246 235 246 V/C Ratio(X) 0.39 0.91 1.34 0.69 0.23 0.09 0.52 0.12 Avail Cap(c_a),veh/h 80 3334 80 3585 524 649 535 649 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) 0.82 0.82 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 53.0 15.9 0.0 52.5 9.2 0.0 44.4 41.8 0.0 46.4 42.0 0.0 Incr Delay(d2),s/veh 4.9 3.9 0.0 217.4 1.1 0.0 0.5 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/Ir0.5 17.3 0.0 7.0 8.2 0.0 1.3 0.5 0.0 3.3 0.7 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 57.9 19.8 0.0 269.9 10.3 0.0 44.9 42.0 0.0 48.2 42.2 0.0 LnGrp LOS E B F B D D D D Approach Vol,veh/h 3035 2574 74 151 Approach Delay,s/veh 20.0 21.1 44.1 47.1 Approach LOS B C D D Timer-Assigned Phs 2 3 4 6 7 8 Phs Duration(G+Y+Rc),s 20.6 11.0 78.4 20.6 5.5 83.9 Change Period(Y+Rc),s 7.0 7.0 7.0 7.0 4.0 7.0 Max Green Setting(Gmax),s 37.5 4.0 47.5 37.5 4.0 50.5 Max Q Clear Time(g_c+11),s 7.4 7.0 0.0 12.5 3.0 0.0 Green Ext Time(p-c),s 0.2 0.0 0.0 0.4 0.0 0.0 Intersection Summary HCM 7th Control Delay,s/veh 21.5 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. 08. Future(2040)Background PM Fehr&Peers 2040 Future Background PM Peak Hour Page 10 HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd Synchlro 12 Report t 10 \0. # Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tt r tT+ tt r Traffic Volume(veh/h) 2 52 0 57 100 0 0 3 31 2 11 7 Future Volume(veh/h) 2 52 0 57 100 0 0 3 31 2 11 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 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/hlln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 2 60 0 66 115 0 0 3 36 2 13 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 39 439 302 551 3 1103 968 39 2406 Arrive On Green 0.01 0.12 0.00 0.05 0.16 0.00 0.00 0.63 0.63 0.01 0.68 0.00 Sat Flow,veh/h 3428 3526 1572 1767 3526 1572 3428 1763 1548 3428 3526 1572 Grp Volume(v),veh/h 2 60 0 66 115 0 0 3 36 2 13 0 Grp Sat Flow(s),veh/h/In 1714 1763 1572 1767 1763 1572 1714 1763 1548 1714 1763 1572 Q Serve(g_s),s 0.1 1.7 0.0 3.5 3.1 0.0 0.0 0.1 1.0 0.1 0.1 0.0 Cycle Q Clear(g_c),s 0.1 1.7 0.0 3.5 3.1 0.0 0.0 0.1 1.0 0.1 0.1 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 39 439 302 551 3 1103 968 39 2406 V/C Ratio(X) 0.05 0.14 0.22 0.21 0.00 0.00 0.04 0.05 0.01 Avail Cap(c_a),veh/h 499 865 322 561 530 1103 968 280 2406 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 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 53.8 42.9 0.0 37.5 40.5 0.0 0.0 7.7 7.9 53.8 5.6 0.0 Incr Delay(d2),s/veh 0.6 0.1 0.0 0.4 0.2 0.0 0.0 0.0 0.1 0.6 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.0 0.7 0.0 1.5 1.3 0.0 0.0 0.0 0.3 0.0 0.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 54.4 43.0 0.0 37.9 40.7 0.0 0.0 7.7 8.0 54.4 5.6 0.0 LnGrp LOS D D D D A A D A Approach Vol,veh/h 62 181 39 15 Approach Delay,s/veh 43.4 39.6 7.9 12.1 Approach LOS D D A B Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 0.0 80.6 9.7 19.7 6.2 74.3 6.2 23.2 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+11),s 0.0 2.1 5.5 3.7 2.1 3.0 2.1 5.1 Green Ext Time(p-c),s 0.0 0.0 0.0 0.1 0.0 0.1 0.0 0.2 Intersection Summary HCM 7th Control Delay,s/veh 34.9 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. 03. Project Trip Gen AM Fehr&Peers Project Trip Generation AM Peak Hour Page 1 HCM 7th Signalized Intersection Summary 1 : Timberline Rd & Horsetooth Rd Synchro 12 Report Unsignalized Delay for[EBR,WBR,SBR]is excluded from calculations of the approach delay and intersection delay. 03. Project Trip Gen AM Fehr&Peers Project Trip Generation AM Peak Hour Page 2 HCM 7th Signalized Intersection Summary 2: Timberline Rd & Drake Rd I Synchro 12 Report * Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ►) tt r ) tt r )) ttt r )) tt r Traffic Volume(veh/h) 0 53 1 18 107 38 0 0 5 16 1 0 Future Volume(veh/h) 0 53 1 18 107 38 0 0 5 16 1 0 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 0.96 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,vehlh 0 58 1 20 118 42 0 0 5 18 1 0 i 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 3 277 118 195 528 231 1091 3331 1032 84 1282 572 Arrive On Green 0.00 0.08 0.08 0.03 0.15 0.15 0.00 0.00 0.66 0.02 0.36 0.00 Sat Flow,veh/h 3428 3526 1504 1767 3526 1541 3428 5066 1569 3428 3526 1572 Grp Volume(v),veh/h 0 58 1 20 118 42 0 0 5 18 1 0 Ad Grp Sat Flow(s),vehlh/In1714 1763 1504 1767 1763 1541 1714 1689 1569 1714 1763 1572 Q Serve(g_s),s 0.0 1.7 0.1 1.1 3.2 1.2 0.0 0.0 0.1 0.6 0.0 0.0 Cycle Q Clear(g_c),s 0.0 1.7 0.1 1.1 3.2 1.2 0.0 0.0 0.1 0.6 0.0 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 3 277 118 195 528 231 1091 3331 1032 84 1282 572 V/C Ratio(X) 0.00 0.21 0.01 0.10 0.22 0.18 0.00 0.00 0.00 0.21 0.00 0.00 Avail Cap(c_a),veh/h 483 721 308 262 528 231 1091 3331 1032 343 1282 572 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 low Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay(d),slveh 0.0 47.5 46.7 42.9 41.1 9.5 0.0 0.0 6.5 52.6 22.3 0.0 Incr Delay(d2),s/veh 0.0 0.4 0.0 0.2 0.2 0.4 0.0 0.0 0.0 1.3 0.0 0.0 Initial Q Delay(d3),slveh 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/Ir0.0 0.7 0.0 0.5 1.4 1.0 0.0 0.0 0.0 0.3 0.0 0.0 Unsig. Movement Delay,slveh LnGrp Delay(d),slveh 0.0 47.8 46.7 43.1 41.3 9.8 0.0 0.0 6.5 53.9 22.3 0.0 LnGrp LOS D D D D A A D C Approach Vol,veh/h 59 180 5 19 Approach Delay,s/veh 47.8 34.2 6.5 52.2 Approach LOS D C A D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),41.0 46.0 7.8 15.2 8.7 78.3 0.0 23.0 Change Period(Y+Rc),s 7.0 7.0 6.0 7.5 7.0 7.0 6.5 7.5 Max Green Setting(Gmai*.@ 39.0 6.0 21.5 10.0 45.0 14.5 12.5 Max Q Clear Time(g_c+119,a 2.0 3.1 3.7 2.6 2.1 0.0 5.2 Green Ext Time(p-c),s 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.2 Intersection Summary HCM 7th Control Delay,s/veh 38.0 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. 03. Project Trip Gen AM Fehr&Peers Project Trip Generation AM Peak Hour Page 3 HCM 7th TWSC 3: Rigden Pkwy & Drake Rd Synchro 12 Report Intersection Int Delay,s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations t r +T r Traffic Vol,veh/h 74 0 0 163 0 0 Future Vol,veh/h 74 0 0 163 0 0 Conflicting Peds,#/hr 0 3 2 0 5 5 Sign Control Free Free Free Free Stop Stop RT Channelized None None - None Storage Length 0 - 140 0 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 82 0 0 181 0 0 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 85 0 271 90 Stage 1 - - - - 85 - Stage 2 - 186 - 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 1505 716 965 Stage 1 - 936 - Stage 2 - 843 - Platoon blocked, % Mov Cap-1 Maneuver 1501 711 958 Mov Cap-2 Maneuver - 723 - Stage 1 933 Stage 2 840 F Approach EB WB NB HCM Control Delay,s/v 0 0 0 _ HCM LOS A Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT i Capacity(veh/h) 1501 _ HCM Lane V/C Ratio - HCM Control Delay(s/veh) 0 0 0 _ HCM Lane LOS A A A HCM 95th%tile Q(veh) 0 03. Project Trip Gen AM Fehr&Peers Project Trip Generation AM Peak Hour Page 4 HCM 7th TWSC 4: Drake Rd & Miles House Ave Synchro 12 Report Intersection Int Delay,s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations +' I Y Traffic Vol,veh/h 0 74 163 0 0 0 Future Vol,veh/h 0 74 163 0 0 0 Conflicting Peds,#/hr 2 0 0 7 2 2 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 89 89 89 89 89 89 Heavy Vehicles,% 3 3 3 3 3 3 Mvmt Flow 0 83 183 0 0 0 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 190 0 0 275 192 Stage 1 - - - 190 - Stage 2 - 85 - 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 1378 712 847 Stage 1 - 840 - Stage 2 - 936 - Platoon blocked, % Mov Cap-1 Maneuver 1370 704 841 Mov Cap-2 Maneuver - 718 - Stage 1 835 Stage 2 930 F Approach EB WB SIB HCM Control Delay,s/v 0 0 0 _ HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 i Capacity(veh/h) 1370 _ HCM Lane V/C Ratio - - HCM Control Delay(s/veh) 0 0 _ HCM Lane LOS A A HCM 95th%tile Q(veh) 0 03. Project Trip Gen AM Fehr&Peers Project Trip Generation AM Peak Hour Page 5 HCM 7th TWSC 5: Drake Rd & Environmental Dr Synchro 12 Report Intersection Int Delay,slveh 2.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r T +T Traffic Vol,veh/h 25 47 116 7 13 61 Future Vol,veh/h 25 47 116 7 13 61 Conflicting Peds,#/hr 0 0 0 4 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Yield None None Storage Length 0 80 - - Veh in Median Storage,# 0 - 0 - 0 Grade, % 0 - 0 - 0 Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles,% 3 3 3 3 3 3 Mvmt Flow 28 53 132 8 15 69 Major/Minor Minorl Majorl Major2 Conflicting Flow All 239 140 0 0 144 0 Stage 1 140 - - - - - Stage 2 99 - - - - 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 747 906 - 1433 - Stage 1 885 - - - Stage 2 923 - - - - Platoon blocked,% - - Mov Cap-1 Maneuver 737 903 - 1428 - Mov Cap-2 Maneuver 745 - - - - Stage 1 882 - - - Stage 2 913 - - - A� Approach WB NB SB HCM Control Delay,s/v 9.51 0 1.33 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLnlWBLn2 SBL SBT Capacity(vehlh) - - 745 903 316 HCM Lane V/C Ratio - - 0.038 0.059 0.01 HCM Control Delay(s/veh) - - 10 9.2 7.5 0 HCM Lane LOS - - B A A A HCM 95th%tile Q(veh) - - 0.1 0.2 0 - 03. Project Trip Gen AM Fehr&Peers Project Trip Generation AM Peak Hour Page 6 HCM 7th Signalized Intersection Summary 6: Ziegler Rd/Drake Rd & William Neal Pkwy Synchro 12 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� 1� T+ 1� Traffic Volume(veh/h) 0 0 0 97 0 40 0 83 54 23 64 0 Future Volume(veh/h) 0 0 0 97 0 40 0 83 54 23 64 0 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 0.97 1.00 0.97 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 0 0 0 104 0 43 0 89 58 25 69 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 211 527 0 706 0 433 211 348 227 546 623 0 Arrive On Green 0.00 0.00 0.00 0.28 0.00 0.28 0.00 0.34 0.34 0.34 0.34 0.00 Sat Flow,veh/h 1353 1856 0 1745 0 1523 1321 1035 675 1227 1856 0 Grp Volume(v),veh/h 0 0 0 104 0 43 0 0 147 25 69 0 Grp Sat Flow(s),veh/h/In 1353 1856 0 1745 0 1523 1321 0 1710 1227 1856 0 Q Serve(g_s),s 0.0 0.0 0.0 1.6 0.0 0.7 0.0 0.0 2.1 0.5 0.9 0.0 Cycle Q Clear(g_c),s 0.0 0.0 0.0 1.6 0.0 0.7 0.0 0.0 2.1 2.7 0.9 0.0 Prop In Lane 1.00 0.00 1.00 1.00 1.00 0.39 1.00 0.00 Lane Grp Cap(c),veh/h 211 527 0 706 0 433 211 0 574 546 623 0 V/C Ratio(X) 0.00 0.00 0.00 0.15 0.00 0.10 0.00 0.00 0.26 0.05 0.11 0.00 Avail Cap(c_a),veh/h 934 1519 0 1639 0 1247 2432 0 3449 2609 3743 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 0.0 0.0 0.0 9.3 0.0 9.0 0.0 0.0 8.3 9.2 7.8 0.0 Incr Delay(d2),s/veh 0.0 0.0 0.0 0.1 0.0 0.1 0.0 0.0 0.2 0.0 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/In 0.0 0.0 0.0 0.5 0.0 0.2 0.0 0.0 0.5 0.1 0.2 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 0.0 0.0 0.0 9.4 0.0 9.1 0.0 0.0 8.5 9.3 7.9 0.0 LnGrp LOS A A A A A Approach Vol,veh/h 0 147 147 94 Approach Delay,s/veh 0.0 9.3 8.5 8.3 Approach LOS A A A Timer-Assigned Phs 2 4 6 8 Phs Duration(G+Y+Rc),s 18.0 16.2 18.0 16.2 Change Period(Y+Rc),s 7.5 7.5 7.5 7.5 Max Green Setting(Gmax),s 68.0 27.0 68.0 27.0 Max Q Clear Time(g_c+ll),s 4.7 0.0 4.1 3.6 Green Ext Time(p-c),s 0.4 0.0 0.8 0.5 Intersection Summary HCM 7th Control Delay,s/veh 8.8 HCM 7th LOS A 03. Project Trip Gen AM Fehr&Peers Project Trip Generation AM Peak Hour Page 7 HCM 7th TWSC 7: Ziegler Rd & Percheron Dr Synchro 12 Report Intersection Int Delay,s/veh 4.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4� 4 T +T+ Traffic Vol,veh/h 0 0 0 113 0 40 0 97 63 23 138 0 Future Vol,veh/h 0 0 0 113 0 40 0 97 63 23 138 0 Conflicting Peds,#/hr 10 0 11 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized None None - None None _ Storage Length 200 Veh in Median Storage,# - 0 0 0 0 - _ Grade, % - 0 0 0 0 - Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89 Heavy Vehicles,% 3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 0 0 0 127 0 45 0 109 71 26 155 0 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 326 387 166 362 351 154 155 0 0 180 0 0 Stage 207 207 - 144 144 - - - - - - - Stage 2 119 180 - 218 207 - - - 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 625 546 876 592 572 889 1419 1390 Stage 793 729 - 856 776 - - - - Stage 2 883 749 - 782 729 - - - - - Platoon blocked, % Mov Cap-1 Maneuver 577 535 868 574 560 881 1419 1390 Mov Cap-2 Maneuver 577 535 - 574 560 - - - - Stage1 777 714 856 776 - Stage 2 831 749 759 714 - F Approach EB WB NB SB HCM Control Delay,s/v 0 12.81 0 1.09 _ HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLnlWBLnl SBL SBT SBR Capacity(veh/h) 1419 632 257 _ HCM Lane V/C Ratio - 0.272 0.019 HCM Control Delay(slveh) 0 0 12.8 7.6 0 _ HCM Lane LOS A A B A A HCM 95th °/stile Q(veh) 0 1.1 0.1 03. Project Trip Gen AM Fehr&Peers Project Trip Generation AM Peak Hour Page 8 HCM 7th Signalized Intersection Summary 9: Ziegler Rd & Harmony Rd Synchro 12 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) t+T ) +tt r )) tT )) tt r Traffic Volume(veh/h) 34 0 0 0 0 65 0 14 0 122 27 65 Future Volume(veh/h) 34 0 0 0 0 65 0 14 0 122 27 65 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/In 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 36 0 0 0 0 0 0 15 0 130 29 0 i 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 527 3630 0 2 1819 119 207 0 225 269 Arrive On Green 0.30 0.00 0.00 0.00 0.00 0.00 0.00 0.06 0.00 0.07 0.08 0.00 Sat Flow,veh/h 1767 5233 0 1767 5066 1572 3428 3618 0 3428 3526 1572 Grp Volume(v),veh/h 36 0 0 0 0 0 0 15 0 130 29 0 Grp Sat Flow(s),veh/h/10767 1689 0 1767 1689 1572 1714 1763 0 1714 1763 1572 Q Serve(g_s),s 1.6 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.0 4.1 0.8 0.0 Cycle Q Clear(g_c),s 1.6 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.0 4.1 0.8 0.0 Prop In Lane 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c),veh/h 527 3630 0 2 1819 119 207 0 225 269 V/C Ratio(X) 0.07 0.00 0.00 0.00 0.00 0.00 0.07 0.00 0.58 0.11 Avail Cap(c_a),veh/h 527 3630 0 129 1819 358 497 0 592 689 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(1) 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 27.6 0.0 0.0 0.0 0.0 0.0 0.0 48.9 0.0 49.9 47.3 0.0 Incr Delay(d2),s/veh 0.1 0.0 0.0 0.0 0.0 0.0 0.0 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/Ir0.7 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.0 1.8 0.4 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 27.7 0.0 0.0 0.0 0.0 0.0 0.0 49.1 0.0 52.2 47.5 0.0 LnGrp LOS C D D D Approach Vol,veh/h 36 0 15 159 Approach Delay,s/veh 27.7 0.0 49.1 51.4 Approach LOS C D D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),t0.3 14.9 0.0 84.8 12.2 13.0 38.8 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(Gma1I0,.5 20.5 7.0 43.0 18.0 14.5 11.0 38.5 Max Q Clear Time(g_c+11Q,a; 2.8 0.0 0.0 6.1 2.4 3.6 0.0 Green Ext Time(p-c),s 0.0 0.0 0.0 0.0 0.3 0.0 0.0 0.0 Intersection Summary HCM 7th Control Delay,s/veh 47.2 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. 03. Project Trip Gen AM Fehr&Peers Project Trip Generation AM Peak Hour Page 9 HCM 7th Signalized Intersection Summary 10: Strauss Cabin Rd & Harmony Rd II Synchro 12 Report --* --0-- --* 4--- 4,-- -4\ t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) +tt r ) ttt r t r ►� t r Traffic Volume(veh/h) 0 122 0 0 65 0 0 0 0 0 0 0 Future Volume(veh/h) 0 122 0 0 65 0 0 0 0 0 0 0 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/hlln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 0 128 0 0 68 0 0 0 0 0 0 0 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 2 4789 2 4789 65 2 65 2 Arrive On Green 0.00 0.95 0.00 0.00 0.95 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Sat Flow,veh/h 1767 5066 1572 1767 5066 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v),veh/h 0 128 0 0 68 0 0 0 0 0 0 0 Grp Sat Flow(s),veh/h/lnl767 1689 1572 1767 1689 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s),s 0.0 0.2 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c),s 0.0 0.2 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 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 2 4789 2 4789 65 2 65 2 V/C Ratio(X) 0.00 0.03 0.00 0.01 0.00 0.00 0.00 0.00 Avail Cap(c_a),veh/h 177 4789 129 4789 467 321 467 321 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) 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay(d),s/veh 0.0 0.2 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay(d2),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 Initial Q Delay(d3),slveh 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/Ir0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Unsig. Movement Delay,slveh LnGrp Delay(d),s/veh 0.0 0.2 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 LnGrp LOS A A Approach Vol,veh/h 128 68 0 0 Approach Delay,s/veh 0.2 0.2 0.0 0.0 Approach LOS A A Timer-Assigned Phs 2 3 4 6 7 8 Phs Duration(G+Y+Rc),s 0.0 0.0 110.0 0.0 0.0 110.0 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+11),s 0.0 0.0 0.0 0.0 0.0 0.0 Green Ext Time(p-c),s 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 7th Control Delay,s/veh 0.2 HCM 7th LOS A 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. 03. Project Trip Gen AM Fehr&Peers Project Trip Generation AM Peak Hour Page 10 HCM 7th TWSC 101: Ziegler Rd Synchro 12 Report Intersection Int Delay,s/veh 0.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r T t Traffic Vol,veh/h 0 6 154 12 0 251 Future Vol,veh/h 0 6 154 12 0 251 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 7 181 14 0 295 Major/Minor Minorl Majorl Major2 Conflicting Flow All - 188 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 0 851 - 0 - Stage 1 0 - - 0 - Stage 2 0 - - 0 - Platoon blocked,% - - Mov Cap-1 Maneuver - 851 - - - Mov Cap-2 Maneuver - - - - Stage 1 - - - - Stage 2 - - - - A� Approach WB NB SB HCM Control Delay,s/v 9.26 0 0 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity(vehlh) - 851 - HCM Lane V/C Ratio - 0.008 HCM Control Delay(s/veh) - 9.3 HCM Lane LOS - A HCM 95th%tile Q(veh) - 0 03. Project Trip Gen AM Fehr&Peers Project Trip Generation AM Peak Hour Page 11 HCM 7th TWSC 102: Horsetooth Rd Synchro 12 Report Intersection Int Delay,s/veh 1.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations t T r Traffic Vol,veh/h 0 78 139 0 0 28 Future Vol,veh/h 0 78 139 0 0 28 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 92 164 0 0 33 Major/Minor Majorl Major2 Minor2 Conflicting Flow All - 0 0 164 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 - - 0 879 Stage 1 0 - - 0 - Stage 2 0 - - 0 - Platoon blocked,% - - Mov Cap-1 Maneuver - - - 879 Mov Cap-2 Maneuver - - - Stage 1 - - - - Stage 2 - - - A! Approach EB WB SB HCM Control Delay,s/v 0 0 9.26 HCM LOS A Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity(veh/h) - - - 879 HCM Lane V/C Ratio - - - 0.037 HCM Control Delay(s/veh) - - - 9.3 HCM Lane LOS - - - A HCM 95th%tile Q(veh) - - - 0.1 03. Project Trip Gen AM Fehr&Peers Project Trip Generation AM Peak Hour Page 12 HCM 7th TWSC 103: Horsetooth Rd Synchro 12 Report Intersection Int Delay,s/veh 8.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations +' T Y Traffic Vol,veh/h 78 0 0 0 0 139 Future Vol,veh/h 78 0 0 0 0 139 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 92 0 0 0 0 164 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 1 0 0 185 1 Stage 1 - - - 1 - Stage 2 - - - 184 - 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 1615 - - 802 1080 Stage 1 - - - 1019 - Stage 2 - - - 846 - Platoon blocked,% - - Mov Cap-1 Maneuver 1615 - - 757 1080 Mov Cap-2 Maneuver - - - 757 - Stage 1 - - - 962 - Stage 2 - - - 846 - A� Approach EB WB SB HCM Control Delay,s/v 7.36 0 8.93 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 1615 - - - 1080 HCM Lane V/C Ratio 0.057 - - 0.151 HCM Control Delay(s/veh) 7.4 0 - 8.9 HCM Lane LOS A A - A HCM 95th%tile Q(veh) 0.2 - 0.5 03. Project Trip Gen AM Fehr&Peers Project Trip Generation AM Peak Hour Page 13 HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd Synchro 12 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tt r tT+ tt r Traffic Volume(veh/h) 6 117 0 53 90 0 0 9 70 5 5 4 Future Volume(veh/h) 6 117 0 53 90 0 0 9 70 5 5 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 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/In 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,vehlh 7 127 0 58 98 0 0 10 76 5 5 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 55 433 262 512 3 1109 974 49 2428 Arrive On Green 0.02 0.12 0.00 0.05 0.15 0.00 0.00 0.63 0.63 0.01 0.69 0.00 Sat Flow,veh/h 3428 3526 1572 1767 3526 1572 3428 1763 1548 3428 3526 1572 Grp Volume(v),veh/h 7 127 0 58 98 0 0 10 76 5 5 0 Grp Sat Flow(s),vehlh/In 1714 1763 1572 1767 1763 1572 1714 1763 1548 1714 1763 1572 Q Serve(g_s),s 0.2 3.6 0.0 3.1 2.7 0.0 0.0 0.2 2.1 0.2 0.0 0.0 Cycle Q Clear(g_c),s 0.2 3.6 0.0 3.1 2.7 0.0 0.0 0.2 2.1 0.2 0.0 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 55 433 262 512 3 1109 974 49 2428 V/C Ratio(X) 0.13 0.29 0.22 0.19 0.00 0.01 0.08 0.10 0.00 Avail Cap(c_a),veh/h 499 865 290 561 530 1109 974 280 2428 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 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay(d),slveh 53.4 43.9 0.0 38.8 41.3 0.0 0.0 7.6 8.0 53.5 5.3 0.0 Incr Delay(d2),s/veh 1.0 0.4 0.0 0.4 0.2 0.0 0.0 0.0 0.2 0.9 0.0 0.0 Initial Q Delay(d3),slveh 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 1.6 0.0 1.3 1.2 0.0 0.0 0.1 0.7 0.1 0.0 0.0 Unsig. Movement Delay,slveh LnGrp Delay(d),slveh 54.4 44.3 0.0 39.3 41.5 0.0 0.0 7.6 8.1 54.4 5.3 0.0 LnGrp LOS D D D D A A D A Approach Vol,veh/h 134 156 86 10 Approach Delay,s/veh 44.8 40.7 8.1 29.9 Approach LOS D D A C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 0.0 81.3 9.2 19.5 6.6 74.7 6.8 22.0 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+11),s 0.0 2.0 5.1 5.6 2.2 4.1 2.2 4.7 Green Ext Time(p-c),s 0.0 0.0 0.0 0.4 0.0 0.3 0.0 0.2 Intersection Summary HCM 7th Control Delay,s/veh 34.6 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. 04. Project Trip Gen PM Fehr&Peers Project Trip Generation PM Peak Hour Page 1 HCM 7th Signalized Intersection Summary 1 : Timberline Rd & Horsetooth Rd Synchro 12 Report Unsignalized Delay for[EBR,WBR,SBR]is excluded from calculations of the approach delay and intersection delay. 04. Project Trip Gen PM Fehr&Peers Project Trip Generation PM Peak Hour Page 2 HCM 7th Signalized Intersection Summary 2: Timberline Rd & Drake Rd I Synchro 12 Report * Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations )) tt r ) tt r )) ttt r )) tt r Traffic Volume(veh/h) 0 118 4 9 93 28 0 0 15 38 1 0 Future Volume(veh/h) 0 118 4 9 93 28 0 0 15 38 1 0 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 0.96 0.99 0.97 1.00 0.99 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 0 124 4 9 98 29 0 0 16 40 1 0 i 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 3 330 141 172 553 240 1068 3244 1000 119 1282 572 Arrive On Green 0.00 0.09 0.09 0.02 0.16 0.16 0.00 0.00 0.64 0.03 0.36 0.00 Sat Flow,veh/h 3428 3526 1503 1767 3526 1529 3428 5066 1562 3428 3526 1572 Grp Volume(v),veh/h 0 124 4 9 98 29 0 0 16 40 1 0 Grp Sat Flow(s),veh/h/In1714 1763 1503 1767 1763 1529 1714 1689 1562 1714 1763 1572 Q Serve(g_s),s 0.0 3.6 0.3 0.5 2.7 0.9 0.0 0.0 0.4 1.3 0.0 0.0 Cycle Q Clear(g_c),s 0.0 3.6 0.3 0.5 2.7 0.9 0.0 0.0 0.4 1.3 0.0 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 3 330 141 172 553 240 1068 3244 1000 119 1282 572 V/C Ratio(X) 0.00 0.38 0.03 0.05 0.18 0.12 0.00 0.00 0.02 0.34 0.00 0.00 Avail Cap(c_a),veh/h 483 721 308 253 553 240 1068 3244 1000 343 1282 572 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) 0.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 0.0 46.8 45.3 42.0 40.2 9.4 0.0 0.0 7.2 51.8 22.3 0.0 Incr Delay(d2),s/veh 0.0 0.7 0.1 0.1 0.2 0.2 0.0 0.0 0.0 1.6 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/Ir0.0 1.6 0.1 0.2 1.1 0.7 0.0 0.0 0.1 0.6 0.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 0.0 47.6 45.4 42.2 40.4 9.6 0.0 0.0 7.2 53.5 22.3 0.0 LnGrp LOS D D D D A A D C Approach Vol,veh/h 128 136 16 41 Approach Delay,s/veh 47.5 33.9 7.2 52.7 Approach LOS D C A D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),40.3 46.0 7.0 16.8 9.8 76.4 0.0 23.7 Change Period(Y+Rc),s 7.0 7.0 6.0 7.5 7.0 7.0 6.5 7.5 Max Green Setting(Gmai*.@ 39.0 6.0 21.5 10.0 45.0 14.5 12.5 Max Q Clear Time(g_c+119,a 2.0 2.5 5.6 3.3 2.4 0.0 4.7 Green Ext Time(p-c),s 0.0 0.0 0.0 0.3 0.0 0.0 0.0 0.2 Intersection Summary HCM 7th Control Delay,s/veh 40.4 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. 04. Project Trip Gen PM Fehr&Peers Project Trip Generation PM Peak Hour Page 3 HCM 7th TWSC 3: Rigden Pkwy & Drake Rd Synchro 12 Report Intersection Int Delay,s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations t r -IT '� r Traffic Vol,veh/h 170 0 0 130 0 0 Future Vol,veh/h 170 0 0 130 0 0 Conflicting Peds,#/hr 0 0 0 0 2 2 Sign Control Free Free Free Free Stop Stop RT Channelized None None - None Storage Length 0 - 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 183 0 0 140 0 0 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 183 0 325 185 Stage 1 - - - - 183 - Stage 2 - 142 - 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 1386 667 855 Stage 1 - 846 - Stage 2 - 883 - Platoon blocked, % Mov Cap-1 Maneuver 1386 666 853 Mov Cap-2 Maneuver - 698 - Stage 1 846 Stage 2 881 F Approach EB WB NB HCM Control Delay,s/v 0 0 0 _ HCM LOS A Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT i Capacity(veh/h) 1386 _ HCM Lane V/C Ratio - HCM Control Delay(s/veh) 0 0 0 _ HCM Lane LOS A A A HCM 95th%tile Q(veh) 0 04. Project Trip Gen PM Fehr&Peers Project Trip Generation PM Peak Hour Page 4 HCM 7th TWSC 4: Drake Rd & Miles House Ave Synchro 12 Report Intersection Int Delay,s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations +' T. Y Traffic Vol,veh/h 0 170 130 0 0 0 Future Vol,veh/h 0 170 130 0 0 0 Conflicting Peds,#/hr 4 0 0 5 1 2 Sign Control Free Free Free Free Stop Stop RT Channelized None None - None Storage Length - 0 Veh in Median Storage,# - 0 0 0 Grade, % - 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles,% 3 3 3 3 3 3 Mvmt Flow 0 185 141 0 0 0 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 146 0 0 332 148 Stage 1 - - - 146 - Stage 2 - 186 - 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 1430 661 896 Stage 1 - 879 - Stage 2 - 844 - Platoon blocked, % Mov Cap-1 Maneuver 1424 655 891 Mov Cap-2 Maneuver - 690 - Stage 1 875 Stage 2 840 F Approach EB WB SIB HCM Control Delay,s/v 0 0 0 _ HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 i Capacity(veh/h) 1424 _ HCM Lane V/C Ratio - - HCM Control Delay(s/veh) 0 0 _ HCM Lane LOS A A HCM 95th%tile Q(veh) 0 04. Project Trip Gen PM Fehr&Peers Project Trip Generation PM Peak Hour Page 5 HCM 7th TWSC 5: Drake Rd & Environmental Dr Synchro 12 Report Intersection Int Delay,s/veh 1.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r T +T Traffic Vol,veh/h 13 23 107 21 37 134 Future Vol,veh/h 13 23 107 21 37 134 Conflicting Peds,#/hr 2 4 0 0 4 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Yield None None Storage Length 0 80 - 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 14 24 113 22 39 141 Major/Minor Minorl Majorl Major2 Conflicting Flow All 349 132 0 0 139 0 Stage 1 128 - - - - - Stage 2 221 - - 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 646 915 1439 Stage 1 896 - - Stage 2 813 - - Platoon blocked, % Mov Cap-1 Maneuver 624 909 1434 Mov Cap-2 Maneuver 663 - - Stage 1 893 Stage 2 788 F Approach WB NB SB HCM Control Delay,s/v 9.6 0 1.64 _ HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLnlWBLn2 SBL SBT i Capacity(veh/h) 663 909 389 _ HCM Lane V/C Ratio 0.021 0.027 0.027 HCM Control Delay(s/veh) 10.5 9.1 7.6 0 _ HCM Lane LOS B A A A HCM 95th °/stile Q(veh) - 0.1 0.1 0.1 - 04. Project Trip Gen PM Fehr&Peers Project Trip Generation PM Peak Hour Page 6 HCM 7th Signalized Intersection Summary 6: Ziegler Rd/Drake Rd & William Neal Pkwy Synchlro 12 Report -.4 --1' --*-- 4,- t \0. # Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� 1� T+ 1� Traffic Volume(veh/h) 0 0 0 92 0 38 0 89 117 49 98 0 Future Volume(veh/h) 0 0 0 92 0 38 0 89 117 49 98 0 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 0.98 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/In 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 0 0 0 98 0 40 0 95 124 52 104 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 76 245 0 307 0 204 76 525 686 870 1355 0 Arrive On Green 0.00 0.00 0.00 0.13 0.00 0.13 0.00 0.73 0.73 0.73 0.73 0.00 Sat Flow,veh/h 1356 1856 0 1747 0 1543 1280 720 939 1152 1856 0 Grp Volume(v),veh/h 0 0 0 98 0 40 0 0 219 52 104 0 Grp Sat Flow(s),veh/h/In 1356 1856 0 1747 0 1543 1280 0 1659 1152 1856 0 Q Serve(g_s),s 0.0 0.0 0.0 4.9 0.0 2.2 0.0 0.0 3.9 1.4 1.5 0.0 Cycle Q Clear(g_c),s 0.0 0.0 0.0 4.9 0.0 2.2 0.0 0.0 3.9 5.3 1.5 0.0 Prop In Lane 1.00 0.00 1.00 1.00 1.00 0.57 1.00 0.00 Lane Grp Cap(c),veh/h 76 245 0 307 0 204 76 0 1211 870 1355 0 V/C Ratio(X) 0.00 0.00 0.00 0.32 0.00 0.20 0.00 0.00 0.18 0.06 0.08 0.00 Avail Cap(c_a),veh/h 299 550 0 594 0 457 76 0 1211 870 1355 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 0.0 0.0 0.0 37.7 0.0 36.5 0.0 0.0 4.0 4.8 3.6 0.0 Incr Delay(d2),s/veh 0.0 0.0 0.0 0.6 0.0 0.5 0.0 0.0 0.3 0.1 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/In 0.0 0.0 0.0 2.1 0.0 0.9 0.0 0.0 1.0 0.3 0.4 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 0.0 0.0 0.0 38.3 0.0 37.0 0.0 0.0 4.3 4.9 3.8 0.0 LnGrp LOS D D A A A Approach Vol,veh/h 0 138 219 156 Approach Delay,s/veh 0.0 37.9 4.3 4.1 Approach LOS D A A Timer-Assigned Phs 2 4 6 8 Phs Duration(G+Y+Rc),s 75.5 19.0 75.5 19.0 Change Period(Y+Rc),s 7.5 7.5 7.5 7.5 Max Green Setting(Gmax),s 68.0 27.0 68.0 27.0 Max Q Clear Time(g_c+ll),s 7.3 0.0 5.9 6.9 Green Ext Time(p-c),s 0.7 0.0 1.3 0.4 Intersection Summary HCM 7th Control Delay,s/veh 13.3 HCM 7th LOS B 04. Project Trip Gen PM Fehr&Peers Project Trip Generation PM Peak Hour Page 7 HCM 7th TWSC 7: Ziegler Rd & Percheron Dr Synchro 12 Report Intersection Int Delay,s/veh 4.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4� +T+ T Traffic Vol,veh/h 0 0 0 107 0 38 0 168 137 49 141 0 Future Vol,veh/h 0 0 0 107 0 38 0 168 137 49 141 0 Conflicting Peds,#/hr 3 0 3 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized None None - None None _ Storage Length 200 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 0 0 0 114 0 40 0 179 146 52 150 0 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 436 579 153 509 506 255 150 0 0 324 0 0 Stage 254 254 - 252 252 - - - - - - - Stage 2 182 324 - 257 254 - - - 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 529 425 890 473 468 782 1425 1230 Stage 748 695 - 750 697 - - - - Stage 2 818 648 - 745 695 - - - - - - Platoon blocked, % Mov Cap-1 Maneuver 477 405 888 450 446 780 1425 1230 Mov Cap-2 Maneuver 477 405 - 450 446 - - - - Stage1 713 663 750 697 - Stage 2 773 648 709 663 - F Approach EB WB NB SB HCM Control Delay,s/v 0 15.2 0 2.08 _ HCM LOS A C Minor Lane/Major Mvmt NBL NBT NBR EBLnlWBLnl SBL SBT SBR Capacity(veh/h) 1425 506 464 _ HCM Lane V/C Ratio - 0.305 0.042 HCM Control Delay(slveh) 0 0 15.2 8.1 0 _ HCM Lane LOS A A C A A HCM 95th °/stile Q(veh) 0 1.3 0.1 04. Project Trip Gen PM Fehr&Peers Project Trip Generation PM Peak Hour Page 8 HCM 7th Signalized Intersection Summary 9: Ziegler Rd & Harmony Rd II Synchro 12 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) t+T ) +tt r )) tT )) tt r Traffic Volume(veh/h) 76 0 0 0 0 145 0 31 0 113 23 57 Future Volume(veh/h) 76 0 0 0 0 145 0 31 0 113 23 57 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/In 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 81 0 0 0 0 0 0 33 0 120 24 0 i 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 520 3608 0 2 1819 121 234 0 214 282 Arrive On Green 0.29 0.00 0.00 0.00 0.00 0.00 0.00 0.07 0.00 0.06 0.08 0.00 Sat Flow,veh/h 1767 5233 0 1767 5066 1572 3428 3618 0 3428 3526 1572 Grp Volume(v),veh/h 81 0 0 0 0 0 0 33 0 120 24 0 Grp Sat Flow(s),veh/h/In1767 1689 0 1767 1689 1572 1714 1763 0 1714 1763 1572 Q Serve(g_s),s 3.7 0.0 0.0 0.0 0.0 0.0 0.0 1.0 0.0 3.7 0.7 0.0 Cycle Q Clear(g_c),s 3.7 0.0 0.0 0.0 0.0 0.0 0.0 1.0 0.0 3.7 0.7 0.0 Prop In Lane 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c),veh/h 520 3608 0 2 1819 121 234 0 214 282 V/C Ratio(X) 0.16 0.00 0.00 0.00 0.00 0.00 0.14 0.00 0.56 0.09 Avail Cap(c_a),veh/h 520 3608 0 129 1819 358 497 0 592 689 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 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 28.7 0.0 0.0 0.0 0.0 0.0 0.0 48.4 0.0 50.1 46.9 0.0 Incr Delay(d2),s/veh 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.3 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/ld.5 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.0 1.6 0.3 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 28.9 0.0 0.0 0.0 0.0 0.0 0.0 48.7 0.0 52.4 47.0 0.0 LnGrp LOS C D D D Approach Vol,veh/h 81 0 33 144 Approach Delay,s/veh 28.9 0.0 48.7 51.5 Approach LOS C D D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),t0.4 15.3 0.0 84.3 11.9 13.8 38.3 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(Gma1I0,.5 20.5 7.0 43.0 18.0 14.5 11.0 38.5 Max Q Clear Time(g_c+11Q,a; 2.7 0.0 0.0 5.7 3.0 5.7 0.0 Green Ext Time(p-c),s 0.0 0.0 0.0 0.0 0.3 0.0 0.1 0.0 Intersection Summary HCM 7th Control Delay,s/veh 44.0 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. 04. Project Trip Gen PM Fehr&Peers Project Trip Generation PM Peak Hour Page 9 HCM 7th Signalized Intersection Summary 10: Strauss Cabin Rd & Harmony Rd II Synchro 12 Report --* --0-- 4--- 4,-- -4\ t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) +tt r ) ttt r t r ►� t r Traffic Volume(veh/h) 0 113 0 0 145 0 0 0 0 0 0 0 Future Volume(veh/h) 0 113 0 0 145 0 0 0 0 0 0 0 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/hlln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 0 120 0 0 154 0 0 0 0 0 0 0 i 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 2 4789 2 4789 65 2 65 2 Arrive On Green 0.00 0.95 0.00 0.00 0.95 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Sat Flow,veh/h 1767 5066 1572 1767 5066 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v),veh/h 0 120 0 0 154 0 0 0 0 0 0 0 Ad Grp Sat Flow(s),veh/h/lnl767 1689 1572 1767 1689 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s),s 0.0 0.1 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c),s 0.0 0.1 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0.0 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 2 4789 2 4789 65 2 65 2 V/C Ratio(X) 0.00 0.03 0.00 0.03 0.00 0.00 0.00 0.00 Avail Cap(c_a),veh/h 177 4789 129 4789 467 321 467 321 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) 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay(d),s/veh 0.0 0.2 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay(d2),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 Initial Q Delay(d3),slveh 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/Ir0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Unsig. Movement Delay,slveh LnGrp Delay(d),s/veh 0.0 0.2 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 LnGrp LOS A A Approach Vol,veh/h 120 154 0 0 Approach Delay,s/veh 0.2 0.2 0.0 0.0 Approach LOS A A Timer-Assigned Phs 2 3 4 6 7 8 Phs Duration(G+Y+Rc),s 0.0 0.0 110.0 0.0 0.0 110.0 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+11),s 0.0 0.0 0.0 0.0 0.0 0.0 Green Ext Time(p-c),s 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 7th Control Delay,s/veh 0.2 HCM 7th LOS A 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. 04. Project Trip Gen PM Fehr&Peers Project Trip Generation PM Peak Hour Page 10 HCM 7th TWSC 101: Ziegler Rd Synchro 12 Report Intersection Int Delay,s/veh 0.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r T t Traffic Vol,veh/h 0 3 301 37 0 249 Future Vol,veh/h 0 3 301 37 0 249 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 4 354 44 0 293 - Major/Minor Minorl Majorl Major2 Conflicting Flow All - 376 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 0 668 - 0 - Stage 1 0 - - 0 - Stage 2 0 - - 0 - Platoon blocked,% - - Mov Cap-1 Maneuver - 668 - - - Mov Cap-2 Maneuver - - - - Stage 1 - - - - Stage 2 - - - - A� Approach WB NB SB HCM Control Delay,s/v10.42 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity(vehlh) - - 668 - HCM Lane V/C Ratio - - 0.005 - HCM Control Delay(s/veh) - - 10.4 - HCM Lane LOS - - B - HCM 95th%tile Q(veh) - - 0 - 04. Project Trip Gen PM Fehr&Peers Project Trip Generation PM Peak Hour Page 11 HCM 7th TWSC 102: Horsetooth Rd Synchro 12 Report Intersection Int Delay,s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations t T r Traffic Vol,veh/h 0 169 133 0 0 18 Future Vol,veh/h 0 169 133 0 0 18 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 0 199 156 0 0 21 Major/Minor Majorl Major2 Minor2 Conflicting Flow All - 0 0 156 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 - - 0 886 Stage 1 0 - - 0 - Stage 2 0 - - 0 - Platoon blocked,% - - Mov Cap-1 Maneuver - - - 886 Mov Cap-2 Maneuver - - - Stage 1 - - - - Stage 2 - - - A! Approach EB WB SB HCM Control Delay,s/v 0 0 9.16 HCM LOS A Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity(veh/h) - - - 886 HCM Lane V/C Ratio - - - 0.024 HCM Control Delay(s/veh) - - - 9.2 HCM Lane LOS - - - A HCM 95th%tile Q(veh) - - - 0.1 04. Project Trip Gen PM Fehr&Peers Project Trip Generation PM Peak Hour Page 12 HCM 7th TWSC 103: Horsetooth Rd Synchro 12 Report Intersection Int Delay,s/veh 8.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations +' T�. Y Traffic Vol,veh/h 169 0 0 0 0 133 Future Vol,veh/h 169 0 0 0 0 133 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 199 0 0 0 0 156 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 1 0 0 399 1 Stage 1 - - - 1 - Stage 2 - 398 - 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 1615 605 1080 Stage 1 - 1019 - Stage 2 - 677 - Platoon blocked, % Mov Cap-1 Maneuver 1615 530 1080 Mov Cap-2 Maneuver - 530 - Stage 1 894 Stage 2 677 F Approach EB WB SIB HCM Control Delay,s/v 7.54 0 8.9 _ HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 i Capacity(veh/h) 1615 1080 _ HCM Lane V/C Ratio 0.123 0.145 HCM Control Delay(s/veh) 7.5 0 8.9 _ HCM Lane LOS A A A HCM 95th °/stile Q(veh) 0.4 0.5 04. Project Trip Gen PM Fehr&Peers Project Trip Generation PM Peak Hour Page 13 HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd Synchro 12 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tt r tT+ tt r Traffic Volume(veh/h) 346 353 232 161 531 190 212 963 58 101 806 273 Future Volume(veh/h) 346 353 232 161 531 190 212 963 58 101 806 273 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/In 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 398 406 0 185 610 0 244 1107 67 116 926 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 484 866 321 561 341 1499 91 205 1427 Arrive On Green 0.14 0.25 0.00 0.06 0.16 0.00 0.13 0.59 0.59 0.02 0.13 0.00 Sat Flow,veh/h 3428 3526 1572 1767 3526 1572 3428 3373 204 3428 3526 1572 Grp Volume(v),veh/h 398 406 0 185 610 0 244 578 596 116 926 0 Grp Sat Flow(s),vehlh/In 1714 1763 1572 1767 1763 1572 1714 1763 1815 1714 1763 1572 Q Serve(g_s),s 12.4 10.8 0.0 7.0 17.5 0.0 7.5 26.2 26.2 3.7 27.4 0.0 Cycle Q Clear(g_c),s 12.4 10.8 0.0 7.0 17.5 0.0 7.5 26.2 26.2 3.7 27.4 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.11 1.00 1.00 Lane Grp Cap(c),veh/h 484 866 321 561 341 784 807 205 1427 V/C Ratio(X) 0.82 0.47 0.58 1.09 0.71 0.74 0.74 0.56 0.65 Avail Cap(c_a),veh/h 499 866 321 561 530 784 807 280 1427 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 0.80 0.80 0.80 0.83 0.83 0.00 Uniform Delay(d),s/veh 45.9 35.4 0.0 37.8 46.3 0.0 46.2 17.8 17.8 52.5 40.2 0.0 Incr Delay(d2),s/veh 10.5 0.4 0.0 2.5 64.0 0.0 2.2 5.0 4.8 2.0 1.9 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 5.9 4.6 0.0 4.6 12.4 0.0 3.2 9.4 9.6 1.6 13.2 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 56.4 35.8 0.0 40.4 110.2 0.0 48.5 22.8 22.7 54.5 42.1 0.0 LnGrp LOS E D D F D C C D D Approach Vol,veh/h 804 795 1418 1042 Approach Delay,s/veh 46.0 94.0 27.2 43.5 Approach LOS D F C D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 16.0 50.0 11.0 33.0 11.6 54.4 20.5 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+11),s 9.5 29.4 9.0 12.8 5.7 28.2 14.4 19.5 Green Ext Time(p-c),s 0.5 2.5 0.0 1.2 0.1 4.1 0.1 0.0 Intersection Summary HCM 7th Control Delay,s/veh 48.2 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. 05. Existing Plus Project AM Fehr&Peers Existing Background Plus Project AM Peak Hour Page 1 HCM 7th Signalized Intersection Summary 1 : Timberline Rd & Horsetooth Rd Synchro 12 Report Unsignalized Delay for[EBR,WBR,SBR]is excluded from calculations of the approach delay and intersection delay. 05. Existing Plus Project AM Fehr&Peers Existing Background Plus Project AM Peak Hour Page 2 HCM 7th Signalized Intersection Summary 2: Timberline Rd & Drake Rd I Synchro 12 Report 'A , -'`t 4--- 4.. -4\ I* l t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations )) tt r ) tt r )) ttt r )) tt r Traffic Volume(veh/h) 256 410 285 79 561 355 352 1121 38 270 928 249 Future Volume(veh/h) 256 410 285 79 561 355 352 1121 38 270 928 249 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 0.98 1.00 0.98 1.00 1.00 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/In 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 281 451 313 87 616 390 387 1232 42 297 1020 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 377 721 314 239 542 237 530 2118 655 343 1282 563 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 1534 1767 3526 1541 3428 5066 1567 3428 3526 1547 Grp Volume(v),veh/h 281 451 313 87 616 390 387 1232 42 297 1020 274 Grp Sat Flow(s),veh/h/In1714 1763 1534 1767 1763 1541 1714 1689 1567 1714 1763 1547 Q Serve(g_s),s 8.7 12.8 22.4 4.5 16.9 11.2 11.8 20.6 1.8 9.4 28.5 10.8 Cycle Q Clear(g_c),s 8.7 12.8 22.4 4.5 16.9 11.2 11.8 20.6 1.8 9.4 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 377 721 314 239 542 237 530 2118 655 343 1282 563 V/C Ratio(X) 0.75 0.63 1.00 0.36 1.14 1.65 0.73 0.58 0.06 0.87 0.80 0.49 Avail Cap(c_a),veh/h 483 721 314 239 542 237 530 2118 655 343 1282 563 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) 0.97 0.97 0.97 1.00 1.00 1.00 0.82 0.82 0.82 1.00 1.00 1.00 Uniform Delay(d),s/veh 47.5 39.9 43.7 35.7 46.6 20.4 44.3 24.6 19.1 48.8 31.3 13.8 Incr Delay(d2),s/veh 4.5 1.7 49.3 0.9 82.4 309.6 4.2 1.0 0.2 20.1 5.2 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/1r8.9 5.6 12.5 1.9 13.4 24.2 5.2 8.0 0.7 4.8 12.3 4.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 51.9 41.6 93.0 36.6 129.0 330.0 48.5 25.6 19.3 68.9 36.5 16.8 LnGrp LOS D D F D F F D C B E D B Approach Vol,veh/h 1045 1093 1661 1591 Approach Delay,s/veh 59.8 193.4 30.8 39.2 Approach LOS E F C D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),23.0 46.0 12.0 29.0 17.0 52.0 17.6 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(Gmai*.@ 39.0 6.0 21.5 10.0 45.0 14.5 12.5 Max Q Clear Time(g_c+p,8; 30.5 6.5 24.4 11.4 22.6 10.7 18.9 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 71.8 HCM 7th LOS E Notes User approved pedestrian interval to be less than phase max green. 05. Existing Plus Project AM Fehr&Peers Existing Background Plus Project AM Peak Hour Page 3 HCM 7th TWSC 3: Rigden Pkwy & Drake Rd Synchro 12 Report Intersection Int Delay,s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations + r + r Traffic Vol,veh/h 605 23 19 807 38 21 Future Vol,veh/h 605 23 19 807 38 21 Conflicting Peds,#/hr 0 3 2 0 5 5 Sign Control Free Free Free Free Stop Stop RT Channelized - None None - None Storage Length - 0 - 140 0 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 672 26 21 897 42 23 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 701 0 1619 680 Stage 1 - - - - 675 - Stage 2 - - - - 944 - 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 - - 892 - 113 449 Stage 1 - - - - 504 - Stage 2 - - - - 377 - Platoon blocked,% - - - Mov Cap-1 Maneuver - - 889 - 107 446 Mov Cap-2 Maneuver - - - - 238 - Stage 1 - - - 503 - Stage 2 - - - 357 - A! Approach EB WB NB HCM Control Delay,s/v 0 0.21 19.88 HCM LOS C Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity(veh/h) 238 446 - - 41 HCM Lane V/C Ratio 0.178 0.052 - 0.024 HCM Control Delay(s/veh) 23.4 13.5 - 9.1 0 HCM Lane LOS C B - A A HCM 95th%tile Q(veh) 0.6 0.2 - 0.1 - 05. Existing Plus Project AM Fehr&Peers Existing Background Plus Project AM Peak Hour Page 4 HCM 7th TWSC 4: Drake Rd & Miles House Ave Synchro 12 Report Intersection Int Delay,s/veh 3.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations +' 1� Y Traffic Vol,veh/h 77 548 753 77 48 78 Future Vol,veh/h 77 548 753 77 48 78 Conflicting Peds,#/hr 2 0 0 7 2 2 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 89 89 89 89 89 89 Heavy Vehicles,% 3 3 3 3 3 3 Mvmt Flow 87 616 846 87 54 88 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 940 0 0 1687 898 Stage 1 - - - 896 - Stage 2 - - - 791 - 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 725 - - 103 336 Stage 1 - - - 397 - Stage 2 - - - 445 - Platoon blocked,% - Mov Cap-1 Maneuver 721 - - 83 334 Mov Cap-2 Maneuver - - - 207 - Stage 1 - - - 323 - Stage 2 - - 442 - A� Approach EB WB SB HCM Control Delay,s/v 1.31 0 32.02 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 222 - 271 HCM Lane V/C Ratio 0.12 - 0.523 HCM Control Delay(s/veh) 10.7 0 - 32 HCM Lane LOS B A - D HCM 95th%tile Q(veh) 0.4 - 2.8 05. Existing Plus Project AM Fehr&Peers Existing Background Plus Project AM Peak Hour Page 5 HCM 7th TWSC 5: Drake Rd & Environmental Dr Synchro 12 Report Intersection Int Delay,s/veh 1.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r T. Traffic Vol,veh/h 38 62 766 24 39 556 Future Vol,veh/h 38 62 766 24 39 556 Conflicting Peds,#/hr 0 0 0 4 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Yield None None Storage Length 0 80 - Veh in Median Storage,# 0 - 0 0 Grade, % 0 - 0 0 Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles,% 3 3 3 3 3 3 Mvmt Flow 43 70 870 27 44 632 Major/Minor Minorl Majorl Major2 Conflicting Flow All 1609 888 0 0 902 0 Stage 1 888 - - - - - Stage 2 720 - - 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 115 341 750 Stage 1 400 - - Stage 2 480 - - Platoon blocked, % Mov Cap-1 Maneuver 104 340 747 - Mov Cap-2 Maneuver 237 - - Stage 1 399 Stage 2 436 F Approach WB NB SB HCM Control Delay,s/v 20.3 0 0.66 _ HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLnlWBLn2 SBL SBT i Capacity(veh/h) 237 340 118 _ HCM Lane V/C Ratio 0.182 0.207 0.059 HCM Control Delay(s/veh) 23.5 18.3 10.1 0 _ HCM Lane LOS C C B A HCM 95th °/stile Q(veh) - 0.6 0.8 0.2 - 05. Existing Plus Project AM Fehr&Peers Existing Background Plus Project AM Peak Hour Page 6 HCM 7th Signalized Intersection Summary 6: Ziegler Rd/Drake Rd & William Neal Pkwy Synchlro 12 Report -.4 --1' 4--- 4,- t \0. # Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� 'fir T+ 1� Traffic Volume(veh/h) 11 0 43 97 0 40 17 730 56 23 605 6 Future Volume(veh/h) 11 0 43 97 0 40 17 730 56 23 605 6 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 0.96 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/In 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 12 0 46 104 0 43 18 785 60 25 651 6 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 383 0 326 380 0 327 367 947 72 240 1023 9 Arrive On Green 0.22 0.00 0.22 0.22 0.00 0.22 0.56 0.56 0.56 0.56 0.56 0.56 Sat Flow,veh/h 1336 0 1513 1330 0 1517 770 1698 130 646 1835 17 Grp Volume(v),veh/h 12 0 46 104 0 43 18 0 845 25 0 657 Grp Sat Flow(s),veh/h/In 1336 0 1513 1330 0 1517 770 0 1828 646 0 1852 Q Serve(g_s),s 0.4 0.0 1.4 3.9 0.0 1.3 0.9 0.0 21.8 1.9 0.0 13.9 Cycle Q Clear(g_c),s 1.7 0.0 1.4 5.3 0.0 1.3 14.9 0.0 21.8 23.7 0.0 13.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.07 1.00 0.01 Lane Grp Cap(c),veh/h 383 0 326 380 0 327 367 0 1019 240 0 1032 V/C Ratio(X) 0.03 0.00 0.14 0.27 0.00 0.13 0.05 0.00 0.83 0.10 0.00 0.64 Avail Cap(c_a),veh/h 748 0 740 743 0 741 866 0 2202 658 0 2230 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),slveh 18.8 0.0 18.2 20.3 0.0 18.1 13.8 0.0 10.4 20.2 0.0 8.7 Incr Delay(d2),s/veh 0.0 0.0 0.2 0.4 0.0 0.2 0.1 0.0 1.8 0.2 0.0 0.7 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/In 0.1 0.0 0.5 1.2 0.0 0.5 0.1 0.0 6.0 0.3 0.0 3.7 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 18.9 0.0 18.4 20.7 0.0 18.3 13.9 0.0 12.2 20.4 0.0 9.4 LnGrp LOS B B C B B B C A Approach Vol,veh/h 58 147 863 682 Approach Delay,s/veh 18.5 20.0 12.3 9.8 Approach LOS B C B A Timer-Assigned Phs 2 4 6 8 Phs Duration(G+Y+Rc),s 38.4 18.9 38.4 18.9 Change Period(Y+Rc),s 7.5 7.5 7.5 7.5 Max Green Setting(Gmax),s 68.0 27.0 68.0 27.0 Max Q Clear Time(g_c+11),s 25.7 3.7 23.8 7.3 Green Ext Time(p-c),s 4.9 0.2 7.1 0.5 Intersection Summary HCM 7th Control Delay,s/veh 12.2 HCM 7th LOS B 05. Existing Plus Project AM Fehr&Peers Existing Background Plus Project AM Peak Hour Page 7 HCM 7th TWSC 7: Ziegler Rd & Percheron Dr Synchro 12 Report Intersection Int Delay,s/veh 69.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 4 T +T+ Traffic Vol,veh/h 10 0 13 113 0 40 16 754 63 23 717 5 Future Vol,veh/h 10 0 13 113 0 40 16 754 63 23 717 5 Conflicting Peds,#/hr 10 0 11 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized None None - None None _ Storage Length 200 Veh in Median Storage,# - 0 0 0 0 - _ Grade, % - 0 0 0 0 - Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89 Heavy Vehicles,% 3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 11 0 15 127 0 45 18 847 71 26 806 6 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 1753 1814 819 1787 1781 893 811 0 0 918 0 0 Stage 1 860 860 - 919 919 - - - - - - - Stage 2 893 954 - 868 863 - - - 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 66 78 374 —63 81 339 811 - 739 Stage 349 371 - 324 349 - - - - Stage 2 335 336 - 346 370 - - - - - - Platoon blocked, % Mov Cap-1 Maneuver 52 71 370 —55 75 336 811 739 Mov Cap-2 Maneuver 52 71 - —55 75 - - - - Stage1 327 348 317 341 Stage 2 281 328 308 347 - F Approach EB WB NB SB HCM Control Delay,s/v52.23 $788.14 0.18 0.31 _ HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBR EBLnlWBLnl SBL SBT SBR Capacity(veh/h) 811 101 70 55 _ HCM Lane V/C Ratio 0.022 0.255 2.454 0.035 HCM Control Delay(s/veh) 9.5 52.2$788.1 10 0 _ HCM Lane LOS A F F B A HCM 95th °/stile Q(veh) 0.1 0.9 16.6 0.1 - Notes -:Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon 05. Existing Plus Project AM Fehr&Peers Existing Background Plus Project AM Peak Hour Page 8 HCM 7th Signalized Intersection Summary 9: Ziegler Rd & Harmony Rd II Synchro 12 Report 'A , ~`t 4--- 4.. -4\ t l t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ttT ) ttt r )) 0 )) tt r Traffic Volume(veh/h) 92 845 45 77 1435 728 143 350 29 592 204 101 Future Volume(veh/h) 92 845 45 77 1435 728 143 350 29 592 204 101 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 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/In 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 98 899 48 82 1527 0 152 372 31 630 217 0 i 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 197 2012 107 118 1819 690 455 38 592 339 Arrive On Green 0.04 0.13 0.13 0.13 0.72 0.00 0.20 0.14 0.14 0.06 0.03 0.00 Sat Flow,veh/h 1767 4923 262 1767 5066 1572 3428 3290 273 3428 3526 1572 Grp Volume(v),veh/h 98 616 331 82 1527 0 152 198 205 630 217 0 Ad Grp Sat Flow(s),veh/h/lnl767 1689 1808 1767 1689 1572 1714 1763 1800 1714 1763 1572 Q Serve(g_s),s 6.0 18.5 18.5 4.9 23.5 0.0 4.1 12.0 12.2 19.0 6.7 0.0 Cycle Q Clear(g_c),s 6.0 18.5 18.5 4.9 23.5 0.0 4.1 12.0 12.2 19.0 6.7 0.0 Prop In Lane 1.00 0.15 1.00 1.00 1.00 0.15 1.00 1.00 a Lane Grp Cap(c),veh/h 197 1380 739 118 1819 690 244 249 592 339 V/C Ratio(X) 0.50 0.45 0.45 0.70 0.84 0.22 0.81 0.82 1.06 0.64 Avail Cap(c_a),veh/h 197 1380 739 129 1819 690 248 254 592 689 HCM Platoon Ratio 0.33 0.33 0.33 2.00 2.00 2.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 0.82 0.82 0.82 0.62 0.62 0.00 1.00 1.00 1.00 0.91 0.91 0.00 Uniform Delay(d),s/veh 49.9 36.1 36.2 46.6 13.2 0.0 36.7 46.0 46.1 51.9 51.4 0.0 Incr Delay(d2),s/veh 1.6 0.9 1.6 8.9 3.1 0.0 0.2 18.1 18.8 53.5 1.8 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/lr2.7 8.4 9.2 2.2 4.5 0.0 1.7 6.4 6.6 13.1 3.1 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 51.5 37.0 37.8 55.5 16.3 0.0 36.9 64.1 64.9 105.4 53.2 0.0 LnGrp LOS D D D E B D E E F D Approach Vol,veh/h 1045 1609 555 847 Approach Delay,s/veh 38.6 18.3 56.9 92.0 Approach LOS D B E F Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),28.6 17.1 13.3 51.0 24.0 21.7 18.3 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(Gma1I0,.5 20.5 7.0 43.0 18.0 14.5 11.0 38.5 Max Q Clear Time(g_c+IV,s 8.7 6.9 20.5 21.0 14.2 8.0 25.5 Green Ext Time(p-c),s 0.2 0.5 0.0 3.3 0.0 0.1 0.1 5.4 Intersection Summary HCM 7th Control Delay,s/veh 44.2 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. 05. Existing Plus Project AM Fehr&Peers Existing Background Plus Project AM Peak Hour Page 9 HCM 7th Signalized Intersection Summary 10: Strauss Cabin Rd & Harmony Rd I Synchro 12 Report * Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) +tt r ) ttt r t r t r Traffic Volume(veh/h) 3 1349 17 36 2415 83 49 14 78 56 10 2 Future Volume(veh/h) 3 1349 17 36 2415 83 49 14 78 56 10 2 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 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 3 1420 0 38 2542 0 52 15 0 59 11 0 i 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 22 3639 64 3899 170 152 168 152 Arrive On Green 0.02 1.00 0.00 0.04 0.77 0.00 0.08 0.08 0.00 0.08 0.08 0.00 Sat Flow,veh/h 1767 5066 1572 1767 5066 1572 1378 1856 1572 1383 1856 1572 Grp Volume(v),veh/h 3 1420 0 38 2542 0 52 15 0 59 11 0 Grp Sat Flow(s),vehlh/lnl767 1689 1572 1767 1689 1572 1378 1856 1572 1383 1856 1572 Q Serve(g_s),s 0.2 0.0 0.0 2.3 25.5 0.0 4.0 0.8 0.0 4.5 0.6 0.0 Cycle Q Clear(g_c),s 0.2 0.0 0.0 2.3 25.5 0.0 4.6 0.8 0.0 5.4 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 3639 64 3899 170 152 168 152 V/C Ratio(X) 0.14 0.39 0.59 0.65 0.30 0.10 0.35 0.07 Avail Cap(c_a),veh/h 177 3639 129 3899 296 321 294 321 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.75 0.75 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 0.0 0.0 52.2 5.9 0.0 48.8 46.8 0.0 49.2 46.7 0.0 Incr Delay(d2),s/veh 2.1 0.2 0.0 8.5 0.9 0.0 1.0 0.3 0.0 1.2 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/1r0.1 0.1 0.0 1.1 5.5 0.0 1.4 0.4 0.0 1.6 0.3 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 55.2 0.2 0.0 60.7 6.7 0.0 49.8 47.0 0.0 50.5 46.9 0.0 LnGrp LOS E A E A D D D D Approach Vol,veh/h 1423 2580 67 70 Approach Delay,s/veh 0.4 7.5 49.2 49.9 Approach LOS A A D D Timer-Assigned Phs 2 3 4 6 7 8 Phs Duration(G+Y+Rc),s 15.0 10.0 85.0 15.0 4.4 90.7 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+11),s 6.6 4.3 0.0 7.4 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 6.4 HCM 7th LOS A 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. 05. Existing Plus Project AM Fehr&Peers Existing Background Plus Project AM Peak Hour Page 10 HCM 7th TWSC 101: Ziegler Rd Synchro 12 Report Intersection Int Delay,s/veh 0.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r I t Traffic Vol,veh/h 0 6 1057 12 0 843 Future Vol,veh/h 0 6 1057 12 0 843 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 7 1244 14 0 992 Major/Minor Minorl Majorl Major2 Conflicting Flow All 1251 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 0 210 0 Stage 1 0 - 0 Stage 2 0 - 0 Platoon blocked, % Mov Cap-1 Maneuver - 210 - Mov Cap-2 Maneuver Stage 1 Stage 2 F Approach WB NB SB HCM Control Delay,s/v22.77 0 0 _ HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBT i Capacity(veh/h) 210 _ HCM Lane V/C Ratio 0.034 HCM Control Delay(s/veh) 22.8 _ HCM Lane LOS C HCM 95th °/stile Q(veh) 0.1 05. Existing Plus Project AM Fehr&Peers Existing Background Plus Project AM Peak Hour Page 11 HCM 7th TWSC 102: Horsetooth Rd Synchro 12 Report Intersection Int Delay,s/veh 1.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations t T r Traffic Vol,veh/h 0 78 139 0 0 28 Future Vol,veh/h 0 78 139 0 0 28 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 92 164 0 0 33 Major/Minor Majorl Major2 Minor2 Conflicting Flow All - 0 0 164 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 - - 0 879 Stage 1 0 - - 0 - Stage 2 0 - - 0 - Platoon blocked,% - - Mov Cap-1 Maneuver - - - 879 Mov Cap-2 Maneuver - - - Stage 1 - - - - Stage 2 - - - A! Approach EB WB SB HCM Control Delay,s/v 0 0 9.26 HCM LOS A Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity(veh/h) - - - 879 HCM Lane V/C Ratio - - - 0.037 HCM Control Delay(s/veh) - - - 9.3 HCM Lane LOS - - - A HCM 95th%tile Q(veh) - - - 0.1 05. Existing Plus Project AM Fehr&Peers Existing Background Plus Project AM Peak Hour Page 12 HCM 7th TWSC 103: Horsetooth Rd Synchro 12 Report Intersection Int Delay,s/veh 8.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations +' T4. 'rj'r Traffic Vol,veh/h 78 0 0 0 0 139 Future Vol,veh/h 78 0 0 0 0 139 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 92 0 0 0 0 164 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 1 0 0 185 1 Stage 1 - - - 1 - Stage 2 - 184 - 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 1615 802 1080 Stage 1 - 1019 - Stage 2 - 846 - Platoon blocked, % Mov Cap-1 Maneuver 1615 757 1080 Mov Cap-2 Maneuver - 757 - Stage 1 962 Stage 2 846 F Approach EB WB SB HCM Control Delay,s/v 7.36 0 8.93 _ HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 i Capacity(veh/h) 1615 1080 _ HCM Lane V/C Ratio 0.057 0.151 HCM Control Delay(s/veh) 7.4 0 8.9 _ HCM Lane LOS A A A HCM 95th °/stile Q(veh) 0.2 0.5 05. Existing Plus Project AM Fehr&Peers Existing Background Plus Project AM Peak Hour Page 13 HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd Synchlro 12 Report t \0. # Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tt r tT+ tt r Traffic Volume(veh/h) 389 674 269 156 507 119 285 889 134 187 970 368 Future Volume(veh/h) 389 674 269 156 507 119 285 889 134 187 970 368 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/In 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 423 733 0 170 551 0 310 966 146 203 1054 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 499 881 216 561 405 1755 265 280 1891 Arrive On Green 0.15 0.25 0.00 0.06 0.16 0.00 0.16 0.76 0.76 0.03 0.18 0.00 Sat Flow,veh/h 3428 3526 1572 1767 3526 1572 3428 3063 463 3428 3526 1572 Grp Volume(v),veh/h 423 733 0 170 551 0 310 556 556 203 1054 0 Grp Sat Flow(s),vehlh/In 1714 1763 1572 1767 1763 1572 1714 1763 1763 1714 1763 1572 Q Serve(g_s),s 13.2 21.7 0.0 7.0 17.1 0.0 9.5 14.2 14.2 6.5 30.0 0.0 Cycle Q Clear(g_c),s 13.2 21.7 0.0 7.0 17.1 0.0 9.5 14.2 14.2 6.5 30.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.26 1.00 1.00 Lane Grp Cap(c),veh/h 499 881 216 561 405 1010 1010 280 1891 V/C Ratio(X) 0.85 0.83 0.79 0.98 0.76 0.55 0.55 0.72 0.56 Avail Cap(c_a),veh/h 499 881 216 561 530 1010 1010 280 1891 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 0.78 0.78 0.78 0.83 0.83 0.00 Uniform Delay(d),s/veh 45.8 39.1 0.0 40.5 46.1 0.0 44.9 7.3 7.3 52.3 33.3 0.0 Incr Delay(d2),s/veh 12.9 6.8 0.0 17.4 33.4 0.0 3.8 1.7 1.7 7.5 1.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.4 9.9 0.0 2.2 9.9 0.0 4.0 4.1 4.1 3.1 14.3 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 58.7 45.9 0.0 57.8 79.5 0.0 48.7 9.0 9.0 59.7 34.3 0.0 LnGrp LOS E D E E D A A E C Approach Vol,veh/h 1156 721 1422 1257 Approach Delay,s/veh 50.6 74.4 17.6 38.4 Approach LOS D E B D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 18.0 65.0 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+11),s 11.5 32.0 9.0 23.7 8.5 16.2 15.2 19.1 Green Ext Time(p-c),s 0.5 2.2 0.0 0.8 0.0 4.3 0.0 0.0 Intersection Summary HCM 7th Control Delay,s/veh 40.7 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. 06. Existing Plus Project PM Fehr&Peers Existing Background Plus Project PM Peak Hour Page 1 HCM 7th Signalized Intersection Summary 1 : Timberline Rd & Horsetooth Rd Synchro 12 Report Unsignalized Delay for[EBR,WBR,SBR]is excluded from calculations of the approach delay and intersection delay. 06. Existing Plus Project PM Fehr&Peers Existing Background Plus Project PM Peak Hour Page 2 HCM 7th Signalized Intersection Summary 2: Timberline Rd & Drake Rd I Synchro 12 Report * Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ►) tt r ) tt r )) ttt r )) tt r Traffic Volume(veh/h) 244 620 250 109 496 251 468 1123 62 490 978 249 Future Volume(veh/h) 244 620 250 109 496 251 468 1123 62 490 978 249 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 0.97 1.00 0.97 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 M Adj Sat Flow,veh/h/In 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 257 653 263 115 522 264 493 1182 65 516 1029 262 M 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 354 721 313 192 565 245 530 2118 651 343 1282 559 Arrive On Green 0.10 0.20 0.20 0.06 0.16 0.16 0.15 0.42 0.42 0.10 0.36 0.36 Sat Flow,veh/h 3428 3526 1531 1767 3526 1530 3428 5066 1557 3428 3526 1537 Grp Volume(v),veh/h 257 653 263 115 522 264 493 1182 65 516 1029 262 Grp Sat Flow(s),veh/h/In1714 1763 1531 1767 1763 1530 1714 1689 1557 1714 1763 1537 Q Serve(g_s),s 8.0 19.9 18.2 5.9 16.1 11.6 15.6 19.5 2.8 11.0 28.9 10.3 Cycle Q Clear(g_c),s 8.0 19.9 18.2 5.9 16.1 11.6 15.6 19.5 2.8 11.0 28.9 10.3 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 354 721 313 192 565 245 530 2118 651 343 1282 559 V/C Ratio(X) 0.73 0.91 0.84 0.60 0.92 1.08 0.93 0.56 0.10 1.51 0.80 0.47 Avail Cap(c_a),veh/h 483 721 313 192 565 245 530 2118 651 343 1282 559 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.96 0.96 0.96 1.00 1.00 1.00 0.69 0.69 0.69 1.00 1.00 1.00 Uniform Delay(d),s/veh 47.8 42.7 42.0 36.7 45.5 20.1 45.9 24.3 19.4 49.5 31.5 13.7 Incr Delay(d2),s/veh 3.3 14.6 17.5 5.0 21.0 79.1 17.8 0.7 0.2 242.0 5.4 2.8 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/IrB.5 9.8 8.2 2.8 8.5 9.4 7.8 7.6 1.0 16.1 12.5 3.8 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 51.2 57.3 59.5 41.7 66.5 99.2 63.7 25.0 19.6 291.5 36.8 16.5 LnGrp LOS D E E D E F E C B F D B Approach Vol,veh/h 1173 901 1740 1807 Approach Delay,s/veh 56.4 72.9 35.8 106.6 Approach LOS E E D F Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),23.0 46.0 12.0 29.0 17.0 52.0 16.9 24.1 Change Period(Y+Rc),s 7.0 7.0 6.0 7.5 7.0 7.0 6.5 7.5 Max Green Setting(Gmai*.@ 39.0 6.0 21.5 10.0 45.0 14.5 12.5 Max Q Clear Time(g_c+111�,8; 30.9 7.9 21.9 13.0 21.5 10.0 18.1 Green Ext Time(p-c),s 0.0 3.5 0.0 0.0 0.0 5.4 0.4 0.0 Intersection Summary HCM 7th Control Delay,s/veh 68.8 HCM 7th LOS E Notes User approved pedestrian interval to be less than phase max green. 06. Existing Plus Project PM Fehr&Peers Existing Background Plus Project PM Peak Hour Page 3 HCM 7th TWSC 3: Rigden Pkwy & Drake Rd Synchro 12 Report Intersection Int Delay,s/veh 0.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations + r + r Traffic Vol,veh/h 832 79 33 921 29 21 Future Vol,veh/h 832 79 33 921 29 21 Conflicting Peds,#/hr 0 0 0 0 2 2 Sign Control Free Free Free Free Stop Stop RT Channelized - None None - None Storage Length - 0 - 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 895 85 35 990 31 23 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 980 0 1958 897 Stage 1 - - - - 895 - Stage 2 - - - 1063 - 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 - - 701 - 70 337 Stage 1 - - - - 398 - Stage 2 - - - - 330 - Platoon blocked,% - - Mov Cap-1 Maneuver - - 701 - 62 337 Mov Cap-2 Maneuver - - - - 181 - Stage 1 - - - 398 - Stage 2 - - - 293 - A! Approach EB WB NB HCM Control Delay,s/v 0 0.36 23.7 HCM LOS C Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity(veh/h) 181 337 - - 62 HCM Lane V/C Ratio 0.172 0.067 - 0.051 HCM Control Delay(s/veh) 29 16.5 - 10.4 0 HCM Lane LOS D C - B A HCM 95th%tile Q(veh) 0.6 0.2 - 0.2 - 06. Existing Plus Project PM Fehr&Peers Existing Background Plus Project PM Peak Hour Page 4 HCM 7th TWSC 4: Drake Rd & Miles House Ave Synchro 12 Report Intersection Int Delay,s/veh 16.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations +' T Y Traffic Vol,veh/h 94 748 815 76 85 158 Future Vol,veh/h 94 748 815 76 85 158 Conflicting Peds,#/hr 4 0 0 5 1 2 Sign Control Free Free Free Free Stop Stop RT Channelized - None None - None Storage Length - - - 0 - Veh in Median Storage,# - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles,% 3 3 3 3 3 3 Mvmt Flow 102 813 886 83 92 172 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 973 0 0 1951 934 Stage 1 - - - 932 - Stage 2 - - - 1018 - 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 - - —70 321 Stage 1 - - - 382 - Stage 2 - - - 347 - Platoon blocked,% - - Mov Cap-1 Maneuver 701 - - —51 319 Mov Cap-2 Maneuver - - - 164 - Stage 1 - - - 279 - Stage 2 - - - 346 - A� Approach EB WB SB HCM Control Delay,s/v 1.23 0 132.25 HCM LOS F Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 201 - - 240 HCM Lane V/C Ratio 0.146 - 1.102 HCM Control Delay(s/veh) 11 0 - 132.2 HCM Lane LOS B A - F HCM 95th%tile Q(veh) 0.5 - 11.6 Notes —:Volume exceeds capacity $:Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon 06. Existing Plus Project PM Fehr&Peers Existing Background Plus Project PM Peak Hour Page 5 HCM 7th TWSC 5: Drake Rd & Environmental Dr Synchro 12 Report Intersection Int Delay,s/veh 0.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r T. +T Traffic Vol,veh/h 17 33 856 25 44 795 Future Vol,veh/h 17 33 856 25 44 795 Conflicting Peds,#/hr 3 4 0 0 4 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Yield None None Storage Length 0 80 - 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 18 35 901 26 46 837 Major/Minor Minorl Majorl Major2 Conflicting Flow All 1851 922 0 0 931 0 Stage 1 918 - - - - - Stage 2 932 - - 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 81 326 731 Stage 1 387 - - Stage 2 381 - - Platoon blocked, % Mov Cap-1 Maneuver 71 324 728 Mov Cap-2 Maneuver 196 - - Stage 1 386 Stage 2 335 F Approach WB NB SB HCM Control Delay,s/v20.09 0 0.54 _ HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLnlWBLn2 SBL SBT i Capacity(veh/h) 196 324 94 _ HCM Lane V/C Ratio 0.091 0.107 0.064 HCM Control Delay(s/veh) 25.2 17.5 10.3 0 _ HCM Lane LOS D C B A HCM 95th °/stile Q(veh) 0.3 0.4 0.2 - 06. Existing Plus Project PM Fehr&Peers Existing Background Plus Project PM Peak Hour Page 6 HCM 7th Signalized Intersection Summary 6: Ziegler Rd/Drake Rd & William Neal Pkwy Synchlro 12 Report -.4 --1' --*-- 4,- t \0. # Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� 1� T+ 1� Traffic Volume(veh/h) 12 0 37 92 0 38 37 827 118 50 741 26 Future Volume(veh/h) 12 0 37 92 0 38 37 827 118 50 741 26 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 0.97 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/In 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 13 0 39 98 0 40 39 880 126 53 788 28 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 237 0 218 238 0 222 406 1140 163 281 1282 46 Arrive On Green 0.14 0.00 0.14 0.14 0.00 0.14 0.72 0.72 0.72 0.72 0.72 0.72 Sat Flow,veh/h 1336 0 1521 1345 0 1545 664 1582 226 556 1779 63 Grp Volume(v),veh/h 13 0 39 98 0 40 39 0 1006 53 0 816 Grp Sat Flow(s),veh/h/In 1336 0 1521 1345 0 1545 664 0 1808 556 0 1842 Q Serve(g_s),s 0.8 0.0 2.2 6.6 0.0 2.2 3.0 0.0 33.5 6.4 0.0 21.3 Cycle Q Clear(g_c),s 3.0 0.0 2.2 8.8 0.0 2.2 24.3 0.0 33.5 39.9 0.0 21.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.13 1.00 0.03 Lane Grp Cap(c),veh/h 237 0 218 238 0 222 406 0 1303 281 0 1328 V/C Ratio(X) 0.05 0.00 0.18 0.41 0.00 0.18 0.10 0.00 0.77 0.19 0.00 0.61 Avail Cap(c_a),veh/h 435 0 445 438 0 452 406 0 1303 281 0 1328 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 37.4 0.0 36.0 39.9 0.0 36.0 12.8 0.0 8.4 21.0 0.0 6.7 Incr Delay(d2),s/veh 0.1 0.0 0.4 1.1 0.0 0.4 0.5 0.0 4.5 1.5 0.0 2.1 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/In 0.3 0.0 0.8 2.3 0.0 0.8 0.5 0.0 10.4 0.9 0.0 6.5 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 37.5 0.0 36.4 41.0 0.0 36.4 13.3 0.0 12.9 22.5 0.0 8.8 LnGrp LOS D D D D B B C A Approach Vol,veh/h 52 138 1045 869 Approach Delay,s/veh 36.7 39.7 12.9 9.7 Approach LOS D D B A Timer-Assigned Phs 2 4 6 8 Phs Duration(G+Y+Rc),s 75.5 20.2 75.5 20.2 Change Period(Y+Rc),s 7.5 7.5 7.5 7.5 Max Green Setting(Gmax),s 68.0 27.0 68.0 27.0 Max Q Clear Time(g_c+11),s 41.9 5.0 35.5 10.8 Green Ext Time(p-c),s 6.6 0.2 9.7 0.4 Intersection Summary HCM 7th Control Delay,s/veh 13.9 HCM 7th LOS B 06. Existing Plus Project PM Fehr&Peers Existing Background Plus Project PM Peak Hour Page 7 HCM 7th TWSC 7: Ziegler Rd & Percheron Dr Synchro 12 Report Intersection Int Delay,s/veh 123.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 T +T+ Traffic Vol,veh/h 5 0 23 107 0 38 31 959 137 49 821 13 Future Vol,veh/h 5 0 23 107 0 38 31 959 137 49 821 13 Conflicting Peds,#/hr 3 0 3 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized None None - None None _ Storage Length 200 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 24 114 0 40 33 1020 146 52 873 14 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 2074 2216 883 2140 2151 1096 887 0 0 1166 0 0 Stage 985 985 - 1159 1159 - - - - - - - Stage 2 1089 1232 - 981 991 - - - 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 39 43 343 —35 48 258 759 - 596 Stage 298 325 - 237 269 - - - - Stage 2 260 248 - 299 323 - - - - - - Platoon blocked, % Mov Cap-1 Maneuver 26 34 342 —26 38 258 759 - 596 Mov Cap-2 Maneuver 26 34 - —26 38 - - - - Stage1 246 269 227 257 - Stage 2 209 237 229 267 - F Approach EB WB NB SB HCM Control Delay,s/v50.41 $ 1843.72 0.27 0.65 _ HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBR EBLnlWBLnl SBL SBT SBR Capacity(veh/h) 759 108 34 100 _ HCM Lane V/C Ratio 0.043 0.275 4.568 0.088 HCM Control Delay(s/veh) 10 50.$1843.7 11.6 0 _ HCM Lane LOS A F F B A HCM 95th °/stile Q(veh) 0.1 1 18.2 0.3 - Notes -:Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon 06. Existing Plus Project PM Fehr&Peers Existing Background Plus Project PM Peak Hour Page 8 HCM 7th Signalized Intersection Summary 9: Ziegler Rd & Harmony Rd II Synchro 12 Report 'A , ~`t 4--- 4.. -4\ t l t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) tO ) ttt r )) 0 )) tt r Traffic Volume(veh/h) 189 1623 131 110 1404 878 189 342 83 771 469 129 Future Volume(veh/h) 189 1623 131 110 1404 878 189 342 83 771 469 129 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 0.98 1.00 1.00 1.00 0.97 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 201 1727 139 117 1494 0 201 364 88 820 499 0 i 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 1909 153 129 1819 440 396 94 592 605 Arrive On Green 0.04 0.13 0.13 0.15 0.72 0.00 0.13 0.14 0.14 0.17 0.17 0.00 Sat Flow,veh/h 1767 4773 383 1767 5066 1572 3428 2808 669 3428 3526 1572 Grp Volume(v),veh/h 201 1221 645 117 1494 0 201 227 225 820 499 0 Ad Grp Sat Flow(s),veh/h/lnl767 1689 1779 1767 1689 1572 1714 1763 1714 1714 1763 1572 Q Serve(g_s),s 12.0 39.2 39.3 7.2 22.3 0.0 6.0 13.9 14.3 19.0 15.0 0.0 Cycle Q Clear(g_c),s 12.0 39.2 39.3 7.2 22.3 0.0 6.0 13.9 14.3 19.0 15.0 0.0 Prop In Lane 1.00 0.22 1.00 1.00 1.00 0.39 1.00 1.00 Lane Grp Cap(c),veh/h 193 1351 712 129 1819 440 248 242 592 605 V/C Ratio(X) 1.04 0.90 0.91 0.91 0.82 0.46 0.91 0.93 1.38 0.82 Avail Cap(c_a),veh/h 193 1351 712 129 1819 440 248 242 592 689 HCM Platoon Ratio 0.33 0.33 0.33 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.80 0.80 0.80 0.58 0.58 0.00 1.00 1.00 1.00 0.92 0.92 0.00 Uniform Delay(d),s/veh 53.0 45.7 45.7 46.6 13.1 0.0 44.4 46.6 46.7 45.5 44.0 0.0 Incr Delay(d2),s/veh 69.6 8.4 14.6 37.0 2.6 0.0 0.7 34.7 39.9 182.7 6.7 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/lr9.3 19.1 21.4 4.1 4.3 0.0 2.5 8.3 8.6 22.9 6.9 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 122.6 54.0 60.3 83.6 15.6 0.0 45.1 81.3 86.6 228.2 50.7 0.0 LnGrp LOS F D E F B D F F F D Approach Vol,veh/h 2067 1611 653 1319 Approach Delay,s/veh 62.7 20.6 72.0 161.0 Approach LOS E C E F Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),20.6 25.4 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(Gma1I0,.5 20.5 7.0 43.0 18.0 14.5 11.0 38.5 Max Q Clear Time(g_c+11D,(� 17.0 9.2 41.3 21.0 16.3 14.0 24.3 Green Ext Time(p-c),s 0.2 0.7 0.0 1.2 0.0 0.0 0.0 5.5 Intersection Summary HCM 7th Control Delay,s/veh 74.7 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. 06. Existing Plus Project PM Fehr&Peers Existing Background Plus Project PM Peak Hour Page 9 HCM 7th Signalized Intersection Summary 10: Strauss Cabin Rd & Harmony Rd I Synchro 12 Report * Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) +tt r ) ttt r t r t r Traffic Volume(veh/h) 13 2585 50 89 2165 103 43 17 62 100 24 10 Future Volume(veh/h) 13 2585 50 89 2165 103 43 17 62 100 24 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) 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/hlln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 14 2750 0 95 2303 0 46 18 0 106 26 0 i 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 3294 129 3690 203 211 210 211 Arrive On Green 0.04 1.00 0.00 0.07 0.73 0.00 0.11 0.11 0.00 0.11 0.11 0.00 Sat Flow,veh/h 1767 5066 1572 1767 5066 1572 1367 1856 1572 1384 1856 1572 Grp Volume(v),vehlh 14 2750 0 95 2303 0 46 18 0 106 26 0 Ad Grp Sat Flow(s),veh/h/lnl767 1689 1572 1767 1689 1572 1367 1856 1572 1384 1856 1572 Q Serve(g_s),s 0.8 0.0 0.0 5.8 24.9 0.0 3.4 1.0 0.0 8.2 1.4 0.0 Cycle Q Clear(g_c),s 0.8 0.0 0.0 5.8 24.9 0.0 4.8 1.0 0.0 9.1 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 3294 129 3690 203 211 210 211 V/C Ratio(X) 0.36 0.83 0.74 0.62 0.23 0.09 0.50 0.12 Avail Cap(c_a),veh/h 177 3294 129 3690 284 321 292 321 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 low Upstream Filter(I) 0.76 0.76 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 51.9 0.0 0.0 50.0 7.4 0.0 46.0 43.7 0.0 47.7 43.8 0.0 Incr Delay(d2),s/veh 4.3 2.0 0.0 20.0 0.8 0.0 0.6 0.2 0.0 1.9 0.3 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/Ir0.4 0.6 0.0 3.2 6.3 0.0 1.2 0.4 0.0 2.9 0.6 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 56.2 2.0 0.0 70.0 8.2 0.0 46.6 43.8 0.0 49.6 44.1 0.0 LnGrp LOS E A E A D D D D Approach Vol,veh/h 2764 2398 64 132 Approach Delay,s/veh 2.3 10.7 45.8 48.5 Approach LOS A B D D Timer-Assigned Phs 2 3 4 6 7 8 Phs Duration(G+Y+Rc),s 18.5 14.0 77.5 18.5 5.4 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+11),s 6.8 7.8 0.0 11.1 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 7.7 HCM 7th LOS A 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. 06. Existing Plus Project PM Fehr&Peers Existing Background Plus Project PM Peak Hour Page 10 HCM 7th TWSC 101: Ziegler Rd Synchro 12 Report Intersection Int Delay,s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r T t Traffic Vol,veh/h 0 3 1059 37 0 952 Future Vol,veh/h 0 3 1059 37 0 952 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 4 1246 44 0 1120 Major/Minor Minorl Majorl Major2 Conflicting Flow All - 1268 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 0 205 - 0 - Stage 1 0 - - 0 - Stage 2 0 - - 0 - Platoon blocked,% - - Mov Cap-1 Maneuver - 205 - - - Mov Cap-2 Maneuver - - - - Stage 1 - - - - Stage 2 - - - - A� Approach WB NB SB HCM Control Delay,s/v22.88 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity(veh/h) - - 205 - HCM Lane V/C Ratio - 0.017 - HCM Control Delay(s/veh) - 22.9 - HCM Lane LOS - C - HCM 95th%tile Q(veh) - 0.1 - 06. Existing Plus Project PM Fehr&Peers Existing Background Plus Project PM Peak Hour Page 11 HCM 7th TWSC 102: Horsetooth Rd Synchro 12 Report Intersection Int Delay,s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations t T r Traffic Vol,veh/h 0 169 133 0 0 18 Future Vol,veh/h 0 169 133 0 0 18 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 0 199 156 0 0 21 Major/Minor Majorl Major2 Minor2 Conflicting Flow All - 0 0 156 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 - - 0 886 Stage 1 0 - - 0 - Stage 2 0 - - 0 - Platoon blocked,% - - Mov Cap-1 Maneuver - - - 886 Mov Cap-2 Maneuver - - - Stage 1 - - - - Stage 2 - - - A! Approach EB WB SB HCM Control Delay,s/v 0 0 9.16 HCM LOS A Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity(veh/h) - - - 886 HCM Lane V/C Ratio - - - 0.024 HCM Control Delay(s/veh) - - - 9.2 HCM Lane LOS - - - A HCM 95th%tile Q(veh) - - - 0.1 06. Existing Plus Project PM Fehr&Peers Existing Background Plus Project PM Peak Hour Page 12 HCM 7th TWSC 103: Horsetooth Rd Synchro 12 Report Intersection Int Delay,s/veh 8.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations +' T�. Y Traffic Vol,veh/h 169 0 0 0 0 133 Future Vol,veh/h 169 0 0 0 0 133 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 199 0 0 0 0 156 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 1 0 0 399 1 Stage 1 - - - 1 - Stage 2 - 398 - 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 1615 605 1080 Stage 1 - 1019 - Stage 2 - 677 - Platoon blocked, % Mov Cap-1 Maneuver 1615 530 1080 Mov Cap-2 Maneuver - 530 - Stage 1 894 Stage 2 677 F Approach EB WB SB HCM Control Delay,s/v 7.54 0 8.9 _ HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 i Capacity(veh/h) 1615 1080 _ HCM Lane V/C Ratio 0.123 0.145 HCM Control Delay(s/veh) 7.5 0 8.9 _ HCM Lane LOS A A A HCM 95th °/stile Q(veh) 0.4 0.5 06. Existing Plus Project PM Fehr&Peers Existing Background Plus Project PM Peak Hour Page 13 HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd Synchlro 12 Report j- 4--- 4" t \0. # Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tt r tT+ tt r Traffic Volume(veh/h) 401 401 269 178 600 220 246 1117 62 117 933 316 Future Volume(veh/h) 401 401 269 178 600 220 246 1117 62 117 933 316 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/In 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 422 422 0 187 632 0 259 1176 65 123 982 0 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 405 873 381 777 280 1396 77 187 1354 Arrive On Green 0.12 0.25 0.00 0.10 0.22 0.00 0.08 0.41 0.41 0.02 0.13 0.00 Sat Flow,veh/h 3428 3526 1572 1767 3526 1572 3428 3393 187 3428 3526 1572 Grp Volume(v),veh/h 422 422 0 187 632 0 259 610 631 123 982 0 Grp Sat Flow(s),vehlh/In 1714 1763 1572 1767 1763 1572 1714 1763 1818 1714 1763 1572 Q Serve(g_s),s 13.0 11.3 0.0 8.8 18.7 0.0 8.3 34.3 34.4 3.9 29.5 0.0 Cycle Q Clear(g_c),s 13.0 11.3 0.0 8.8 18.7 0.0 8.3 34.3 34.4 3.9 29.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.10 1.00 1.00 Lane Grp Cap(c),veh/h 405 873 381 777 280 725 748 187 1354 V/C Ratio(X) 1.04 0.48 0.49 0.81 0.92 0.84 0.84 0.66 0.73 Avail Cap(c_a),veh/h 405 1010 381 929 280 725 748 187 1354 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 0.72 0.72 0.72 0.75 0.75 0.00 Uniform Delay(d),s/veh 48.5 35.4 0.0 28.8 40.7 0.0 50.2 29.1 29.2 53.0 42.4 0.0 Incr Delay(d2),s/veh 55.9 0.4 0.0 1.0 4.8 0.0 27.3 8.5 8.3 6.2 2.6 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 8.6 4.8 0.0 3.7 8.4 0.0 4.5 15.4 15.9 1.9 14.3 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 104.4 35.8 0.0 29.8 45.5 0.0 77.5 37.6 37.5 59.2 45.0 0.0 LnGrp LOS F D C D E D D E D Approach Vol,veh/h 844 819 1500 1105 Approach Delay,s/veh 70.1 41.9 44.5 46.6 Approach LOS E D D D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 14.0 47.8 15.0 33.2 11.0 50.8 18.0 30.2 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 8.0 37.0 10.0 30.5 5.0 40.0 12.0 '28 Max Q Clear Time(g_c+ll),s 10.3 31.5 10.8 13.3 5.9 36.4 15.0 20.7 Green Ext Time(p-c),s 0.0 2.1 0.0 1.4 0.0 1.8 0.0 1.5 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. 09. Future(2040)Plus Project AM Fehr&Peers 2040 Future Background Plus Project AM Peak Hour Page 1 HCM 7th Signalized Intersection Summary 1 : Timberline Rd & Horsetooth Rd Synchro 12 Report Unsignalized Delay for[EBR,WBR,SBR]is excluded from calculations of the approach delay and intersection delay. 09. Future(2040)Plus Project AM Fehr&Peers 2040 Future Background Plus Project AM Peak Hour Page 2 HCM 7th Signalized Intersection Summary 2: Timberline Rd & Drake Rd I Synchro 12 Report 'A , -'`t 4--- 4.. -4\ I* l t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations )) tt r ) tt r )) ttt r )) tt r Traffic Volume(veh/h) 297 467 330 89 634 406 408 1300 43 311 1076 289 Future Volume(veh/h) 297 467 330 89 634 406 408 1300 43 311 1076 289 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 0.98 1.00 0.98 1.00 1.00 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/In 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 313 492 347 94 667 427 429 1368 45 327 1133 304 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 274 938 409 241 800 351 531 1787 552 418 1128 495 Arrive On Green 0.08 0.27 0.27 0.05 0.23 0.23 0.05 0.12 0.12 0.12 0.32 0.32 Sat Flow,veh/h 3428 3526 1539 1767 3526 1545 3428 5066 1566 3428 3526 1546 Grp Volume(v),veh/h 313 492 347 94 667 427 429 1368 45 327 1133 304 Grp Sat Flow(s),veh/h/In1714 1763 1539 1767 1763 1545 1714 1689 1566 1714 1763 1546 Q Serve(g_s),s 8.8 13.1 23.5 4.5 19.8 15.7 13.6 28.8 2.8 10.2 35.2 13.9 Cycle Q Clear(g_c),s 8.8 13.1 23.5 4.5 19.8 15.7 13.6 28.8 2.8 10.2 35.2 13.9 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 274 938 409 241 800 351 531 1787 552 418 1128 495 V/C Ratio(X) 1.14 0.52 0.85 0.39 0.83 1.22 0.81 0.77 0.08 0.78 1.00 0.61 Avail Cap(c_a),veh/h 274 1035 452 241 897 393 531 1787 552 467 1128 495 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 0.97 0.97 0.97 1.00 1.00 1.00 0.71 0.71 0.71 1.00 1.00 1.00 Uniform Delay(d),s/veh 50.6 34.4 38.2 31.2 40.5 16.8 50.6 44.2 32.7 46.9 37.4 18.3 Incr Delay(d2),s/veh 97.2 0.4 12.7 1.0 6.2 121.1 6.6 2.3 0.2 7.6 27.8 5.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/lr7.4 5.5 10.0 1.9 9.0 17.0 6.7 13.3 1.1 4.6 18.6 5.5 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 147.8 34.9 51.0 32.2 46.7 137.9 57.2 46.5 32.9 54.5 65.2 23.9 LnGrp LOS F C D C D F E D C D F C Approach Vol,veh/h 1152 1188 1842 1764 Approach Delay,s/veh 70.4 78.4 48.6 56.1 Approach LOS E E D E Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),23.0 41.2 10.0 35.8 19.4 44.8 14.3 31.5 Change Period(Y+Rc),s 7.0 7.0 6.0 7.5 7.0 7.0 6.5 7.5 Max Green Setting(Gmai�.@ 34.2 4.0 31.3 14.0 33.2 7.8 27.0 Max Q Clear Time(g_c+M,8; 37.2 6.5 25.5 12.2 30.8 10.8 21.8 Green Ext Time(p-c),s 0.0 0.0 0.0 1.5 0.2 1.5 0.0 2.0 Intersection Summary HCM 7th Control Delay,s/veh 61.0 HCM 7th LOS E Notes User approved pedestrian interval to be less than phase max green. 09. Future(2040)Plus Project AM Fehr&Peers 2040 Future Background Plus Project AM Peak Hour Page 3 HCM 7th TWSC 3: Rigden Pkwy & Drake Rd Synchro 12 Report Intersection Int Delay,s/veh 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations t r -IT r Traffic Vol,veh/h 690 27 22 910 44 24 Future Vol,veh/h 690 27 22 910 44 24 Conflicting Peds,#/hr 0 3 2 0 5 5 Sign Control Free Free Free Free Stop Stop RT Channelized None None - None Storage Length 0 - 140 0 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 726 28 23 958 46 25 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 758 0 1739 734 Stage 1 - - - - 729 - Stage 2 - 1009 - 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 849 95 418 Stage 1 - 475 - Stage 2 - 351 - Platoon blocked, % Mov Cap-1 Maneuver 847 89 415 Mov Cap-2 Maneuver - 216 - Stage 1 474 Stage 2 329 F Approach EB WB NB HCM Control Delay,s/v 0 0.22 21.93 _ HCM LOS C Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT i Capacity(veh/h) 216 415 42 _ HCM Lane V/C Ratio 0.214 0.061 0.027 HCM Control Delay(s/veh) 26.1 14.2 9.4 0 _ HCM Lane LOS D B A A HCM 95th °/stile Q(veh) 0.8 0.2 0.1 - 09. Future(2040)Plus Project AM Fehr&Peers 2040 Future Background Plus Project AM Peak Hour Page 4 HCM 7th TWSC 4: Drake Rd & Miles House Ave Synchro 12 Report Intersection Int Delay,s/veh 3.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations +' T. 'rj'r Traffic Vol,veh/h 89 624 847 89 56 90 Future Vol,veh/h 89 624 847 89 56 90 Conflicting Peds,#/hr 2 0 0 7 2 2 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 95 95 95 95 95 95 Heavy Vehicles,% 3 3 3 3 3 3 Mvmt Flow 94 657 892 94 59 95 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 992 0 0 1792 947 Stage 1 - - - 945 - Stage 2 - 846 - 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 693 88 315 Stage 1 - 376 - Stage 2 - 419 - Platoon blocked, % Mov Cap-1 Maneuver 689 69 313 Mov Cap-2 Maneuver - 187 - Stage 1 294 Stage 2 417 F Approach EB WB SB HCM Control Delay,s/v 1.38 0 40.28 _ HCM LOS E Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 i Capacity(veh/h) 225 249 _ HCM Lane V/C Ratio 0.136 0.617 HCM Control Delay(s/veh) 11 0 40.3 _ HCM Lane LOS B A E HCM 95th °/stile Q(veh) 0.5 3.7 09. Future(2040)Plus Project AM Fehr&Peers 2040 Future Background Plus Project AM Peak Hour Page 5 HCM 7th TWSC 5: Drake Rd & Environmental Dr Synchro 12 Report Intersection Int Delay,s/veh 1.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r 14. +T Traffic Vol,veh/h 40 64 870 27 43 635 Future Vol,veh/h 40 64 870 27 43 635 Conflicting Peds,#/hr 0 0 0 4 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Yield None None Storage Length 0 80 - 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 42 67 916 28 45 668 Major/Minor Minorl Majorl Major2 Conflicting Flow All 1693 934 0 0 948 0 Stage 1 934 - - - - - Stage 2 759 - - 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 102 321 720 Stage 1 381 - - Stage 2 461 - - Platoon blocked, % Mov Cap-1 Maneuver 91 320 718 Mov Cap-2 Maneuver 222 - - Stage 1 380 Stage 2 414 F Approach WB NB SB HCM Control Delay,s/v21.43 0 0.66 _ HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLnlWBLn2 SBL SBT i Capacity(veh/h) 222 320 114 _ HCM Lane V/C Ratio 0.189 0.211 0.063 HCM Control Delay(s/veh) 24.9 19.2 10.4 0 _ HCM Lane LOS C C B A HCM 95th °/stile Q(veh) 0.7 0.8 0.2 - 09. Future(2040)Plus Project AM Fehr&Peers 2040 Future Background Plus Project AM Peak Hour Page 6 HCM 7th Signalized Intersection Summary 6: Ziegler Rd/Drake Rd & William Neal Pkwy Synchlro 12 Report -.4 --1' 4--- 4,- t /". \0. # Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� 'fir T+ 1� Traffic Volume(veh/h) 13 0 50 97 0 40 20 834 56 23 692 7 Future Volume(veh/h) 13 0 50 97 0 40 20 834 56 23 692 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) 0.98 0.96 0.98 0.96 1.00 0.97 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/In 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 14 0 53 102 0 42 21 878 59 24 728 7 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 358 0 252 348 0 253 464 1110 75 331 1187 11 Arrive On Green 0.17 0.00 0.17 0.17 0.00 0.17 0.65 0.65 0.65 0.65 0.65 0.65 Sat Flow,veh/h 1333 0 1505 1317 0 1510 716 1716 115 593 1834 18 Grp Volume(v),veh/h 14 0 53 102 0 42 21 0 937 24 0 735 Grp Sat Flow(s),veh/h/In 1333 0 1505 1317 0 1510 716 0 1831 593 0 1852 Q Serve(g_s),s 0.4 0.0 1.3 3.1 0.0 1.0 0.8 0.0 15.9 1.3 0.0 10.0 Cycle Q Clear(g_c),s 1.4 0.0 1.3 4.4 0.0 1.0 10.8 0.0 15.9 17.3 0.0 10.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.06 1.00 0.01 Lane Grp Cap(c),veh/h 358 0 252 348 0 253 464 0 1185 331 0 1198 V/C Ratio(X) 0.04 0.00 0.21 0.29 0.00 0.17 0.05 0.00 0.79 0.07 0.00 0.61 Avail Cap(c_a),veh/h 661 0 593 646 0 595 1412 0 3610 1116 0 3650 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),slveh 16.0 0.0 15.5 17.4 0.0 15.4 7.6 0.0 5.5 11.7 0.0 4.5 Incr Delay(d2),s/veh 0.0 0.0 0.4 0.5 0.0 0.3 0.0 0.0 1.2 0.1 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.1 0.0 0.4 0.9 0.0 0.3 0.1 0.0 1.7 0.1 0.0 1.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 16.0 0.0 15.9 17.9 0.0 15.7 7.6 0.0 6.7 11.8 0.0 5.0 LnGrp LOS B B B B A A B A Approach Vol,veh/h 67 144 958 759 Approach Delay,s/veh 15.9 17.2 6.7 5.2 Approach LOS B B A A Timer-Assigned Phs 2 4 6 8 Phs Duration(G+Y+Rc),s 31.9 11.2 31.9 11.2 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 84.0 16.0 84.0 16.0 Max Q Clear Time(g_c+11),s 19.3 3.4 17.9 6.4 Green Ext Time(p-c),s 5.9 0.2 8.9 0.3 Intersection Summary HCM 7th Control Delay,s/veh 7.2 HCM 7th LOS A 09. Future(2040)Plus Project AM Fehr&Peers 2040 Future Background Plus Project AM Peak Hour Page 7 HCM 7th TWSC 7: Ziegler Rd & Percheron Dr Synchro 12 Report Intersection Int Delay,slveh 74 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 T 4 Traffic Vol,veh/h 12 0 15 113 0 40 19 859 63 23 810 6 Future Vol,veh/h 12 0 15 113 0 40 19 859 63 23 810 6 Conflicting Peds,#/hr 10 0 11 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - None - - None - - None Storage Length - - - - 200 - - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 - _ Grade, % - 0 - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles,% 3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 13 0 16 119 0 42 20 904 66 24 853 6 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 1858 1915 867 1889 1885 947 859 0 0 971 0 0 Stage 1 904 904 - 977 977 - - - - - - - Stage 2 954 1011 - 912 907 - - - - - 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 67 351 -53 70 315 778 - 706 - Stage 1 330 354 - 300 328 - - - - - Stage 2 309 316 - 327 353 - - - - - - - Platoon blocked,% - - Mov Cap-1 Maneuver 44 61 348 -46 64 313 778 - 706 - - Mov Cap-2 Maneuver 44 61 - -46 64 - - - - - Stage 1 308 331 293 319 - - - - - Stage 2 259 308 289 330 - - - - A� Approach EB WB NB SB HCM Control Delay,s/v 67.4 $933.53 0.2 0.28 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLnl SBL SBT SBR Capacity(veh/h) 778 - - 85 59 49 - - HCM Lane V/C Ratio 0.026 - 0.335 2.735 0.034 - HCM Control Delay(s/veh) 9.8 - 67.4$933.5 10.3 0 - HCM Lane LOS A - F F B A HCM 95th%tile Q(veh) 0.1 - 1.3 16.4 0.1 - Notes -:Volume exceeds capacity $:Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon 09. Future(2040)Plus Project AM Fehr&Peers 2040 Future Background Plus Project AM Peak Hour Page 8 HCM 7th Signalized Intersection Summary 9: Ziegler Rd & Harmony Rd II Synchro 12 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) tO ) ttt r )) 0 )) tt r Traffic Volume(veh/h) 101 980 52 89 1665 834 166 404 34 667 232 107 Future Volume(veh/h) 101 980 52 89 1665 834 166 404 34 667 232 107 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/In 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 106 1032 55 94 1753 0 175 425 36 702 244 0 i 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 376 2323 124 80 1520 500 555 47 343 386 Arrive On Green 0.14 0.32 0.32 0.09 0.60 0.00 0.15 0.17 0.17 0.03 0.04 0.00 Sat Flow,veh/h 1767 4923 262 1767 5066 1572 3428 3285 277 3428 3526 1572 Grp Volume(v),veh/h 106 708 379 94 1753 0 175 227 234 702 244 0 Grp Sat Flow(s),vehlh/lnl767 1689 1808 1767 1689 1572 1714 1763 1800 1714 1763 1572 Q Serve(g_s),s 5.9 18.3 18.4 5.0 33.0 0.0 5.1 13.5 13.7 11.0 7.5 0.0 Cycle Q Clear(g_c),s 5.9 18.3 18.4 5.0 33.0 0.0 5.1 13.5 13.7 11.0 7.5 0.0 Prop In Lane 1.00 0.14 1.00 1.00 1.00 0.15 1.00 1.00 Lane Grp Cap(c),veh/h 376 1594 853 80 1520 500 298 304 343 386 V/C Ratio(X) 0.28 0.44 0.44 1.17 1.15 0.35 0.76 0.77 2.05 0.63 Avail Cap(c_a),veh/h 376 1594 853 80 1520 500 593 605 343 1128 HCM Platoon Ratio 0.67 0.67 0.67 2.00 2.00 2.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 0.82 0.82 0.82 0.60 0.60 0.00 1.00 1.00 1.00 0.86 0.86 0.00 Uniform Delay(d),s/veh 39.7 26.1 26.1 50.0 22.0 0.0 42.3 43.6 43.6 53.2 50.8 0.0 Incr Delay(d2),s/veh 0.3 0.7 1.4 130.8 74.1 0.0 0.4 4.0 4.1 480.1 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/lr2.5 7.7 8.4 4.9 16.5 0.0 2.1 6.1 6.3 27.8 3.5 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 40.0 26.9 27.5 180.8 96.1 0.0 42.7 47.6 47.7 533.3 52.3 0.0 LnGrp LOS D C C F F D D D F D Approach Vol,veh/h 1193 1847 636 946 Approach Delay,s/veh 28.2 100.4 46.3 409.2 Approach LOS C F D F Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),.%2.5 18.6 11.0 57.9 16.0 25.1 29.4 39.5 Change Period(Y+Rc),s 7.5 7.5 7.0 7.0 6.0 7.5 7.0 7.5 Max Green Setting(Gma1I0,.3 34.2 4.0 32.5 10.0 36.0 4.0 32.0 Max Q Clear Time(g_c+11�,s 9.5 7.0 20.4 13.0 15.7 7.9 35.0 Green Ext Time(p-c),s 0.2 0.8 0.0 3.3 0.0 1.4 0.0 0.0 Intersection Summary HCM 7th Control Delay,s/veh 137.5 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. 09. Future(2040)Plus Project AM Fehr&Peers 2040 Future Background Plus Project AM Peak Hour Page 9 HCM 7th Signalized Intersection Summary 10: Strauss Cabin Rd & Harmony Rd I Synchro 12 Report * Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) +tt r ) ttt r t r t r Traffic Volume(veh/h) 3 1545 20 42 2791 96 57 16 90 65 12 2 Future Volume(veh/h) 3 1545 20 42 2791 96 57 16 90 65 12 2 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 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 3 1626 0 44 2938 0 60 17 0 68 13 0 i 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 22 3525 72 3807 194 185 192 185 Arrive On Green 0.00 0.23 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 1378 1856 1572 1381 1856 1572 Grp Volume(v),veh/h 3 1626 0 44 2938 0 60 17 0 68 13 0 Grp Sat Flow(s),vehlh/lnl767 1689 1572 1767 1689 1572 1378 1856 1572 1381 1856 1572 Q Serve(g_s),s 0.2 30.4 0.0 2.7 37.7 0.0 4.5 0.9 0.0 5.2 0.7 0.0 Cycle Q Clear(g_c),s 0.2 30.4 0.0 2.7 37.7 0.0 5.2 0.9 0.0 6.1 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 22 3525 72 3807 194 185 192 185 V/C Ratio(X) 0.14 0.46 0.61 0.77 0.31 0.09 0.35 0.07 Avail Cap(c_a),veh/h 80 3525 112 3807 539 649 537 649 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.82 0.82 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 54.2 24.6 0.0 51.9 8.1 0.0 47.3 45.0 0.0 47.8 44.9 0.0 Incr Delay(d2),s/veh 2.3 0.4 0.0 8.2 1.6 0.0 0.9 0.2 0.0 1.1 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/Ir0.1 13.6 0.0 1.3 9.0 0.0 1.6 0.4 0.0 1.8 0.3 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 56.5 25.0 0.0 60.1 9.7 0.0 48.2 45.2 0.0 48.9 45.0 0.0 LnGrp LOS E C E A D D D D Approach Vol,veh/h 1629 2982 77 81 Approach Delay,s/veh 25.0 10.4 47.5 48.3 Approach LOS C B D D Timer-Assigned Phs 2 3 4 6 7 8 Phs Duration(G+Y+Rc),s 17.0 10.5 82.6 17.0 4.4 88.7 Change Period(Y+Rc),s 7.0 7.0 7.0 7.0 4.0 7.0 Max Green Setting(Gmax),s 37.5 6.0 45.5 37.5 4.0 50.5 Max Q Clear Time(g_c+11),s 7.2 4.7 0.0 8.1 2.2 0.0 Green Ext Time(p-c),s 0.2 0.0 0.0 0.2 0.0 0.0 Intersection Summary HCM 7th Control Delay,s/veh 16.6 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. 09. Future(2040)Plus Project AM Fehr&Peers 2040 Future Background Plus Project AM Peak Hour Page 10 HCM 7th TWSC 101: Ziegler Rd Synchro 12 Report Intersection Int Delay,s/veh 0.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r I t Traffic Vol,veh/h 0 6 1201 12 0 938 Future Vol,veh/h 0 6 1201 12 0 938 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 95 95 95 95 95 95 Heavy Vehicles,% 3 3 3 3 3 3 Mvmt Flow 0 6 1264 13 0 987 Major/Minor Minorl Majorl Major2 Conflicting Flow All 1271 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 0 204 0 - Stage 1 0 - 0 - Stage 2 0 - 0 - Platoon blocked, % Mov Cap-1 Maneuver - 204 - - Mov Cap-2 Maneuver Stage 1 Stage 2 F Approach WB NB SB HCM Control Delay,s/v23.21 0 0 _ HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBT i Capacity(veh/h) 204 _ HCM Lane V/C Ratio 0.031 HCM Control Delay(s/veh) 23.2 _ HCM Lane LOS C HCM 95th °/stile Q(veh) 0.1 09. Future(2040)Plus Project AM Fehr&Peers 2040 Future Background Plus Project AM Peak Hour Page 11 HCM 7th TWSC 102: Horsetooth Rd Synchro 12 Report Intersection Int Delay,s/veh 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations t T r Traffic Vol,veh/h 0 78 139 0 0 28 Future Vol,veh/h 0 78 139 0 0 28 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 95 95 95 95 95 95 Heavy Vehicles,% 3 3 3 3 3 3 Mvmt Flow 0 82 146 0 0 29 Major/Minor Majorl Major2 Minor2 Conflicting Flow All - 0 0 146 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 - - 0 898 Stage 1 0 - - 0 - Stage 2 0 - - 0 - Platoon blocked,% - - Mov Cap-1 Maneuver - - - 898 Mov Cap-2 Maneuver - - - Stage 1 - - - - Stage 2 - - - A! Approach EB WB SB HCM Control Delay,s/v 0 0 9.14 HCM LOS A Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity(veh/h) - - - 898 HCM Lane V/C Ratio - - - 0.033 HCM Control Delay(s/veh) - - - 9.1 HCM Lane LOS - - - A HCM 95th%tile Q(veh) - - - 0.1 09. Future(2040)Plus Project AM Fehr&Peers 2040 Future Background Plus Project AM Peak Hour Page 12 HCM 7th TWSC 103: Horsetooth Rd Synchro 12 Report Intersection Int Delay,s/veh 8.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations +' T4. 'rj'r Traffic Vol,veh/h 78 0 0 0 0 139 Future Vol,veh/h 78 0 0 0 0 139 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 95 95 95 95 95 95 Heavy Vehicles,% 3 3 3 3 3 3 Mvmt Flow 82 0 0 0 0 146 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 1 0 0 165 1 Stage 1 - - - 1 - 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 1615 823 1081 Stage 1 - 1020 - Stage 2 - 863 - Platoon blocked, % Mov Cap-1 Maneuver 1615 781 1081 Mov Cap-2 Maneuver - 781 - Stage 1 968 Stage 2 863 F Approach EB WB SB HCM Control Delay,s/v 7.35 0 8.85 _ HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 i Capacity(veh/h) 1615 1081 _ HCM Lane V/C Ratio 0.051 0.135 HCM Control Delay(s/veh) 7.3 0 8.9 _ HCM Lane LOS A A A HCM 95th °/stile Q(veh) 0.2 0.5 09. Future(2040)Plus Project AM Fehr&Peers 2040 Future Background Plus Project AM Peak Hour Page 13 HCM 7th Signalized Intersection Summary 1: Timberline Rd & Horsetooth Rd Synchlro 12 Report t 10 \0. # Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tt r tT 1) tt r Traffic Volume(veh/h) 450 763 312 172 574 138 331 1030 144 216 1124 426 Future Volume(veh/h) 450 763 312 172 574 138 331 1030 144 216 1124 426 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/In 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 474 803 0 181 604 0 348 1084 152 227 1183 0 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 467 945 261 752 312 1240 174 187 1283 Arrive On Green 0.14 0.27 0.00 0.09 0.21 0.00 0.06 0.27 0.27 0.02 0.12 0.00 Sat Flow,veh/h 3428 3526 1572 1767 3526 1572 3428 3098 434 3428 3526 1572 Grp Volume(v),veh/h 474 803 0 181 604 0 348 616 620 227 1183 0 Grp Sat Flow(s),vehlh/In 1714 1763 1572 1767 1763 1572 1714 1763 1768 1714 1763 1572 Q Serve(g_s),s 15.0 23.8 0.0 8.7 17.9 0.0 10.0 36.7 36.9 6.0 36.5 0.0 Cycle Q Clear(g_c),s 15.0 23.8 0.0 8.7 17.9 0.0 10.0 36.7 36.9 6.0 36.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.25 1.00 1.00 Lane Grp Cap(c),veh/h 467 945 261 752 312 706 708 187 1283 V/C Ratio(X) 1.01 0.85 0.69 0.80 1.12 0.87 0.88 1.21 0.92 Avail Cap(c_a),veh/h 467 1106 261 929 312 706 708 187 1283 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 0.70 0.70 0.70 0.76 0.76 0.00 Uniform Delay(d),s/veh 47.5 38.2 0.0 31.6 41.1 0.0 51.6 37.6 37.6 54.0 46.9 0.0 Incr Delay(d2),s/veh 45.2 5.7 0.0 7.7 4.2 0.0 78.4 10.4 10.6 127.6 9.9 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 10.6 0.0 4.2 8.0 0.0 7.7 18.2 18.4 5.9 18.9 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 92.7 43.9 0.0 39.3 45.3 0.0 130.0 48.0 48.2 181.6 56.7 0.0 LnGrp LOS F D D D F D D F E Approach Vol,veh/h 1277 785 1584 1410 Approach Delay,s/veh 62.0 43.9 66.1 76.8 Approach LOS E D E E Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 15.0 45.5 14.0 35.5 11.0 49.5 20.0 29.5 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 9.0 34.0 9.0 33.5 5.0 38.0 14.0 *28 Max Q Clear Time(g_c+ll),s 12.0 38.5 10.7 25.8 8.0 38.9 17.0 19.9 Green Ext Time(p-c),s 0.0 0.0 0.0 2.1 0.0 0.0 0.0 1.6 Intersection Summary HCM 7th Control Delay,s/veh 64.6 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. 10. Future(2040)Plus Project PM Fehr&Peers 2040 Future Background Plus Project PM Peak Hour Page 1 HCM 7th Signalized Intersection Summary 1 : Timberline Rd & Horsetooth Rd Synchro 12 Report Unsignalized Delay for[EBR,WBR,SBR]is excluded from calculations of the approach delay and intersection delay. 10. Future(2040)Plus Project PM Fehr&Peers 2040 Future Background Plus Project PM Peak Hour Page 2 HCM 7th Signalized Intersection Summary 2: Timberline Rd & Drake Rd I Synchro 12 Report * Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations )) tt r ) tt r )) ttt r )) tt r Traffic Volume(veh/h) 283 700 289 125 560 287 543 1303 70 562 1134 289 Future Volume(veh/h) 283 700 289 125 560 287 543 1303 70 562 1134 289 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 0.98 1.00 0.98 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/In 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 298 737 304 132 589 302 572 1372 74 592 1194 304 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 296 862 375 218 798 348 502 1639 502 499 1138 496 Arrive On Green 0.09 0.24 0.24 0.07 0.23 0.23 0.05 0.11 0.11 0.15 0.32 0.32 Sat Flow,veh/h 3428 3526 1534 1767 3526 1537 3428 5066 1552 3428 3526 1535 Grp Volume(v),veh/h 298 737 304 132 589 302 572 1372 74 592 1194 304 Grp Sat Flow(s),vehlh/In1714 1763 1534 1767 1763 1537 1714 1689 1552 1714 1763 1535 Q Serve(g_s),s 9.5 22.0 20.5 6.2 17.1 13.3 16.1 29.2 4.8 16.0 35.5 13.2 Cycle Q Clear(g_c),s 9.5 22.0 20.5 6.2 17.1 13.3 16.1 29.2 4.8 16.0 35.5 13.2 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 296 862 375 218 798 348 502 1639 502 499 1138 496 V/C Ratio(X) 1.01 0.85 0.81 0.61 0.74 0.87 1.14 0.84 0.15 1.19 1.05 0.61 Avail Cap(c_a),veh/h 296 962 418 218 897 391 502 1639 502 499 1138 496 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 0.96 0.96 0.96 1.00 1.00 1.00 0.50 0.50 0.50 1.00 1.00 1.00 Uniform Delay(d),s/veh 50.3 39.7 39.1 31.6 39.5 16.8 52.3 46.3 35.4 47.0 37.3 16.2 Incr Delay(d2),s/veh 52.9 6.8 10.1 4.7 2.9 17.0 75.2 2.7 0.3 103.0 40.6 5.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/lr6.2 10.0 8.5 2.9 7.5 6.1 12.6 13.6 1.8 13.7 20.8 5.1 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 103.1 46.5 49.2 36.3 42.4 33.8 127.5 49.0 35.7 150.0 77.9 21.8 LnGrp LOS F D D D D C F D D F F C Approach Vol,veh/h 1339 1023 2018 2090 Approach Delay,s/veh 59.7 39.1 70.8 90.1 Approach LOS E D E F Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),.%2.1 41.5 13.0 33.4 22.0 41.6 15.0 31.4 Change Period(Y+Rc),s 7.0 7.0 6.0 7.5 7.0 7.0 6.5 7.5 Max Green Setting(Gman.@ 34.5 7.0 29.0 15.0 31.5 8.5 27.0 Max Q Clear Time(g_c+tp,1; 37.5 8.2 24.0 18.0 31.2 11.5 19.1 Green Ext Time(p-c),s 0.0 0.0 0.0 1.7 0.0 0.2 0.0 2.1 Intersection Summary HCM 7th Control Delay,s/veh 69.7 HCM 7th LOS E Notes User approved pedestrian interval to be less than phase max green. 10. Future(2040)Plus Project PM Fehr&Peers 2040 Future Background Plus Project PM Peak Hour Page 3 HCM 7th TWSC 3: Rigden Pkwy & Drake Rd Synchro 12 Report Intersection Int Delay,s/veh 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations t r -IT r Traffic Vol,veh/h 938 92 38 1048 34 24 Future Vol,veh/h 938 92 38 1048 34 24 Conflicting Peds,#/hr 0 0 0 0 2 2 Sign Control Free Free Free Free Stop Stop RT Channelized None None - None Storage Length 0 - 140 0 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 987 97 40 1103 36 25 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 1084 0 2173 989 Stage 1 - - - - 987 - 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 640 51 298 Stage 1 - 359 - Stage 2 - 289 - Platoon blocked, % Mov Cap-1 Maneuver 640 43 297 Mov Cap-2 Maneuver - 150 - Stage 1 359 Stage 2 242 F Approach EB WB NB HCM Control Delay,s/v 0 0.39 28.78 _ HCM LOS D Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT i Capacity(veh/h) 150 297 63 _ HCM Lane V/C Ratio 0.238 0.085 0.063 HCM Control Delay(s/veh) 36.2 18.2 11 0 _ HCM Lane LOS E C B A HCM 95th °/stile Q(veh) 0.9 0.3 0.2 - 10. Future(2040)Plus Project PM Fehr&Peers 2040 Future Background Plus Project PM Peak Hour Page 4 HCM 7th TWSC 4: Drake Rd & Miles House Ave Synchro 12 Report Intersection Int Delay,s/veh 35.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations +T T. Y Traffic Vol,veh/h 109 840 925 88 99 183 Future Vol,veh/h 109 840 925 88 99 183 Conflicting Peds,#/hr 4 0 0 5 1 2 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 95 95 95 95 95 95 Heavy Vehicles,% 3 3 3 3 3 3 Mvmt Flow 115 884 974 93 104 193 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 1071 0 0 2140 1027 Stage 1 - - - 1025 - Stage 2 - 1115 - 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 647 - —53 283 Stage 1 - 345 - Stage 2 - - 312 - Platoon blocked, % Mov Cap-1 Maneuver 644 —34 282 Mov Cap-2 Maneuver - 134 - Stage 1 223 Stage 2 311 F Approach EB WB SB HCM Control Delay,s/v 1.35 0 276.94 HCM LOS F Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 207 203 HCM Lane V/C Ratio 0.178 1.463 HCM Control Delay(s/veh) 11.8 0 276.9 HCM Lane LOS B A F HCM 95th °/stile Q(veh) 0.6 17.9 Notes -:Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon 10. Future(2040)Plus Project PM Fehr&Peers 2040 Future Background Plus Project PM Peak Hour Page 5 HCM 7th TWSC 5: Drake Rd & Environmental Dr Synchro 12 Report Intersection Int Delay,s/veh 0.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r T+ Traffic Vol,veh/h 18 35 976 26 45 901 Future Vol,veh/h 18 35 976 26 45 901 Conflicting Peds,#/hr 3 4 0 0 4 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Yield None None Storage Length 0 80 - 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 19 37 1027 27 47 948 Major/Minor Minorl Majorl Major2 Conflicting Flow All 2091 1049 0 0 1059 0 Stage 1 1045 - - - - - Stage 2 1046 - - 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 57 275 654 Stage 1 337 - - Stage 2 337 - - Platoon blocked, % Mov Cap-1 Maneuver 48 273 652 Mov Cap-2 Maneuver 162 - - Stage 1 336 Stage 2 284 F Approach WB NB SB HCM Control Delay,s/v23.56 0 0.52 _ HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLnlWBLn2 SBL SBT i Capacity(veh/h) 162 273 86 _ HCM Lane V/C Ratio 0.117 0.135 0.073 HCM Control Delay(s/veh) 30.1 20.2 11 0 _ HCM Lane LOS D C B A HCM 95th °/stile Q(veh) 0.4 0.5 0.2 - 10. Future(2040)Plus Project PM Fehr&Peers 2040 Future Background Plus Project PM Peak Hour Page 6 HCM 7th Signalized Intersection Summary 6: Ziegler Rd/Drake Rd & William Neal Pkwy Synchlro 12 Report -.4 --1' --*-- 4,- t \0. # Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� 1� T+ 1� Traffic Volume(veh/h) 14 0 43 92 0 38 43 945 118 50 844 30 Future Volume(veh/h) 14 0 43 92 0 38 43 945 118 50 844 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) 0.98 0.97 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/In 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 15 0 45 97 0 40 45 995 124 53 888 32 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 202 0 190 198 0 193 429 1292 161 306 1425 51 Arrive On Green 0.13 0.00 0.13 0.13 0.00 0.13 0.80 0.80 0.80 0.80 0.80 0.80 Sat Flow,veh/h 1333 0 1518 1337 0 1541 602 1613 201 499 1778 64 Grp Volume(v),veh/h 15 0 45 97 0 40 45 0 1119 53 0 920 Grp Sat Flow(s),veh/h/In 1333 0 1518 1337 0 1541 602 0 1814 499 0 1842 Q Serve(g_s),s 1.1 0.0 2.9 7.7 0.0 2.5 3.5 0.0 34.8 6.7 0.0 21.5 Cycle Q Clear(g_c),s 3.6 0.0 2.9 10.6 0.0 2.5 25.0 0.0 34.8 41.5 0.0 21.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.11 1.00 0.03 Lane Grp Cap(c),veh/h 202 0 190 198 0 193 429 0 1453 306 0 1476 V/C Ratio(X) 0.07 0.00 0.24 0.49 0.00 0.21 0.10 0.00 0.77 0.17 0.00 0.62 Avail Cap(c_a),veh/h 219 0 210 215 0 213 429 0 1453 306 0 1476 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 44.3 0.0 42.8 47.6 0.0 42.7 9.3 0.0 5.6 16.4 0.0 4.3 Incr Delay(d2),s/veh 0.2 0.0 0.6 1.9 0.0 0.5 0.5 0.0 4.0 1.2 0.0 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.4 0.0 1.1 2.7 0.0 1.0 0.5 0.0 8.7 0.8 0.0 5.3 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 44.5 0.0 43.5 49.5 0.0 43.2 9.7 0.0 9.6 17.6 0.0 6.3 LnGrp LOS D D D D A A B A Approach Vol,veh/h 60 137 1164 973 Approach Delay,s/veh 43.7 47.6 9.6 6.9 Approach LOS D D A A Timer-Assigned Phs 2 4 6 8 Phs Duration(G+Y+Rc),s 91.0 17.6 91.0 17.6 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 86.0 14.0 86.0 14.0 Max Q Clear Time(g_c+11),s 43.5 5.6 36.8 12.6 Green Ext Time(p-c),s 9.1 0.1 13.5 0.1 Intersection Summary HCM 7th Control Delay,s/veh 11.6 HCM 7th LOS B 10. Future(2040)Plus Project PM Fehr&Peers 2040 Future Background Plus Project PM Peak Hour Page 7 HCM 7th TWSC 7: Ziegler Rd & Percheron Dr Synchro 12 Report Intersection Int Delay,slveh 191.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +T+ T +1� Traffic Vol,veh/h 6 0 27 107 0 38 36 1086 137 49 930 15 Future Vol,veh/h 6 0 27 107 0 38 36 1086 137 49 930 15 Conflicting Peds,#/hr 3 0 3 0 0 0 0 0 0 0 0 0 - Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - None - - None - - None Storage Length - - - - 200 - - - Veh in Median Storage,# - 0 - - 0 - - 0 - 0 - Grade, % - 0 - 0 - - 0 - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles,% 3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 6 0 28 113 0 40 38 1143 144 52 979 16 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 2312 2453 990 2376 2389 1218 995 0 0 1287 0 0 Stage 1 1090 1090 - 1291 1291 - - - - - - - Stage 2 1222 1363 - 1085 1098 - - - - - 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 26 31 298 -24 34 219 691 - 535 Stage 1 260 290 - 200 233 - - - - - Stage 2 219 215 - 261 287 - - - - - - - Platoon blocked,% - - Mov Cap-1 Maneuver 16 23 297 -16 25 218 691 - 535 - Mov Cap-2 Maneuver 16 23 - -16 25 - - - - Stage 1 203 227 - 189 220 - - - - - Stage 2 168 203 - 185 225 - - - - A� Approach EB WB NB SB HCM Control Delay,s/v97.35 $3181.61 0.3 0.61 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLnl SBL SBT SBR Capacity(vehlh) 691 - - 71 21 88 - - HCM Lane V/C Ratio 0.055 - 0.491 7.264 0.096 - HCM Control Delay(s/veh) 10.5 - 97.$3181.E 12.4 0 - HCM Lane LOS B - F F B A HCM 95th%tile Q(veh) 0.2 - 2 19.4 0.3 - Notes -:Volume exceeds capacity $:Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon 10. Future(2040)Plus Project PM Fehr&Peers 2040 Future Background Plus Project PM Peak Hour Page 8 HCM 7th Signalized Intersection Summary 9: Ziegler Rd & Harmony Rd Synchro 12 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) tO ) ttt r )) 0 )) tt r Traffic Volume(veh/h) 207 1883 152 128 1629 995 219 392 96 876 540 141 Future Volume(veh/h) 207 1883 152 128 1629 995 219 392 96 876 540 141 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 0.98 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/In 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 218 1982 160 135 1715 0 231 413 101 922 568 0 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 306 2063 166 80 1520 318 610 148 312 713 Arrive On Green 0.06 0.14 0.14 0.09 0.60 0.00 0.09 0.22 0.22 0.12 0.27 0.00 Sat Flow,veh/h 1767 4773 383 1767 5066 1572 3428 2801 678 3428 3526 1572 Grp Volume(v),veh/h 218 1398 744 135 1715 0 231 258 256 922 568 0 Grp Sat Flow(s),vehlh/lnl767 1689 1779 1767 1689 1572 1714 1763 1717 1714 1763 1572 Q Serve(g_s),s 13.3 45.2 45.7 5.0 33.0 0.0 7.2 14.8 15.1 10.0 16.5 0.0 Cycle Q Clear(g_c),s 13.3 45.2 45.7 5.0 33.0 0.0 7.2 14.8 15.1 10.0 16.5 0.0 Prop In Lane 1.00 0.22 1.00 1.00 1.00 0.39 1.00 1.00 Lane Grp Cap(c),veh/h 306 1460 769 80 1520 318 384 374 312 713 V/C Ratio(X) 0.71 0.96 0.97 1.68 1.13 0.73 0.67 0.68 2.96 0.80 Avail Cap(c_a),veh/h 306 1460 769 80 1520 321 593 577 312 1128 HCM Platoon Ratio 0.33 0.33 0.33 2.00 2.00 2.00 1.00 1.00 1.00 1.33 1.33 1.33 Upstream Filter(I) 0.81 0.81 0.81 0.56 0.56 0.00 1.00 1.00 1.00 0.87 0.87 0.00 Uniform Delay(d),s/veh 49.2 46.2 46.4 50.0 22.0 0.0 48.5 39.4 39.5 48.3 38.1 0.0 Incr Delay(d2),s/veh 6.2 13.4 22.2 334.6 63.2 0.0 7.9 2.1 2.2 888.8 1.9 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/lr6.7 22.9 26.3 9.5 15.0 0.0 3.4 6.4 6.4 42.5 6.7 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 55.4 59.5 68.6 384.6 85.2 0.0 56.4 41.5 41.8 937.1 40.0 0.0 LnGrp LOS E E E F F E D D F D Approach Vol,veh/h 2360 1850 745 1490 Approach Delay,s/veh 62.0 107.0 46.2 595.1 Approach LOS E F D F Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),t6.7 28.7 11.0 53.5 15.0 30.5 25.0 39.5 Change Period(Y+Rc),s 7.5 7.5 7.0 7.0 6.0 7.5 7.0 7.5 Max Green Setting(Gmaxq,.3 34.2 4.0 33.5 9.0 36.0 5.0 32.0 Max Q Clear Time(g_c+119,2, 18.5 7.0 47.7 12.0 17.1 15.3 35.0 Green Ext Time(p-c),s 0.0 1.9 0.0 0.0 0.0 1.6 0.0 0.0 Intersection Summary HCM 7th Control Delay,s/veh 196.3 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. 10. Future(2040)Plus Project PM Fehr&Peers 2040 Future Background Plus Project PM Peak Hour Page 9 HCM 7th Signalized Intersection Summary 10: Strauss Cabin Rd & Harmony Rd * I Synchro 12 Report � --0-- � I l t ' Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) +tt r ) ttt r t r ►� t r Traffic Volume(veh/h) 15 2981 58 103 2488 119 50 20 72 116 28 12 Future Volume(veh/h) 15 2981 58 103 2488 119 50 20 72 116 28 12 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/In 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate,veh/h 16 3138 0 108 2619 0 53 21 0 122 29 0 i 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 41 3334 80 3585 228 246 235 246 Arrive On Green 0.02 0.66 0.00 0.05 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 1364 1856 1572 1380 1856 1572 Grp Volume(v),veh/h 16 3138 0 108 2619 0 53 21 0 122 29 0 Grp Sat Flow(s),vehlh/lnl767 1689 1572 1767 1689 1572 1364 1856 1572 1380 1856 1572 Q Serve(g_s),s 1.0 61.2 0.0 5.0 34.4 0.0 3.9 1.1 0.0 9.4 1.5 0.0 Cycle Q Clear(g_c),s 1.0 61.2 0.0 5.0 34.4 0.0 5.4 1.1 0.0 10.5 1.5 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 41 3334 80 3585 228 246 235 246 V/C Ratio(X) 0.39 0.94 1.34 0.73 0.23 0.09 0.52 0.12 Avail Cap(c_a),veh/h 80 3334 80 3585 524 649 535 649 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) 0.82 0.82 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 53.0 16.9 0.0 52.5 9.7 0.0 44.4 41.8 0.0 46.4 42.0 0.0 Incr Delay(d2),s/veh 4.9 5.8 0.0 217.4 1.3 0.0 0.5 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/Ir0.5 19.5 0.0 7.0 9.4 0.0 1.3 0.5 0.0 3.3 0.7 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 57.9 22.7 0.0 269.9 11.1 0.0 44.9 42.0 0.0 48.2 42.2 0.0 LnGrp LOS E C F B D D D D Approach Vol,veh/h 3154 2727 74 151 Approach Delay,s/veh 22.9 21.3 44.1 47.1 Approach LOS C C D D Timer-Assigned Phs 2 3 4 6 7 8 Phs Duration(G+Y+Rc),s 20.6 11.0 78.4 20.6 5.5 83.9 Change Period(Y+Rc),s 7.0 7.0 7.0 7.0 4.0 7.0 Max Green Setting(Gmax),s 37.5 4.0 47.5 37.5 4.0 50.5 Max Q Clear Time(g_c+11),s 7.4 7.0 0.0 12.5 3.0 0.0 Green Ext Time(p-c),s 0.2 0.0 0.0 0.4 0.0 0.0 Intersection Summary HCM 7th Control Delay,s/veh 23.0 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. 10. Future(2040)Plus Project PM Fehr&Peers 2040 Future Background Plus Project PM Peak Hour Page 10 HCM 7th TWSC 101: Ziegler Rd Synchro 12 Report Intersection Int Delay,s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r T4. t Traffic Vol,veh/h 0 3 1180 37 0 1064 Future Vol,veh/h 0 3 1180 37 0 1064 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 95 95 95 95 95 95 Heavy Vehicles,% 3 3 3 3 3 3 Mvmt Flow 0 3 1242 39 0 1120 Major/Minor Minorl Majorl Major2 Conflicting Flow All 1262 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 0 207 0 Stage 1 0 - 0 Stage 2 0 - 0 Platoon blocked, % Mov Cap-1 Maneuver - 207 - Mov Cap-2 Maneuver Stage 1 Stage 2 F Approach WB NB SB HCM Control Delay,s/v 22.7 0 0 _ HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBT i Capacity(veh/h) 207 _ HCM Lane V/C Ratio 0.015 HCM Control Delay(s/veh) 22.7 _ HCM Lane LOS C HCM 95th%tile Q(veh) 0 10. Future(2040)Plus Project PM Fehr&Peers 2040 Future Background Plus Project PM Peak Hour Page 11 HCM 7th TWSC 102: Horsetooth Rd Synchro 12 Report Intersection Int Delay,s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations t 14. r Traffic Vol,veh/h 0 169 133 0 0 18 Future Vol,veh/h 0 169 133 0 0 18 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 95 95 95 95 95 95 Heavy Vehicles,% 3 3 3 3 3 3 Mvmt Flow 0 178 140 0 0 19 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 0 0 140 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 F Approach EB WB SB HCM Control Delay,s/v 0 0 9.06 _ HCM LOS A Minor Lane/Major Mvmt EBT WBT WBR SBLn1 i Capacity(veh/h) 905 _ HCM Lane V/C Ratio 0.021 HCM Control Delay(slveh) 9.1 _ HCM Lane LOS A HCM 95th °/stile Q(veh) 0.1 10. Future(2040)Plus Project PM Fehr&Peers 2040 Future Background Plus Project PM Peak Hour Page 12 HCM 7th TWSC 103: Horsetooth Rd Synchro 12 Report Intersection Int Delay,s/veh 8.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations +' T�. Y Traffic Vol,veh/h 169 0 0 0 0 133 Future Vol,veh/h 169 0 0 0 0 133 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 95 95 95 95 95 95 Heavy Vehicles,% 3 3 3 3 3 3 Mvmt Flow 178 0 0 0 0 140 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 1 0 0 357 1 Stage 1 - - - 1 - Stage 2 - 356 - 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 1615 639 1081 Stage 1 - 1020 - Stage 2 - 707 - Platoon blocked, % Mov Cap-1 Maneuver 1615 569 1081 Mov Cap-2 Maneuver - 569 - Stage 1 907 Stage 2 707 F Approach EB WB SB HCM Control Delay,s/v 7.5 0 8.83 _ HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 i Capacity(veh/h) 1615 1081 _ HCM Lane V/C Ratio 0.11 0.13 HCM Control Delay(s/veh) 7.5 0 8.8 _ HCM Lane LOS A A A HCM 95th °/stile Q(veh) 0.4 0.4 10. Future(2040)Plus Project PM Fehr&Peers 2040 Future Background Plus Project PM Peak Hour Page 13 MOVEMENT SUMMARY v 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 Arrival Deg. Aver. Levelof 95% Back Of Prop. ID Class Flows Flows Satn Delay Service Queue Que Stop No.of Speed [Total HV I [Total HV] [Veh. Dist Rate Cycles 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 0 V- llll� 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 1 Copyright©2000-2024 Akcelik and Associates Pty Ltd 1 sidrasolutions.com Organisation:FEHR AND PEERS I Licence:NETWORK/FLOATING I Processed:Wednesday,October 23,2024 3:45:38 PM Project: C:\fpbox\Box\-Projects\DN-Projects\2015_Projects\DN15-0497.01 Strauss Lakes TIAApril 2024 Update\October 2024\Sidra\Strauss Lakes TIA.sip9 MOVEMENT SUMMARY 7 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 Arrival Deg. Aver. Levelof 95% Back Of Prop. ID Class Flows Flows Satn Delay Service Queue Que Stop No.of Speed A[Total HV I [Total HV] [Veh. Dist Rate Cycles veh/h % veh/h % V/c sec=A& 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 T T 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 1 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 1 Copyright©2000-2024 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:FEHR AND PEERS I Licence:NETWORK/FLOATING I Processed:Wednesday,October 23,2024 3:45:39 PM Project: C:\fpbox\Box\-Projects\DN-Projects\2015_Projects\DN15-0497.01 Strauss Lakes TIAApril 2024 Update\October 2024\Sidra\Strauss Lakes TIA.sip9 MOVEMENT SUMMARY 7 Site: 101 [3.1 Future AM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Arrival Deg. Aver. Levelof 95% Back Of Prop. ID Class Flows Flows Satn Delay Service Queue Que Stop No.of Speed A[Total HV I [Total HV] [Veh. Dist Rate Cycles veh/h % veh/h % _,=, v/c sec=A& veh ft mph South:Ziegler 3 L2 All MCs 476 3.0 476 3.0 0.408 7.1 LOS A 2.3 58.3 0.42 0.23 0.42 30.0 8 T1 All MCs 923 3.0 923 3.0 0.799 17.1 LOS B 18.6 476.4 0.85 0.71 1.29 28.5 18 R2 All MCs 9 3.0 9 3.0 0.799 17.1 LOS B 18.6 476.4 0.85 0.71 1.29 28.3 Approach 1408 3.0 1408 3.0 0.799 13.7 LOS B 18.6 476.4 0.71 0.55 0.99 29.0 East: Horsetooth 1 L2 All MCs 2 3.0 2 3.0 0.486 22.5 LOS C 1.8 44.9 0.84 0.92 1.16 26.2 6 T1 All MCs 76 3.0 76 3.0 0.486 22.5 LOS C 1.8 44.9 0.84 0.92 1.16 26.6 16 R2 All MCs 86 3.0 86 3.0 0.486 22.5 LOS C 1.8 44.9 0.84 0.92 1.16 26.4 Approach 164 3.0 164 3.0 0.486 22.5 LOS C 1.8 44.9 0.84 0.92 1.16 26.5 North:Ziegler I 1 1 7 L2 All MCs 33 3.0 33 3.0 0.943 39.7 LOS D 22.5 575.6 1.00 1.72 3.23 21.9 4 T1 All MCs 701 3.0 701 3.0 0.943 39.7 LOS D 22.5 575.6 1.00 1.72 3.23 22.1 14 R2 All MCs 46 3.0 46 3.0 0.943 39.7 LOS D 22.5 575.6 1.00 1.72 3.23 22.0 Approach 780 3.0 780 3.0 0.943 39.7 LOS D 22.5 575.6 1.00 1.72 3.23 22.1 West: Horsetooth 1 5 L2 All MCs 93 3.0 93 3.0 0.208 7.8 LOS A 0.8 19.7 0.61 0.56 0.61 30.3 2 T1 All MCs 46 3.0 46 3.0 0.208 7.8 LOS A 0.8 19.7 0.61 0.56 0.61 30.9 12 R2 All MCs 395 3.0 395 3.0 0.590 15.6 LOS B 3.8 96.4 0.78 0.84 1.18 28.6 Approach 534 3.0 534 3.0 0.590 13.6 LOS B 3.8 96.4 0.74 0.77 1.03 29.1 All Vehicles 2886 3.0 2886 3.0 0.943 21.2 LOS C 22.5 575.6 0.80 0.93 1.62 26.6 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 1 Copyright©2000-2024 Akcelik and Associates Pty Ltd 1 sidrasolutions.com Organisation:FEHR AND PEERS I Licence:NETWORK/FLOATING I Processed:Wednesday,October 23,2024 3:45:40 PM Project: C:\fpbox\Box\-Projects\DN-Projects\2015_Projects\DN15-0497.01 Strauss Lakes TIAApril 2024 Update\October 2024\Sidra\Strauss Lakes TIA.sip9 MOVEMENT SUMMARY 7 Site: 101 [3.2 Future PM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Arrival Deg. Aver. Levelof 95% Back Of Prop. ID Class Flows Flows Satn Delay Service Queue Que Stop No.of Speed [Total HV I [Total HV] [Veh. Dist Rate Cycles South:Ziegler 3 L2 All MCs 532 3.0 532 3.0 0.492 8.9 LOS A 2.9 74.4 0.55 0.34 0.55 29.3 8 T1 All MCs 804 3.0 804 3.0 0.751 15.8 LOS B 13.8 354.1 0.82 0.78 1.37 29.0 18 R2 All MCs 6 3.0 6 3.0 0.751 15.8 LOS B 13.8 354.1 0.82 0.78 1.37 28.7 Approach 1342 3.0 1342 3.0 0.751 13.1 LOS B 13.8 354.1 0.71 0.61 1.04 29.1 East: Horsetooth 1 L2 All MCs 1 3.0 1 3.0 0.299 15.3 LOS B 1.0 24.5 0.77 0.81 0.90 28.6 6 T1 All MCs 54 3.0 54 3.0 0.299 15.3 LOS B 1.0 24.5 0.77 0.81 0.90 29.1 16 R2 All MCs 56 3.0 56 3.0 0.299 15.3 LOS B 1.0 24.5 0.77 0.81 0.90 28.9 Approach 111 3.0 111 3.0 0.299 15.3 LOS B 1.0 24.5 0.77 0.81 0.90 29.0 North:Ziegler VEM 7 L2 All MCs 78 3.0 78 3.0 1.228 129.3 LOS F 72.7 1862.2 1.00 3.76 8.78 11.7 4 T1 All MCs 806 3.0 806 3.0 1.228 129.3 LOS F 72.7 1862.2 1.00 3.76 8.78 11.8 14 R2 All MCs 101 3.0 101 3.0 1.228 129.3 LOS F 72.7 1862.2 1.00 3.76 8.78 11.8 Approach 985 3.0 985 3.0 1.228 129.3 LOS F 72.7 1862.2 1.00 3.76 8.78 11.8 West: Horsetooth 1 1 i 5 L2 All MCs 64 3.0 64 3.0 0.276 8.7 LOS A 1.1 27.3 0.63 0.57 0.63 30.6 2 T1 All MCs 123 3.0 123 3.0 0.276 8.7 LOS A 1.1 27.3 0.63 0.57 0.63 31.2 12 R2 All MCs 552 3.0 552 3.0 0.812 27.6 LOS C 8.6 219.9 0.93 1.17 1.92 24.8 Approach 739 3.0 739 3.0 0.812 22.8 LOS C 8.6 219.9 0.85 1.01 1.60 26.1 All Vehicles 3177 3.0 3177 3.0 1.228 51.5 LOS D 72.7 1862.2 0.84 1.69 3.57 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 1 Copyright©2000-2024 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:FEHR AND PEERS I Licence:NETWORK/FLOATING I Processed:Wednesday,October 23,2024 3:45:40 PM Project: C:\fpbox\Box\-Projects\DN-Projects\2015_Projects\DN15-0497.01 Strauss Lakes TIAApril 2024 Update\October 2024\Sidra\Strauss Lakes TIA.sip9 MOVEMENT SUMMARY 7 Site: 101 [2.1 Ex + 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 Arrival Deg. Aver. Levelof 95% Back Of Prop. ID Class Flows Flows Satn Delay Service Queue Que Stop No.of Speed [Total HV I [Total HV] [Veh. Dist Rate Cycles South:Ziegler 3 L2 All MCs 411 3.0 411 3.0 0.378 7.1 LOS A 2.0 50.0 0.47 0.29 0.47 30.0 8 T1 All MCs 877 3.0 877 3.0 0.851 21.9 LOS C 24.0 615.4 1.00 1.10 1.95 26.9 18 R2 All MCs 46 3.0 46 3.0 0.851 21.9 LOS C 24.0 615.4 1.00 1.10 1.95 26.7 Approach 1334 3.0 1334 3.0 0.851 17.3 LOS B 24.0 615.4 0.84 0.85 1.49 27.8 East: Horsetooth 1 L2 All MCs 83 3.0 83 3.0 0.884 55.6 LOS E 5.9 150.9 0.96 1.32 2.32 18.8 6 T1 All MCs 128 3.0 128 3.0 0.884 55.6 LOS E 5.9 150.9 0.96 1.32 2.32 19.0 16 R2 All MCs 106 3.0 106 3.0 0.884 55.6 LOS E 5.9 150.9 0.96 1.32 2.32 18.9 Approach 318 3.0 318 3.0 0.884 55.6 LOS E 5.9 150.9 0.96 1.32 2.32 18.9 North:Ziegler 7 L2 All MCs 44 3.0 44 3.0 1.206 121.4 LOS F 65.4 1674.5 1.00 3.59 8.45 12.2 4 T1 All MCs 748 3.0 748 3.0 1.206 121.4 LOS F 65.4 1674.5 1.00 3.59 8.45 12.3 14 R2 All MCs 143 3.0 143 3.0 1.206 121.4 LOS F 65.4 1674.5 1.00 3.59 8.45 12.3 Approach 936 3.0 936 3.0 1.206 121.4 LOS F 65.4 1674.5 1.00 3.59 8.45 12.3 West: Horsetooth 1 0 1 5 L2 All MCs 141 3.0 141 3.0 0.314 9.4 LOS A 1.3 32.6 0.65 0.61 0.69 29.7 2 T1 All MCs 68 3.0 68 3.0 0.314 9.4 LOS A 1.3 32.6 0.65 0.61 0.69 30.2 12 R2 All MCs 340 3.0 340 3.0 0.510 13.4 LOS B 2.9 73.3 0.74 0.77 1.04 29.5 Approach 549 3.0 549 3.0 0.510 11.8 LOS B 2.9 73.3 0.71 0.71 0.91 29.6 All Vehicles 3137 3.0 3137 3.0 1.206 51.3 LOS D 65.4 1674.5 0.88 1.69 3.55 19.7 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 1 Copyright©2000-2024 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:FEHR AND PEERS I Licence:NETWORK/FLOATING I Processed:Tuesday,November 26,2024 11:11:07 AM Project: C:\fpbox\Box\-Projects\DN-Projects\2015_Projects\DN15-0497.01 Strauss Lakes TIAApril 2024 Update\October 2024\Sidra\Strauss Lakes TIA.sip9 MOVEMENT SUMMARY 7 Site: 101 [2.2 Ex + 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 Arrival Deg. Aver. Level of 95% Back Of Prop. ID Class Flows Flows Satn Delay Service Queue Que Stop No.of Speed A[Total HV I [Total HV] [Veh. Dist Rate Cycles veh/h % veh/h % V/c sec veh ft mph South:Ziegler 3 L2 All MCs 458 3.0 458 3.0 0.508 10.5 LOS B 3.5 90.7 0.66 0.59 0.88 28.7 8 T1 All MCs 878 3.0 878 3.0 1.070 68.4 LOS F 48.7 1247.3 1.00 2.54 4.90 17.3 18 R2 All MCs 86 3.0 86 3.0 1.070 68.4 LOS F 48.7 1247.3 1.00 2.54 4.90 17.2 Approach 1422 3.0 1422 3.0 1.070 49.8 LOS D 48.7 1247.3 0.89 1.91 3.61 19.9 East: Horsetooth , 1 L2 All MCs 74 3.0 74 3.0 0.730 37.2 LOS D 3.4 87.5 0.91 1.09 1.59 22.1 6 T1 All MCs 102 3.0 102 3.0 0.730 37.2 LOS D 3.4 87.5 0.91 1.09 1.59 22.4 16 R2 All MCs 77 3.0 77 3.0 0.730 37.2 LOS D 3.4 87.5 0.91 1.09 1.59 22.3 Approach 253 3.0 253 3.0 0.730 37.2 LOS D 3.4 87.5 0.91 1.09 1.59 22.3 North:Ziegler T 7 L2 All MCs 102 3.0 102 3.0 1.444 220.8 LOS F 117.8 3014.6 1.00 5.19 13.13 7.9 4 T1 All MCs 824 3.0 824 3.0 1.444 220.8 LOS F 117.8 3014.6 1.00 5.19 13.13 8.0 14 R2 All MCs 182 3.0 182 3.0 1.444 220.8 LOS F 117.8 3014.6 1.00 5.19 13.13 8.0 Approach 1108 3.0 1108 3.0 1.444 220.8 LOS F 117.8 3014.6 1.00 5.19 13.13 8.0 West: Horsetooth 1 5 L2 All MCs 196 3.0 196 3.0 0.533 13.7 LOS B 3.2 81.1 0.75 0.78 1.07 28.3 2 T1 All MCs 168 3.0 168 3.0 0.533 13.7 LOS B 3.2 81.1 0.75 0.78 1.07 28.8 12 R2 All MCs 476 3.0 476 3.0 0.697 19.7 LOS B 5.6 144.3 0.84 0.97 1.47 27.2 Approach 840 3.0 840 3.0 0.697 17.1 LOS B 5.6 144.3 0.80 0.89 1.30 27.8 All Vehicles 3623 3.0 3623 3.0 1.444 93.6 LOS F 117.8 3014.6 0.91 2.62 5.84 14.4 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 1 Copyright©2000-2024 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:FEHR AND PEERS I Licence:NETWORK/FLOATING I Processed:Tuesday,November 26,2024 11:44:45 AM Project: C:\fpbox\Box\-Projects\DN-Projects\2015_Projects\DN15-0497.01 Strauss Lakes TIAApril 2024 Update\October 2024\Sidra\Strauss Lakes TIA.sip9 MOVEMENT SUMMARY 7 Site: 101 [4.1 Future + 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 Arrival Deg. Aver. Levelof 95% Back Of Prop. ID Class Flows Flows Satn Delay Service Queue Que Stop No.of Speed A[Total HV I [Total HV] [Veh. Dist Rate Cycles veh/h % veh/h % _,E_ v/c secMk_ veh ft mph South:Ziegler 3 L2 All MCs 476 3.0 476 3.0 0.446 8.2 LOS A 2.5 63.0 0.53 0.34 0.53 29.6 8 T1 All MCs 1004 3.0 1004 3.0 0.985 40.8 LOS D 47.7 1221.0 1.00 1.93 3.05 21.9 18 R2 All MCs 47 3.0 47 3.0 0.985 40.8 LOS D 47.7 1221.0 1.00 1.93 3.05 21.8 Approach 1527 3.0 1527 3.0 0.985 30.6 LOS C 47.7 1221.0 0.85 1.43 2.26 23.9 East: Horsetooth 1 L2 All MCs 83 3.0 83 3.0 1.134 129.6 LOS F 18.4 470.9 1.00 2.23 5.78 11.7 6 T1 All MCs 139 3.0 139 3.0 1.134 128.5 LOS F 18.4 470.9 1.00 2.23 5.78 11.7 16 R2 All MCs 118 3.0 118 3.0 1.134 129.2 LOS F 18.4 470.9 1.00 2.23 5.78 11.7 Approach 340 3.0 340 3.0 1.134 129.0 LOS F 18.4 470.9 1.00 2.23 5.78 11.7 North:Ziegler ' 7 L2 All MCs 48 3.0 48 3.0 1.406 205.0 LOS F 105.2 2691.9 1.00 4.93 12.62 8.4 4 T1 All MCs 845 3.0 845 3.0 1.406 205.0 LOS F 105.2 2691.9 1.00 4.93 12.62 8.5 14 R2 All MCs 149 3.0 149 3.0 1.406 205.0 LOS F 105.2 2691.9 1.00 4.93 12.62 8.4 Approach 1043 3.0 1043 3.0 1.406 205.0 LOS F 105.2 2691.9 1.00 4.93 12.62 8.4 West: Horsetooth 1 5 L2 All MCs 154 3.0 154 3.0 0.330 9.3 LOS A 1.4 35.6 0.65 0.60 0.70 29.7 2 T1 All MCs 75 3.0 75 3.0 0.330 9.3 LOS A 1.4 35.6 0.65 0.60 0.70 30.2 12 R2 All MCs 395 3.0 395 3.0 0.570 14.5 LOS B 3.6 93.4 0.77 0.81 1.14 29.0 Approach 623 3.0 623 3.0 0.570 12.6 LOS B 3.6 93.4 0.72 0.74 0.98 29.3 All Vehicles 3534 3.0 3534 3.0 1.406 88.4 LOS F 105.2 2691.9 0.89 2.42 5.43 14.9 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 1 Copyright©2000-2024 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:FEHR AND PEERS I Licence:NETWORK/FLOATING I Processed:Tuesday,November 26,2024 11:44:45 AM Project: C:\fpbox\Box\-Projects\DN-Projects\2015_Projects\DN15-0497.01 Strauss Lakes TIAApril 2024 Update\October 2024\Sidra\Strauss Lakes TIA.sip9 MOVEMENT SUMMARY 7 Site: 101 [4.2 Future + 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 Arrival Deg. Aver. Level of 95% Back Of Prop. ID Class Flows Flows Satn Delay Service Queue Que Stop No.of Speed [Total HV I [Total HV] [Veh. Dist Rate Cycles South:Ziegler 3 L2 All MCs 532 3.0 532 3.0 0.601 12.8 LOS B 5.3 136.3 0.74 0.73 1.14 27.9 8 T1 All MCs 988 3.0 988 3.0 1.216 122.0 LOS F 80.0 2048.5 1.00 3.61 7.70 12.3 18 R2 All MCs 87 3.0 87 3.0 1.216 122.0 LOS F 80.0 2048.5 1.00 3.61 7.70 12.2 Approach 1607 3.0 1607 3.0 1.216 85.9 LOS F 80.0 2048.5 0.91 2.65 5.53 15.1 East: Horsetooth 1 L2 All MCs 74 3.0 74 3.0 0.828 51.1 LOS D 4.4 112.2 0.94 1.20 1.94 19.5 6 T1 All MCs 109 3.0 109 3.0 0.828 51.1 LOS D 4.4 112.2 0.94 1.20 1.94 19.7 16 R2 All MCs 84 3.0 84 3.0 0.828 51.1 LOS D 4.4 112.2 0.94 1.20 1.94 19.6 Approach 267 3.0 267 3.0 0.828 51.1 LOS D 4.4 112.2 0.94 1.20 1.94 19.6 North:Ziegler 7 L2 All MCs 113 3.0 113 3.0 1.749 355.9 LOS F 174.7 4472.3 1.00 6.61 17.94 5.4 4 T1 All MCs 936 3.0 936 3.0 1.749 355.9 LOS F 174.7 4472.3 1.00 6.61 17.94 5.4 14 R2 All MCs 196 3.0 196 3.0 1.749 355.9 LOS F 174.7 4472.3 1.00 6.61 17.94 5.4 Approach 1244 3.0 1244 3.0 1.749 355.9 LOS F 174.7 4472.3 1.00 6.61 17.94 5.4 West: Horsetooth 5 L2 All MCs 204 3.0 204 3.0 0.547 13.6 LOS B 3.5 88.3 0.75 0.78 1.09 28.4 2 T1 All MCs 185 3.0 185 3.0 0.547 13.6 LOS B 3.5 88.3 0.75 0.78 1.09 28.9 12 R2 All MCs 552 3.0 552 3.0 0.774 23.6 LOS C 8.0 204.7 0.90 1.09 1.78 25.9 Approach 941 3.0 941 3.0 0.774 19.5 LOS B 8.0 204.7 0.84 0.96 1.49 27.0 All Vehicles 4060 3.0 4060 3.0 1.749 151.0 LOS F 174.7 4472.3 0.92 3.38 8.16 10.5 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 1 Copyright©2000-2024 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:FEHR AND PEERS I Licence:NETWORK/FLOATING I Processed:Tuesday,November 26,2024 11:44:44 AM Project: C:\fpbox\Box\-Projects\DN-Projects\2015_Projects\DN15-0497.01 Strauss Lakes TIAApril 2024 Update\October 2024\Sidra\Strauss Lakes TIA.sip9 MOVEMENT SUMMARY 7 Site: 101 [5.1 Future + 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 Arrival Deg. Aver. Level of 95% Back Of Prop. ID Class Flows Flows Satn Delay Service Queue Que Stop No.of Speed A[Total HV I [Total HV] [Veh. Dist Rate Cycles veh/h % veh/h % V/c sec veh ft mph South:Ziegler 3 L2 All MCs 476 3.0 476 3.0 0.737 16.2 LOS B 12.2 311.7 0.81 0.80 1.38 27.3 8 T1 All MCs 1004 3.0 1004 3.0 0.737 15.6 LOS B 12.3 315.0 0.79 0.78 1.36 28.7 18 R2 All MCs 47 3.0 47 3.0 0.737 15.4 LOS B 12.3 315.0 0.79 0.77 1.35 28.8 Approach 1527 3.0 1527 3.0 0.737 15.8 LOS B 12.3 315.0 0.80 0.79 1.36 28.3 East: Horsetooth 1 L2 All MCs 83 3.0 83 3.0 0.739 43.1 LOS D 3.2 83.1 0.92 1.10 1.62 21.0 6 T1 All MCs 139 3.0 139 3.0 0.739 42.1 LOS D 3.2 83.1 0.92 1.10 1.62 21.3 16 R2 All MCs 118 3.0 118 3.0 0.455 27.0 LOS C 1.5 39.5 0.87 0.94 1.15 24.9 Approach 340 3.0 340 3.0 0.739 37.1 LOS D 3.2 83.1 0.91 1.05 1.46 22.3 North:Ziegler 7 L2 All MCs 48 3.0 48 3.0 0.755 23.6 LOS C 7.2 183.8 0.87 1.08 1.75 25.8 4 T1 All MCs 845 3.0 845 3.0 0.755 22.9 LOS C 7.4 189.2 0.87 1.07 1.75 26.5 14 R2 All MCs 149 3.0 149 3.0 0.755 22.0 LOS C 7.4 189.2 0.87 1.07 1.75 26.6 Approach 1043 3.0 1043 3.0 0.755 22.8 LOS C 7.4 189.2 0.87 1.07 1.75 26.4 West: Horsetooth 5 L2 All MCs 154 3.0 154 3.0 0.458 15.4 LOS B 2.1 52.5 0.74 0.82 1.02 27.6 2 T1 All MCs 75 3.0 75 3.0 0.458 15.4 LOS B 2.1 52.5 0.74 0.82 1.02 28.0 12 R2 All MCs 395 3.0 395 3.0 0.711 24.1 LOS C 4.7 119.5 0.83 1.04 1.54 25.8 Approach 623 3.0 623 3.0 0.711 20.9 LOS C 4.7 119.5 0.80 0.96 1.35 26.5 All Vehicles 3534 3.0 3534 3.0 0.755 20.8 LOS C 12.3 315.0 0.83 0.93 1.48 26.7 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 1 Copyright©2000-2024 Akcelik and Associates Pty Ltd 1 sidrasolutions.com Organisation:FEHR AND PEERS I Licence:NETWORK/FLOATING I Processed:Tuesday,November 26,2024 11:44:44 AM Project: C:\fpbox\Box\-Projects\DN-Projects\2015_Projects\DN15-0497.01 Strauss Lakes TIAApril 2024 Update\October 2024\Sidra\Strauss Lakes TIA.sip9 MOVEMENT SUMMARY 7 Site: 101 [5.2 Future + 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 Arrival Deg. Aver. Level of 95% Back Of Prop. ID Class Flows Flows Satn Delay Service Queue Que Stop No.of Speed [Total HV I [Total HV] [Veh. Dist Rate Cycles South:Ziegler 3 L2 All MCs 532 3.0 532 3.0 0.963 44.3 LOS D 25.2 645.6 1.00 1.80 3.33 20.5 8 T1 All MCs 988 3.0 988 3.0 0.963 42.8 LOS D 26.6 680.8 1.00 1.82 3.35 21.4 18 R2 All MCs 87 3.0 87 3.0 0.963 42.3 LOS D 26.6 680.8 1.00 1.82 3.36 21.5 Approach 1607 3.0 1607 3.0 0.963 43.2 LOS D 26.6 680.8 1.00 1.81 3.34 21.1 East: Horsetooth 1 L2 All MCs 74 3.0 74 3.0 0.672 39.8 LOS D 2.5 64.4 0.91 1.04 1.40 21.6 6 T1 All MCs 109 3.0 109 3.0 0.672 39.1 LOS D 2.5 64.4 0.91 1.04 1.40 21.9 16 R2 All MCs 84 3.0 84 3.0 0.363 25.7 LOS C 1.1 28.2 0.87 0.91 1.04 25.3 Approach 267 3.0 267 3.0 0.672 35.1 LOS D 2.5 64.4 0.90 1.00 1.28 22.8 North:Ziegler 7 L2 All MCs 113 3.0 113 3.0 0.915 41.5 LOS D 13.9 355.9 1.00 1.51 2.80 21.4 4 T1 All MCs 936 3.0 936 3.0 0.915 40.3 LOS D 14.6 373.6 1.00 1.51 2.81 21.9 14 R2 All MCs 196 3.0 196 3.0 0.915 39.0 LOS D 14.6 373.6 1.00 1.52 2.83 22.1 Approach 1244 3.0 1244 3.0 0.915 40.2 LOS D 14.6 373.6 1.00 1.51 2.82 21.9 West: Horsetooth 5 L2 All MCs 204 3.0 204 3.0 0.905 52.7 LOS D 8.0 206.0 0.95 1.39 2.50 19.1 2 T1 All MCs 185 3.0 185 3.0 0.905 52.7 LOS D 8.0 206.0 0.95 1.39 2.50 19.3 12 R2 All MCs 552 3.0 552 3.0 1.141 111.6 LOS F 29.9 765.8 1.00 2.67 6.85 12.8 Approach 941 3.0 941 3.0 1.141 87.2 LOS F 29.9 765.8 0.98 2.14 5.05 14.9 All Vehicles 4060 3.0 4060 3.0 1.141 52.0 LOS D 29.9 765.8 0.99 1.74 3.44 19.5 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 1 Copyright©2000-2024 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:FEHR AND PEERS I Licence:NETWORK/FLOATING I Processed:Tuesday,November 26,2024 11:44:44 AM Project: C:\fpbox\Box\-Projects\DN-Projects\2015_Projects\DN15-0497.01 Strauss Lakes TIAApril 2024 Update\October 2024\Sidra\Strauss Lakes TIA.sip9 MOVEMENT SUMMARY 7 Site: 101 [6.1 Future + 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 Arrival Deg. Aver. Level of 95% Back Of Prop. ID Class Flows Flows Satn Delay Service Queue Que Stop No.of Speed A[Total HV I [Total HV] [Veh. Dist Rate Cycles veh/h % veh/h % V/c sec veh ft mph South:Ziegler 3 L2 All MCs 476 3.0 476 3.0 0.712 15.1 LOS B 10.8 275.4 0.77 0.74 1.27 27.7 8 T1 All MCs 1004 3.0 1004 3.0 0.712 14.6 LOS B 10.8 277.0 0.75 0.72 1.24 29.1 18 R2 All MCs 47 3.0 47 3.0 0.029 0.0 LOS A 0.0 0.0 0.00 0.00 0.00 36.2 Approach 1527 3.0 1527 3.0 0.712 14.3 LOS B 10.8 277.0 0.74 0.70 1.21 28.8 East: Horsetooth 1 L2 All MCs 83 3.0 83 3.0 0.401 25.1 LOS C 1.3 33.2 0.86 0.92 1.09 24.5 6 T1 All MCs 139 3.0 139 3.0 0.401 22.3 LOS C 1.3 33.3 0.84 0.90 1.08 26.6 16 R2 All MCs 118 3.0 118 3.0 0.073 0.0 LOS A 0.0 0.0 0.00 0.00 0.00 36.2 Approach 340 3.0 340 3.0 0.401 15.2 LOS B 1.3 33.3 0.56 0.59 0.71 28.6 North:Ziegler 7 L2 All MCs 45 3.0 45 3.0 0.641 17.7 LOS B 4.7 121.3 0.80 0.91 1.37 27.7 4 T1 All MCs 840 3.0 840 3.0 0.641 17.0 LOS B 4.8 123.4 0.79 0.90 1.36 28.5 14 R2 All MCs 146 3.0 146 3.0 0.090 0.0 LOS A 0.0 0.0 0.00 0.00 0.00 36.2 Approach 1032 3.0 1032 3.0 0.641 14.6 LOS B 4.8 123.4 0.68 0.77 1.17 29.3 West: Horsetooth 5 L2 All MCs 154 3.0 154 3.0 0.274 10.2 LOS B 1.0 24.6 0.66 0.66 0.69 28.8 2 T1 All MCs 75 3.0 75 3.0 0.149 9.1 LOS A 0.5 12.5 0.64 0.64 0.64 31.7 12 R2 All MCs 395 3.0 395 3.0 0.243 0.1 LOS A 0.0 0.0 0.00 0.00 0.00 36.1 Approach 623 3.0 623 3.0 0,274 3.7 LOS A 1.0 24.6 0.24 0.24 0.25 33.4 All Vehicles 3522 3.0 3522 3.0 0.712 12.6 LOS B 10.8 277.0 0.61 0.63 0.98 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 1 Copyright©2000-2024 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:FEHR AND PEERS I Licence:NETWORK/FLOATING I Processed:Tuesday,November 26,2024 11:44:43 AM Project: C:\fpbox\Box\-Projects\DN-Projects\2015_Projects\DN15-0497.01 Strauss Lakes TIAApril 2024 Update\October 2024\Sidra\Strauss Lakes TIA.sip9 MOVEMENT SUMMARY 7 Site: 101 [6.2 Future + 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 Arrival Deg. Aver. Level of 95% Back Of Prop. ID Class Flows Flows Satn Delay Service Queue Que Stop No.of Speed [Total HV I [Total HV] [Veh. Dist Rate Cycles South:Ziegler 3 L2 All MCs 532 3.0 532 3.0 0.911 35.1 LOS D 19.5 499.0 1.00 1.53 2.80 22.2 8 T1 All MCs 988 3.0 988 3.0 0.911 33.7 LOS C 20.4 522.7 1.00 1.54 2.81 23.4 18 R2 All MCs 87 3.0 87 3.0 0.054 0.0 LOS A 0.0 0.0 0.00 0.00 0.00 36.2 Approach 1607 3.0 1607 3.0 0.911 32.3 LOS C 20.4 522.7 0.95 1.45 2.65 23.4 East: Horsetooth 1 L2 All MCs 74 3.0 74 3.0 0.364 25.8 LOS C 1.1 28.3 0.87 0.91 1.04 24.3 6 T1 All MCs 109 3.0 109 3.0 0.364 22.8 LOS C 1.1 28.3 0.85 0.89 1.02 26.5 16 R2 All MCs 84 3.0 84 3.0 0.052 0.0 LOS A 0.0 0.0 0.00 0.00 0.00 36.2 Approach 267 3.0 267 3.0 0.364 16.4 LOS B 1.1 28.3 0.59 0.62 0.70 28.1 North:Ziegler T 7 L2 All MCs 113 3.0 113 3.0 0.771 25.1 LOS C 7.4 188.6 0.89 1.10 1.79 25.2 4 T1 All MCs 936 3.0 936 3.0 0.771 24.1 LOS C 7.6 194.5 0.88 1.10 1.79 26.0 14 R2 All MCs 196 3.0 196 3.0 0.120 0.0 LOS A 0.0 0.0 0.00 0.00 0.00 36.1 Approach 1244 3.0 1244 3.0 0.771 20.4 LOS C 7.6 194.5 0.74 0.92 1.51 27.1 West: Horsetooth 5 L2 All MCs 204 3.0 204 3.0 0.426 14.9 LOS B 1.7 43.6 0.74 0.81 0.98 27.2 2 T1 All MCs 185 3.0 185 3.0 0.426 16.5 LOS B 1.7 43.7 0.77 0.84 1.01 28.7 12 R2 All MCs 552 3.0 552 3.0 0.339 0.1 LOS A 0.0 0.0 0.00 0.00 0.00 36.1 Approach 941 3.0 941 3.0 0.426 6.5 LOS A 1.7 43.7 0.31 0.34 0.41 32.1 All Vehicles 4060 3.0 4060 3.0 0.911 21.7 LOS C 20.4 522.7 0.71 0.98 1.65 26.5 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 1 Copyright©2000-2024 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:FEHR AND PEERS I Licence:NETWORK/FLOATING I Processed:Tuesday,November 26,2024 11:44:43 AM Project: C:\fpbox\Box\-Projects\DN-Projects\2015_Projects\DN15-0497.01 Strauss Lakes TIAApril 2024 Update\October 2024\Sidra\Strauss Lakes TIA.sip9